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452 Rocky Grove Ln 17-1861; PLUMBINGCOUNTY OF SEMINOLE IMPACT FEE STATEMENT STATEMENT NUMBER: 17100003 BUILDING APPLICATION #: 17-10000398 BUILDING PERMIT NUMBER: 17-10000398 11- IgcoI DATE: June 29, 2017 3233, 3$ 4-1 UNIT ADDRESS: ROCKY GROVE LN 452 21-19-30-510-0000-2850 TRAFFIC ZONE:022 JURISDICTION: SEC: IMP: RNG: SUF: PARCEL: SUBDIVISION: TRACT: PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NAME: TAYLOR MORRISON OF FL INC ADDRESS: 2600 LAKE LUCIEN DR #350 MAITLAND FL 32751 LAND USE: SINGLE FAMILY RESIDENCE TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 452 ROCKY GROVE LN / LOT 285 SFR THORNBROOK PH 4 FEE BENEFIT RATE UNIT TYPE DIST SCHED RATE CALC UNITS UNIT TOTAL DUE TYPE ROADS-ARTERIALS CO -WIDE ORD Single Family Housing 705.00 1.000 dwl unit 705.00ROADS -COLLECTORS N/A Single Family Housing .00 1.000 dwl unitFIRERESCUE 00 LIBRARY CO -WIDE ORD 00 Single Family Housing 54.00 SCHOOLS 1.000 dwl unit 54.00 CO -WIDE ORD SSingle Family Housing 5,000.00 1.000 dwl unit 5,000.00PARKSN/ LAW ENFORCE N/A 00 DRAINAGE N/A 00 00 AMOUNT DUE 5,759.00 STATEMENT < 44" `/. * RECEIVED BY: l'i{ y` IGNATURE: PLEASE PRINT NAME) DATE: a/ NOTE TO RECEIVING SIGNATORYAPPLICANT: FAILURE TO NOTIFY OWNER AND J ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. *** 1 DISTRIBUTION: 1-BLDG DEPT 3-APPLICANT \12-FINANCE 4-LAND MANAGEMENT \ NOTE* * PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THE / SEMINOLE COUNTY ROAD, FIRE/RESCUE, LIBRARY AND/OR EDUCATIONAL ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THS REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD FL, 32771; 407-665-7356. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER AND SHOULD REFERENCE THE COUNTY BUILDING PERMIT NUMBER AT THE IroP 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 THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST.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. SUf,DIVIsroN:T0KN 139COKE CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: I --I' 19 co ( Documented Construction Value: $ (Canob Wz17 PIXCTVI'E % Job Address: y s a OCKY C40v L-41ve Historic District: Yes No Parcel ID: t 'dot 5 TVFES Residential [f Commercial Type of Work: New E9 Addition Alteration Repair Demo Change of Use Move Description of Work: NEW RESIDENTIAL PLUMBING Plan Review Contact Person: Title: Phone: Fax: Email: Property Owner Information Name / J4 l LoK Mold SON Phone: Street: City, State Zip: Resident of property? : Contractor Information Name NORTHWEST PLUMBING OF ORLANDO Phone: (770) 941-5421 x 2045 Street: 6310 MABLETON PARKWAY, SUITE 1000 Fax: (770) 941-9522 City, State Zip: MABLETON. GA 30126 State License No.: CFC1426562 Name: Street: City, St, Zip: Bonding Company: Address: Architect/Engineer Informatio Phou Fax: E-mr 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 us of that date: 5i° Edition (2014) Florida Building Code Revac-d- June in, 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 ICC Vnluation 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 pert -nit 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 orOwner/Agent Date Signature of Co ctor/Agent Dale IO N Y M A KAIFFEY Print Owner/Agent's Name Print Contractor/Agent's Name `-0 eb, r Signature of Notary -State of Florida Dote Owner/Agent is Personally Known to Me or Produced ID Type of ID A V19 I j' EXPIRES Signature of Notary -State of Florida ate GEORGIA JUNE 8, 2020 9R BLtC i Ltc Ovr 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: Total Sq Ft of Bldg: Min. Occupancy Load: Flood Zone: of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures, Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES: FIRE: WASTE WATER: BUILDING: Revised- June 30, 2013 Permit Application Parcel 1 D Number: 28-19-30- SLQ-0000-1sSO Prepared By Kim Carter and Taylor Morrison Homes Return To : 2600 Lake Lucien Drive, Suite 350 Maitland, FL 32751 NOTICE OF COMMENCEMENT. State of Florida. ] County of Seminole. GRANT MALOY, SEMINOLE COUNTY CLERK OF CIRCUIT COURT & COMPTROLLER BY, 3944 F's 145 (iP9s ) CLERK'S Q 2017066293 RECORDED 06/29/2017 02:12:17 PH RECORDING FEES $10.00 RECORDED BY ,ieckenro The undersigned hereby gives notice that improvements will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. I . Description of property : LOT Legal Description : Thornbrooke Phase 1, according to the plat thereof, as recorded in Plat Book$2PageA$-Nbf the public records of Seminole County, Florida. - Y 11 u Addresses : 12, Sanford FL o'R- j o 0 2. General description of improvements : Single Family Home o cc uz o 3. Owner information : Name Taylor Morrison of Florida Inc. 42i C; W it Address 2600 Lake Lucien Drive Suite 350, Maitland, FL 32751 o v o z oUj Cr a Ow 4. Fee Simple Title Holder: N.A. Y $ z 5. Contractor name and address : Name Taylor Morrison of Florida Inc. W W z W Address 2600 Lake Lucien Drive Suite 350, Maitland, FL 32751 u u 6. Surety: N.A. 7. Lender: N.A. 8. Persons within the State of Florida designated by the Owner upon whom notices or other documents may be served as provides by 713.13(1)(a)7., Florida Statutes: N.A. 9. In addition to himself, Owner designates the following to receive a copy of the Lienor's Notice as provided in 713.13(1)(b), Florida Statutes. N.A. 10. Expiration date of notice of commencement: One year from the date of recording. WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTENT TO OBTAIN FINANCING, CONSULT YOUR LENDER OT ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. 11. Date Signed : Signature of Owner's Agent: X tn Asa Wright ylor Morrison of Florid Sworn to and subscribed before me this by John Asa Wrigh h sonally known to me. :,:• Notary Public DA Clark' My commission expires: 6/27/19 OZ til rySerialNo. FF 209108 t y Signature: ;0 ytoatary seal: t- cm N DESCRIPTION AS FURNISHED: Lot 287, THORNBROOKE PHASE 4, as recorded in Plat Book 81, Pages 70 thru 71, Public Records of Seminole County, Florida. BOUNDARY FOR/CERTIFIED TO: Taylor Morrison of Florida, Inc. LOT 308 N 00010'44" W N 00014'55" W 16.07' 24.07' / 5.07' 19.81, 19.80, I I LOT 287 15.7' j o of 5.10, 14.3' 8' RECESS FOR POCKET SUDER W ii/ FORMBGARD FOUNDATION TOP OF FORMS - 24.50' 94 LOT 288 LOT 288 ti O 5.13• 5.0' s 5"0' 25.20' 25.20' 10' UTIL. ESMT. 434.30' S 00°10'44 " E N 00.14 55 " W (aa.) LOT AREA UiELATIONS. 16.16' 24.16' LO - 4,826 So.FT. LIVING - 1,467 SOFT. GARAGE - 455 SO.FT. ENTRY - 1 SOFT. 400 LM1AI - 139 SOFT. BREEZEWAY N/A SOFT. ROCKY CROVE LANE DRIVEWAY - 18 SOXT. 50' RIW) TRACT I IMPERVIOUAY S 54.3 sx.FT. AQ UTILITY & ACCESS RAW 0 - 2.620 SORT. SO.R.LOT Ma ONQqpPROPOSED - FINISHED SPOT GRADE ELEVATION 110 SO.FT. PER DRAINAGE PLANS BUILDING SETBACKS., SIDEWALK - 201 SOFT. V'-& PROPOSED DRAINAGE FLOW FRONT - 25' S00 SOFT. LOT GRADING TYPE A PROPOSED F.F. PER PLANS - 24.50'111vi REAR - 15' SIDE - 3.0' PROPOSED INF-RMATION SHOWN 89 SOFT. CORNER - 10' BASED ON SUPPLIED PLAN DRIVEWAY - 51J SOFTSIDE PROPOSED GRADE PER CONSTRUCTION PLAN AND//OR INSTRUCTIONS PER SIDEWALK - 288 SOFT. CLIENT(NOT FIELD VERIFIED SOD S .FT. CRUSENME'YER-SCOTT ASSOC., INC. - LAND SURVEYORS rrom - LEGEND - Y PA POW a LIM 5.400 E. COLONIAL DR. ORLANDO. FL. 32807 (407)-277-3232 FAX (407)-658-1436 I.P.Two . Dml PIPE PAL . POINT OT R -AM CURVATURE UL - DON ROD CL . POINT CDIgRID CURVATURE Hor 1. THE WIOFR9CMD DOES NOGMY COMP MIT TM SWYEr IQTS THE SUNMRO= OF PRACTICE SET FORTH al' TIE FLORIDA OMRD a SE • TE OLDD45 KitRAD•RADIAL V• FLO PRO16SIOHAL SIRWMM AND nT' 01 CMWTR W-17 FIO NIA AOIOOSMMT CODE P11161WIf TO SEL7RN 472.027. FLOIID{ SUTUES L UNU = DY0=0 WITH SORWYORS WATIAR AND OMMOK USED SDSL IM4 SUtVEY AW OR GOP= ARE NOT MMI/r J {S% VP . NIR ALTCOVOU Im . W3 IRPMm FROM TINL /OORWTRW III MPW TO ME SURYCTOR. MITE ANY OE OINK REFT7UClIpm NO& DINT OF =CODNDIG CALL • CALOAATED OR EASCANO IIIL A" / THIS PROP . PALL . OINT OF COppExl(NT FAX . PCRNMOIT RElRE10E NDMRQIIi 4, No WVOMO" WROF WM NAVE Dm1 IOEATEO UNIE39 OnVINI E SHOWN CENTMI E Fr. . iD11SItD FLOOR ELEVATION HAD. L DIS9 DA - OWLDOfr SETIAOI LI1C a DO UMVt/ IS PRERORD FOR TTIE =OIL IOQFIT OT THOW COITIPIED /O AND SRIDIRO NOT 0E ROIED UION AN11ANYOINKOIRR. N/ VAY IDCNVM a OOIENVO W SHORN FOR WE LOOAIM OF 00*0YEMpRO MORM SHP" NOT R U=m TO RELOHSIRUOF OOUIWRY LINER am. . Mon D& - BASE IWINO 7. Gi1RIM& ARE 840 AMNED Wild AND ON THE LPN 900000 AS MSS WARM (&&) DRAIN. . DRAINAGE a ULWTIPM IF VOW. ARE SAM Of NATIONAL OE MM WTUM or 192I. OMLS= OTIWWISE Noy= CHAIN 4 - VrIUTV LURFOICL VOM - VOID FCNOC D. CENTOMA1E Of AUOIOIMATAN MR. 4000. SLOC NCONCR• TE POINTEOFCURVATURE our 1- - 20'-4 1 DRAWN BY.' ••• F. I. E= • 11[sc""nolT'° CERTIFIED Br DAh ORDER ND. R • RADIUS ANCGT LENNDIXTA PLOT PLAN 03-28-2017 1281-17 U c • tNmID WDCIL - CNKARDIG M Rsro PLOT PLAN Os-71-T017 FORMBQYID FOUNM110N/ ELE15. 08-01-17 3802-17 NORTH THIS6WLDINC/ PROPOM DOES.NOT UE WITHIN THE ESTABLISHED foO YEAR FLOOD PLANE AS PER 'TTRAR' TON X. CRUSENAREYM. R.LS. / 4714 ZONE .0 MAP / 12117C 0035 F. JAMES W. SCOTT, R.LS / 4801 FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot285 ThombrookeDarlingtonSGLE Builder Name: Taylor Morrison Street: 415A 1-(j61/_ rave- L-4 Permit Office: SGM City, State, Zip: FL. J Permit Number. - 1 Owner: Jurisdiction: 691500 Design Location: FL, Orlando County:: Seminole (Florida Climate Zone 2 ) 1. New construction or existing New (From Plans) 9. Wall Types (3145.8 sgft.) Insulation Area a. Frame - Wood, Exterior R=13.0 1521.00 ft' 2. Single family multiple family Single-family9yormupleygyb. Concrete Block - Int Insul, Exterior R=4.1 1380.60 ft' 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 244.22 ft' 4. Number of Bedrooms 4 d. N/A R= ft' 10. Ceiling Types (1509.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=38.0 1482.00 ft' 6. Conditioned floor area above grade (ft') 2582 b. Knee Wall (Vented) R=30.0 27.00 ft' c. N/Aucts R _ a Conditioned floor area below grade (ft') 0 11 R ft' 7. Windows(367.7 sqft.) Description Area a. Sup: Attic, Rot: Attic, AH: 2nd Floor 6 293.4 a. U-Factor. Dbl, U=0.34 295.74 ft' b. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 6 223 SHGC: SHGC=0.31 b. U-Factor: Dbl, U=0.58 72.00 ft' Cooling systems kBt Efficiency a. Central Unit a. 2.2 SEER:16.00 5.2 SHGC: SHGC=0.32 b. Central Unit 25.2 SEER:16.00 c. U-Factor. N/A ft' SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor. N/A ft' a. Electric Heat Pump 21.8 HSPF:9.00 SHGC: b. Electric Heal Pump 21.8 HSPF:9.00 Area Weighted Average Overhang Depth: 3.432 ft. Area Weighted Average SHGC: 0.312 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (2582.0 sqft.) Insulation Area EF: 0.950 a. Slab -On -Grade Edge Insulation R=0.0 1467.00 ft' b. Conservation features b. Floor Over Other Space R=0.0 1102.00 ft' None c. other (see details) R= 13.00 ft' 1 15. Credits Pstat Total Proposed Modified Loads: 67.60 PASS Glass/Floor Area: 0.142 Total Baseline Loads: 76.76 I hereby certify that the plans and specifications covered by Review of the plans and THE ST,gl, FO,t, thiscalculationareincompliancewiththeFloridaEnergyspecificationscoveredbythiszJ Code. calculation indicates compliance y•,, _; .,.° r"'• withtheFloridaEnergyCode. unn''-. ° , PREPARED BY: Before construction is completed DATE: 3/3/1 T this building will be inspected for V compliance with Section 553.908 I hereby certify that this buildingAs designed, is in compliance Florida Statutes. OWE with theFloridaEnergyCode. OWNER/AGENT. (/ BUILDING OFFICIAL: DATE: DATE: _ -% . Compliancerequires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory - sealed In accordance with R403.2.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report In accordance with R402.4.1.2. 3/3/ 2017 9:53 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 a Johnson, JoAnn From: Johnson, JoAnn Sent: Thursday, June 29, 2017 9:39 AM To:'dapne@permitspermitspermits.com' Subject: Taylor Morrison permits ready But all need NOCs and RIS statements 17-1862 — 416 Red Rose Ln 17-1863 — 456 Rocky Grove Ln 17-1861— 452 Rocky Grove Ln 17-1860 — 437 rocky Grove Ln Thank you. JoAnn M. Johnson Permitting & Licensing Coordinator Building & Fire Prevention Division City of Sanford 300 N. Park Avenue Sanford, FL 32771-1244 Phone: 407.688.5057 Fax: 407.688.5152 Joann. i ohnsonQ,sanfordfl. gov www.smfordfl.gov Out of Office Dates: AI.u17ivIlke' r CITY OF SANFORD N BUILDING & FIRE PREVENTION D z PERMIT APPLICATION CIQ Application No • -7— 1 Vw I 00 m Documented Construction Value: $ ( 33 Job Address: a( —Lem C VOA- L " Historic District: Yes No X Parcel ID: 27-19-30- -0000- 0 Residential R Commercial Type of Work: New x Addition Alteration Repair Demo Change of Use Move Description of Work: LOT NUMBER: 02*5 Plan Review Contact Person: Daphne Clark Title: Phone: 407-257-6940 Fax: reM17I-it1'-ul '' 11 P Property Owner Information Name TAYLOR MORRISON OF FLORIDA INC Phone: 407-629-0077 Street: 151 SOUTHHALL LANE # 200 Resident of property? : NO City, State Zip: MAITLAND FL 32751 Contractor Information Name JOHN ASA WRIGHT / TAYLOR MORRISON OF FLORIDA Phone: Street: 151 SOUTHHALL LANE # 200 Fax: City, State Zip: Name: Street: City, St, Zip: _ MAITLAND FL 32751 Bonding Company: N/A Address: 407-257-6940 State License No.: CBC1257462 Architect/Engineer Information Phone: Fax: E-mail: Mortgage Lender: N/A Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51b Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application v 0.00 25.00 1Y017.00 2Y413.00 3,455.00 3Y455.00 X 1.5 51.82 0.00 r 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 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 Own Agent at I I ISignature o Contractor/Agent to TAYLOR MORRISObOWILORIDA INC JOHN ASAABIGHT Print Owner/Agent's N Print Cont r/ is Name Signature of Notary- o orida Dat Si ture o Notary -StateopI da D e D. A CLARK icy!"• uc * MY COMMISSION It K 208108 • MY COMMISSION I FF 209108 EXPIRES: June 27, 2018Od-'* EXPIRES: June 27, 2018 Bonded TDru Budget Notary Senka Bonded Thru Budgtl Notary Sarvicat Owner/Agent is yM Personally Known to Me or Contractor/Agent is YES Personally Known to Me or Produced ID N/A Type of ID Produced ID -NIA Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building & Electrical X Mechanical § Plumbing Gas[] Roof Construction Type: q5 Occupancy Use: 1Z 3 Flood Zone: A 4C.Hr Total Sq Ft of Bldg: 3 2'•{-1 Min. Occupancy Load: —( # of Stories: 2- New Construction: Electric - # of Amps 1 SC7 Plumbing - # of Fixtures 2-1 Fire Sprinkler Permit: Yes No [3 # of Heads APPROVALS: ZONING: 91 2(o UTILITIES: ENGINEERING: tµTG G-7'7-tl FIRE: Fire Alarm Permit: Yes No n COMMENTS: _ Ok to construct Single Family home with setbacks and impervious area shown on plan. WASTE WATER: BUILDING: 517 6-a-t'? Revised. June 30, 2015 Permit Application rJ a I 111" CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: $ ), (I q 1 o Job Address: C.L4 1 Cyoye— Historic District: Yes No 0 Parcel ID: 27-19-30- -0000- 0 Residential R Commercial Type of Work: New X Addition Alteration Repair Demo Change of Use Move Description of Work: LOT NUMBER: RRZ 5' Plan Review Contact Person: Daphne Clark Title: Phone: 407-257-6940 Fax: Email: daphne@PermitsPerm*tsPermits.com Property Owner Information Name TAYLOR MORRISON OF FLORIDA INC Phone: 407-629-0077 Street: 151 SOUTHHALL LANE #200 Resident of property? : City, State Zip: MAITLAND FL 32751 Contractor Information Name JOHN ASA WRIGHT / TAYLOR MORRISON OF FLORIDA Phone: 407-257-6940 Street: 151 SOUTHHALL LANE # 200 Fax: City, State Zip: MAITLAND FL 32751 State License No.: Arch itect/Engineer-Information Name: Street: City, St, Zip: Bonding Company: N/A Address: Phone: Fax: E- mail: Mortgage Lender: N/A Address: NO CBC1257462 WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51b Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at -the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Signature of Own Agent at Signature o ConUactor/Agent to TAYLOR MORRISOLORIDA INC Print Owner/Agent's N Signature of Notary- o orida Dal D. A. CLARK MY COMMISSION I FF 209108 EXPIRES: June 27, 2019t 1 —1 SondediANBud9t1NoteryStMa Owner/Agent is yM Personally Known to Me or Produced ID N/A Type of ID Print ConV lis Name 21( Si lure o Notary -Slat o¢IdaI D e s .D. A. CLARK O."'r MY COMMISSION I FF 209108AAEXPIRES: June 27,201911",BoodediDNBudgelNotarySenicq Contractor/Agent is YES Personally Known to Me or Produced ID NIA — Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas[] Roof Construction Type: 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: 11WIZI WASTE WATER: ENGINEERING: FIRE: BUILDING: Revised: June 30, 2015 Permit Application REQUIRED INSPECTION SEQUENCE TAYLOR MORRISON SFR-DETACHED Permit # 17-1861 Address: 452 Rocky Grove Lane BUILDING PERMIT Min Max Inspection Description 10 i Form board / Foundation Survey 10 Slab / Mono Slab Pre our 20 Lintel / Tie Beam / Fill / Down Cell 30 Sheathing — Walls 30 i Sheathing — Roof 30 50 Final Window 40 Roof Dry In 50 Frame 60 Insulation Rough In 70 Drywall / Sheetrock 40 70 Lath Inspection 50 1000 Final Roof r 50 1000 Final Stucco / Siding ` 80 1000 Insulation Final 1000 Final Single Family Residence ELECTRICAL PERMIT Min Max Inspection Description 10 Electric Underground 10 Footer / Slab Steel Bond 20 30 Temporary Underground Powe G) 30 Electric Rough 1000 Electric Final W, OfBM 0 Is Inspection DescriptionMinMax 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final J -, j MECHANICAL PERMIT Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 City of Sanford Building and Fire Prevention Division D 300 N. Park Ave Sanford, FL 32772 2017 Residential Permit Fee Calculation Form Effective February 2017 - August 2017 BP# 17-1861 452 Rocky Grove Lane Type of Construction: VB SQUARE FOOTAGE OF RESIDENCE LESS GARAGE: I 27921square feet SQUARE FOOTAGE OF GARAGE ONLY: I 455 square feet SQUARE FOOTAGE OF GARAGE AND RESIDENCE: I 3247 square feet Dollar Valuation of Work: 338,385.06 State Fee: 103.47 Permit Fee 2,408.70 Application Fee: 25.00 Plan Review Fee: 1,015.16 Total Building Permit Fees: 3,552.33 City of Sanford Planning and Development Services Engineering — Floodplain Management Flood Zone Determination Request Form Name: John Asa Wright Firm: Taylor Morrison of Florida, Inc. Address: 2600 Lake Lucien Drive City: Maitland State: Florida Zip Code: 32751 Phone:.407-257-6940 Fax: Email: daphne@permitspermitspermits.com Property Address: 452 Rocky Grove Lane Property Owner: Taylor Morrison of Florida, Inc. Parcel identification Number: 21-19-30-510-0000-2850 Phone Number: 407-629-0077 Email: The reason for the flood plain determination is: New structure Existing Structure (pre-2007 FIRM adoption) Expansion/Addition Existing Structure (post 2007 FIRM adoption) Pre 2007 FIRM adoption = finished floor elevation 12" above BFE Post 2007 FIRM adoption = finished floor elevation 24" above BFE (Ordinance 4360) O FIC AL US ON Y Flood Zone: X Base Flood Elevation: N/A Datum: N/A FIRM Panel Number: 12029a 0055 F Map Date: September 28, 2007 The referenced Flood Insurance Rate Map indicates the following: The parcel is in the: floodplain floodway A portion of the parcel is in the: floodplain floodway M The parcel is not in the: 0 floodplain floodway The structure is in the: Elf loodplain 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# 17-1861 Reviewed by: Michael Cash, CFM Date: June 27, 2017 0 P_,O OApplication for Right -of -Way Use for Driveway, Walkway & Landscape I D,9 Department of Planning & Development Services nfo 300 North Park Avenue, Sanford, Florida 32771www.s.nfoNn.eov Phone:407.688.5140 Fax:407.688.5141 This permit authorizes work to be done in the City of Sanford's right-of-way in accordance with the City's regulations and the attached construction plans approved as part of this permit. It does not approve any work within any other jurisdiction's right-of-way. All requested information below as well as a current survey, site plan or plat clearly Identifying the size and location of the existing right-of--wayand use shall be provided or application could be delayed. 15. 7f1/BZar.F toI /';?O6" CeIlfYbefelbay ow..masyoudl4 1. Project Location/Address: '-Y t--V C " O V IC— LAZ/tip 2. Proposed Activity: Driveway Walkway Other: 3. Schedule of Work: Start Date G / cCompletion Date Emergency Repairs 4. Brief Description of Work: jW WAY MC MW This application is submitted by, pa ylar. f>'affldaN /JR//Yiit'.aSignature: Print Name: Address: ISI WaWML 44AWA= RAMOAX R, STZICZ Phone: 07'&74 S40 Fax- Date: V Maintenance ResponsibilitieslIndemnification 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 rightofwvay adjacent thereto. Requestor may, with written City authorization, remove said installation/improvement fully restoring the righW-gray to its previous condition. In the event that any future construction of roadways, utilities, stormwater facilities, or any general maintenance activities by the City becomes In conflict with the above permitted activity, the permittee shall remove, relocate and/or repair as necessary at no cost to the City of Sanford insofar as such facilities are in the public right o -way. If the Requestor does not continuously maintain the Improve- ment and area in accordance with previously stated criteria, or completely restore the right-of-way to its previous condition, the City shall, after appropriate notice, restore the area to its previous condition at the Requestoes expense and, if necessary, file a lien on the Requestoes property to recover costs of restoration. To the fullest extent permitted by law, Requestor agrees to defend, indemnify, and hold harmless the City, its oouncilpersons, agents, servants, or employees appointed, elected, or hired) from and against any and all liabilities, claims, penalties, demands, suits, judgments, losses, expenses, damages (direct, indirect or consequential), or injury of any nature whatsoever to person or property, and the costs and expenses incident thereto (including costs of defense, settlement, and reasonable attonWs fees up to and including an appeaq, resulting in any fashion from or arising directly or Indirectly out of or connected with the use of the Clty's right-of-way. I have read and understand the above statement and by signing this application 1 agree to Its terms. I hereby understand and agree to pay all city fees related to this application as required by the city's adopted Fee Resolution. Signature: /// _ Date: This permit shall be posted on the site during construction. Please call 407.688.6080, Ext 5401.24 hours In advance to schedule a pre -pour Inspection. Pre -pour Inspection by: Date: i .or : i+•r;i.,n.r:i :i7i:»i::° vY .... ... Y, •.r Y... r:...,.. M... 'irr.,.... +.. .1.. ,,:>.>,... i.:l::...:•V.i Cla3 ., ....p........: :i.:...:..... .l$@<bfil ..:. Y. :: y: '• . a:. ;l.::i::. ::Y:. F: aYAK... YYia :..n il..rY'ii,Ar .. r.,.3.:.i...i.%i3N:! .. S : r...5: w• 'r: >. i.. i :• . :: '.: •. r...i .i is .': n , `. lipbon fJo.z%Y. r., s.. :: r,):. A I, ,.N•..r: }.i.:;J:>r:: ry':>: r>•".>n. }.:. lDBW.i., , •A'S: ,/ N'r .. :>:vW.< lAr i[S+ .Sn :'t f:<:.^.: .s•: a.x•... .r`:':i,w:. , n'SAv. :voV .raw!StJ.:'.i... qci• oi.WOA:it .%>•• •}:.: 3" a awai .:'rKAr. ::Ar. +tY.:.i%.n v3'Y K: i.i::.rn':::::i wi: Y.igY.i:.'!':>r, rii3'..t:3.n r.i. .. •"+tw:r%.K 'it ":.:r.5v::r :i A<:`i"Y ,.7re.r.:. w•i.i.v •M1>S3Y.' 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Cndtors••- JA.>i Pep, vmus) w)v ROW Use D*49"y.pdf taylor morrison MOnMI I,ypI,W by vw TaylorMorrison 2600 Lake Lucian Drive Suite 350 Maitland, FL 32751 June 2017 City Manager City of Sanford 300 N. Park Avenue Sanford, Florida 32771 RE: ESTOPPEL LETTER Thornbrooke Single F mily Lots in Phases 4 and 5 Address%Qr'1 0(,1/ C-Tl*DVt taivu Jr This ESTOPPEL LETTER is provided to the City of Sanford for reliance upon by the City of Sanford as the basis for issuance of Permit No. for the following work: construction of Single -family home unit in Thornbrooke Phases 4 and S. Taylor Morrison of Florida, Inc., hereinafter referred to as the "Owner", recognizes that issuance of Permit No. will be made with numerous limitations as more particularly set forth herein. The Owner recognizes that this approval does not exempt us from complying with any applicable building codes, land development regulations, comprehensive plan requirements, or exempt our site or building(s) from any applicable development regulations. By issuing Permit No. the City does not guarantee approval of any other development orders or development permits. The Owner acknowledges and agrees that no Certificate of Occupancy will be issued by the City for the single-family homes in Thornbrooke phases 4 and 5 until all required land development approvals have been obtained and all required improvements have been installed, inspected and authorized for use by the City. The Owner hereby grants the City the right to deny use of single -family townhome unit in Thornbrooke phase 4 and5 for occupancy until all of the above referenced project is in compliance with all applicable development regulations. The Owner hereby agrees to indemnify and hold the City and its officers, employees and agents harmless for any and all losses, damage, injuries and claims in any way relating, directly or indirectly, to the permitting or construction of the above referenced project or the issuance of Permit No. . The Owner also agrees to the following as additional conditions for Permit No. The Owner hereby agrees to disclose the contents of this document to any and all of our successors in interest, contractors, subcontractors, and agents. The undersigned further warrants that he or she is authorized to bind the Owner and has been duly authorized to sign this document. WITNESSES: Owner Q10__ Signature Brian Brunhofer Ge-VeGE LJe-X0V President, Taylor Morrison of Florida, Inc. PARed Name G. lgnature STATE OF FLORIDA COUNTY OF ORANGE dayPrintedNameTheforegoinginstrumentwasacknowledgedbeforemethis , 2017, by Brian Brunhofer as President for Taylor Morrison of Florlda, Inc. who is personally known to me. N1111111111///// p A. R/Q 41Op o.••''s'sio '• S '''• SNoaryPubliate Flor'da _ : 44129.6 Print Name: G6 ca l-i-V, c * ; a.o Z My mmission Expires: oL gFF0420 Q` Z---,,9, y Zy, iFo,.•,. e t4ii RECORD COPY FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot285T ornbrookeDartlingtonBGLE l,a.., Builder Name: Taylor Morrison/ Street: ysa P 0 G f off- Permit Office: City, State, Zip: FL , Permit Number: i % - 1 8 6 1Owner: nSANFORDJurisdiction: 6 50a Design Location: FL, Orlando County:: Seminole (Florida Climate Zone 2) 1. New construction or existing New (From Plans) 9. Wall Types(3145.8 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1521.00 ft2 b. Concrete Block - Int Insul, Exterior R=4.1 1380.60 ft2 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 244.22 ft2 4. Number of Bedrooms 4 d. N/A R= ft2 5. Is this a worst case? No 10. Ceiling Types (1509.0 sqft.) Insulation Area a. Under Attic (Vented) R=38.0 1482 00 ft2 6. Conditioned floor area above grade (ft2) 2582 b. Knee Wall (Vented) R=30.0 27.00 ft° Conditioned floor area below grade (ft2) 0 c. N/A R= ft2 11. Ducts R ft2 7. Windows(367.7 sqft.) Description Area a. Sup- Attic, Ret: Attic, AH: 2nd Floor 6 293.4 a. U-Factor: Dbl, U=0.34 295.74 ft2 b. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 6 223 SHGC: SHGC=0.31 b. U-Factor: Dbl, U=0.58 72.00 ft2 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.32 a. Central Unit 25.2 SEER:16.00 b. Central Unit 25.2 SEER:16.00 c. U-Factor: N/A ft' SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft° a. Electric Heat Pump 21.8 HSPF:9 00 SHGC: b. Electric Heat Pump 21.8 HSPF:9.00 Area Weighted Average Overhang Depth: 3.432 ft. Area Weighted Average SHGC: 0.312 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (2582.0 sqft.) Insulation Area EF: 0.950 a. Slab -On -Grade Edge Insulation R=0.0 1467.00 f12 b. Conservation features b. Floor Over Other Space R=0.0 1102.00 ft2 None c. other (see details) R= 13.00 ft2 15. Credits Pstat Glass/Floor Area: 0.142 Total Proposed Modified Loads: 67.60 PASSTotalBaselineLoads: 76.76 1 hereby certify that the plans and specifications covered by Review of the plans and sT4r this calculation are in compliance with the Florida Energy specifications covered by this Code. calculation indicates compliance with the Florida Energy Code. nn„ °•.:.`.; .. „ O PREPARED BY: Before construction is completed a DATE: 3/3/_17 this building will be inspected for t7 VX. compliance with Section 553.908 1 hereby certify that this building, as designed, is in compliance Florida Statutes. with the Florida Energy Code. CDD we OWNER/AGENT: - BUILDING OFFICIAL: DATE: ' a DATE: Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. 3/3/2017 9:53 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 FORM R405-2014 PROJECT Title: Lot285ThornbrookeDariington Bedrooms: 4 Address Type- Street Address Building Type: User Conditioned Area: 2582 Lot # Owner: Total Stories- 2 Block/SubDivision: of Units: 1 Worst Case: No PlatBook. Builder Name: Taylor Morrison Rotate Angle- 0 Street: Permit Office: Cross Ventilation. No County: Seminole Jurisdiction: 691500 Whole House Fan: No City, State, Zip: Family Type: Single-family FL , New/Existing: New (From Plans) Comment - CLIMATE IECC Design Temp Int Design Temp Heating Design Daily Temp Design Location TMY Site Zone 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Orlando FL_ORLANDO_INTL_AR 2 41 91 70 75 526 44 Medium BLOCKS Number Name Area Volume 1 Blockl 1467 13643.1 2 Block2 1115 10035 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 1st Floor 1467 13643.1 Yes 5 1 1 Yes Yes Yes 2 2nd Floor 1115 10035 No 0 3 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Floor over Garage 2nd Floor __ _-_ 13 ft' 19 0 0 1 2 Slab -On -Grade Edge Insulatio 1st Floor 147.9 ft 0 1467 ft' 0.49 0 051 3 Floor Over Other Space 2nd Floor _—_ 1102 ft' 0 0 0 1 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch Type Materials Area Area Color Absor. Tested Tested Insul. deg) 1 Gable or Shed Composition shingles 1655 ft' 370 ft° Medium 0.85 N 0.85 No 0 26.6 ATTIC Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1480 ft' Y N 3/3/2017 9:53 AM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5 FORM R405-2014 CEILING Ceiling Type - Space R-Value Ins Type Area Framing Frac Truss Type 1 Knee Wall (Vented) 1st Floor 30 Batt 27 ft' 0.11 Wood 2 Under Attic (Vented) 1st Floor 38 Blown 13 ft' 0.11 Wood 3 Under Attic (Vented) 2nd Floor 38 Blown 1469 W 0.11 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below Omt To Wall_T.ype Space R_Value-Ft-In-Ft-In Area-R_Value_Fraction-Absor._Grade%_ 1 N Exterior Frame - Wood 2nd Floor 13 54 6 9 0 490.5 ft' 0 0.23 0.6 0 2 N Exterior Concrete Block - Int Insul 1st Floor 4.1 53 0 9 4 494.7 ft' 0 0 0.6 0 3 NE Exterior Concrete Block - Int Insul 1st Floor 4.1 4 11 9 4 45.9 fl' 0 0 0.6 0 4 E Exterior Frame - Wood 2nd Floor 13 30 0 9 0 270.0 fl' 0 0.23 0.6 0 5 E Exterior Concrete Block - Int Insul 1st Floor 4.1 5 6 9 4 51.3 ft' 0 0 0.6 0 6 S Exterior Frame - Wood 2nd Floor 13 54 6 9 0 490.5 ft' 0 0.23 0.6 0 7 S Exterior Concrete Block - Int Insul 1st Floor 4.1 54 6 9 4 508.7 ft' 0 0 0.6 0 8 W Exterior Frame - Wood 2nd Floor 13 30 0 9 0 270.0 ft' 0 0.23 0.6 0 9 W Exterior Concrete Block - Int Insul 1st Floor 4.1 30 0 9 4 280.0 fl' 0 0 0.6 0 10 Garage Frame - Wood 1st Floor 13 26 2 9 4 244.2 fl' 0 0.23 0.01 0 DOORS Omt Door Type Space Stones U-Value Width Height Area Ft In Ft In 1 Wood 1st Floor None 25 2 7 8 20.7 fl' WINDOWS Orientation shown is the entered, Proposed orientation. V Wall Overhang Omt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 n 1 Vinyl Low-E Double Yes 0.34 0.31 6.0 fl' 1 ft0 in 1 ft0 in Drapes/blinds None 2 n 1 Vinyl Low-E Double Yes 0.34 0.31 15.0 ft' 1 ft 0 in 1 ft 0 in Drapes/blinds None 3 n 2 Vinyl Low-E Double Yes 0.34 0.31 5.0 ft' 1 ft0 in 11 ft8 in Drapes/blinds None 4 n 2 Vinyl Low-E Double Yes 0.34 0.31 19.3 fl' 1 ft 0 in 11 ft 8 in Drapes/blinds None 5 ne 3 Vinyl Low-E Double Yes 0.34 0.31 23.3 fl' 9 ft 6 in 0 ft 4 in None None 6 e 4 Vinyl Low-E Double Yes 0.34 0.31 30.0 ft' 1 ft0 in 1 fl0 in Drapes/blinds None 7 s 6 Vinyl Low-E Double Yes 034 0.31 30.0 W 1 ft 0 in 1 ft 0 in Drapes/blinds None 8 s 7 Vinyl Low-E Double Yes 034 0.31 38.9 ft' 1 ft 0 in 11 ft 8 in Drapes/blinds None 9 W 8 Vinyl Low-E Double Yes 0.34 0.31 30.0 W 1 ft 0 in 1 ft 0 in Drapes/blinds None 10 w 8 Vinyl Low-E Double Yes 034 0.31 40.0 ft' 1 ft 0 in 1 ft 0 in Drapes/blinds None 11 w 9 Vinyl Low-E Double Yes 0.34 0.31 58.3 W 1 ft 0 in 11 ft 8 in Drapes/blinds None 12 W 9 Vinyl Low-E Double Yes 0.58 0.32 72.0 ft' 10 ft 8 in 0 ft 0 in None None 3/3/2017 9:53 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 5 IYi7 7 1 ZI b3 iC GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 455 ft' 384 ft° 64 ft 8 ft 1 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) 000291 1973.2 108.32 203.72 .2618 5 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 2 Electric Heat Pump Electric Heat Pump Split Split HSPF:8.9999 21.8 kBtu/hr 1 HSPF:8.9999 21.8 kBtu/hr 2 sys#1 sys#2 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 2 Central Unit Central Unit Split Split SEER: 16 25.2 kBtu/hr cfm 0.75 1 SEER: 16 25.2 kBtu/hr cfm 0.75 2 sys#1 sys#2 HOT WATER SYSTEM System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.95 50 gal 62.3 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Cart # Company Name Collector Storage System Model # Collector Model # Area Volume FEF None None ft2 DUCTS v # Supply -- Location R-Value Area Return --- Air CFM 25 CFM25 Location Area Leakage Type Handler TOT OUT ON RLF HVAC # Heat Cool 1 2 Attic 6 293.4 ft Attic 6 223 ft° Attic 2nd Floor 73.35 ft Default Leakage 2nd Floor (Default) (Default) 55.75 ft Default Leakage 2nd Floor (Default) (Default) 1 1 2 2 3/3/2017 9:53 AM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Cooling Jan HeatinJan Feb Feb Mar Mar r Erf Ma May Jun Jun Jul 4JulAu Au[ X] Se Sep Oct Oct Nov Nov Dec Dec VentingJan Feb Mar X] r May Jun Jul Aug 1 Se Oct Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling ( WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling ( WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating ( WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating ( WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 3/ 3/2017 9-53 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 5 of 5 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 88 The lower the EnergyPerformance Index, the more efficient the home. FL, 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft=) 7. Windows" Description a. U-Factor: Dbl, U=0.34 SHGC: SHGC=0.31 b. U-Factor: Dbl, U=0.58 SHGC: SHGC=0.32 c. U-Factor: N/A SHGC: d. U-Factor: N/A SHGC: Area Weighted Average Overhang Depth: Area Weighted Average SHGC: New (From Plans) 9. Wall Types Insulation Single-family a. Frame - Wood, Exterior R=13.0 b. Concrete Block - Int Insul, Exterior R=4.1 1 c. Frame - Wood, Adjacent R=13.0 4 d. N/A R= 10. Ceiling Types Insulation No a. Under Attic (Vented) R=38.0 2582 b. Knee Wall (Vented) R=30.0 Area c. N/A R= 295 74 ft° 11. Ducts a. Sup: Attic, Ret: Attic, AH: 2nd Floor b. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 72.00 ft2 8. Floor Types Insulation a. Slab -On -Grade Edge Insulation R=0.0 b. Floor Over Other Space R=0.0 c. other (see details) R= ft7 ft2 3.432 ft. 0.312 Area 1467.00 ft= 1102.00 ft2 13.00 ft2 12. Cooling systems a. Central Unit b. Central Unit 13. Heating systems a. Electric Heat Pump b. Electric Heat Pump 14. Hot water systems a. Electric b. Conservation features None 15. Credits I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code com ant features. ey Builder Signature: C/ r - Date: Address of New Home: 41 A G%G.t wy-e, 1.a City/FL Zip: 3Qik Area 1521.00 ft= 1380.60 ft' 244.22 ft2 ft2 Area 1482.00 ft2 27.00 ft2 ft= R ft° 6 293.4 6 223 kBtu/hr Efficiency 25.2 SEER:16.00 25.2 SEER:16 00 kBtu/hr Efficiency 21.8 HSPF:9.00 21.8 HSPF:9.00 Cap: 50 gallons EF: 0.95 Pstat Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 3/3/2017 9:53 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 Job: LotnSThornbrookeDarlf... DEL -AIR Manual S Compliance Report Date: 6/4/2014 mmAtm-mommmmmu ahu 1 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333.2665 Fax: 407.333-3853 Web WWW.DEL-AIR.COM Project• • For: Taylor Morrison Cooling Equipment Design Conditions Outdoor design DB: 92.5°F Sensible gain: 18369 Btuh Entering coil DB: 75.6°F Outdoor design WB: 76.3°F Latent gain: 2627 Btuh Entering coil WB: 62.7°F Indoor design DB: 75.0°F Total gain: 20996 Btuh Indoor RH: 50% Estimated airflow: 840 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-024-230-19+CBX27UH-024-230'++TDR Actual airflow: 840 cfm Sensible capacity: 19104 Btuh 104% of load Latent capacity: 3404 Btuh 130% of load Total capacity: 22508 Btuh 107% of load SHR: 85% Heating Equipment Design Conditions Outdoor design DB: 41.7°F Heat loss: 18613 Btuh Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Entering coil DB: 69.4°F Manufacturer: Lennox Model: 14HPX-024-230-19+CBX27UH-024-230'++TDR Actual airflow: 840 cfm Output capacity: 22387 Btuh 1200/6 of load Capacity balance: 37 OF Supplemental heat required: 0 Btuh Economic balance: -99 OF Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 840 cfm Output capacity: 5.0 kW 91% of load Temp. rise: 50 OF Meets are all requirements of ACCA Manual S. C wri htsoft• 2017-Mar-03 10 26:19 9 Right-Suile® Universal 2017 17 0.16 RSU24011 Page 1 A...linglonBGLE1Lol285ThornbrookeDarlinglonBGLE.rup Calc - MJ8 House laces: E DEL -AIR Manual S Compliance Report mnio-MIC0tmmo111110 ahu 2 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone 407.333-2665 Fax 407-333-3853 Web WWW.DEL-AIR COM For: Taylor Morrison Design Conditions Job: Lot2851rhombrookeDarli... Date: 6/4/2014 By: FJF Outdoor design DB: 92.5°F Sensible gain: 16637 Btuh Entering coil DB: 78.0°F Outdoor design WB: 76.3°F Latent gain: 2925 Btuh Entering coil WB: 63.9°F Indoor design DB: 75.0°F Total gain: 19562 Btuh Indoor RH: 50% Estimated airflow: 840 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-024-230-19+CBX27UH-024-230'++TDR Actual airflow: 840 cfm Sensible capacity: 17660 Btuh 106% of load Latent capacity: 3305 Btuh 1130/6 of load Total capacity: 20965 Btuh 1070/6 of load SHR: 840/6 Design Conditions Outdoor design DB: 41.7°F Heat loss: 13339 Btuh Entering coil DB: 69.0°F Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-024-230-19+CBX27UH-024-230'++TDR Actual airflow: 840 cfm Output capacity: 22420 Btuh 168% of load Capacity balance: 29 OF Supplemental heat required: 0 Btuh Economic balance: -99 OF Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 840 cfm Output capacity: 3.5 kW 88% of load Temp. rise: 13 OF Meets are all requirements of ACCA Manual S. 14CA + wrightsoft` Right -Suite® Universal 2017 17.0.16 RSU24011 IingionBGLE\Lo1285ThornbrookeDarlinglonBGLE.rup Calc = MJ8 House laces: E 2017-Mar-03 10:26:19 Page 2 Component ConstructionsfQDEL-AIR ra Entire House DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333.2665 Fax 407-333-3853 Web: WWW DEL-AIR.COM For: Taylor Morrison Location: Orlando Intl AP, FL, US Elevation: 95 ft Latitude: 28ON Outdoor: Heating Dry bulb (OF) 42 Daily range (OF) - Wet bulb (OF) - Wind speed (mph) 15.0 Indoor: Indoor temperature (OF) Design TD (OF) Relative humidity (%) Cooling Moisture difference (gr/lb) 93 Infiltration: 17 (M) Method 76 Construction quality 7.5 Fireplaces Job: Lot285ThombrookeDarli... Date: 6/4/2014 By: FJF Heating 70 28 30 1.5 Simplified Average 0 Cooling 75 18 50 46.4 Construction descriptions Or Area Ll-value Insul R Htg HTM Loss Clg HTM Gain W Bbhmr•"F h'-•F/BWh BWhiW Bbh BWhmr BWh Walls 12C-Osw: Frm wall, stucco ext, r-13 cav ins, 1/2" gypsum board int 1nsh, 2"x4" wood trm, 16" o.c. stud 13A-2ocs: Blk wall, stucco ext, r-2 ext bd ins, 8" thk, 1/2" gypsum board int fnsh 16A-30ad: Knee wall, asphalt shingles root mat, r-30 kw ins, 1/2" gypsum board intfnsh Partitions 12C-Osw: Frm wall, r-13 cav ins, 1/2" gypsum board int fnsh, 2"x4" wood frm, 16" o.c. stud n 470 0.091 13.0 2.58 1209 2.34 1100 e 240 0.091 13.0 2.58 618 2.34 562 s 461 0.091 13.0 2.58 1186 2.34 1079 w 200 0.091 13.0 2.58 515 2.34 469 all 1370 0.091 13.0 2.58 3528 2.34 3210 n 470 0.201 0 5.69 2675 4.35 2046 ne 23 0.201 0 5.69 130 4.35 99 e 51 0.201 0 5.69 292 4.35 223 s 470 0.201 0 5.69 2671 4.35 2044 w 150 0,201 0 5.69 851 4.35 651 all 1164 0.201 0 5.69 6619 4.35 5064 w 30 0.032 30.0 0.91 27 2.38 71 223 0.091 13.0 2.58 575 1.44 322 Windows 2A-2ov: 2 glazing, Or low-e ouir, air gas, vnl frm mat, Or innr, 1/4" gap, n 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 It overhang (3 ft window ht, 1 ft sep.); 6.67 ft head ht 2A-2ov: 2 glazing, Or low-e ouir, air gas, vnl frm mat, Or innr, 1/4" gap, n 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 Ill e overhang (5 ft window ht, 1 ft sep.); 6.67 ft head ht s w w all 2A-2ov: 2 glazing, Or low-e ouir, air gas, vnl frm mat, Or innr, 1/4" gap, n 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (3.17 ft window ht, 11.67 ft sep.); 6.67 ft head ht 6 0.340 0 9.62 58 10.6 63 15 0.340 0 9.62 144 10.6 159 30 0.340 0 9.62 289 30.4 911 30 0,340 0 9.62 289 10.8 323 30 0.340 0 9.62 289 30.4 911 40 0.340 0 9.62 385 30.4 1214 145 0.340 0 9.62 1395 24.3 3518 5 0.340 0 9.62 48 10.6 53 wrightSOW Right -Suite® Universal 2017 17.0.16 RSU24011 IingionBGLE\Lot285ThombrookeDarlingtonBGLE.rup Calc = MJ8 House laces: E 2017-Mar-03 10 26:19 Page 1 2A-2ov: 2 glazing, clr low-e ouir, air gas, vnl frm mat, clr innr, 1/4" gap, n 19 0.340 0 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (6.25 ft window ht, 11.67 It sep.); 6.67 ft head ht 10C-v: 2 glazing, cir low-e ouir, air gas, vnl frm mat, clr innr, 1/4' gap, ne 23 0.340 0 1/8" thk; NFRC rated (SHGC=0.31); 9.5 ft overhang (8 ft window ht, 0.33 ft sep.); 6.67 ft head ht 2A-2ov: 2 glazing, cir low-e ouir, air gas, vnl frm mat, cir innr, 1/4" gap, s 39 0.340 0 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium, 1 If w 58 0.340 0 overhang (6.3 ft window ht, 11.67 If sep.); 6.67 ft head ht all 97 0.340 0 2A-2ovd: 2 glazing, clr low-e ouir, air gas, vnl frm mat, cir innr, 1/4" w 72 0.580 0 gap, 1/8" thk; NFRC rated (SHGC=0.32); 10.67 ft overhang (8 If window ht, 0 ft sep.); 6.67 ft head ht Doors 11 DO: Door, wd sc type n 21 0.390 0 Ceilings 16CR-38ad: Attic ceiling, asphalt shingles roof mat, r-38 ceil ins, 1/2" 1483 0.026 38.0 gypsum board int fnsh Floors 20P-191: Fir floor, frm flr, 12" thkns, r-19 cav ins, gar ovr 13 0.050 19.0 22A-tpl: Bg floor, light dry soil, on grade depth 148 0.989 0 4ct. + wrightSOW Righl-Suite® Universal 2017 17 0.16 RSU24011 IinglonBGLE%Lol2857hombrookeDarlinglonBGLE rup Calc - MJ8 House faces: E 9.62 185 10.6 204 9.62 225 19.0 443 9.62 374 12.2 472 9.62 561 30.4 1769 9.62 935 23.1 2241 16.4 1182 16.8 1213 11.0 228 12.0 248 0.74 1091 1.15 1706 1.41 18 0.71 9 28.0 4140 0 0 2017-Mar-03 10:26:19 Page 2 DEL -AIR Component Constructions Job: Lot285ThombrookeDarli... P Date: 6/4/2014 M1111111111B' "lliahu 1 By: FJF DEL - AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333.2665 Fax 407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Location: Indoor: Heating Cooling Orlando Intl AR FL, US Indoor temperature (°F) 70 75 Elevation: 95 ft Design TD (°F) 28 18 Latitude: 2811N Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 46.4 Dry bulb (°F) 42 93 Infiltration: Daily range (OF) - 17 ( M) Method Simplified Wet bulb (°F) - 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area U-value Insul R Htg HTM Loss Clg HTM Gain W Bbh/II "F k •F/BWh BWh/IP BWh BWh/M BWh Walls 13A- 2ocs: Blk wall, stucco ext, r-2 ext bd ins, 8' thk, 1/2" gypsum n 470 0.201 0 5.69 2675 4.35 2046 board ini Irish ne 23 0.201 0 5.69 130 4.35 99 e 51 0.201 0 5.69 292 4.35 223 s 470 0.201 0 5.69 2671 4.35 2044 w 150 0.201 0 5.69 851 4.35 651 all 1164 0.201 0 5.69 6619 4.35 5064 16A- 30ad: Knee wall, asDhalt shinales roof mat, r-30 kw ins. 1/2" w 30 0.032 30.0 0.91 27 2.38 71 gypsum board int fnsh Partitions 12C- Osw: Frm wall, r-13 cav ins, 1/2" gypsum board int fnsh, 2"x4" 223 0.091 13.0 2.58 575 1.44 322 wood frm, 16" o.c. stud Windows 2A- 2ov: 2 glazing, clr low-e ouir, air gas, vnl frm mat, Or innr, 1/4" gap, n 5 0.340 0 9.62 48 10.6 53 1/ 8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang ( 3.17 ft window ht, 11.67 ft sep.); 6.67 It head ht 2A- 2ov: 2 glazing, Or low-e ouir, air gas, vnl frm mat, clr innr, 1/4" gap, n 19 0.340 0 9.62 185 10.6 204 1/ 8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 It overhang ( 6.25 ft window ht, 11.67 it sep.); 6.67 ft head ht 1OC- v: 2 glazing, clr low-e ouir, air gas, vni frm mat, clr innr, 1/4" gap, ne 23 0.340 0 9.62 225 19.0 3 1/ 8" thk; NFRC rated (SHGC=0.31); 9.5 ft overhang (8 ft window ht, 0. 33 ft sep.); 6.67 It head ht 2A- 2ov: 2 glazing, clr low-e ouir, air gas, vni frm mat, clr innr, 1/4" gap, s 39 0.340 0 9.62 374 12.2 472 1/ 8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium, 1 It w 58 0.340 0 9.62 561 30.4 1769 overhang ( 6.3 ft window ht, 11.67 ft sep.); 6.67 It head ht all 97 0.340 0 9.62 935 23.1 2241 2A- 2ovd: 2 glazing, Or low-e outr, air gas, vni frm mat, clr innr, 1/4" w 72 0.580 0 16.4 1182 16.8 1213 gap, 1/8" thk; NFRC rated (SHGC=0.32); 10.67 ft overhang (8 ft window ht, 0 ft sep.); 6.67 it head ht Doors 11 DO: Door, wd sc type n 21 0.390 0 11.0 228 12.0 248 C wri htsoft• 2017- Mar-0310:26:19 9 R.ghl-SuileO Universal 2017 17.0.16 RSU24011 Page 3 IingionBGLE\ Lol285ThombrookeDarlinglonBGLE.rup Calc = MJ8 House laces E Ceilings 16CR-38ad: Attic ceiling, asphalt shingles roof mat, r-38 ceil ins, 1/2" 13 0.026 38.0 0.74 10 1.15 gypsum board int fnsh Floors 22A-tpl: Bg floor, light dry soil, on grade depth 148 0.989 0 28.0 4140 15 C Wrl filtSOft" 2017-Mar-0310:26:19 A 9 Righl-Suile® Universal 2017 17 0.16 RSU24011 Page 4 IingionBGLE%Lot265ThornbrookeDarlinglonBGLE.rup Calc - MJS House faces: E Job: Lo1285ThombrookeDarli... iRDEL-AIR Component Constructions Date: 6/4/2014 tea' t tmrtrotmro ahu 2 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone 407-333.2665 Fax 407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Location: Indoor: Heating Cooling Orlando Intl AP, FL, US Indoor temperature (OF) 70 75 Elevation: 95 ft Design TD (°F) 28 18 Latitude: 280N Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 46.4 Dry bulb (°F) 42 93 Infiltration: Daily range (OF) - 17 (M) Method Simplified Wet bulb (OF) - 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area U-value Insul R Htg HTM Loss Clg HTM Gain or BWh/W+--•F ft'-•F/BWh Ruh/M BWh BWh/II° etch Walls 12C-Osw: Frm wall, stucco ext, r-13 cav ins, 1/2" gypsum board int n 470 0.091 13.0 2.58 1209 2.34 1100 Irish, 2"x4" wood frm, 16" o.c. stud a 240 0.091 13.0 2.58 618 2.34 562 s 461 0.091 13.0 2.58 1186 2.34 1079 w 200 0.091 13.0 2.58 515 2.34 469 all 1370 0.091 13.0 2.58 3528 2.34 3210 Partitions none) Windows 2A-2ov: 2 glazing, Or low-e ouir, air gas, vnl frm mat, clr innr, 1/4" gap, n 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (3 ft window ht, 1 It sep.), 6.67 If head ht 2A-2ov: 2 glazing, clr low-e ouir, air gas, vnl frm mat, clr innr, 1/4" gap, n 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft e overhang (5 ft window ht, 1 ft sep.); 6.67 ft head ht s w w all Doors none) Ceilings 16CR-38ad:Attic ceiling, asphalt shingles roof mat, r-38 ceil ins, 1/2" gypsum board ini fnsh Floors 20P-191: Fir floor, frm fir, 12" thkns, r-19 cav ins, gar ovr 6 0.340 0 9,62 58 10.6 63 15 0.340 0 9.62 144 10.6 159 30 0.340 0 9.62 289 30.4 911 30 0.340 0 9.62 289 10.8 323 30 0.340 0 9.62 289 30.4 911 40 0,340 0 9.62 385 30.4 1214 145 0.340 0 9.62 1395 24.3 3518 1469 0.026 38.0 13 0.050 19.0 0.74 1081 1.15 1690 1.41 18 0.71 9 C wri hfisoft` 2017-Mar-0310:26:19 9 Right-Suile® Universal 2017 17 0 16 RSU24011 Page 5 IingionBGLE\Lol285ThombrookeDarlingionBGLE.rup Calc = MJ8 House faces. E 1 DELAIRProject Summary Job: Lot285ThornbrookeDarli... Date: 6/4/2014 rea>rnro • AM Entire House By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407.333.2665 Fax: 407.333.3853 Web: WWW DEL-AIR.COM For: Taylor Morrison Notes: RVSD 211/16 JA LS 3/8116 LS 6/21/16 JA LS 10/27/16 JA Weather: Orlando Intl AR FL, US Winter Design Conditions Summer Design Conditions Outside db 42 OF Outside db 93 OF Inside db 70 OF Inside db 75 OF Design TD 28 OF Design TD 18 OF Daily range M Relative humidity 50 % Moisture difference 46 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 25964 Btuh Structure 26576 Btuh Ducts 5988 Btuh Ducts 8431 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 31952 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Infiltration Equipment- sensible load 35007 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 4165 Btuh Ducts 1386 Btuh Central vent (0 cfm) 0 Btuh Heating Coolin Area (W 2582 2582 Equipment latent load 5551 Btuh Volume ()ft3) 26938 26938 Air changes/hour 0.41 0.21 Equipment total load 40558 Btuh Equiv. AVF (cfm) 184 94 Req. total capacity at 0.70 SHR 4.2 ton Heating Equipment Summary Cooling Equipment Summary Make n/a Make n/a Trade n/a Trade n/a Model n/a Cond n/a AHRI ref n/a Coil n/a AHRI ref n/a Efficiency rVa Efficiency rVa Heating input Sensible cooling 0 Btuh Heating output 0 Btuh Latent cooling 0 Btuh Temperature rise 0 OF Total cooling 0 Btuh Actual air flow 0 cfm Actual air flow 0 cfm Air flow factor 0 cfm/Btuh Air flow factor 0 cfm/Btuh Static pressure 0 in H2O Static pressure 0 in H2O Space thermostat n/a Load sensible heat ratio 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2017-Mar-03 10:26:19 AMwrightsofft• Right -Suite® Universal 2017 17.0.16 RSU24011 Page 1 AMhngionBGLE\Lot285ThombrookeDarlmgionBGLE rup Calc - MJ8 House faces E Pro ect Summar Job: LOt285ThombrookeDarll... 1 DEL -AIR anu 1 Date: 14 1FJFBy: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407.333-3853 Web: WWW.DEL-AIR.COM Project• • For: Taylor Morrison Notes: RVSD 211/16 JA LS 3/8116 LS 6/21/16 JA LS 10/27/16 JA Weather: Orlando Intl AR FL, US Winter Design Conditions Summer Design Conditions Outside db 42 OF Outside db 93 OF Inside db 70 OF Inside db 75 OF Design TD 28 OF Design TD 18 OF Daily range M Relative humidity 50 % Moisture difference 46 gr/lb Heating Summary Structure 16921 Btuh Ducts 1692 Btuh Central vent (0 cfm) 0 Btuh none) Humidification 0 Btuh Piping 0 Btuh Equipment load 18613 Btuh Infiltration Method Construction quality Fireplaces Simplified Average Heating Coolingg Area (ft2 146 10 Volume (ft3) 13715 13715 Air changes/hour 0.39 0.20 Equiv. AVF (cfm) 89 45 Heating Equipment Summary Make Lennox Trade MERIT Model 14H PX-024-230-19 AH R I ref 7045677 Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat Capacity balance point = 37 OF Backup: 9 HSPF 21800 Btuh @ 470F 24 OF 840 cfm 0.045 cfm/Btuh 0.30 in H2O Input = 5 kW, Output = 16909 Btuh, 100 AFUE Sensible Cooling Equipment Load Sizing Structure 16700 Btuh Ducts 1670 Btuh Central vent (0 cfm) 0 Btuh none) Blower 0 Btuh Use manufacturer's data Rate/swing multiplier 1.00 Equipmenf sensible load 18369 Btuh Latent Cooling Equipment Load Sizing Structure 2627 Btuh Ducts 0 Btuh Central vent (0 cfm) 0 Btuh pone) Equipment latent load 2627 Btuh Equipment total load 20996 Btuh Req. total capacity at 0.75 SHR 2.0 ton Cooling Equipment Summary Make Lennox Trade MERIT Cond 14HPX-024-230-19 Coil CBX27UH-024-230'++TDR AH R I ref 7045677 Efficiency 13.5 EER, 16 SEER Sensible cooling 18900 Btuh Latent cooling 6300 Btuh Total cooling 25200 Btuh Actual air flow 840 cfm Air flow factor 0.046 cfm/Btuh Static pressure 0.30 in H2O Load sensible heat ratio 0.87 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. C wri ht50fft' 2017-Mar-0310:26,19 9 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 2 lingionBGLE\Lo1285ThombrookeDarlingionBGLE.rup Cale - MJ8 House laces: E 1 DEL -AIR Project Summary Job: Lot285ThombrookeDarll... 7 Date: 6/4/2014 rEatao•encolmmauoro ahu 2 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333.2665 Fax: 407-333.3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Notes: RVSD 2/1/16 JA LS 318/16 LS 6/21/16 JA LS 10/27/16 JA Weather: Orlando Intl AP, FL, US Winter Design Conditions Outside db 42 OF Inside db 70 OF Design TD 28 OF Heating Summary Structure 9043 Btuh Ducts 4296 Btuh Central vent (0 cfm) 0 Btuh none) Humidification 0 Btuh Piping 0 Btuh Equipment load 13339 Btuh Infiltration Method Construction quality Fireplaces Simplified Average Heating Cooling Area (ft2 111g 111g Volume (tt3) 13223 13223 Air changes/hour 0.43 0.22 Equiv. AVF (cfm) 96 49 Heating Equipment Summary Make Lennox Trade MERIT Model 14H PX-024-230-19 AH R I ref 7045677 Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat Capacity balance point = 29 OF Backup: 9 HSPF 21800 Btuh @ 47°F 24 OF 840 cfm 0.063 cfm/Btuh 0.30 in H2O Input = 3 kW, Output = 11784 Btuh, 100 AFUE Summer Design Conditions Outside db 93 OF Inside db 75 OF Design TD 18 OF Daily range M Relative humidity 50 Moisture difference 46 gr/lb Sensible Cooling Equipment Load Sizing Structure 9876 Btuh Ducts 6761 Btuh Central vent (0 cfm) 0 Btuh none) Blower 0 Btuh Use manufacturer's data Rate/swing multiplier 1.00 Equipment sensible load 16637 Btuh Latent Cooling Equipment Load Sizing Structure 1538 Btuh Ducts 1386 Btuh Central vent (0 cfm) 0 Btuh none) Equipment latent load 2925 Btuh Equipment total load 19562 Btuh Req. total capacity at 0.75 SHR 1.8 ton Cooling Equipment Summary Make Lennox Trade MERIT Cond 14HPX-024-230-19 Coil CBX27UH-024-230'++TDR AH R I ref 7045677 Efficiency 13.5 EER, 16 SEER Sensible cooling 18900 Btuh Latent cooling 6300 Btuh Total cooling 25200 Btuh Actual air flow 840 cfm Air flow factor 0.050 cfm/Btuh Static pressure 0.30 in H2O Load sensible heat ratio 0.85 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Wt1 t1t50Tt' 2017-Mar-0310:26:19 9 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 3 IingionBGLE\Lol285ThombrookeDarlingionBGLE.rup Celc - MJ8 House laces: E VDEL--AIRm[mro- M Right-J® Worksheet Entire House DEL -AIR HEATING & AIR PNDIT[fflNC 0531CODISCOWAY, SANFORD, FL 32771 hone 407-3 -2665 ax: 47.333.3853 Web: WWW DEL-AIR.COM Job: Lot285ThombrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name Entire House ahu 1 2 Exposed wall 316.9 It 147.9 It 3 Room height 9.2 It 9.3 It 4 Room dimensions 5 Room area 2939 3 02 1470.0 112 Ty number U-value Btuh/ft2-*F) Or HTM B1uh/IV) Area (w) or perimeter (It) Load Bluh) Area (112) or perimeter (It) Load Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cod 6 Vj/ IL----(('i 12C-0sw 2A•2w 2A-2Dv 0.091 0.340 0.340 n n n 2.58 9,62 9.62 234 10.58 10.58 491 6 15 470 0 0 1209 58 144 1100 63 159 0 0 0 0 0 0 0 0 0 0 0 0 11 Vy f 13A-2o 2rs A• 2ov 0. 2p1 0. 340 n n 5. 69 9 62 4. 35 10. 58 494 5 470 0 2675 48 2046 53 494 5 470 0 2675 48 2046 53 I-( i 2A-2ov t3A- 2ocs tOC• v 0. 340 0. 201 0. 340 n no ne 962 5. 69 962 10. 58 4. 35 18. 97 19 46 23 0 23 0 185 130 225 204 99 443 19 46 23 0 23 0 185 130 225 204 99 443 y LG12C-0sw 2A- 2ov 0. 091 0. 340 a a 2. 58 9. 62 2. 34 30. 36 270 30 240 0 618 289 562 911 0 0 0 0 0 0 0 0 W yr Y- C 13A• 2oas 12C- 0sw 2A- 2Dv 0. 201 0. 091 0. 340 a s s 5. 69 2. 58 9. 62 4. 35 2. 34 10. 77 51 491 30 51 461 53 292 1186 289 223 1079 323 51 0 0 51 0 0 292 0 0 223 0 0 yI t- 6 13A- 2ocs 2A• 2Dv 0. 201 0. 340 s s 5. 69 9. 62 4. 35 12. 15 508 39 470 0 2671 374 2044 472 508 39 470 0 2671 374 2044 472 V C S12C- Osw 2A- 2av 2B• 21v 0. 091 0. 340 0. 340 w w w 2. 58 9. 62 9. 62 2. 34 30. 36 30. 36 270 30 40 200 0 0 515 289 385 469 911 1214 0 0 0 0 0 0 0 0 0 0 0 0 VLS13A• 2ocs 2A- 2Dv 2A• 2Dvd 0. 201 0. 340 0. 580 w w w 5. 69 9. 62 16. 41 4. 35 30. 36 16. 85 280 58 72 150 0 144 851 561 1182 651 1769 1213 280 58 72 150 0 144 851 561 1182 651 1769 1213 W P LD 16A- 30ad 12C- 0sw 0. 032 0. 091 w 0.91 2. 58 2. 38 1. 44 30 244 30 223 27 575 71 322 30 244 30 223 27 575 71 322 11 DO 16CR- 38W 0. 390 0. 026 n 11.04 0. 74 11. 99 1. 15 21 1483 21 1483 228 1091 248 1706 21 13 21 13 228 10 248 15 CF 20P-191 0.050 1.41 0.71 13 13 18 9 0 0 0 0 F 22A-Id 0.989 27.99 0.00 1470 148 4140 0 1470 148 4140 0 61 c) AED excursion 2607 2160 Envelope loss/gain 20253 20972 14173 12034 12 a) Infiltration 5711 18D9 2748 870 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 6 1380 6 1380 Appliances/ other 2415 2415 Subtotal ( lines 6 to 13) 25964 26576 16921 16700 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redstribulion 0 0 0 0 14 Subtotal 25964 26576 16921 16700 15 Duct loads 1 23'/- 32°/- 5988 8431 10% 10`/- 1 1692 1670 Total room bad I 31W W71 18613 118M Air required (cfm) I 1680 iwol 1 840 840 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Fld- w rightsoft- 2017-Mar-03 10.26:19 Right• Suile® Universal 2017 17 0 16 RSU24011 Page 1 IingionBGLE\ Lot285ThombrookeDarlingionBGLE.rup Cale - MJ8 House faces. E DEL -AIR trams • w tx>r rrot+o Right-J® Worksheet Entire House DEL -AIR HEATING 8t AIR CPJD0332165531 CODISCO WAY, SANFORD, FL 327IQ o4-665ax 407-333-3853 Web. WWW.DEL-AIR.COM Job: Lot285ThornbrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name ahu 2 2 Exposed wall 169.0 It 3 Room height 9.0 It 4 Room dimensions 5 Room area 1469.3 It2 Ty Constriction U•value Or HTM Area (112) Load Area Load number Bluh/IlZ°F) Btuh/112) or penmeter (It) Btuh) or perimeter Heal Cod Grass N/P/S Heat Cool Gross N/P/S Heat Cool 6 tl---- CG 12c- 0sw 2A- 2ov 2A• 2Dv 0. 091 0. 340 0. 340 n n n 2. 58 9. 62 9. 62 2. 34 10. 58 10. 58 491 6 15 470 0 0 1209 58 144 1100 63 159 13A• 2ocs 0.201 n 5.69 4.35 0 0 0 0 11 2A•2ov 0.340 n 9.62 10.58 0 0 0 0 2A• 2ov 0.340 n 9.62 10.58 0 0 0 0 yl VLC 13A- 2ocs tOC• v 0. 201 0. 340 no ne 569 9. 62 4. 35 18. 97 0 0 0 0 0 0 0 0 Vy 12C-0sw 0.091 a 2.58 2.34 270 240 618 562 i 2A-2ov 0.340 a 9.62 3036 30 0 289 911 W Vy 13A- 2ocs 12C- Osw 0. 201 0. 091 a s 5. 69 2. 58 4. 35 2. 34 0 491 0 461 0 1186 0 1079 2A- 2ov 0.340 s 9.62 10.77 30 53 289 323 Gt13A- 2ocs C2A-2Dv 0201. 0. 340 s s 5. 69 9. 62 4. 35 12. 15 0 0 0 0 0 0 0 0 VY C 12C- Osw 2A- 2Dv 2B• 21v 0. 091 0. 340 0. 340 w w w 2, 58 9, 62 9. 62 2. 34 30. 36 30. 36 270 30 40 200 0 0 515 289 385 469 911 1214 yl I-- fCa 13A- 2ocs 2A- 2Dv 2A- 2ovd 0. 201 0. 340 0. 580 w w w 5, 69 9. 62 16. 41 4. 35 30. 36 16. 85 0 0 0 0 0 0 0 0 0 0 0 0 W P L- D 16A- 30ad 12C- 0sw IIDO 0.032 0.091 0.390 w n 0. 91 2.58 11.04 2.38 1.44 11.99 0 0 0 0 0 0 0 0 0 0 0 0 c 16CR• 38ad 0.026 0.74 1.15 1469 1469 1081 1690 F 2OP- 191 0.050 1.41 0.71 13 13 18 9 F 22A- 10 0.989 27.99 0.00 0 0 0 0 6 c) AED excursion 447 Envelope loss/ gain 6080 8938 12 a) Infiltration 2963 939 b) Room ventilation 0 0 13 Internal gains. Occupants @ 230 0 0 Appliances/other 0 Subtotal (lines 6 to 13) 9D43 9876 Less exlennal lard 0 0 Less transfer 0 0 Redistribution 0 0 14 Subtotal 90Q W76 15 Duo loads 48% 6W6 4296 6761 Tdtalroom bad 13339 16637 Air required ( cfm) 840 840 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Q= wrightsoft- 2w-Mar-0310:26:19 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 2 IingionBGLE\Lol2857hombrookeDarlingionBGLE. rup Calc = MJ8 House laces: E DEL --AIR remro • ar o®rnrrao Right-J® Worksheet ahu 1 DEL -AIR HEATING & AIR NDITIONINC 531 CODISCO WAY, SANFORD, FL 32 1 hone: 407.333 2665 ax 407-333-3853 Web: WWW.DEL•AIR.COM Job: Lot285ThombrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name ahu 1 mstr rm 2 3 Exposed wall Room height 147.9 ft 9.3 it 42.0 fl 9.3 11 heat/cool 4 Room dimensions 17.0 x 15.5 it 5 Room area 1470.0 ft2 263.5 f12 Ty Construction number U-value Bluld112-*F) Or HTM Btuh/fig Area (112) or perimeter (it) Load Btuh) Area (fig or perimeter (It) Load Btuh) Heat Cool Gross N/P/S Heal Cod Gross N/P/S Heat Cod 6 Vj _ 12C-0sw 2A-2ov 2A-2ov 0.091 0.340 0.340 n n n 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0L( 11 13A-2ocs 2A-2ov 0.201 0.340 n n 5.69 9.62 4.35 10.58 494 5 470 0 2675 48 2046 53 159 0 159 0 902 0 690 0 Ili Vy C 2A-2ov 13A-2ocs 10C-v 0.340 0.201 0.340 n ne ne 9.62 5.69 9.62 10.58 4.35 18.97 19 46 23 0 23 0 185 130 225 204 99 443 0 0 0 0 0 0 0 0 0 0 0 0 Vy 1--6 12C-Osw 2A-2ov 0.091 0.340 a a 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W t-G 13A-2ocs 12C-0sw 2A-2ov 0.201 0.091 0.340 a s s 5.69 0.00 0.00 4.35 0.00 0.00 51 0 0 51 0 0 292 0 0 223 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yl C 13A-2ocs 2A-2Dv 0201. 0.340 s s 5.69 9.62 4.35 1215 508 39 470 0 2671 374 2044 472 89 0 89 0 504 0 386 0 Vy I-- t S 12C-0sw 2A-2ov 2B-21v 0.091 0.340 0.340 w w w 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13A-2ocs 2A-2ov 2A-2ovd 0.201 0.340 0.5B0 w w w 5.69 9.62 16.41 4.35 30.36 16.85 280 58 72 150 0 144 851 561 1182 651 1769 1213 145 58 0 86 0 0 491 561 0 376 1769 0 W RLO 16A-30ad 12C-0sw 0.032 0.091 w 0.91 2.58 2.38 1.44 30 244 30 223 27 575 71 322 30 0 30 0 27 0 71 0 11D0 16CR-38ad 0.390 0.026 n 11.04 0.74 11.99 1.15 21 13 21 13 228 10 248 15 0 0 0 0 0 0 0 0C F 2OP-191 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-td 0.989 27.99 0.00 1470 148 4140 0 264 42 1176 0 61 c) AED excursion 12160 1 1 867 Envelope loss/gain 14173 12034 3661 4159 12 a) Infiltration 2748 870 822 260 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 6 1380 1 230 Appliances/other 2415 600 Subtotal (lines 6 to 13) 1M21 16700 44831 5250 Less external toad 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 16921 16700 4483 5250 15 Duct bads 10% 10'/0 1692 1670 10'/e 10% 40 525 Total room toad 18613 lam 4931 5775 Air required (clm) 840 840 223 264 Calculations approved by ACCA to meet all requirements of Manual J 81h Ed. A Right -Suite® Universal 2017 17.0.16 RSU24011 Page 3 wrightsoft- 2017-Mar-03 10:26:19 IingtonBGLE\Lol285ThornbrookeDarlingtonBGLE.rup Calc = MJ8 House faces: E 1 DEL -AIR repro. of rmonroioo Right-J® Worksheet ahu 1 DEL -AIR HEATING & AIR 531 CODISCO WAY, SANFORD, FL 3277j Phone 40 333N2665 Fax 407-333-3853 Web: WWW.DEL-AIR.COM Job: 1.01285ThombrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name mstr blh msir wic 2 Exposed wall 12.0 it 0 It 3 Room height 9.3 it IteaUcool 9.3 it heat/cool 4 5 Room dimensions mRooarea 12. 0 x 8.0 it 96. 0 ft2 6. 5 x 7.5 it 488 fi= Ty Construction U-value Or HTM Area (ft2) Load Area plt Load number BluNftZ•F) Bluf Il2) or perimeter (11) Btuh) or perimeter (ft) Bluh) Heat cool Gross N/P/S Heat Cod Gross N/P/$ Heat Cod 6 Vjl IL---- CCi 12C- 0sw 0.091 n 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2Dv 2A- 2Dv 0. 340 0. 340 n n 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13A• 2ocs 0.201 n 5.69 4.35 112 112 637 487 0 0 0 0 11 2A-2Dv 0.340 n 9.62 10.58 0 0 0 0 0 0 0 0 2A- 2Dv 0.340 n 9.62 10.58 0 0 0 0 0 0 0 0 13A• 2ocs 0.201 ne 5.69 4.35 0 0 0 0 0 0 0 0 10C- v 0.340 no 9.62 18.97 0 0 0 0 0 0 0 0 Vy Y- C 12C- 0sw 0.091 a 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2Dv 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 W yl 13A- 2ocs 12C- 0sw 0. 201 0. 091 a s 5. 69 0. 00 4. 35 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 G 2A-2ov 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 yl T_ C 13A• 2ocs 0.201 s 5.69 4.35 0 0 0 0 0 0 0 0 2A• 2Dv 0.340 s 9.62 12.15 0 0 0 0 0 0 0 0 Vjl 12C-0sw 0.091 w 0.00 0.00 0 0 0 0 0 0 0 0 L--- 2A- 2ov 2B• 21v 0. 340 0. 340 w w 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yl 13A-2Dcs 2A- 2ov 2A- 2Dvd 0. 201 0. 340 0. 580 w w w 5. 69 9. 62 1641 4. 35 30. 36 16. 85 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 CW P 16A• 30ad 12C- Osw 0. 032 0. 091 w 0.91 2. 58 2. 38 1. 44 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11D0 0.390 n 11.04 11.99 0 0 0 0 0 0 0 0 C 16CR-38ad 0.026 0.74 1.15 0 0 0 0 0 0 0 0 F 20P-191 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-td 0.989 27.99 0.00 96 12 336 0 49 0 0 0 61 c) AED excursion 18 0 Envelope losstgain 973 469 0 0 12 a) Infiltration 218 69 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/ other 0 5 Subtotal ( lines 6 to 13) 1191 538 0 5 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1191 538 0 5 loads 10'/6 1NO 119 54 10"/10% 0 0 r15Duct Totalroom bad 1310 592 0 5 Air required (cfm) 59 27 0 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. c _ FP_ wrllghtsoft' 2017-Mar-0310:26:19 AM Right -Suite® Universal 2017 17.0.16 RSU24011 Page 4 IingionBGLE\ Lot2857hombrookeDarlingionBGLE.rup Cale - M,18 House laces: E DuruurraoEL-AIR • of Right-J® Worksheet ahu 1 DEL -AIR HEATING & AIR 531 CODISCO WAY, SANFORD, FL 327CPhp PI 333n2616N5 Fax. 407-333-3853 Web: WWW.DEL-AIR.COM Job: LoMSThombrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name mstr we den 2 Exposed wall 0 It 21.0 It 3 Room height 9.3 It heat/cool 9.3 1t heat/cod 4 5 Room dimensions Room area 5.5 x 3.5 It 19.3 ftx 1.0 x 1465 It 146.5 112 Ty Construction number U-value 81uh/112 *F) Or HTM BIu1Uf12) I Area (w) or perimeter (II) load Stuh) Area (It2) or perimeter (II) Load Btuh) Heal Cod Gross N/P/S Heal Cool Gross N/P/S Heat Cod 6 Vy C I--fi 12C-0sw 2A-2ov 2A-2w 0.091 0.340 0.340 n n n 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 VLI 11 13A.2ocs 2A-2ov 0.201 0.340 n n 5.69 9.62 4.35 10.58 0 0 0 0 0 0 0 0 145 0 125 0 713 0 545 0G I-C Vy C 2A•2ov 13A-2ocs tOC-v 0.340 0.201 0.340 n ne no 9.62 5.69 9.62 10.58 4.35 18.97 0 0 0 0 0 0 0 0 0 0 0 0 19 0 0 0 0 0 185 0 0 204 0 0 yl 12C-0sw 2A-2ov 0.091 0.340 e e 0 00 0 00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0C W Vy 13A-2ocs 12C-0sw 2A-2ov 0.201 0.091 0.340 a s s 5.69 000 0.00 4.35 0.00 0 00 0 0 0 0 0 0 0 0 0 0 0 0 51 0 0 51 0 0 292 0 0 223 0 0rl Vy 13A-2ocs 2A•2ov 0.201 0.340 s s 5.69 9.62 4.35 12.15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 06 12C•Osw 0 091 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 2B•21v 0.340 0.340 w w 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vy I---G 13A-2ocs 2A-2ov 2A-2ovd 16A-30ad 12C-0sw 0.201 0.340 0.580 0.032 0.091 w w w w 5.69 9.62 16.41 0.91 2.58 4.35 30.36 16.85 2.38 1.44 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 L--G W P L-D 1DO 16CR-38ad 0.390 0.026 n 11.04 0.74 11.99 1.15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0C F 20P-19t 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-td 0.989 27.99 0.00 19 0 0 0 147 21 588 0 61 c) AED excursion 1 0 35 Envelope losstgain 0 0 1778 937 12 a) Irdillration 0 0 382 121 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/dher 5 0 Subtotal (lines 6 to 13) 10 5 12160 1058 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 0 5 2160 1058 Duct bads 1 100/0 10% 0 0 10% 101/6 216 106 r Total room load 0 5 2376 1164 Air required (clm) 0 0 107 53 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 4 - - ro- wrightsoft' 2017-Mar-0310:26:19 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 5 IingionBGLE\Lot285ThornbrookeDartingtonBGLE.rup Calc - MJ8 House faces: E 1' DEL -AIR Right-J® Worksheet DEL -AIR HEATING & AIR Do'p326Q531 CODISCO WAY, SANFORD, FL 32C43655ax 407-333-3853 Web WWW.DEL-AIR COM Job: Lot285ThombrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name util pwdr 2 Exposed wall 4.0 It 4.0 It 3 Room height 9.3 It heal/cool 9.3 If heat/cool 4 5 Room dimensions Room area 4. 0 x 11.5 It 46. 0 112 4. 0 x 11.5 It 46. 0 fI2 Ty Construction U-value Or HTM Area (112) Load Area (112) Load number Btuh1fP-*F) StuFVltx) or perimeter (It) Btuh) or perimeter (It) Btuh) Heal Cool Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 VN 12C-Osw 0.091 n 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2ov 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 GG2A•2Dv 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 Vy 13A-2ocs 0.201 n 5.69 4.35 37 37 212 162 37 32 184 141 11 2A-2ov 0.340 n 9.62 10.58 0 0 0 0 5 0 48 53 I G 2A- 2ov 0.340 n 9.62 10.58 0 0 0 0 0 0 0 0 13A- 2ocs 0.201 ne 5.69 4.35 0 0 0 0 0 0 0 0 10C- v 0.340 no 9.62 18.97 0 0 0 0 0 0 0 0 Vy 12C-0sw 0.091 a 0,00 0.00 0 0 0 0 0 0 0 0 2A- 2ov 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 CW Vy 13A- 2ocs 12C- 0sw 0. 201 0. 091 a s 5. 69 0. 00 4. 35 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 YLC 2A-2Dv 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 W 13A•2ocs 0201. s 5.69 4.35 0 0 0 0 0 0 0 0 t- G 2A•2w 0.340 s 9.62 12.15 0 0 0 0 0 0 0 0 Vjl 12C- 0sw 0.091 w 0.00 0.00 0 0 0 0 0 0 0 0 II---- fC 2A-2Dv 2B•21v 0.340 0.340 w w 0. 00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 tt 13A- 2ocs 2A-2Dv 2A-2Dvd 0.201 0.340 0.580 w w w 5. 69 9.62 16.41 4.35 30.36 16.85 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W P , LO 16A• 30ad 12C-0sw 0.032 0.091 w 0. 91 2.58 2.38 1.44 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 DO 0.390 n 11.04 11.99 0 0 0 0 0 0 0 0 C 16CR- 38ad 0.026 0.74 1.15 0 0 0 0 0 0 0 0 F 20P- 191 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A- tot 0.989 27.99 0.00 46 4 112 0 46 4 112 0 6 c) AED excursion 25 7 Envelope loss/ gain 324 137 344 187 12 a) Inlillration 73 23 73 23 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 600 1 0 Subtotal (lines 6 to 13) 1397 760 417 210 Less external load 0 0 0 0 Less transfer 0 0 0 0 Relistribulion 0 0 0 0 14 Subtotal 397 760 417 210 15 Duct loads 1 10'/6 10'/0 40 76 10% 10"/0 42 21 Total room bad 437 836 458 231 Air required ( clm) 20 38 1 21 11 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. C -*- wrightsoft' 2017-Mar-0310:26:19 4 Right - Suite® Universal 2017 17 0 16 RSU24011 Page 6 IingtonBGLE\Lot285ThombrookeDartinglonBGLE rup Calc - MJ8 House laces. E 1' DEL -AIR m n=- M wrrarroreo Right-J® Worksheet ahu 1 DEL -AIR HEATING & AIR C9NDITK INCH531CODISCOWAY, SANFORD, FL 32771 hone: 407.3 -2665 ax: 407.333.3853 Web: WWW.DEL-AIR.COM Job: Lot285ThornbrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name family nn dining rm 2 Exposed wall 35.0 It 10.0 It 3 Room height 9.3 It heat/cool 9.3 It heal/cool 4 5 Room dimensions Room area 20.5 x 14.5 It 297.3 ft2 1.0 x 210.0 It 2100 f12 Ty Construction U•value Or HTM Area (fig Load Area (ft2) Load B1uh/fiZ•F) BtuF1/fig or perimeter (ft) Btuh) or perimeter (II) Bluh) Heat Cod Gross N/P/S Heal Cool Gross N/P/S Heal Cod 6 VN IL---1C' 12C-0sw 2A-2Dv 2A-2ov 0.091 0.340 0.340 n n n 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 13A-2ocs 2A-2ov 0.201 0.340 n n 5 69 9.62 4.35 10.58 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 3 2A-2ov 0.340 n 9.62 10.58 0 0 0 0 0 0 0 0 Vy 6 13A-2ocs 10C•v 0201. 0.340 no no 569 9.62 4.35 18.97 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yl 6 12C-Osw 2A-2ov 0.091 0.340 a a 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W Vy YLC 13A•2ocs 12C-Osw 2A-2ov 0.201 0.091 0.340 a s s 5.69 0.00 0.00 4.35 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vy YLC 13A-2ocs 2A-2Dv 0.201 0.340 s s 569 9.62 4.35 12.15 191 0 191 0 1088 0 832 0 93 39 54 0 310 374 237 472 ti 12C-0sw 2A-2Dv 2B•21v 0.091 0.340 0.340 w w w 000 0.00 0.00 000 0.00 000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vjl 11----GG 13A-2ocs 2A-2Dv 2A-2Dvd 0.201 0.340 0.580 w w w 5.69 9.62 16.41 4.35 30.36 16.85 135 0 72 63 0 72 360 0 1182 275 0 1213 0 0 0 0 0 0 0 0 0 0 0 0 W 16A-30ad 0.032 w 0.91 2.38 0 0 0 0 0 0 0 0 P LD 12C-0sw 0.091 2.58 1.44 0 0 0 0 0 0 0 0 IIDO 0.390 n 11.04 11.99 0 0 0 0 0 0 0 0 C 16CR-38ad 0.026 0.74 1.15 0 0 0 0 0 0 0 0 F 20P-191 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-Id 0.989 27.99 0.00 297 35 980 0 210 10 280 0 61 c) AED excursion 1 1388 1 90 Envelope loss/gain 3609 3708 963 799 12 a) Infiltration 636 201 182 58 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 4 920 1 230 Appliances/ other 0 0 Subtotal ( lines 6 to 13) 4246 4830 1145 1087 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redstnbution 0 0 0 0 14 Subtotal 4246 4830 1145 1087 Duct loads 10ye INO 425 483 10% 101yo 115 109 r Total room bad 4670 5313 1260 1196 Air required (clm) 1 1 211 243 1 1 57 55 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. A wrfghtsaft* 2017-Mar-03 10:26:19 Right• Suile® Universal 2017 17 0.16 RSU24011 Page 7 IingionBGLE% Lol285ThornbrookeDarlingionBOLE.rup Calc - MJ8 House faces: E DEL --AIR mum • u eosroro Right-J® Worksheet ahu 1 DEL -AIR HEATING & AIR 9NDITI% Mq 531 CODISCO WAY, SANFORD, FL 32771 hone 407-3 -2665 ax: 407-333.3853 Web: WWW DEL-AIR.COM Job: Lot285ThombrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name pantry kitchen 2 Exposed wall 0 1t 19.9 It 3 Room height 9.3 It heat/cool 9.3 It heal/cool 4 5 Room dimensions Room area 6.0 x 3.5 It 21.0 It2 1.0 x 275.8 It 275.8 It= Ty Construction number U•value Bluh/ft2-1F) Or HTM St fig Area (Itg or perimeter (It) Load Btuh) Area (III or perimeter (It) Load Btuh) Heat Cod Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 VN lfi 12C-0sw 2A•2W 2A-2ov 0.091 0.340 0.340 n n n 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 13A.2ocs 2A•2Dv 0.201 0.340 n n 5.69 9.62 4.35 10.58 0 0 0 0 0 0 0 0 5 0 5 0 27 0 20 0 I-G Vy 1--fi 2A•2ov 13A-2ocs tOC•v 0 340 0.201 0.340 n ne ne 9.62 5.69 9.62 10.58 4.35 18.97 0 0 0 0 0 0 0 0 0 0 0 0 0 46 23 0 23 0 0 13D 225 0 99 443 Vy I--6 12C-Osw 2A•2ov 0.091 0.340 a a 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W Vy Y_G 13A-2ocs 12C-0sw 2A•2rnr 0.201 0.091 0.340 a s s 5.69 0.00 0.00 4.35 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vy C 13A-2ocs 2A-2ov 0.201 0.340 s is 5.69 9.62 4.35 12.15 0 0 0 0 0 0 0 0 135 0 135 0 770 0 589 0 12C-Osw 2A•2ov 2B-21v 0.091 0.340 0.340 w w w 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13A-2ocs 2A-2Dv 2A-2Dvd 0.201 0.340 0.580 w w w 5.69 9.62 16.41 4.35 30.36 16.85 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W RLO 16A•3Dad 12C-Osw 0.032 0.091 w 0.91 2.58 2.38 1.44 0 0 0 0 0 0 0 0 0 244 0 223 0 575 0 322 11D0 16CR-38ad 0.390 0 026 n 11.04 0.74 11.99 1.15 0 0 0 0 0 0 0 0 21 13 21 13 228 10 248 15C F 2OP-191 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A•td 0.989 27.99 0.00 21 0 0 0 276 20 557 0 61 c) AED excursion 0 98 Envelope loss/gain 0 0 2520 1638 12 a) Infiltration 0 0 363 115 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 5 12D0 Subtotal (lines 6 to 13) 1 0 5 2883 2952 Less external load 0 0 0 0 Less transfer 0 0"1 0 0 Redistribution 0 0 0 0 14 Subtotal 0 5 2883 2952 15 Duct bads 10% 10% 0 0 100/0 101/6 288 2% Total room load 0 5 1 31711 3248 Air required (Cm) 0 0 143 149 Calculations approved by ACCA to meet all requirements of Manual J 81h Ed. wMghtsoft- 2017-Mar-03 10,26:19 Right-Suile® Universal 2017 17 0 16 RSU24011 Page 8 IingionBGLE\Lot2MhornbrookeDarlingionBGLE rup Calc = MJ8 House faces: E RDEL--AIRtiiiMF1111111 • M eaomorto Right-J® Worksheet ahu 2 DEL -AIR HEATING & AIR 531 CODISCO WAY, SANFORD, FL 3277`1,90D40733N2616N5 Fax• 407-333-3853 Web: WWW.DEL-AIR COM Job: Lot285ThombrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name ahu 2 nn 2 2 Exposed wall 169 0 It 39.5 It 3 Room height 9.0 It 9.0 It heal/cool 4 Room dimensions 14.5 x 15.5 It 5 Room area 1469.3 112 224.8 02 Ty Construction number U-value BtuWtt2-IF) Or HTM BtuWtI9 Area (02) or perimeter (It) Load Btuh) Area (112) or perimeter (It) Load Btuh) Heat Cool Gross N/P/S Heal Cod Gross N/P/S Heat Cod 6 I`---Crai 1210-0sw 2A-2Dv 2A-2Dv 0.091 0.340 0.340 n n n 2.58 9.62 9.62 2.34 10.58 10.58 491 6 15 470 0 0 1209 58 144 1100 63 159 131 0 0 131 0 0 336 0 0 306 0 0 11 y/ I--G Ili yl L-1i 13A.2ocs 2A-2ov 2A-2ov 13A-2ocs 10C-v 0.201 0.340 0.340 0.201 0.340 n n n ne ne 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vy T-C 12C-Osw 2A-2ov 13A-2ocs 12C-0sw 2A-2Dv 0 091 0.340 0.201 0.091 0.340 a a a s s 2.58 9.62 0.00 2.58 9.62 2.34 30.36 0.00 2.34 10.77 270 30 0 491 30 240 0 0 461 53 618 289 0 1186 289 562 911 0 1079 323 0 0 0 86 0 0 0 0 86 0 0 0 0 220 0 0 0 0 200 0 W yl I-G Vy L-a 13A-2ocs 2A-2Dv 12C-0sw 2A-2ov 2B-21v 13A-2ocs 2A-2Dv 2A-2Dvd 16A-30ad 12C-Osw 0.201 0.340 0.091 0.340 0.340 0,201 0.340 0.580 0.032 0 091 s s 1 w w w w w w w 0.00 0.00 2.58 9.62 962 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.34 30.36 30.36 0.00 0.00 0.00 0.00 0.00 0 0 270 30 40 0 0 0 0 0 0 0 200 0 0 0 0 0 0 0 0 0 515 289 385 0 0 0 0 0 0 0 469 911 1214 0 0 0 0 0 0 0 140 30 0 0 0 0 0 0 0 0 110 0 0 0 0 0 0 0 0 0 282 289 0 0 0 0 0 0 0 0 257 911 0 0 0 0 0 0 Vjl H--CC W F 1-0 11 DO 16CR-38ad 0.390 0.026 n 0.00 0.74 0.00 1.15 0 1469 0 1469 0 1081 0 1690 0 225 0 225 0 165 0 259C F 20P-191 0.050 1.41 0.71 13 13 18 9 0 0 0 0 F 22A-10 0.989 0.00 0.00 0 0 0 0 0 0 0 0 61 c) AED excursion 1 447 1269 Envelope loss/garn 6080 8938 1292 22(11 12 a) Inlillration 2963 939 693 219 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 9043 98761 19851 2420 Less external load 0 0 0 0 Less transler 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 9043 9876 1985 2420 15 Duct loads 1 489/6 68"/6 4296 6761 48% 680/0 943 1657 Total roomMMload13339 16637 2928 4077 Air required (c1m) 840 M. 184 206 Calculations approved by ACCA to meet all requirements of Manual J 81h Ed. w rightsaft' 2017-Mar-03 10:26.19 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 9 IingionBGLBLol2B5ThornbrookeDarlinglonBGLE.rup Calc = MJ8 House laces: E jDEL-AIR Right-J® Worksheet ahu 2 DEL- AIRHEATING& AIR 531 CODISCO WAY, SANFORD, FL 32 C ND107I333N26615 Fax: 407-333.3853 Web. WWW.DEL-AIR COM Job: Lot285ThombrookeDarlingt... Date: 6/ 4/2014 By: FJF 1 Room name blh 2 b1h 3 2 Exposed wall 9.0 It I 11.5 It 3 Room height 9.0 it heat/cool 9.0 11 heat/cool 4 5 Room dimensions Room area 9.0 x 6.0 54.0 It= 1 11 11. 5 x 6.0 It 69.0 Ile Ty Construction U-value BtuhHt;eF) Or HTM BI 112) Area 012 or perimeter ( It) I Load etuh) Area ( Its or perimeter ( It) Load Btuh) Heal Cod Gross N/P/S II Heai CodGross N/P/S Heat Cool 6 CC T 12C-Osw 2A-2ov 2A-20v 0.091 0.340 0.340 n n n 2. 58 9.62 9.62 2.34 10.58 10.58 81 6 0 75 0 0 193 58 0 176 63 0 104 0 0 104 0 0 267 0 0 243 0 0 11 1y G 13A- 2ocs 2A-2ov 0.201 0.340 n n 0. 00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Ili Vy L-- f 2A-2ov 13A•2ocs 10C-v 0.340 0.201 0.340 n ne no 0. 00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 V 1-- G 12C-Osw 2A-2ov 0.091 0.340 a a 2. 58 9.62 234 30. 36 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W Y - G 13A-2ocs 12C-Osw 2A-2ov 0.201 0.091 0.340 a s s 0. 00 2.58 9.62 0.00 2.34 10.77 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13A- 2ocs 2A•2Dr 0.201 0.340 s s 0. 00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12C- 0sw 2A-2ov 2B-21v 13A•2DW 2A•2Dv 2A•2Dvd 16A-30ad 12C-Osw 0.091 0.340 0.340 0.201 0.340 0.580 0.032 0.091 w w w w w w w 2. 58 9.62 9.62 0.00 0.00 0.00 0.00 0.00 2.34 30.36 30.36 0.00 0.00 0.00 000 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vy I fa L-G W P LD IIDO 16CR-38ad 0. 390 0. 026 n 0.00 0.74 0. 00 1. 15 0 54 0 54 0 40 0 62 0 69 0 69 0 51 0 79 C F 2OP-191 0.050 1.41 0.71 0 0 0 0 0 0 0 0 F 22A-td 0.989 0.00 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 1•35 1.38 Envelope loss/gain 291 266 317 283 12 a) Infiltration 158 50 202 64 b) Room ventilation 0 0 0 0 13 Internal gains. Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 448 316 519 347 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistnbulion 0 0 0 0 14 Subtotal 448 316 519 347 15 Duct bads 48% 68% 213 217 48e/- 685/6 1 247 238 Total room bad 661 533 765 585 Air required (clm) I 1 142 27 48 30 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 4 A-_ -Pk- W rightsc ft- 2017-Mar-03 10:26:19 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 10 bngionBGLE%Lo1285ThornbrookeDarlingionBGLE.rup Calc - MJB House faces: E w DEL -AIR r • ew tmomro o Right-J® Worksheet ahu 2 DEL -AIR HEATING & AIR NDT 265531CODISCOWAY, SANFORD. FL 32C4-665ax: 407-333.3853 Web WWW.DEL-AIR.COM Job: Lot285ThombrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name rm 4 rm 3 wic 2 3 Exposed wall Room height 28.0 It 9.0 it heat/cool 7.0 it 9.0 If heat/cool 4 5 Room dimensions mRooarea 14. 0 x 14.0 1t 196. 0 112 9. 5 x 5.0 It 475 112 Ty Construction U-value Or HTM Area (It) Load Area (fly Load number B1uh/ftZ•F) Bluh/ft2) or perimeter (11) Bluh) or perimeter (it) Btuh) Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 11 12C- Osw 2A- 2ov, 2A• 2ov 13A- 2ocs 2A- 2ov 2A- 2ov 13A• 2ocs tOC- v 0. 091 0. 340 0. 340 0. 201 0. 340 0 340 0. 201 0. 340 n n n n n n ne no 2. 58 9. 62 9. 62 0. 00 0. 00 0. 00 0. 00 0. 00 2. 34 10. 58 10. 58 0. 00 0. 00 0. 00 0. 00 0. 00 126 0 15 0 0 0 0 0 111 0 0 0 0 0 0 0 286 0 144 0 0 0 0 0 260 0 159 0 0 0 0 0 18 0 0 0 0 0 0 0 18 0 0 0 0 0 0 0 46 0 0 0 0 0 0 0 42 0 0 0 0 0 0 0 1- fCi Vy G I-. G Vy 0 yl C 12C- Osw 2A- 2ov 13A- 2ocs 12C- Osw 2A- 2w 13A- 2ocs 2A• 2ov 12C- Osw 2A- 2ov 2B- 21v 13A• 2ocs 2A- 2ov 2A- 2ovd 16A• 30ad 12C- Osw 0. 091 0. 340 0. 201 0. 091 0. 340 0. 201 0. 340 0. 091 0. 340 0. 340 0. 201 0. 340 0. 580 0. 032 0. 091 a a a s s s s w w w w w w w 2. 58 9. 62 0. 00 2. 58 9. 62 0. 00 0. 00 2. 58 9. 62 9. 62 0. 00 0. 00 0. 00 0. 00 0, 00 Z34 30. 36 0. 00 2. 34 10. 77 0. 00 0. 00 2. 34 30. 36 30. 36 0. 00 0. 00 0. 00 0. 00 0. 00 126 15 0 0 0 0 0 0 0 0 0 0 0 0 0 111 0 0 0 0 0 0 0 0 0 0 0 0 0 0 286 144 0 0 0 0 0 0 0 0 0 0 0 0 0 260 455 0 0 0 0 0 0 0 0 0 0 0 0 0 45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 116 0 0 0 0 0 0 0 0 0 0 0 0 0 0 105 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W Vy C Vy G Vjl II--- Cti V+ l IL--- C W R r D 11 DO 16CR- 38ad 0. 390 0. 026 n 0.00 0. 74 0. 00 1. 15 0 196 0 196 0 144 0 225 0 48 0 48 0 35 0 55 CF 20P-191 0.050 1.41 0.71 0 0 0 0 11 11 16 8 F 22A-td 0.989 0.00 0.00 0 0 0 0 0 0 0 0 61 c) AED excursion 1-84 1-25 Envelope loss/gain 1005 1276 213 185 12 a) Infiltration b) Room ventilation 491 0 155 0 123 0 39 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/ other 0 0 Subtotal ( lines 6 to 13) 1496 1431 336 224 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1496 1431 336 224 15 Duct loads 1 480/6 68"/e 7111 980 489/6 68"/e 160 154 Total room bad 2207 2411 495 378 Air required (cfm) 139 122 31 19 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. ft 41 Wrightsa' 2017- Mar-0310:26:19 Right - Suite® Universal 2017 17 0.16 RSU24011 Page 11 IinglonBGLE\ Lo1285ThornbrookeDarlingionBGLE.rup Calc = MJ8 House faces: E DEL --AIR rrrmm • ar eorrarn R Right-J® Worksheet ahu 2 DEL -AIR HEATING & AIR 531 CODISCO WAY, SANFORD, FL 327 hoVeDao 3 3N266N5 Fax 407-333.3853 Web: WWW DEL•AIR.COM Job: LoI285ThombrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name rm 3 bit 2 Exposed wall 24.0 It 11.5 it 3 Room height 9.0 it heat/cool 9.0 1t heat/cool 4 5 Room dimensions Room area 13.0 x 11.0 it 143 0 ft2 11.5 x 11.0 It 126.5 fill Ty Constriction U•value Or HTM Area (Ili Load Area (II2) Load number BtutyfizOF) Btuh/ft2) or perimeter (it) Btuh) or perimeter (It) Btuh) Heat Cool Gross N/P/S Heal Cool Gross WP/S Heat Cod 6 V/ 12C-Osw 0.091 n 2.58 2.34 0 0 0 0 0 0 0 0 2A-2Dv 0.340 n 9.62 10.58 0 0 0 0 0 0 0 0II----ffii 2A-20v 0.340 n 9.62 10.58 0 0 0 0 0 0 0 0 V6 13A-2ocs 0.201 n 0.00 000 0 0 0 0 0 0 0 0 11 2A-2Dv 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 2A•2ov 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 y/ Y--G 13A-2ocs tOC-v 0.201 0.340 no no 0.00 0.00 000 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yl C 12C-Osw 0.091 a 2.58 234 99 84 216 197 0 0 0 0 2A-2Dv 0.340 a 9.62 30 36 15 0 144 455 0 0 0 0 W yl 13A-2ocs 12C-Osw 0.201 0.091 a s 0.00 2.58 000 234 0 117 0 117 0 301 0 274 0 104 0 74 0 189 0 172 C 2A-2DV 0.340 s 9.62 10.77 0 0 0 0 30 26 289 323 v /+ 13A•2ocs o.201 s o.00 0.00 0 0 0 0 0 0 0 0 L--G 2A-2Dv 0.340 s o.00 0.00 0 0 0 0 0 0 0 0 Vjl I - 2 12C-Osw 2A•2DV 2B-21v 0,091 0.340 0.340 w w w 2.58 9.62 9.62 2.34 30.36 30.36 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13A•2DCs 0.201 w 0,00 0.00 0 0 0 0 0 0 0 0 2A-2Dv 2A-2ovd 0.340 0.580 w w 0.00 o.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W R 16A-30ad 12C-Osw 0.032 0.091 w 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 DO o.390 n o.00 0.00 0 0 0 0 0 0 0 0D c 16CR-38ad 0.026 0.74 1.15 143 143 105 165 127 127 93 146 F 2OP-191 0.050 1.41 0.71 1 1 2 1 0 0 0 0 F 22A•Id 0.989 0.00 0.00 0 0 0 0 0 0 0 0 61 c) AED excursion 137 1-37 Envelope losstgain 769 1129 571 603 12 a) Infiltration 421 133 202 64 b) Room ventilation 0 0 0 0 13 Internal gams: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 11190 1262 773 667 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1190 1262 773 667 15 Duct bads 148"/e 68% 565 864 48% 68Y. 367 457 Total room bad 1755 2126 1140 1124 Air required (cfm) 110 107 72 57 Calculations approved by ACCA to meet all requirements of Manual J Oth Ed. Fk wrightsoft' 2017-Mar-0310:2619 4C`A RiphbSuite® Universal 2017 17.0.16 RSU24011 Page 12 IingionBGLENLot285ThornbrookeDartingionBGLE.rup Cal: - M.18 House faces: E RDEL--AIRw=• ar c Right-J® Worksheet ahu 2 DEL -AIR HEATING & AIR C 9NDITIq IN9531CODISCOWAY, SANFORD, FL 3277 hone: 407.3 •2665 ax: 407-333.3853 Web- WWW DEL -AIR COM Job: Lot285ThombrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name open to below stairs 2 Exposed wall 35.0 It 3.5 It 3 Room height 9.0 It heal/cool 9.0 It heal/cool 4 5 Room dimensions mRooarea 20. 5 x 14.5 It 297. 3 112 1. 0 x 311.3 It 311. 3 112 Ty Construction U-value Or HTM Area (It2) Load Area (I12) Load number BtuWftx-*F) BtulVllx) or perimeter (It) Btuh) or perimeter (It) Btuh) Heat Cool Gross N/P/S Heal Cod Gross N/P/S Heat Cool 6 12C•Osw 0.091 n 2.58 2.34 0 0 0 0 32 32 81 74 2A- 2Dv 2A- 2ov 0. 340 0. 340 n n 9. 62 9. 62 10. 58 10. 58 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 VLf 13A.2ocs 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0 i t 2A-2ov 0.340 n 0.00 O.OD 0 0 0 0 0 0 0 0 2A• 2ov 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 Vy G 13A- 2ocs 10C- v 0. 201 0. 340 ne ne 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vy C 12C- Osw 0.091 a 2.58 2.34 0 0 0 0 0 0 0 0 2A- 2ov 0.340 a 9.62 30.36 0 0 0 0 0 0 0 0 W Vy 13A- 2ocs 12C- Osw 0. 201 0. 091 a s O. OD 2. 58 O. OD 2. 34 0 185 0 185 0 475 0 432 0 0 0 0 0 0 0 0 2A- 2Dv 0.340 s 9.62 10.77 0 0 0 0 0 0 0 0 GLa 13A-2ocs 0201. s 0.00 0.00 0 0 0 0 0 0 0 0 2A• 2Dv 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 VN 12C-Osw 0.091 w 2.58 2.34 131 91 233 212 0 0 0 0 I- fCi 2A- 2ov 28• 21v 0. 340 0 340 w w 9. 62 9. 62 30. 36 30. 36 0 40 0 0 0 385 0 1214 0 0 0 0 0 0 0 0 Vjl II-:: GG' 13A• 2ocs 2A- 2Dv 2A- 2Dvd 0. 201 0. 340 0. 580 w w w 0. OD 0. 0D O. OD 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W 16A•30ad 12C- Osw 0. 032 0. 091 w 0.00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 DO 0.390 n O.OD 0.00 0 0 0 0 0 0 0 0 C 16CR•38ad 0 026 0.74 1.15 297 297 219 342 311 311 229 358 F 20P•191 0.050 1.41 0.71 0 0 0 0 0 0 0 0 F 22A•10 0 989 0.00 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 406 45 Envelope losstgain 1312 26D6 310 387 12 a) Infiltration 614 194 61 19 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/ other 0 0 Subtotal ( lines 6 to 13) 1925 2801 372 406 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redsinbution 0 0 0 0 14 Subtotal 1925 2801 372 406 t5 Duct loads 48% 68% 915 1917 485/ 68Y- 177 278 Total room load 2840 4718 548 685 Air required (cfm) 179 238 35 35 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 41- wrightsoTt- 2017•Mar-0310:2619 A& Right•Suile® Universal 2017 17 0.16 RSU24011 Page 13 IingionBGLENLol285ThornbrookeDarlingionBGLE rup Calc - MJ8 House laces. E DEL -AIR Duct System Summary NUMB • AM 410N011111010110 ahu 1 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW DEL-AIR.COM For: Taylor Morrison External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.120 / 0.120 in H2O 0.148 in/10011 840 cfm Job: Lot285ThombrookeDarll... Date: 6/4/2014 By: FJF Cooling 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.120 / 0.120 in H2O 0.148 in/100ft 840 cfm 162 ft Name Design Btuh) Htg cfm) Clg cfm) Design FR Diam in) H x W in) Duct Matl Actual Ln (ft) Ftg.Egv Ln (ft) Trunk den h 2376 107 53 0.195 6.0 Ox 0 V I Fx 27.8 95.0 sit dining rm h 1260 57 55 0.196 6.0 Ox 0 VIFx 27.1 95.0 stl family rm c 5313 211 243 0.183 8.0 Ox 0 VIFx 36.2 95.0 stl kitchen c 3248 143 149 0.212 7.0 Ox 0 VIFx 18.1 95.0 stl mstr blh h 1310 59 27 0.160 5.0 Ox 0 VIFx 40.3 110.0 st3 mstr rm c 5775 223 264 0.148 9.0 Ox 0 VIFx 52.0 110.0 st3 mstr We c 5 0 0 0.164 4.0 Ox 0 VIFx 36.7 110.0 st3 mstr Wic c 5 0 0 0.159 4.0 Ox 0 VIFx 41.1 110.0 st3 Pantry c 5 0 0 0.209 4.0 Ox 0 VIFx 19.6 95.0 stl pwdr h 458 21 11 0.194 4.0 Ox 0 VIFx 28.6 95.0 stl util c 836 20 38 0.191 4.0 Ox 0 VIFx 30.9 95.0 stl Trunk Htg Clg Design Veloc Diam H x W Duct Name Type cfm) cfm) FR fpm) in) in) Material Trunk st3 Peak AVF 282 292 0.148 535 10.0 0 x 0 VinlFlx st1 stl Peak AVF 840 840 0.148 602 16.0 0 x 0 VinlFlx C wri htsoft' 2017-Mar-0310:26:21 9 Righl-Suite® Universal 2017 17.0.16 RSU24011 Page 1 IingionBGLENLot285ThornbrookeDarlinglonBGLE ruD Calc - M.18 House laces: E Return Branch Detail Table Name Grille Size (in) Htg cfm) clg cfm) TEL ft) Design FR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Matt Trunk rb3 Ox 0 840 840 0 0 0 0 Ox 0 VIFx C wri htsoft' 2017-Mar-03 10:26 21 9 Righl-Suite® Universal 2017 17.0.16 RSU24011 Page 2 ICCA...IingionBGLE\Lot28SThornbrookeDarlingionBGLE.rup Cek n MJ8 House laces E 0. DEL -AIR Duct System Summary Job: Lot285ThornbrookeDarli... 1fATae Date: 6/4/2014 ahu 2 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone. 407-333-2665 Fax: 407-333.3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.120 / 0.120 in H2O 0.202 in/100ft 840 cfm Cooling 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.120 / 0.120 in H2O 0.202 in/1001t 840 cfm 119 ft Name Design Btuh) Htg cfm) Clg cfm) Design FR Diam in) H x W in) Duct Matt Actual Ln (ft) Ftg.Egv Ln (ft) Trunk bah 2 h 661 42 27 0.318 4.0 Ox 0 VIFx 5.5 70.0 bth 3 h 765 48 30 0.311 4.0 Ox 0 VIFx 7.1 70.0 loll h 1140 72 57 0.203 6.0 Ox 0 VIFx 33.0 85.0 st2 open to below c 2359 89 119 0.274 6.0 Ox 0 VIFx 17.5 70.0 open to below -A c 2359 89 119 0.286 6.0 Ox 0 VIFx 14.0 70.0 rm 2 c 4077 184 206 0.270 8.0 Ox 0 VIFx 18.8 70.0 rm 3 h 1755 110 107 0.206 6.0 Ox 0 VIFx 31.5 85.0 st2 rm 3 wit h 495 31 19 0.202 4.0 Ox 0 VIFx 33.7 85.0 st2 rm 4 h 2207 139 122 0.281 7.0 Ox 0 VIFx 15.5 70.0 Stars c 685 35 35 0.306 6.0 Ox 0 VIFx 8.6 70.0 Name Trunk Type Htg cfm) Clg cfm) Design FR Veloc fpm) Diam in) H x W in) Duct Material Trunk st2 Peak AVF 213 183 0.202 483 9.0 0 x 0 VinlFlx Name Grille Size (in) Htg cfm) Clg cfm) TEL ft) Design FR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Matl Trunk rb2 Ox 0 840 840 0 0 0 0 Ox 0 VIFx A--wri htsoft' 2017-Mar-0310:26:21 9 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 3 4A...IingionBGLE\Lot28.5ThombmokeDarlingionBGLE.rup Calc - MJ8 House laces: E FORM R405-2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot285ThornbrookeDartingtonBGLE Builder Name: Taylor Morrison Street: Permit Office: City, State, Zip: FL , Permit Number: Owner: Jurisdiction: 691500 Design Location: FL, Orlando COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Corners and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/door jambs and framing and skylights and framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate 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 3/3/2017 9:54 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 RESIDENTIAL ENERGY CONSERVATION CODE DOCUMENTATION CHECKLIST Florida Department of Business and Professional Regulation Simulated Performance Alternative (Performance) Method Applications for compliance with the 2014 Florida Building Code, Energy Conservation via the residential Simulated Performance method shall include D This checklist O A Form R405 report that documents that the Proposed Design complies with Section R405.3 of the Florida Energy Code. This form shall include a summary page indicating home address, a -ratio and the pass or fail status along with summary areas and types of components, whether the home was simulated as a worst -case orientation, name and version of the compliance software tool, name of individual completing the compliance report (1 page) and an input summary checklist that can be used for field verification (usually 4 pages/may be greater). O Energy Performance Level (EPL) Display Card (one page) O Mandatory Requirements(three pages) Required prior to CO for the Performance Method: O Air Barrier and Insulation Inspection Component Criteria checklist (Table R402.4.1.1 - one page) D A completed Envelope Leakage Test Report(usually one page) D If Form R405 duct leakage type indicates anything other than default leakage", then a completed Form R405 Duct Leakage Test Report (usually one page) 3/3/2017 9:53:35 AM EnergyGauge® - USRCSB v5.1 Page 1 of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Lot285ThornbrookeDarlingtonBGLE Builder Name: Taylor Morrison Street: Permit Office: City, State, Zip: FL, Permit Number: Design Location: FL, Orlando Jurisdiction: 691500 Cond. Floor Area:: 2582 sq.fl. Cond. Volume: 23678 cu R. Envelope Leakage Test Results Regression Data: L n: R: Single or Multi Point Test Data HOUSE PRESSURE I FLOW: Leakage Characteristics CFM(50): ELA: EgLA: ACH: ACH(50): SLA: R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and 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: Ot STgr W"Vvmiov 3/3/2017 9:54 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 Florida Department of Business and Professional Regulations Residential Whole Building Performance and Prescriptive Methods ADDRESS: Permit Number: FL, MANDATORY REQUIREMENTS See individual code sections for full details. D 401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law Section 553.9085, Florida Statues) requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit. The building official shall verity that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate compliance for the building. A copy of the EPL display card can be found in Appendix C. R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.1 through R402.4.4. O R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. R402.4.1.1 Installation. The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance with the manufacturer's instructions and the criteria listed in Table 402.4.1.1, as applicable to the method of construction. Where required by the code official, an approved third party shall inspect all components and verity compliance. R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, and 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraff 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. O R402.4.2 Fireplaces. New wood -burning fireplaces shall have tight -fitting flue dampers and outdoor combustion air. O R402.4.3 Fenestration air IeakageWindows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot (1.5 Us/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 Us/m2), when tested according to NFRC 400 or AAMA/WDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site -built windows, skylights and doors. O R402.4.4 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than 2.0 cfm (0.944 Us) when tested in accordance with ASTM E 283 at a 1.57 psf (75 Pa) pressure differential. All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. O R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. O R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load. O R403.2.2 Sealing (Mandatory)WI ducts, air handlers, and filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts and plenum chambers, shall be constructed and sealed in accordance with Section C403.2.7.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria by post -construction or rough -in testing below. Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by either an energy rater certified in accordance with Section 553.99, Florida Statutes, or as authorized by Florida Statutes, to be "substantially leak free" by either of the following: 1. Post -construction test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. All register boots shall be taped or otherwise sealed during the test. 2. Rough -in test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25Pa) across the system, including the manufacturer's air handler enclosure. All registers shall be taped or otherwise sealed during the test. If the air handler is not installed at the time of the test, total leakage shall be less than or equal to 3 cfm 85 Umin) per 100 square feet (9.29 m2) of conditioned floor area. Exceptions - The total leakage test is not required for ducts and air handlers located entirely within the building envelope. 2. Duct testing is not mandatory for buildings complying by Section R405 of this code. 3/3/2017 9:53 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 1 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) 0 R403.2.3 Building Cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. 0 R403.3 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105•F (41°C) or below 55°F 03•C) shall be insulated to a minimum of R-3., R403.3.1 Protection of piping insulation. 0 R403.4.1 Circulating hot water systems (Mandatory). Circulating hot water systems shall be provided with an automatic or readily accessible manual switch that can turn off the hot-water circulating pump when the system is not in use. 0 R403.4.3 Heat traps (Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have heat traps installed on both the inlets and outlets External heat traps shall consist of either a commercially available heat trap or a downward and upward bend of at least 3 Y: inches (89 mm) in the hot water distribution line and cold water line located as close as possible to the storage tank. 0 R403.4.4 Water heater efficiencies (Mandatory). 0 R403.4.4.1 Storage water heater temperature controls R403.4.4.1.1 Automatic controls. Service water heating systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature setting range shall be from 100•F to 140•F (38°C to 60•C). R403.4.4.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main bumer(s) of combustion types of service water heating systems to be turned off. 0 R403.4.4.2 Water heating equipment. Water heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water heating category Solar water heaters shall met the criteria Section R403 4 4 2.1 R403.4.4.2.1 Solar water heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors, and SRCC Standard TM-1, Solar Domestic Hot Water System and Component Test Protocol, Collectors in installed solar water heating systems should meet the following criteria: 1. Be installed with atilt angle between 10 degrees and 40 degrees of the horizontal; and 2. Be installed at an orientation within 45 degrees of true south. 0 R403.5 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the Florida Building Code, Residential or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. 0 R403.6 Heating and cooling equipment (Mandatory). The following sections are mandatory for cooling and heating equipment. 0 R403.6.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved healing and cooling calculation methodologies, based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1 This code does not allow designer safety factors, provisions for future expansion or other factors which affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. R403.6.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load, but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.6, or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the equipment shall not be less than the calculated latent load. 3/3/2017 9:53 AM EnergyGaugeO USA - FlaRes2014 - Section R405.4 1 Com Page 2 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) O R403.6.1.1 Cooling equipment capacity. (continued) The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacture's expanded performance data shall be used to select cooling -only equipment. This selection shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry bulb temperature for the load calculation (or entering water temperature for water -source equipment), the blower cfm provided by the expanded performance data, the design value for entering wet bulb temperature and the design value for entering dry bulb temperature. Design values for entering wet bulb and dry bulb temperature shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space. Exceptions: 1. Attached single- and multi -family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. 2. When signed and sealed by a Florida -registered engineer, in attached single- and multi -family units, the capacity of equipment may be sized in accordance with good design practice. O R403.6.1.2 Heating equipment capacity R403.6.1.2.1 Heat pumps. Heat pumps sizing shall be based on the cooling requirements as calculated according to Section R403.6.1.1 and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load. R403.6.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.6.1. R403.6.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burners shall not be less than the design load calculated in accordance with Section R403.6.1. O R403.6.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: 1. A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. 2. A variable capacity system sized for optimum performance during base load periods is utilized. D R403.7 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the Commercial Provisions in lieu of Section R403. p R403.8 Snow melt system controls (Mandatory). Snow and ice -melting systems, supplied through energy service to the building, shall include automatic controls capable of shutting off the system when the pavement temperature is above 55'F, and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40'F. D R403.9 Swimming pools, inground spas and portable spas (Mandatory). The energy requirements for residential pools and inground spas shall be as specified in Sections R403.9.1 through R403.9.3 and in accordance with ANSI/APSP-15. The energy requirements for portable spas shall be in accordance with ANSI/APSP-14. O R403.9.1 Pool and spa heaters. All pool heaters shall be equipped with a readily accessible on -off switch that is mounted outside the heater to allow shutting off the heater without adjusting the thermostat setting. R403.9.1.1 Gas and oil -fired pool and spa heaters. All gas- and oil -fired pool and space heaters shall have a minimum thermal efficiency of 82 percent for heaters manufactured on or after April 16, 2013 when tested in accordance with ANSI Z 21.56. Pool heaters fired by natural gas or LP gas shall not have continuously burning pilot lights. R403.9.1.2 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance with AHRI 1160, Table 2, Standard Rating Conditions -Low Air Temperature. A test report from an independent laboratory is required to verify procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard. O R403.9.2 Time switches. Time switches or other control method that can automatically turn off and on heaters and pumps according to a preset schedule shall be installed on all heaters and pumps. Heaters, pumps and motors that have built in timers shall be deemed in compliance with this equipment. Exceptions: 1. Where public health standards require 24-hour pump operations. 2. Where pumps are required to operate solar- and waste -heat -recovery pool heating systems. 3. Where pumps are powered exclusively from on -site renewable generation. O R403.9.3 Covens. Heated swimming pools and inground permanently installed spas shall be equipped with a vapor -retardant cover on or at the water surface or a liquid cover or other means proven to reduce heat loss. Exception: Outdoor pools deriving over 70 percent of the energy for heating from site -recovered energy, such as a heat pump or solar energy source computed over an operating season. O RR404.1 Lighting equipment (Mandatory). A minimum of 75 percent of the lamps in permanently installed lighting fixtures shall be high -efficacy lamps or a minimum of 75 percent of permanently installed lighting fixtures shall contain only high efficacy lamps. Exception: Low -voltage lighting shall not be required to utilize high -efficacy lamps. O R404.1.1 Lighting equipment (Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights D R405.2 Performance ONLY. All ducts not entirely inside the building thermal envelope shall be insulated to a minimum of R-6. O R405.2.1 Performance ONLY. Ceilings shall have minimum insulation of R-19. Where single assemby of the exposed deck and beam type or concrete deck roofs do not have sufficent space, R-10 is allowed. 3/3/2017 9:53 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 3 of 3 la 3 a z M z WINDOW CALL-0lli5 41$1 i i i `Z z Q •y • V •• Iu wsssss le 19 3 v z $ bd se Le t=l K C7 C___, r z w I t+r, D w.u alow N0 m0 Z avert CA I •.fit R ~ ~ !a CO O RJR a 11M 0 to(a.m BUILDER: PLAN LOT SUBDIVISION TAYLOR MORRISON D A R L I N G T O N L O T 285 THORNBROOKE REVISIONS I2el Air Heating, Air Conditioning & Fefrigeration,lnc, 109 Commerce Street Suite 1101 Lake Mari{ FI, 32146-6206 phone; 407-831-2665 Fax. 407-333-3855 DATE BY- 2/ 1/ 16 JA— 3/8/16 JA DATE: DRAWN BY: 6/4/2014 FJF 1 1 JA 10/27/16 JA 3 / 3 / 17 JA M u ' NBROOKE 40'S SON Big f a L r ts 3M LI BUILDER: PLAN L O T SUBDIVISION TAYLOR MORRISON D A R L I N G T O N L O T 285 THORNBROOKE REVISIONS nel Air Heating, Air Conditioning & Fefrigeration,lnc, 109 Commerce Street Suite 1101 Lake Mari{ FI, 527 6-6206 Phone:407-651-2665 FaK: 407-555-5855 DATE BY 2/ 1/ 16 J A 3/8/16 JA DATE: DRAWN BY: 6/4/2014 FJF 6/21/16 JA 10/27/1 JA 3 / 3 / 17 J A DESCRIPTION AS FURNISHED: Lot 285, THORNBROOKE PHASE 4, as recorded in Plot Book 81, Poges 70 thru 71, Public Records of Seminole County, Florida. PLOT PLAN FOR/CERTIFIED TO: 5.00' C v co o O 'Q O CA LOT 286 O 5.00' BP V 1- ISIo\ csy I — -&, QUO PROPOSED -FINISHED SPOT GRADE ELEVATION PER DRAINAGE PLANS V'- PROPOSED DRAINAGE FLOW LOT GRADING TYPE A PROPOSED F.F. PER PLANS - 24.4' r=PROPOSED GRADE PER CONSTRUCTION PLAN ++ Taylor Morrison of Florida, Inc. RECORD COPY LOT 310 N 00014#5500 W 40.00' LOT 285 v • 19.80' 19.60' a 3'xX AC `C-I 1 CJ 5.00' COVERED 15.7' PATIO o; 1 N 00 w . (p PROPOSED RESIDENCE o MODEL: DARLINGTON-8 2 CAR GARAGE LEFT O O 5.0' 5.00' ENTRY c 8.7' G 21.3' 18' DRIVE 25,20' 25.20' 10' UTIL. ESMT. 5' CONC. WALK 3' FLARES RAS N 00° 14' 55" W (B.B.) nd 40.00' ROCKY CROVE LANE 50' RIW) TRACT I UTILITY do ACCESS R/W LOT 284 ti' 354.30' PC) LVI q,OVU w.r 1. LIVING 1,467 SOFT. GARAGE 455 SOFT. ENTRY 71 SOFT. LANAI 139 SOFT. BREEZEWAY- NIA SOFT. DRIVEWAY 403 SOFT. A/C PAD 18 SO.Fr. WALKWAY 70 SOFT. IMPERVIOUS - 54.6 9. 2,623 SO.FT. SAD a 2 177 IM FT R/W 440 SOFT. APRON 110 SOFT. BUILDING SETBACKS: PLOT PLAN ONLY" SIDEWALK 200 SOFT. FRONT - 25' NOT A SURVEY) Soo 130 SOFT. REAR - SIDE a 5. PROPOSED INFORMATION SHOWN 5,240 SOFT. 0ESIDECORNER - 10' BASED ON SUPPLIED PLAN DRIVEWAY a 513 SO.Fr. AND/OR INSTRUCTIONS PER SIDEWALK a 270 SOFT CLIENT NOT FIELD VERIFIED SOD 2.307 SOFT. CRUSENVYIE.rTR-SICOTT & ASSOC., INC. - LAND SURVEYORS LEGEND - LEGEND - 5400 E. COLONIAL DR. ORLANDO. FL. 32807 (407)-277-3232 FAX (407)-658-1436PrPLATMELDaLTV. POINT ON LINE TYPICAL NOTa IP. UIDH PIPE PAC POINT Or REVEISC CURVATIDK 1. THE UNDEMONm DOES HEREBY CERTVY THAT THIS SURVLY MEETS THE Sr~OS Of PRACTICE SET FORTH Br THE RONDA BWIO OP IR IRON ROD LC POINT Or COVOWND CURVATURE PROFESSIONAL SURVEYORS AND MAPPERS W CHAPTER 50-17 FLORIDA ADIONWRAHVE CODE PURSUANT TO SECTION 47ZO27, FLOADA STATUES CJA La. SET CONCRETE IWWCNT 1/2' IJL ILS 479i RAA RADIAL AL 2. UNLESS EMOMED WITH SUR1'EYOWS SIGWTURE AND ORIODLAL. RAW SZ41. THIS SLIMY MAP OR COMES ARE NOT VAUO REC. A vp. VTTNESSMON-W POINT J 1H6 SURKY Kett PREPMm HDMI 7Titt uODRAMnON FURNISHED, TO THE SUR\2YOR. iHER[ WY DE OTHER RCSIIDCIIDNS P.OR. POINT Or MOVING CALL CALCULATED OR EASOOMS THAT AFFECT TW PROPERTY. at. POINT Or CONKCCENENf PFUL PERMANENT REFERENCE NOMIIQM 4. No LWDERC "o 01PR mEM" HAVE BEEN LOG1Eo UNLESS OTHERWISE SHOWN. CENTCRLIE rf. rINtSNED ILOOR ELEVATION D. THIS SURVEY 6 PRUARm TOR THE SOIL SE7IERT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY DINER EMRr. I14DNAILLDISKD31. RUILDINO SMACK LNC RK DIMENSIONS SHOWN FOR THE LOCATION Of WPROVM&WM HEREON SHOULD NOT EE USED TO RECONSTRUCT 8"CARY LIMM R/VESNT. EAS04E T VAC LLY VAXVCHCW ARRASEREARING 7. MUIR.C,S. ARE BASED Asmoo omW AND ON THE LINE SHOWN AS BASE BEARWO (D.&) DRAIN DRAINAGE DRAINAGE 0. ELEVATIONS; IF S110N1F, ARE BASED ON FMi1pNAL GEODETIC DAIUY Or i929, UNLLSS OTHERWISE NO7EO UTIL. VTILTTY S. COMMATE Or AUTHORIZATION No. 4505. CLJC. VOFG CHAIN LINK PEKE VODD PENCE C/S CONCRETE MDCK SCALE - I- - 20'--4 1 DRAWN BY: ••• P.C. POINT Or CIAVAIURE P.T. DESC. POINT Or TANGENCY DESCRIPTION ELATECERTIFIEDSr ORDER No. RADIUS PLOT PLAN 03-10-17 1059-17 C ECHORRDELTn REVISED PLOT PLAN 05-31-17 C.& CHORD SEARING NORTH THIS BUILDING/PROPERTY DOES. NOT UE WITHIN - ' ,A THE ESTABUSHED ADO YEAR FLOOD PLANE AS PER TIRM• T CRUSENM R.LS. 1 4714 ZONE ?C MAP, 1 12117C OM F. W. SCOTT, R.LS 1 4801 RECORD COPY gVILD/NG' SANFORD FoARTM 7- 1861 AAv 44 4LJ'e TAYLOR MORMSON THORNBROOKE S.F. HOUSE TYPE: DARUNTON LOT 285 F11W FLOOR 3" WASTE LINE FROM 2ND FLOOR V u fqhv L' t fA b 'v Pow cle-r j2d"jf4 i 1i " TAYLOR MORRISON THORNBROOKE S.F. HOUSE TYPE: DARLINTON LOT 285 SECOND FLOOR 3" WASTE LINE FROM ZND FLOOR TERMINATING TO THE 1ST FLOOR IV La.v RECORD COPY i eeE zieai eSe zviees..ne. 2153 Prenuer Row Orlando, FL 32809 407-812-1822 Fax 407-812-7171 LOAD CALCULATIONS ONE FAMILY DWELLING WITH HEAT PUMP NEC CODE #D2 ©) BUILDER TAYLOR MORRISON HOUSE PLAN DARLINGTON 2585 SQFT GENERAL LIGHTING X 3 VA PER SQ FT 2 20 AMP APPLIANCE CIRCUIT AT 1500 VA EA 1 LAUNDRY CIRCUIT AT 1 RANGE AT NAME PLATE RATING OR COOKTOP AND OVEN 1 WATER HEATER 1 DISHWASHER 1 CLOTHES DRYER 1 DISPOSAL (1/3 HP) SUBTOTAL OF GENERAL LOAD FIRST 10 KVA OF GENERAL LOAD AT 100% 1 7 - 1 8 6 1 gv La1N6 SANFORD 7755:V 3000 VA 1500 VA 12000 VA 4500 VA 1200 VA 5000 VA 246 VA VA VA 35201 VA 10000 VA REMAINDER OF GENERAL LOAD AT 40% 25201 VA x . 4 10080 VA TOTAL NET GENERAL LOAD 20080 VA 2 TON HEAT PUMP #1 16.5 AMP X 240 VA = 3960 VA 2 TON HEAT PUMP #2 16.5 AMP X 240 VA = 3960 VA 5 KW ELECTRIC HEAT AT 65 3250 VA 5 KW ELECTRIC HEAT AT 65% 3250 VA NET GENERAL LOAD 20080 VA NET TOTAL HEAT 14420 VA TOTAL LOAD 34500 VA CALCULATED LOAD FOR SERVICE 34500 VA 1240 V= 143.75 AMP 150 AMP SERVICE 6 6 v 6 6 m m CD m — N M M M f'Y'1 M M M N l„ 9f 9F 9f 9f v 9f 91; c i---- i 1 f 1 i i n ao m m m CD TD D H II D ao ao w 'o rn 1Y Ill tr tm tr S 4i\i\i a&ai\iM-0i0th'-q i I\i\4\i\i\M4\ km, i\lam I 1 •1 fir\ BRNG WALL I RECORD COPY Loiyc SANFORD 1 7 - 1861 DEARWG HEIGHT 5CHEDULE MI 9 -4 20'-3/4• O O Hanger List H1 HTU26 H2 THA422 NOTE5: L) REFER TO HID 91(RECOWEN7ATION5 FOR HAll INSTALLATION AND TEMPORARY DRA(AN6) REFER TO ENGINEERED DRAWINGS FOR PERMANENT DEMING REONRED. 1.) ALL TRI1%E5 (MLOIN6 TW%E5 LWDER VALLEY FRAMPG) MI15i DE (04ffLETELY DECKED OR REFFR TO DETAIL VIDS FOR ALTERNATE DRACING REQUIREMENTS D) ALL VALLEYS ARE TO DE CONVENTIONALLY FRAMED DY OU(LDER. 4 ) ALL TRU55E5 ARE OES16NED FOR 2' oa. kQXk .15PAGN6. UNI.E% OTHERWISE NOTED. 5.) ALL WALLS SHOWN ON PLACD&W PLAN ARE CON51DERED TO DE LOAD DEARM UNLE% OTHERWISE NOTED. 6) SY42 TRIMES Ill DE INSTALLED WITH THE TOP KING UP. 7) ALL ROOF TRUSS HAFGER5 TO DE SIMPSON HTU26 tftE% OTHERWISE NOTED. ALL FLOOR TW% HANGERS TO DE SUAP5ON THA422 IKE% OTHERWISE NOTED. D) DEAWKEADERILINTEL (1DR) TO DE FURNISHED DY DUW.DE . 5HOP DRAWING APPROVAL 005 LAYOUT IS THE 50.E SOIilE FOR FADRICAM OF TRUSSES AND VOWS ALL POEYIOA ARCHIFECIORAL OR OTTER TAM LAYOUTS REVIEW AND AMPAL OF THIS LAYOUT MY DE RECEIVED DEFOIX ANY TRIFAES WILL DE DOLT. VE13FY ALL FIONS TO VANE ASAMI TJTMGES THAT WOL EMT 01 EXTRA CIMS TO YOU tymW "of Ill l h Ill Builders FirstSource Orlando PHONE. 407.051.2100 FAX- 407-651-7111 Plant Clty PHONE: 813-7'34.5451 FAX- 015-752.1532 Taylor Morrison VAN. Darlinaton B Lot 70( 1: 1-6-16 Rick i Lumber design val9ps are in accordance with ANSI/TPI 1 section 6.3 These truss desis rely on lumber values established by others. MiTek® RECORD COPY RE: TB0285 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Taylor Morrison Project Name: TB0285 Model: Darlington Tampa, FL 33610-4115 Lot/Block: 285 Subdivision: Thonbrooke Address: City: Sanford State: Orlando Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 139 mph Roof Load: 40.0 psf Floor Load: 55.0 psf This package includes 58 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# I Truss Name I Date I No. I Seal# I Truss Name I Date 1 1 T10650798 1 GO 3/15/17 118 1 T10650815 F15 3/15/17 12 1 T1 0650799 1 CO2 1 3/15/17 119 1 T10650816 I F16 1 3/15/17 13 1 T106508001 CO3 1 3/15/17 120 1 T106508171 F 17 1 3/15/17 14 I T10650801 1 F01 1 3/15/17 121 1 T1 0650818 1 HR01 1 3/15/17 I 15 I T10650802 I F02 1 3/15/17 122 1 T10650819 1 HR02 1 3/15/17 1 6 IT10650803IF03 3/15/17 123 J T10650820 1 HR03 3/15/17 7 IT10650804IF04 3/15/17 124 1 T1 06508211 HR05 1 3/15/17 1 18 I T10650805 I F05 1 3/15/17 125 I T10650822 I J01 1 3/15/17 1 19 I T10650806 I F06 1 3/15/17 126 I T10650823 I J02 1 3/15/17 110 I T10650807 I F07 1 3/15/17 127 I T10650824 I J03 1 3/15/17 1 Ill I T10650808 I F08 1 3/15/17 128 I T10650825 I J04 1 3/15/17 1 112 I T10650809 I F09 1 3/15/17 129 I T106508261 J05 1 3/15/17 I 113 I T10650810 I F10 1 3/15/17 130 I T10650827 I J06 1 3/15/17 1 114 I T10650811 I F11 1 3/15/17 131 I T10650828 I J07 1 3/15/17 15 IT10650812IF12 3/15/17 132 IT10650829IJ08 3/15/17 16 IT10650813IF13 3/15/17 133 IT10650830IJ09 3/15/17 117 I T10650814 I F14 1 3/15/17 134 I T10650831 I J10 1 3/15/17 1 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource - Plant City. Truss Design Engineer's Name: Magid, Michael 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. 0\)\t. DrNC SANFORD OFpAR' R`, 17-1861 0%%%I III1/1111, p,EL S. I jq..ii i No 53681 STATE OF Z. MkW S. MagW PE No.53681 MITek USA. Inc. FL Cert 6634 6904 Parke East Blvd. Tampa R 33610 Data: March 15, 2017 Magid, Michael 1 of 2 RE: TB0285 - Site Information: Customer Info: Taylor Morrison Project Name: TB0285 Model: Darlington Lot/Block: 285 Subdivision: Thonbrooke Address: City: Sanford State: Orlando No. Seal# ITruss Name Date 35 T10650832 J 11 3/15/17 136 I T10650833 I J 12 13/15/17 137 I T10650834 I J20 1 3/15/17 I 138 I T10650835 I J21 1 3/15/17 I 139 1 T1 0650836 1 R01 1 3/15/17 I 140 1 T106508371 R02 1 3/15/17 I 141 1 T1 0650838 1 R03 1 3/15/17 142 1 T1 0650839 1 R04 1 3/15/17 143 I T10650840 I R05 1 3/15/17 1 144 1 T10650841 1 R07 1 3/15/17 1 145 1 T10650842 1 R08 1 3/15/17 I 146 1 T1 0650843 1 R09 1 3/15/17 1 147 IT10650844 I R10 1 3/15/17 1 148 1 T1 0650845 1 R11 1 3/15/17 1 149 I T10650846 I R12 1 3/15/17 1 150 IT106508471 R13 1 3/15/17 I 151 IT106508481 R16 1 3/15/17 I 152 1 T1 0650849 1 R17 1 3/15/17 I 153 1 T1 0650850 1 R18 1 3/15/17 1 154 1T10650851 1 R19 13/15/17 J 55 1 T10650852 1 RF01 3/15/17 156 1 T1 0650853 1 RF02 3/15/17. I 157 1 T10650854 1 V01 1 3/15/17 I 158 I T106508551 V02 1 3/15/17 i 2of2 Job runs ruse Typety ply T10650798 T80285I C01 GABLE 110 1 1739768001JobReference (optional) r,=, , „y , I—, —y, 0148 A —A —A —A— Y Y Y Y F3 1 I' A A A A Y-Y-Y-Y—I ID:Zl7yacH3rgl5yObDEG6BuzOUf6•pbKgl87dMPIrnA 1 GAHawkkVhSlGOZcisk2272abzalkT 0148 Scale = 1:25.5 3x3 = 6 7 8 9 10 11 12 26 25 24 23 22 21 20 19 18 3x3 = 17 16 15 30 Rap 29 LOADING (psi) SPACING- 2-0.0 CS1. DEFL. in (Ioc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Verl(LL) We n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a We 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) -0.00 17 We We BCDL 5.0 Code FBC2014lrP12007 (Matrix) Weight: 79 lb FT = 20%6F, 11%E LUMBER- BRACING - TOP CHORD 20 SP No.2(llat) TOP CHORD Structural wood sheathing directly applied or 10-0.0 oc purlins, except BOT CHORD 20 SP No.2(ftat) end verticals. WEBS 20 SP No.3(llat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(Ilat) REACTIONS. All bearings 15-6.8. Qb) - Max Grav All reactions 250 lb or less at joint(s) 26, 14, 25, 24, 23, 22, 21, 20, 19, 18, 17, 16, 15 FORCES. (Ib) - Max. CompJMax. Ten.. All forces 250 (lb) or less except when shown. NOTES- (7) 1) All plates are 1.5x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3.10d (0.131" X 3') nails. Slrongbacks to be attached to walls at their outer ends or restrained by other means. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING . Vodly doslgn Poarmron and READ NOTES ON THIS AND INCLUDED IWTEK REFERANCE PAGE M67173 rev. 1&03TOIS BEFORE USE Design valid got use only with Mllek®conneclors. thk design is baited only upon Wramoters shown. and Is for an hdi%ftial building component, not a Gras system. Belore use, the building designer must verlly the ar4>11cabllty of design 1xvameters and propxnty Incorloralo this design Into the overall btAdng design IkOchg Indicated Is Io provent buckling of Individual truss web and/or chord members only. Ac"llonal temporary and permanent btochg WOWIsalwaysrequiredlask"lty and to puevenl collarAe with possible forsonal V*Ay and propony damage. For general guiclance eegcndhg the lablicatkun, stotago. delivery. esectkun anti bating of tomes and truss systems. seeANSI/1PI1 Quality Crllwb, DSB-89 and BCSI Building Component 6904 Pork* East Blvd. Safety Information available from truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Taupe. FL 33610 Job Truss Truss Type y ply 710650799 780285 CO2 Floor Truss 110 11 1739768002JobReference(optional) aruuuorc "craourco, Tampa, rum icy, Tuna ee 01:11f r.oav a nP, . u ev. a -1 r vrc muucmuc, rnc. —. mn, .o va se w evu .Uu . I D:Zl7yacff3rgf5yObDEG6Buz0U16-Hou3yT8F7jtenBrMrHSzHiEGmgMmL97tHisc62zaikS Scale = 1 17.0 1 2 3 4 5 6 7 8 49 16 15 14 13 12 11 10 9 9 7 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (foe) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) We n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 VerI(Q n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0,00 9 n/a r1/a BCDL 5.0 Code FBC20141TP12007 (Matrix) Weight: 45lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc pudins, except BOT CHORD 20 SP No.2(flat) and verticals. WEBS 20 SP No.3(flat) BOT CHORD Rigid ceding directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(ffat) REACTIONS. All bearings 9-0-7. lb) - Max Grav All reactions 250lb or less at joint(s) 16, 9, 15, 14, 13, 12, 11, 10 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8) 1) All plates are 1.5x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one lace or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used In the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0.0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect miss backwards. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - Vary dotlpn Peremeras and READ NOTES ON TWIS AND INCLUDED MITEK REFERANCE PAGE M&7473 rev. IMM2015 BEFORE USE Design vdkl for use only with MneM connectors. tnls design Is based only upon paramoters shown, and Is for an InclMdrd b cAng component, not a truss system. Before use, the biking designer must verity the applicability of deslgh paonetees and propody Incorporate Ihk design Into the overall Ixlmng design. Bracing Indicated Is to prevent blcklkhg of InxfMduc l (suss web and/or chord members only. Additional temporary and permanent Ixoclng MOWisalwaysreyWedforstr$Illly aril to prevent collapse wllh possUe personnel Ihf ldy arxl properly tkrnage. For general guldahce regarding the kAxlcallon. staogo. delivery, erecton and bracing of Inmes and tnrss systems weANSt/1PI I Oudly Crlterls, OSS-89 and SCSI Bullding Component 6904 Pmke East Blvd Soley Indorrnaton wallohle kom truss Rule Inslllute, 218 N. Lee Street. Sulle 312, Alexarxlta. VA 22314. Tamps. FL 33630 r Y Job I russ Truss Type oty Ply 710650800 780285 CO3 GABLE t t Job Reference(optional) ouuumu ruuawico, imrya, horn .,ny, rw,wa o.a oo DNe 1 2 26 25 24 23 3 r — c nP, ra cure mn e muucnw;:, ,nc rrou nrw a vn — - au, , rage I D:Zl7yac113rgfSyObDEG68uz0U16•Hou3yT8F7itenBrMrHSzHiEGIgMoL96lHisc62zalkS Scale a 1:23.4 4 530 = 6 7 8 9 10 11 12 99 22 21 20 19 18 17 16 15 14 13 3x4 = 1.4-0 2-8-0 4-0-0 5.4-0 6.8-0 8-0-0 9d-0 /0.8-0 12-0-0 13.4-0 14.2.12 Plate Offsets (KY)— 5:0.1-8,Edae1, (19:0-1-8,Edael LOADING (pst) SPACING- 2.0-0 CSI. DEFL. In (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Inch YES WB 0.03 HOIZ(TL) -0.00 15 We n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 72 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 20 SP N0.2(flat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, except BOT CHORD 20 SP No.2(flat) end verticals. WEBS 20 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10.0.0 of; bracing. OTHERS 20 SP No.3(flal) REACTIONS. All bearings 14-2-12. lb) - Max Grav All reactions 2501b or less at joint(s) 24, 13, 23, 22, 21, 20, 19, 18, 17, 16, 15, 14 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (8) 1) All plates are 1.50 MT20 unless otherwise Indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one lace or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1.4-0 oc. 5) 'Semi -rigid pilchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3-1Od (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 8) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNING • yertly dedon paramotora and READ NOTES ON THIS AND WCLUDEO M/TEK REFERANCE PAGE M6703 rov. 1003WIS BEFORE USE Design valid to use only with Mllek®conneelors. Tuts design Is based only upon paramelers shown, and Is nor an Individual building component, not a buss system. Belae too. The building deslgster must verity the allllk:ablity, of design paaneters and properly bncaporate this design Into the overail building design Bracing hdlcated Is to prevent buckling of Individual truss web and/on chord members only. Additional lemr"ary and permanent bract ng MiTek' Is always retained ton sttIDUly and to prevent collapse with possible persorxi Injury and property damage. For gertewl guidance regading the fabrication storage, dollvery, erectlon and Hoeing of tnrssesad buss systems. wAN51/IPII Quality criteria, DSB-89 and BCSI Building component 6904 Pmke East Blvd Salary Irdarmallon available born Truss Plate Imlltu te. 218 N. Lee Street, Suite 312, Alexandria VA 22314. Temps. FL 33610 Jot) Truss rush ype ty Ply T1065080t T80285 FOt FLOOR TRUSS 5 tI 1739766DO3JobReference(optional) 0.1.8 i I 2.6.0 1 16 15 30 = 2 ID:Zl7yacff3rgf5yObDEG6BuzOUf6-1 SRAp9uu1?VPLOZP?zCpwmIB4XV4We1WMc91UzaIkR 3x3 = 3 4 5 2.6-0 01is e '- 1:26.0 3x3 = 30 = 6 7 8 3x4 = 30 = 30 = 3x3 = 3x3 = 3x4 = 1 to 4 17 15.6.8 LOADING(pst) SPACING- 2-0-0 CSI. DEFL. In (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.67 Vert(LL) -0.15 12-13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.75 Vert(R) -0.20 12-13 >925 240 BCLL 0.0 Rep Stress Incr YES WB 0.40 Horz(TL) 0,04 9 n/a We BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 82 lb FT = 20%F, 1191E LUMBER- BRACING - TOP CHORD 20 SP No.2(Ilat) TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc puffins, except BOT CHORD 20 SP No.2(flal) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 14=834/0.7.4, 9=834/0.7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1530/0, 3-4=-2021/0, 4.5=-2021/0, 5-6=-2021/0, 6-7=-1530/0 BOT CHORD 13.14=0/1191, 12-13=0/1839, 11-12=0/2021, 10-11--0/1839, 9-10=0/1191 WEBS 2.14=-1390/0, 7-9=-1390/0, 7-10=0/539, 6.10_ 490/0, 6-11=0/502, 5-11=-293/0, 2.13--O/539, 3-13=-490/0, 3-12=0/502, 4.12=-293/0 NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 1.5x3 MT20 unless otherwise indicated. 3) 'Semi -rigid pitchbreaks with fixed Heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0 131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNING - VerW dedgn pwwnetere and READ NOTES ON THIS ANO INCLUDED 4U7EK REFERANCE PAGE 4ra7473 rVV 14V32 lS BEFORE USE Design valid for use only elm MflekO connectors. lids design Is based only upon parameters shown. and Is for an Indlvldhral IxBding component. not a buss systom. Below use. the b DdI ng dcaigrer must verity the ap)ll1lcab611y of design potameters and properly Incoo orate this design Into the overall building design Bating Indlealed Is to hackling of individual buss web anti/or chord members only. Additional temporary and permanent baling MOWt:covenl Is always re(Akedd la 5101)119y and to prevent collafose wllh possible persorxb k*JFY and rXOPe lY damage. For general guidance regarding 11e fablcolbn. slorogo. delivery. erecilon and bocbV of mines and in= systems. seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available horn truss Plato Inslllute. 218 N. Leo Street. Suite 312. Alexandria, VA 22314. To"pa, FL 33610 Job I russ russ I we ry Ply T10650802 780285 F02 j'-L00RTRVSS 4 1I 173976BOD4JobReference (optional) nume's rucraowm. rarrya, rein, r,oy, vmwa a.uea 0.1.8 I I 2.6.0 1.3.0 r.oavc P.,n—. rv,n ea— ....... — --.a va—as—, rage, ID:Zl7yacti3rgf5yObDEG6Buz0Uf6•I SRAp9uui?VPLOZP?zCpwmJg4YG4Wj1WMc9IUzalkR 2-6-0 OLrB= 1:26.3 1.Sx3 II 1.Sx3 = 1.Sx3 II 1 Sx3 = 3x4 = 3x3 = 1.593 11 1bx3 II 3x3 = 30 = 1.Sx3 = 1 2 3 4 5 6 7 8 r 1 I' 0f lift/ im Y 1 II1AV, O\AF& No- 30 = 3x3 = 3x3 = 3x3 = 3x3 = 3x6 = 17 R1P 15-2.12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.58 Vert(LL) -0.13 10.11 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.70 Vert(TL) -0.17 10-11 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0,39 Horz(fL) 0.04 9 n/a rl/a BCDL 5.0 Code FBC2014lrP12007 Matrix) Weight: 82 lb FT = 200,16F, 11%*E LUMBER- BRACING - TOP CHORD 20 SP No.2(llat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 20 SP No.2(flat) and verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (Ib/size) 9=814/0-3-8, 14=820/0-7-4 FORCES. (ib) - Max. Comp /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-1497/0, 3-4=-1960/0, 4.5=-1960/0, 5-6=-1960/0, 6-7=-1513/0 BOT CHORD 13-14=0/l l68, 12-13=0/1795, 11-12=0/1960, 10-11=0/1806, 9-10=fl/1189 WEBS 2.14=-1363/0, 7.9=-1374/0, 7.10=0/515, 6.10= •464/0, 6.11=-14/453, 5.11=-261/0, 2-13=0/523, 3-13=-474/0, 3-12=-3/464, 4-12=-266/0 NOTES- (6) 1) Unbalanced Iloor live loads have been considered for this design. 2) Bearing at joints) 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 3) "Semi -rigid pitchbreaks with fixed heels' Member and lixity model was used In the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3.10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' A WARNING - VOW design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M67473 mv, rOWW IS BEFORE USE Design valid for use only wllh MlleW connectors. this design E based ordy upon parameters shown. and Is la an hldivldtrai bRding component, nol a huss system BehHe use. the b lldhtg deslgm must verily the atrlllca,Dily of design paa tilers and lxoperly Wixlwrale this design halo the overall txAdng design. ®acing kxlk atod Is to prevent brcahlg of IndNWual muss web and/a chord members orgy. Addiftex l ternmay and pennalenl bracing WOWIsalwaysreguirodlofstabilityandtorxovenlcollgnrrwithposshlepersorKilk*jry aril peoperly darnage. For gerwial grSdaice regadhtg ttte fabk:allm staage, delivery, erecllon and bracing of inssses and buss systems. seeANSf/TPI I Quality Cdtab, DSB-89 and BCSI Building Component 6904 Porke Eoat Blvd Solely Information available tram lass Plate htisBtute. 218 N. Lee Sheel. Suite 312, Alexandria VA 22314, Tanga, FL 33610 Job Truss truss type Oty Ply T106WB03 T80285 F03 Floor Truss 1 tI 1739768005JobReference(optional) Builders FirslSource, TonVo. Pbnt Cay, %Wa 33566 7 640 a Apr 19 2016 FATek Induclties, Inc. wed M31 15 08:38:59 2017 Pogo 1 ID:Zl7yacff3rgiSyObDEG68uzOUl6•DAOpN99WIK7M1 U?IztJRM7JO5U12pwwAk0UBwzalk0 0.1.8 i i 1 3-0 z 6 0 1-11.12 2•6-0 0 8= S 1:26.3 t.5x3 II 1.5x3 = 1.Sx3 II 1.5x3 = 40 = 3x6 = 1.5x3 II t.Sx3 II 3x3 = 44 = 1.5x3 = d, H III Y Y e ` I 1 3x3 = 40 = 30 = 3x3 = 4x6 = 3x6 = 17 2.8.0 i 12-5.12 15.2.12 i 2.9 0 0-8-12 i 2-9.0 Plate Offsets (X,Y)-- f12:0-1-8.Edgel LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.98 Vert(LL) 0.25 10-11 706 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.73 Vert(TL) 0 36 10.11 495 240 BCLL 0.0 Rep Stress Incr NO WB 0.59 Horz(fL) 0.04 9 n/a rVa BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 82 lb FT = 20%F, 1146E LUMBER- BRACING - TOP CHORD 2x4 SP No.t(Ilat) TOP CHORD Structural wood sheathing directly applied or 4-5-7 oc puffins, except BOT CHORD 20 SP SS(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/slze) 9=1201/0.3.8, 14=956/0.7.4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1323/0, 3.4=-2626/0, 4.5=-2626/0, 5.6=-2626/0, 6-7=-1811/0 BOT CHORD 13.14=0/772, 12-13=0/1870, 11-12=0/2626, 10.11=0/2536, 9.10=0/1032 WEBS 7-9=-1548/0, 2.14=-1191/0, 7.10=0/1237, 2-13=0/875, 6-10=-1151/0, 3-13=-867/0, 4-12=-339/0, 3.12=0/1022, 6.11=-206/525 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0.0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to wails at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 523 lb down at 11-3-0 on top chord. The design/selection of such connection device(s) Is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the lace of the truss are noted as front (F) or back (B). 7) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Floor Uve (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 9-14— 10, 1-8=-/00 Concentrated Loads (lb) Vert: 6=-523(F) Q "RNWG . verily dedpn pwam4tore end READ N07E5 ON MIS AND INCLUDED MI/EK REFERANCE CAGE MD-7473 rev, 100"15 BEFORE USE Design valid lot use only with Mlek® connectors. Wits design Is based only upon parameters shown. and Is for an Individual "ding component. riot a Oros system. Before use. the I"ding designer must verily the applkotAlly of design patamelers and properly Incoliwrate this design Into the ovetdl building design. Racing hldlcated Is to prevent bucl4ing of Indivdual truss wob and/or chord members only. Additional lempotary and permanent llroclrtg M iTek' Is always iociuhed for slMlllly and to prevent collapse with possible poisonal ryuy and property ddanage. For general guidance iegaea9ng tine IabAcallm storage, delivery. eiectlon and lxaclng of trusses and in= systems uwANSI/TPll Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available horn Orb Plate ftlIkAo. 218 N. lee Shaer. SJIe 312. AlexaW ta. VA 22314. Tampa. FL 33610 Jobpuss Truss Type y T1o6soea Tames F04 FLOOR TRUSS 2 t J39768006obReference (optional) euuums r.wwu,c., ,arryu. rim a.uy. rumua.w.. 4 3 u ryn ..... —. =u n.uusnuss, nc. — ma, . —, ray. r ID:Zl7yacH3rgl5yObDEG6BtizOU16-DAOpN99WIK7M 1 U41zrURM7JUcUvkp9YAkOLiBwzalkO 0.1.8 H 2.6-0 2.6-0 t 1.8.4 11.3-0 1.Sx3 II I.Sx3 = 1.5x3 = 3X3 = 1.SX3 11 I.Sx3 II 3x3 = 1 2 3 4 5 3x6 II 6 7 o, -±-ol Stale = 1:19.9 r e6 se s. 11 to e e 3x3 = 11.0.12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL, In (loc) I/dell L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0.63 Vert(LL) 0.12 11.12 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.62 Vert(TL) 0.26 11-12 501 240 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(fL) 0.03 7 n/a We BCDL 5.0 Code FBC2014/TP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 20 SP No.2(flat) WEBS 20 SP No.3(flat) BOT CHORD REACTIONS. (lb/slze) 7=595/0-3.8, 12=595/0.7.4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-1031/0, 3.4=-1031/0, 4-5=-1031/0, 5-6=-408/0, 6-7=-416/0 BOT CHORD 11-12=0/784, 10.11=0/1031, 9.10=0/784 WEBS 2-12— 915/0, 2-11=0/369, 7-9=0/615, 5.9=-598/0, 5-10=0/487, 4-10=-273/0 PLATES GRIP MT20 244/190 49a7 w Weight: 61 lb FT = 20°6F, 11%E Structural wood sheathing directly applied or 6.0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) "Semi -rigid pltchbreaks with fixed heels" Member end fixity model was used In the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3.1 Od (0.131' X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between Inside of lop chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 5) CAUTION, Do not erect truss backwards. 6) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING- Vedly dottlyn peransten and READ NOTES ON THIS AND INCLUDED NITEK REFERANCE PAGE 11411167473 rev. 1003,2015 BEFORE USE DesV) valld lot use oNy with MneW conneclors. This design Is bosod only upon paOrllelets shown. and Is for an Individual building component, not a trrm system. Before use. the IxAcMg designer must verity 1110 applicability of doslgn poranclers aril popetly hcorpotato Ihls doslgn Inlo the overall IxAmng design. Bracing aldicated Is to prevent bucldlrtg of Indlvpdual suss web aril/ot chord members only. Addillonal temporary and permanent Macbtg M iTek" Is always recr/rod lot atatAIly caxl to pleveni edlgno wllh possible p eison l k*xy crxl pxoperty damage For genetal guldcme regarding the kilxlcatbn. stotage. delivery, erection and bracing of trusses and Onus systems seeANSI/IPr I Quality Criteria, DSB-89 and SCSI Building Component 6904 Pork& East Blvd. Safety irdormollon ovalaMe corn truss Rate trlsflkAe. 218 N. Lee Street, Slle 312. Alexandrlo. VA 22314. Tarnpa. FL 33610 Job T russ ruse ype ry T10650805 T80285 FOS FLOOR TRUSS 5 1 1,397680,7 Job Reference (optional) ouuunc re,auu —V., ..- —Y. -- a.aoo 2 1 ID:Z17yacff3rgf5yObDEG6Buz0Uf6•hNaBbVA80eFDeeaxW P?gylyd2tE8YS4Kzg5GlNzalkP 0.1.8 F I 2-6-0 1.10.12 1.3-0 1.5x3 II 1.Sx3 = 1.5x3 = 3x3 = 1.Sx3 II 1.5x3 11 3x3 = 1 2 3 4 5 01138 scale ,= 1:19 6 I I r 1 I es Lo i 9 83x3 = 3x3 = LOADING (psi) SPACING- 2.0.0 CSI. DEFL. in loc) I/dell L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0.72 Vert(LL) 0.15 9-10 917 360 TCDL 10.0 Lumber DOL 1.00 BC 0.61 Vert( L) 0.28 9-10 468 240 BCLL 0.0 Rep Stress Incr YES WB 0.27 HOIZ(TL) 0.02 7 n/a We BCDL 5.0 Code FBC2014ITP12007 Matrix) LUMBER- BRACING - TOP CHORD 20 SP No.2(flal) TOP CHORD BOT CHORD 20 SP No.2(flat) WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. (lb/size) 7=60310-3-8, 10=610/0-7-4 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1079/0, 3-4=-1079/0, 4-5=-1079/0 BOT CHORD 9-10=0/808, 8-9=0/1079, 7-8=0/827 WEBS 2.10=-943/0, 2.9=0/404, 5.7=-954/0, 5-8=0/499, 4-8=-295/0 34 = PLATES GRIP MT20 244/190 13 Weight: 61 lb FT = 20%F, 11%E Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) 'Semi -rigid pltchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3-1Od (0.131" X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING - Verily design immmoters and READ NOTES ON THIS AND INCLUDED KrrEK REFERANCE PAGE AW473 rov. 1403MIS BEFORE USE Design vdki for use only with Milek® connectors This design Is based only upon potametois shown, and Is for an I ndivkArd "ding component, not a him syslem. Before use. the l"ding deslgrwr must verity the cq„11kahilly of design ixtiameteis and property, hcogxxate R* design Into the overdl txlding doslgn. Bracing Inc k:ated Is to prevent buclding of Indlvkluci fnns web and/m chord membets only. Adc911onat temporary and permanent bracing MiTek' Is always recAdred for stability and to prevent collapse wllh posstle personal tVrey csxJ properly damage. Fa general guldcme redcnding the Ialxic-alklR slorage, delivery, erectkxn and bracing of hisses and hues syslorns. socANSOPll Quality Crllerb, DSB-89 and BCSI Building Component 6904 Pmke East Blvd. Sorely Informatlon ovallable from Trrs Plate frisOMo, 218 N. Lee Shoel. Suite 312. Alexandria, VA 22314. Tempe. FL 33610 f S Job cuss Truss Type Qty Ply T10650806 T80205 F06 FLOOR TRUSS 3 1 1739768008JobReference bona owmoic n,c aomco, m W., rum any, rw„w a,a oo a1-e H, 2-6-0 F 2-6-00 1111-8 1.3-0 2.6-0 2-6-0_ 1 t 26 3x3 = ID:Zl7yacH3rgf5yObDEG6BuzOU16-hNaBbVA809FDeeaxW P?gvLramtCdY09Kzg 5eGlNzalkP 1-9-8 2-6-0 2—5SScat t:W.8 3x3 = 3x3 = 30 = 40 = 3x6 FP= 2 3 4 5 6 7 0 9 3x3 = 3x3 = 30 = 10 11 12 13 14 3115 30 9 29 25 24 23 22 21 20 19 to 17 16 3x3 = 30 = 3x6 = 3x6 FP= 3x3 = 3x3 = 3x3 = 3x4 = 30 = 40 = r 113-4 I 29.10.0 1n_7_e Plate Offsets (XY)-- 124:0-1-8,Edgel LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (loc) Udell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.93 Ven(LL) -0.19 25-26 >699 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 070 Vert(IL) -0.37 25-26 >361 240 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.06 16 We r1/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 154 lb FT = 20%F, 11%6E LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, except 1-8: 2x4 SP No.1(flal) end verticals. SOT CHORD 2x4 SP No.2(flat) 'Except' BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing, Except: 16.22: 2x4 SP No. t (flat) 6.0.0 oc bracing: 24-25,23.24. WEBS 20 SP No.3(llat) REACTIONS. (lb/size) 16=945/0.7.4, 23=1802/0-4-0, 26=498/0.7.4 Max Grav16=963(LC 7), 23=1802(LC 1). 26=588(LC 3) FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-992/165, 3-4= 992/165. 4.5=-992/165, 5-6=0/1022, 6-7=0/1022, 7-8=-1498/0, 8-9=-1498/0, 9.10= 2306/0, 10-1 1=-2715/0,11-12=-2715M, 12-13=-2715M, 13.14=-1855M BOT CHORD 25-26=W774, 24-25=-165/992, 23.24=-443/685, 22-23=0/956, 21-22=0/956, 20-21 =0/2007,19.20--0/2589, 18.19=0/2715, 17-18=0/2273, /6.17=0/1401 WEBS 6-23=-299/0, 2.26=-903/0, 2-25=-206/255, 5-23=-1099/0, 5.24=V734, 4-24=-444/0, 14-16=-1635/O, 14-17=0/721, 13-17=-664/0, 13.18=0/629, 7-23=-1830/0, 7-21=0/911, 9-21=-863/0, 9.20=0/522, 10.20=-508/0, 10-19=-66/485, 11.19>251/0 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 1.5x3 MT20 unless otherwise Indicated. 3) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' A WARNING- Verify dedyn parameter and READ NOTES ON THIS AND INCLUDED NREK REFERANCE PAGE N67473 rev. i OSMIS BEFORE USE Doslgn valid for use orgy w18n M1109 connoctoa. lhh design Is based only upon parameters shown. and Is for an IndMWxil building component not S a truss system. Before use, the building designer must verity the applicability of doll p parameters and properly Ircaporato IhIs deign Into the overall tAAdhig design Bracing Indlcalod h to prevent buckling of Individual truss web and/or tied momtwrs orgy. AddlBorld temporary and permanent bxacing WOW Is always re%rl ed for stablilly and to proven) collapse wllh poWAe personal Injury ad properly damage. For general guldcme negading the fabrication, storage. clollvesy. eroctlon and bracing of Innses and Inca systoms seeANSI/IPII Quality Criteria, DSB-69 and SCSI Sullding Component 6904 Parke East Blvd. Safety Information avdlable hom trim Ftalo Institute, 218 N. Lee Street. Sidle 312. Adexardda. VA 22314. Tornrpo. FL 33610 Job Truss russ ype y Ply T10650807 T80285 F07 j:L00RTRUSS 2 1I 1,397680" Job Reference o bone eorramc rucrsourco, ranpo, rum wy, rwnuo as,ee 0.1.8 H 2.6-0 1 2-6-0 1.5.8 13 1 t 26 3x3 = r ow a npr . uyu ID:Zl7yacH3rgf5yObDEG6Buz0U16.9ZSZorBmByO3Go9847WvRYOIwH W MHsPTCKgpFpzalkO 2-0 2 2J 21 -6-0PJ-8 Scald'= 1:50.8 3x4 = 3x3 = 3x3 = 30 = 3x6 FP= 30 = 2 3 4 5 6 7 B9 10 11 3x3 = 30 = 12 13 14 3115 30 4R 29 25 24 23 2221 20 19 18 17 16 3x3 = 3x3 = 3x3 = 3x6 FP= 30 = 3x4 = 3x3 = 3x3 = 3x4 = 3x6 = 13.3.4 29.10.8 1'L A 1n.7.A PlateOltsetSKY)-- 19:0-1.8,Edael LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (loc) Well L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.84 Ven(LL) -0.25 17-18 >784 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.86 Vert( I-) -0.38 17-18 >523 240 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz( L) 0.05 16 n/a n/a BCDL 5.0 Code FBC2014ITP12007 Matrix) Weight: 154 lb FT = 20%F, 11°5E LUMBER- BRACING - TOP CHORD 2x4 SP No.1(flat) TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc pudins, except BOT CHORD 20 SP No. 1(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing, Except- 6-0-0 oc bracing: 22-23,20-22. REACTIONS. (Ib/size) 16=826/0.7.4, 22=1796/0.4.0, 26=623/0.7.4 Max Grav16=856(LC 7). 22=1796(LC 1), 26=680(LC 10) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2.3=-1359/0, 3.4_ 1359/0, 4.5=-1359/0, 5.6=-1006/28, 6-7=0/1040, 7-8=0/1040, 8-9=-1297/0, 9-10=-1297/0, 10.11=-2105/0, 11-12=-2105/0, 12-13=-2105/0, 13-14— 1606/0 BOT CHORD 25.26=0/928, 24.25=0/1359, 23.24=0/1262, 22.23=-154/728, 21-22= 87/876, 20-21=-87/876, 19-20=0/1727, 18.19=0/2105, 17-18=0/1930, 16-17=0/1228 WEBS 7-22=-262/0, 2-26=-1083/0, 2-25=0/504, 6-22=-1343/0, 6-23=fl/555, 5-23=-539/0, 5-24=0/424, 14-16=-1433V0,14-17=0/601,13-17=-515/0, 13.18=-39/276, 8.22=-1606/0, B-20=017l7. 10.20=-743/O, 10.19=01755, 11.19=-409/0 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 1.5x3 MT20 unless otherwise indicated. 3) 'Semi -rigid pltchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3.10d (0 131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING- Vorfly dodyn Parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE M&7473 rev. fa' MIS BEFORE USE Desln vakd la use only Wth Milek® connectors. ]Ns design It based only upon parameters shown, and b for an bx*Adlwl budding component, not a hurts system. liolore use. Ina IrAlang designer must verily the apdk:abilly of doslgn pararnelem and properly Incorporate Wnh design Into Me overall brutidbng design. Racing Indicated Is to Irevont budding of Indk*Jual truss web and/a chord members orgy. Additional temporary and permanent bracing WOWIsalwaysrequiredfor &lability and to rrevenl collapse wtih possible personal idffy and piorxrrly drunage. For general guidance reWding tlwi labrballaL storcige. dollvery, eroclkxn and bracing of htr zesand In= systems. soeANSI/IPII CuoBy Criteria, DSB-89 and SCSI Building Component 6904 Pork& East Blvd. Safely Information awilk"o tram truss Plate InsOMe, 218 N Lee Sheet, Suite 312, Alexandria VA 22314. Tompe. FL 33610 Job Truss Truss Type oly Ply T10650808 T00285 F08 Floor Truss 1 1 739768010 Job Reference(optional) at-e H 2i— 2 3.1 1 --1 1 t 24 3x3 = 3x3 = 2 3 4 u.qn : cvv —iju ID:Zl7yacff3rgf5yObDEG68uzOUf6-dlhyOBCOyFW wWWeq 18_mxwghsiWKdO_alloFzalkN 1"-0 1_-" 1.5-5 1.3H 1-3.0 SIXa 1:50.e 40 = 30 = 3x6 FP= 30 = 5 6 7 8 9 3x3 = 30 = 10 11 12 13 2914 28 4 27 23 22 21 20 19 18 17 16 15 3x3 = 3x4 = 34 FP= 40 = 30 = 3x3 = 3x3 = 30 = 3x6 = 12.10-7 29.10.8 Plate Offsets (XY)-- 118:0-1-8,Edgel, 122:0.1-8,Edge) LOADING (psf) SPACING- 2.0.0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.89 Ven(LL) -0.20 23-24 >761 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 086 Ven(TL) -0.36 23-24 >418 240 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(TL) 0.06 15 n/a n/a BCDL 5.0 Code FBC20141TP12007 Matrix) Weight: 151 lb FT = 20%.F, 11%E LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 20 SP No.2(llat) end verticals. WEBS 20 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing, Except: 6.0.0 oc bracing: 21.22. REACTIONS. (lb/size) 15=853/0-7.4, 21=1791/0.5.11, 24=602/0-7-4 Max Grav15=893(LC 7). 21=1791(LC 1). 24=651(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1231/0, 3-4=-1231/0, 4.5=-1231/0, 5.6=0/1048, 6-7=0/1048, 7-8=-1491/0, 8.9=-1491/0, 9-10= 2351/0, 10-11— 2351/0, 11.12=-2351/0, 12.13=-1687/0 BOT CHORD 23.24=0/876, 22.23=0/1231, 21-22=-245/646, 20-21 =0/1 039, 19-20=0/1039, 18-19=0/1912, 17.18=0/2351, 16-17=0/2049, 15-16=0/1287 WEBS 6.21=-281/0, 2-24=-1022/0, 2.23=-38/414, 5-21=-1233/0, 5.22=0/836, 4.22=-351/0, 13-15=-1501/0, 7.21=-1681/0, 7-19=0/797, 9-19=-768/0, 13-16=0/637, 12-16=-575/0, 12-17=-30/428, 9-18=0/718, 10.18=-276/0 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 1.5x3 MT20 unless otherwise indicated. 3) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3.10d (0 131- X 3-) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING- Vafry d4slyn P4nm4f4n end READ N07E5 ON THIS AND INCLUDED WrEK REFERANCE PAGE 0101111167473 my. fM31015 BEFORE USE Design valld fop use orgy Win MHok®conneclors this design Is rased only upon paiamelen shown. and Is for an Individual building component. not a try system. Before use. the bulking designs must verity the aptAlcatAlly of design potameters and psoperly Incotporote it& design Into the overall M1dhg design. Bracing Indkated Is to prevent buckling of Individual truss web and/or chord members only. A 1di lonal temporary and permanent rioting WOWIsalwaysrec8lredlotstob8tlyandtoptoventcollapsewithpossiblepersonalktUsyantipropertydamage. For general guidance regavdlrlg the Iabirlcolbn, slorage, delivery, erection ad bracing of trusses and truss systems. seeANSVTPI I Qualify Cdterlo, DSB-89 and SCSI Building Component 6904 Porke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Leo Street. Suite 312. Alexaadrla. VA 22314. Tempo. FL 33610 r Job Truss Truss Type Oty ply T10650909 780295 FOP Floor Truss 1 1I 1739768011JobReference(optional) 0.1-8 H 2.6-0 2-6-0 1.1.3-0 2-" I 2-&0 1 1 t 26 3x3 = 3x3 = 3x3 = 3x4 = 4x6 = 3x6 FP= 2 3 4 5 6 7 a 9 ID:Zl7yacti3rgf5yObDEG68uzOUf6-SyFKDXDOIZenV61 WCYZNWzT5n5AyllcmfWwKizalkM 2-2-s r 2-" 2-" 0-0fir1 ~ Scald 1:50.8 3x3 = 3x3 = 30 = 10 11 12 13 14 3115 30 9el 29 25 24 23 22 21 20 19 1a 17 16 3x3 = 30 = 3x6 = 3x6 FP= 3x3 = 3x3 = 3x3 = 30 = 30 = 4x4 = 10.10.7 29.10-8 1rL1r\7 I 1o.n.1 Plate Offsets (),Y)-- 124:0.1.8,Edae1 LOADING (psf) SPACING- 2.0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.88 Vert(LL) -0.22 17-18 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.98 Ven(TL) -0 33 25-26 >384 240 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(TL) 0.07 16 We r1/a BCDL 5.0 Code FBC2014lrP12007 Matrix) Weight: 154Ib FT=20%F,11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.1(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 of; puffins, except BOT CHORD 2x4 SP No.2(I1at) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) 16=948/0-7-4, 23=1864/0-5-11, 26=434/0-7.4 Max Gravl6=961(LC 7), 23=1864(LC 1), 26=548(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-859/305, 3.4=-859/305, 4.5_ 859/305, 5-6=0/1 198,6-7=0/1198, 7-8=-1307/0, 8.9=-1307/0, 9.10_ 2187/0, 10.11=-2698/0, 11.12=-2698/0, 12.13=-2698/0, 13.14_ 1851/0 BOT CHORD 25-26=-57l710, 24-25=-305/859, 23-24=-612/563, 22.23=0/728, 21.22=0/728, 20-21=0/1 854,19.20=0/2509, 18.19=0/2698, 17-18=0/2267, 16-17=0/1398 WEBS 6.23_ 299/0, 2-26=-828/66, 2-25=-290/174, 5-23=-1162/0, 5.24=0l765, 4.24=-456/0, 14-16=-1632/0, 7-23=-1897/0, 14-17=0l720, 13.17=-660/0, 13-18=0/621, 7-21=0/956, 9-21=-908/0, 9.20=0/562, 10.20=-552/0, 10-19=0/561, 11-19=-316/0 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 1.5x3 MT20 unless otherwise indicated. 3) 'Semi -rigid plichbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1Od (0.131' X 3') nails Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' A "RNWG - Verify design paramsfsn rind READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE N67473 rev. 1093WIS BEFORE USE Design valid for tw only with Mliek®connoclors. lids deslyt k based only upon paameters shown, aid Is for an IndMdual brldI ng component. rot a buss system. Before use. the 1xltdng designer must verily the appllcalNly of design paameters and poperyy Incorpoiate Ids design Into The overall IxBdng design. Bracing 9ndlcated Is to prevent buclding of Individual toss web and/or chord members only Addlllonal temporary and permanent bwc9ng Welk' Is always regrLed far sk"ly and to prevent collapse with posilAe personal trdary, and property adanage. Foe general guidance regarding The labricatlon, storage, delivery, erecllon and bmcing of Trusses orxi truss syslems. seeANSI/TPI I Cuellty Criteria, DSB 49 and SCSI Sul ling Component 6904 Parke East Blvd. safety Inlormalon ovailable from Truss Rate sssllkAe. 218 N. lee Street, Sulte 312, Alexandria, VA 22314. Taupe. FL 33610 Job rU66 truss type ty T10650810 TBO285 F10 Floor Truss 1 t 739768012 Job Reference(optional) 0.1.8 HI 2-6-0 1.3-0,1 2 1 2-" 2F2--6-0 1 27 3x3 = ID:Zl7yactr3rgf5yObDEG68ta0U16-SyFKDXDOiZenV61W CYZNWzT4A5DvikemlW"izalkM 2 i tl 5 2_ 6 A8 e _ 1:50.7 3x4 = 3x3 = 3x3 = 4x6 = 30 = 3x6 FP= 3x3 = 3x3 = 4x4 = 2 3 4 5 6 7 8 9 10 11 12 13 14 3215 26 25 24 23 22 21 20 19 18 17 16 3x3 = 4x6 = 4x4 =3x6 FP= 3x4 = 3x3 = 3x3 = 40 = 3x6 = 30 = 8.10.7 29-10-8 i of-nl j q q Plate Offsets MY)— 120:0-1-8.Edgel LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.OD TC 0.92 Vert(LL) -0.27 20-21 >926 360 MT20 244/19D TCDL 10.0 Lumber DOL 1.00 BC 0.80 Veri(TL) -0.43 20-21 >588 240 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.09 16 We rVa BCDL 5.0 Code FBC2014ITP12007 Matrix) Weight: 155 lb FT = 20°5F, 1146E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, except 1-8: 2x4 SP No. 1(flat) end verticals. BOT CHORD 20 SP No.2(flat) 'Except' BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing, Except: 16-22: 20 SP No. 1(flat) 6-0-0 oc bracing: 26-27,25-26,24.25. WEBS 20 SP No.3(flal) REACTIONS. (Ib/size) 16=1079/0-7.4, 24=1847/0.5-11, 27=319/0-7-4 Max Upli1127=-38(LC 4) Max Gravl6=1092(LC 7), 24=1847(LC 1), 27=447(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-543/369, 3.4=-543/369, 4-5=0/1059, 5.6=0/1059, 6-7=-1715/0, 7-8=-2751/0, 8.9=-2751/0, 9-1 03500/0, 10- 11 =-3500/0, 11-12=-3500/0, 12-13=-3019/0, 13. 14=-2171/0 BOT CHORD 26-27=-138/533, 25-26=-369/543, 24-25=-369/543, 23.24=0/1072, 22-23=0/2328, 21- 22=0/2328, 20-21 =0/314 5, 19.20=0/3500, 18.19-0/3331, 17-18=0/2697, 16-17=0/1614 WEBS 2.27_ 623/161, 4.24_ 1160/0, 2-26=-356/15, 14-16=-1883/0, 6-24=-2114/0, 6- 23=0/1060,7-23=-1015/0,7-21=01702,9-21=-660/0,14.17=0/886,13-17=-835/0, 13- 18=0/511, 12-18=-496/0, 12-19=-132/554, 11.19— 280/17, 9-20=0/688 NOTES- ( 7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 1.5x3 MT20 unless otherwise indicated. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 38 lb uplift at joint 27. 4) ' Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. 7) ' This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNING - Verily dosign perarneton and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE A07473 mv. I&MWI S BEFORE USE Deslgrn Valli for ttse Only wtlh Mnek®conneClors. lNs deslgn Is based only upon Paametors shown, oral Is rot an hdMckKA building component, nol a bum systern. Below use. Iho building deslprter must verity the apillkalAlly of desIM ixaametors and Itropeity, hcortorote this design Into the overall 1xiltling design. Noting Indicated Is to prevent buckling or Individual tans web and/or chord members only. Additional temporary and permanent bating WOW Is always required for stabWly and to prevent collapse with possLLNe personal hurry and property danage for generalgtIld nee tegadng the fatxImIbrL staago. delivery. erection aril bracing of tnnses and truss systems, seeANSU IPI1 Quality Criteria, DSB-89 and SCSI SulklIng Component 6904 Parke Easy Blvd Safety Information ovallable from Truss Plate hstiMe. 218 N. Lee Sheet, Stile 312, Alexandria. VA 22314. Tompa, FL 33610 Job Truss fuss ypety ply T10650811 T80265 Fit Floor Truss 110 t1 1739768013JobReference(optional) ouaue.., ru.wavu. u„V., ru,,. —y, r,u„w .wcc 0.1-8 Hi 2-" 1 1 t 26 3x3 = 3x3 = 3x3 = 2 3 4 I D: Zl7yacti3rg15yObD EG68uzOU 16-a8piOi DeUtme7G 41F4e3BOKrVc H UGMvul3Ts8zalkL 26-112 1-11-0-1 0 Seal.r. 1:50.9 3x3 = 3x3 = 3x6 FP= 30 = 3x3 = 5 6 7 8 9 10 11 12 13 14 3115 25 24 23 22 21 20 19 1B 17 16 3x6 = 3x3 = 3x6 FP= 3x6 = 3x4 = 3x3 = 3x3 = 3x3 = 6.10.7 I 17.4.12 I 29.10-8 30 R 29 Plate Offsets MY)-- 118:0-1-8,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Wait Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.60 Vert(LL) -0.14 16-17 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1,00 BC 0.59 Vert(rL) -0.27 16-17 >556 240 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(TL) 0.03 16 n/a n/a BCDL 5.0 Code FBC2014lrP12007 Matrix) Weight: 152 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 20 SP No.2(Ilat) end verticals. WEBS 20 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6.0.0 of; bracing. REACTIONS. All bearings 0.7.4 except 6I=length) 23=0-5.11, 19=0.5.11 lb) - Max Grav All reactions 250 lb or less at joint(s) except 16=652(LC 13), 23=992(LC 15), 19=1324(LC 11), 26=345(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-3=-364/12, 3-4=0/334, 4.5=0/334, 5-6=-871/0, 6.7=-871/0, 7.8=-871/0, 8-9=0/521, 9-10=0/521, 10-11=0/521, 11-12=-1249/0, 12-13=-1249/0, 13.14=-1249/0 BOT CHORD 25.26=-12/364, 24.25=-12/364, 23-24=-12/364, 22.23-0/637, 21.22=0/871, 20-21=-26/674,19.20=-26/674,18.19=01764,17-18=0/1249,16-17=0/879 WEBS 4-23=-281/0, 10-19=-282/0, 2-26=-422/14, 3-23=-623/0, 5-23=-827/0, 8-19=-870/0, 8-21--0/405, 5.22=0/348, 7-21=-258/0, 11.19=-1116/0, 11.18=0/668, 12.18=-288/0, 14-16=-1026/0,14-17=0/432 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 1.5x3 MT20 unless otherwise Indicated. 3)'Semi-rigid pitchbreaks with lixed heels' Member end fixity model was used In the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code " A WARNWO - Wrl/y deOgn pownerera and READ NOTES ON THIS ANO INCLUDED NITEK REFERANCE PAGE MB-7473 rev. I411113WIS BEFORE USE Desl®1 valid lot use only with Mllek® connectors. lh1s doslpn Is based only upon mumeters shown, and Is lot an hdlvkkrol brldt ng component. not a truss system. Below uso, the building designee must verify the aINAlcablity, skynofdeIwramo elers andIropeilyIncotpaleflitsdesign Into the over", bEding design. Dating Indicated Is to pwvont Iwckting of Individual Iruss web and/or chord memt>w3 only. A.ddllklnal temporary and pesmanenl bracfrng M!Tek' Is dways iegtdred lot slat -Ally and to prevent collapse with pos*Ae personal k*sy aril property dumaW. Foe gonetat guidance rwj(xdkng tho labek:atlon, slorago. delivery, erection and bracing of IRAWS and Iniss systems. seeANSI/TP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Porke East Blvd. Solely Information dvallable from trig pate InstlMe, 218 N Lee Slcot, Suite 312, Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type y Ply T10650812 T80286 F12 FloorTmss 1 1 7397680t4 Job Reference(optional) Buildore FirctSource, Tampa, Plant Coy, Ftmida 33566 1.9.12 1 1.SX3 11 6 2 3x3 = 7 640 c Api 19 2016 MTok Induabiee, Inc Wed Mar 15 08 39 OS 2017 Pago 1 ID:Zl7yacff3rgf5yObDEG6Buz0U16.2KN4eDEHFAuVIPSvJzbrcOZSZu17Dtw37yot OazalkK 3 1.Sx3 II Scale = 1:10.0 3x3 = 30 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In loc) 1/defl Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.79 Vert(LL) 0.00 5 '"'" 360 TCDL 10.0 Lumber DOL 1.00 BC 0.30 Ven(TL) 0,05 4-5 >929 240 BCLL 0.0 Rep Stress Incr NO WB 0.17 Horz(TL) 0.00 4 n/a Na BCDL 5.0 Code FBC2014lrP12007 Matrix) LUMBER- BRACING - TOP CHORD 20 SP No.2(flal) TOP CHORD BOT CHORD 20 SP No.2(flat) WEBS 20 SP No.3(flat) BOT CHORD REACTIONS. (lb/size) 5=523/Mechanical, 4=665/0.4.0 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-258/0 BOT CHORD 4-5=0/563 WEBS 2.5=-684/0, 2.4=-684/0 PLATES GRIP MT20 244/190 Weight: 21 lb FT = 20%F, 11%6E Structural wood sheathing directly applied or 3.10-8 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (5) 1) Refer to girder(s) for truss to truss connections. 2) Girder carries tie -In span(s): 11.4.0 from 0-9-0 to 3-10-8 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used In the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss With 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Van: 4.5=-10, 1.6=-100, 3.6=-353 rA WARNING- Veriy dostpn pereunetem and READ NOTES ON THIS AND INCLUDED MIIEK REFERANCE PAGE M67473 rev. 1012MV IS BEFORE USE Design valid la use oNy with Mnek®connectas. lNs design 6 based only upon paameters shown, and is lot an individual building component, rot 0atrusssystem. Before use, o buldnp deslgrot must verity the ar7pllca1Alty of design pauameters and polxily InaogXAole this design Info the overall tAldng design. Bracing IMicoted Is to prevent buckling of Individual truss web and/or chord members only. Additional lemporay and permanent bracing MOWIsalwaysrecitledforslatAltyandtopreventcollapsewithpossiblepersonuiit*" avJ property damage. For general guickme regadng the fabdcallm storage, delivery, etecllon and bracing of trusses and truss systems, seeANSUIP1I Quality Criteria, DSB-89 and BCSI Building Component 6904 Pmke East Blvd Safety Information avdlable from Irtm Plate institute. 218 N. Lee Street Suite 3 1 Z Alexandria, VA 22314. Torrpa. FL 33610 Job uns Truss Type ty ply T10650813 780285 1":3 Floor Truss 1 1739768015JobReference (optional) Budderc FUSISoU1ce, ToeYV3, Plan City, Fbiid3 33566 t-10 81 ' 1 1 Sx3 II 2 3x3 = 7 640 G APr 19 ZU15 MI I Ok MUU :InM+, MC. WeU M31 l b U ZSWUb ZU1 d Y090 1 I D:Zl7yacff3rgf5y0bDEG6Buz0U16.2KN49DE HFAuVIPSvJzbrcOZSyu2rDk 137yol OazalkK 3 1.5x3 II Scale = 1:10.0 3X3 = 3x3 = LOADING (psi) SPACING- 2.0.0 CSI. DEFL. in loc) Udell Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.77 Veri(LL) 0.00 5 ""'" 360 TCDL 10.0 Lumber DOL 1.00 BC 0.25 Vert(TL) 0.05 4-5 >962 240 BCLL 0.0 Rep Stress Incr NO W B 0.23 Horz(rL) 0.00 4 n/a n1a BCDL 5.0 Code FBC2014/TP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.l(llat) TOP CHORD BOT CHORD 20SP No.1(tlat) WEBS 20 SP No.3(flat) BOT CHORD REACTIONS. ( Ib/size) 4=648/Mechanical, 5=863/0-7-8 FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1.5=-342/0 BOT CHORD 4-5=0/753 WEBS 2-4=-904/0, 2-5=-904/0 PLATES GRIP MT20 244/190 Weight: 22 lb FT = 201eF, 1199E Structural wood sheathing directly applied or 4-0.0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- ( 5) 1) Refer to girder(s) for truss to truss connections. 2) Girder carries tie -In span(s): 14.10-0 from 0.0-0 to 3-2.0 3) " Semi -rigid pitchbreaks with lixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and lastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) " This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Floor Uve (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 4-5=-10, 1.6=-449, 3.6=-100 A WARNING- Vedly dadon panlrrwrors and READ N07Es ON THIS AND INCLUDED MITEK REFERANCE CAOE M67473 rov. I&MWIS BEFORE USE Design valid for use only vA01 MilekO connectors. Rlls design Is basod only upon pasamelen shown, and Is lot an IndMdral buk ft component, not a puss system. Before use. the building designer must verify the atxAkalHlly of doslip paameters and rxopelly lncogwlale this design Into rho overall txAding design. Bracing Indlcatod Is to prevent bucMing of Individual puss web and/or chord members only. Additional temporary and permanent bat-IrV WOW is always roared for slatAl y and to prevent collapse vAlh possblo personal Y1Juy and property d amWo. For general guidance regardktg the labrlcalbn, storage, dellvary, erection and bracing of trusses and tRiss systems seeANSI/IPI I Quality Cdtwla, DSB-89 and SCSI Su9ding Component 6904 Parke East Blvd. SWofy Information available aom truss Plato IruOtule. 218 N. Lee Street. Sulte 3)2. Alexandria, VA 22314. Tanga. FL 33610 Job I russ russ ype ry Fly 1739768016 T10650614 TBO285 F14 Floor Truss 1 1 Job Reference (optional) Builders Fbs*ousce. Tamps. Plant City. Florida 33566 0.1-B H 2-6.0 1-3.0 20 11 2x4 = 2x4 = 7.640 s Apr 22 2016 Mnek Industries. Inc Wed Mar 15 12.34.48 2017 Page 1 ID:Zl7yacff3r915y0bDEG6Buz0U16-ygJsNHPIZ 1 JtcAi xkR2fwspUU1 xVS7FnlgGwlKzalHL 2x4 II 2x4 II 4x6 II 4x6 = 20 II VIA 1:24.9 14.6.12 1*10.12 14.6.12 0.4.0 Plate Offsets (X,Y)-- 14:0.1-8,Edgel.l5:0.1.8,0.0.01,19.0.3.O,Edael,110:0-1-8,Edgel,113:0-1-8,Edgel,114:0.1.8.Edge1,117:0.1-8,0.1-01.118:0-1-8,0.1-01 LOADING (psi) SPACING- 2.0.0 CS1. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1,00 TC 0.40 Ven(LL) 0.09 14-15 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.58 Ven(TL) 0.12 14-15 999 240 BCLL 0.0 Rep Stress Incr YES W B 0.42 Horz(TL) 0.01 9 n/a We BCDL 5.0 Code FBC2014frP12007 Matrix) Weight: 82 lb FT = 200%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(ilat) TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc puritns, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 20 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. Ib/size) 9=787/0-3-8.16=787/0-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3— 1416/0, 3-4=-1812/0, 4.5=-1812/0, 5-6=-1812/0, 6-7=-1409/0, 7.8=-588/0, 8.9=-591/0 BOT CHORD 15-16=0/11 12,14-15=0/1687, 13-14=0/1812, 12.13=0/1689, 11.12=0/1107 WEBS 2-16=-1298/0, 9.11=0/885, 7.11=-825M. 7.12=0/479, 6.12=445M, 2-15=0/482, 3.15=-431/0, 3.14=-41/383, 6.13=-45/386 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise Indicated. 3) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss With 3.10d (0.131' X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 6) CAUTION, Do not erect truss backwards. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNING- Vaft d*dgn paramaf*rs and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MD7473 rov. F&MMIS BEFORE USE De*p vdkl for use only with Mllek® connectors. This design Is bosod only upon prameters shown. and Is far an hdlMd ial btAding component. not wtobusssystem. Before use. Iho Ixdldhmg deslgner must vedfy the opx111calAlty of doslgn parameters and properly IncrAp mote M cfeslgn Into the overall txAdfng design. Bracing IrKkaled Is to prevent blcatrmg of trldlvklual Inns web anal/or chord memboss only. Addillorwp temp ofary and permanent bracing MOW Is always rectrlred for sktAty and to prevent collapse with posAAe personal k*jry and property drnnage. For general guklrnce re(KNC" Ilene falrbalbn storage. dolNery. election and lrocing of kusces and Inns systems seoANSViPI I Quality Crtlarb, DSB-89 and SCSI Building Component 6904 Pork* East Blvd Safety Information ava c"o Isom Iran Plate InsllMe. 218 N. Lee Street. Suite 312. Alexancift VA 22314. Tamp*. FL 33610 Job Truss ype ry ryT10650815 780285 F15 I: russ loor Truss 1 1 1739768017JobReference(optional) 0.1.8 H i 2-6-0 1.3-0 r ID•Zl7yacft3rgt5yObDE66Bru0Uf6-WXxSrYFv1)UOMNZ I S1g648b6c51C'ry3vCLeYaxOzalkJ 2.6.0 1.9 0 2.6-0 Sc l - e - 1:32.5 1.Sx3 II 1.Sx3 = 4x6 = 1.5x3 II 1.Sx3 = 4x6 = 3x6 FP= 1.Sx3 II 1.50 II 3x3 = 40 = Sx6 = 1.Sx3 = 1 2 3 4 5 6 7 a 9 10 MUM I PAP7kill Y Y f 17 16 15 14 13 12 rr 3x6 = 40 = 40 = 3x3 = 3x9 MT20HS FP = Sx6 = 4x6 = 3x3 = 18.9.4 IA. a d 4eT Plate Offsets (X,Y)-- II1:Edge,0-1-81,116:0-1-8,Edge] LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (loc) Well Ud PLATES GRIP TOLL 40.0 Plate Gnp DOL 1.00 TO 0.87 Ven(LL) 0.35 14-15 626 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.92 Ven(TL) 0.54 14-15 412 240 MT20HS 187/143 BOLL 0.0 Rep Stress Incr NO WB 0.76 Horz(TL) 0.08 11 n/a n/a BCDL 5.0 Code FBC2014fTP12007 Matrix) Weight: 100 lb FT = 20%F, 1I%E LUMBER- BRACING - TOP CHORD 20 SP SS(flat) 'Except' TOP CHORD 1.3: 20 SP No.2(flal) BOT CHORD 2x4 SP SS(Ilat) 'Except' BOT CHORD 11-13: 20 SP No.l(flal) WEBS 2x4 SP No.3(flal) REACTIONS. (lb/size) 18=1151/0-7.4, 11=1521/0.4-0 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-2301/0, 3-4=-2301/0, 4-5=-3769/0, 5.6=-3769/0, 6.7_ 3769/0, 7-8=-3621/0, 8-9=-2325/0 BOT CHORD 17-18=0/1709, 16-17=0/2884, 15.16=0/3769, 14-15=0/3851, 13-14=0/3329, 12-13=0/3329, 11-12=0/1313 WEBS 2.18=-1994/0,2-17=0/940,4-17=-926/0,4.16=0/1202, 5-16=-397/0,9-11=-1971/0, 9-12=0/1606, 8-12=-1594/0, 8-14=0/463, 7.14=-366/0, 7-15=-446/477 Structural wood sheathing directly applied or 5-10-1 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0.0 oc bracing NOTES- (8) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) Hanger(s) or other connection device(s) shall be provided sullicient to support concentrated load(s) 648 lb down at 14-9-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) "This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 11.18— 10, 1-10=-100 Concentrated Loads (Ib) Vert: 8=-648(F) Q WARNING . Verify dodo. pararrroren and REAO NOTES ON THIS AND INCLUDED NI EK REFERANCE PAGE NIF7473 mv. 1003Ra16 BEFORE USE Design valkt for use only w101 MileM connoctors. This design It Lased only upon pwometers shown. and Is fa an hdlNftxg building component not wtateassystem. Befoue nao. the building designer must verify the ar)pllcalAIfy of desl(y1 pauameters and Iropedy Incoriwuoto this design Into the overil balding design. Bracing I ndlcated Is to prevenl budding of IndNkhx/ truss web and/or chord members only. Additional lempaary and permanent bracing WOW Is always required la stability and to prevent collagxe w9h possible persorn[4 Iryuy and property dlanage. For general guidance reWdrvj the labrtcallon. storage, delivery. erection and bracing of inmesand truss systems seeANSI/iPll Quality C4terla, DSB-89 and BCSI Building Component 6904 Parka East Blvd. Safety Information avdla blo from buss Plate Institute. 218 N. Lee Street, Su lle 312. Alexandria, VA 22314. Tarrnya. FL 33610 Job Truss truss I ype 0ty ply T10650B16 TB0285 F16 Floor Truss 1 1I 1739768018JobReference (optional) ouuoors vtpsl Ourco, Ian1Va, rranr t -Y, Ym,w 4A bb 2 t r eau c nP, r v our a mi r es rnorrnrea, runt. rnou nor — ua-m uo zur i raga r ID:Zl7yaef13rgl5yObDEG6BuzOU16-W XxSFYFvOUOMNZ15tg648b5hSIKSyB?CLeYaxOzalkJ 0.1.8 F-I 1 2.6-0 1.3-0 2-5.6 4 t.5x3 II 1 Sx3 = 1.Sx3 = 3x3 = 1.5x3 If 1 Sx3 11 3x3 = 1 2 3 4 5 Scale - 1:18.2 1 Sx3 11 6 6' 6 3x3 = 3x3 = LOADING (psi) SPACING- 2-0-0 CS1. DEFL in loc) Well Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.53 Vert(LL) 0.08 9-10 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.42 Vert(TL) 0.11 9.10 999 240 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(fL) 0.01 7 We We BCDL 5.0 Code FBC2014/TP12007 Matrix) LUMBER- BRACING - TOP CHORD 20 SP No.2(llal) TOP CHORD SOT CHORD 2x4 SP No.2(ilat) WEBS 20 SP No.3(Ilal) BOT CHORD REACTIONS. (Ib/size) 10=568/0.7.4, 7=568/0.3.15 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-922/013-4=-92210, 4.5=-922/0 BOT CHORD 9-10=0l736, 8-9=0/922, 7-8=0/736 WEBS 2.10_ 859/0, 5.7=-859/0, 5.8=0/410, 4.8— 252/0, 2.9=0/410, 3.9=-252/0 3x3 = PLATES GRIP MT20 2441190 Weight: 55 lb FT = 20%F, 11%E Structural wood sheathing directly applied or 6.0-0 oc pudirns, except end verticals. Rigid telling directly applied or 10-0.0 oc bracing. NOTES- ( 5) 1) Unbalanced floor live loads have been considered for this design. 2) ' Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3.1Od (0 131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) ' This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - Verily design poremetere and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE M67473 rov. 141,031015 BEFORE USE, Design valkr lot rise only with Wlek® connectors, IM design Is based only upon parameters shown. and Is lot an Individual Iw&Ing component not a truss system. Before use. the building designer must verity Iho appli=atslpN of design pulalnoters and p iopedy hcotlotate this design Into the overall binding design. Bracing Indicated Is to p ievenl bucIdIng of IndNkAxD buts web and/or chord members only. Ac"llorwl lempordry and lenmaneni bracing M iTek' Is always negrlredl for stability and to prevent collapse wllh possible pensondl Injury and property d ama ie. For general guidance ieWclkvj tho k" Icallon. storage. delivery. erection and bating of hussos and tnus systems seQANSt/FPI I Quality Criteria. DSB-89 and SCSI Building Component 6904 Pmke East Blvd Safety Information ovallable from Truss Rate InsIIMe, 218 N. lee Sheet. Su lto 312. Alexandria, VA 22314. Tornpa. FL 33610 Job T russ Truss Type oty Ply T106WS17 T80285 F17 FLOOR TRUSS 10 1 Job Reference (optional) Bruldera FbalSoutce, Tampa, Pbnt Coy, Flowb 33566 a1•e F 2-6.0 1.3-0 1.5x3 II 1.5x3 = 1.5X3 = 7.640 a Apr 19 2016 MTek Industh es, Inc. Wed Mar 15 08,39 07 2017 Page 1 I D: Zl7yac113rgi5yObDEG68uz0U16•J Vg3uGXmo8D,,,1c HROdJhpet4 idLhc 5MaGH8TTzalkl 1.50 II 1 Sx3 II 8-4-12 14.10.12 8.4.12 I 6.8.0 2.6.0 01ile e e 1.25.7 1.Sx3 II 1.Sx3 = 3x6 = 17 Plate Offsets MY)-- 111:0-1-8,Edgel,112:0.1-8.Edpe) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TIC 0.47 Vert(LL) -0.10 10-11 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.63 Vert(TL) -0.15 10.11 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(fL) 0,04 9 n/a rt/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 81 lb FT = 201LF, 1196E LUMBER- BRACING - TOP CHORD 20 SP N0.2(flat) TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc purfins, except BOT CHORD 20 SP No.2(Ilat) and verticals. WEBS 20 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (lb/size) 14=802/0-7-4, 9=796/0.3.8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2.3=-1452/0, 3-4=-1878/0, 4-5=-1878/0, 5-6=-1878/0, 6.7=-1468/0 BOT CHORD 13-14=0/1137, 12-13=0/1736, 11-12=0/1878, 10.11=0/1746, 9-10=0/1158 WEBS 2-14=-1327/0, 7.9=-1338/0, 7.10=0/492, 6.10=-441/0, 2-13=0/500, 3.13=-451/0, 3.12— 26/417, 6-11=-37/407 NOTES- (6) 1) Unbalanced floor live loads have been considered lot this design. 2) All plates are 30 MT20 unless otherwise indicated. 3) 'Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss With 3.10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) *This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' A WARNING - VgNT design permnefers and READ NOTES ON THIS AND INCLUDED NITEK REFERANCE PAGE N67473 rov. I&MMIS BEFORE USE Deslgn vdkd for use only wllh MnekV cornoctors. lnls design Is based only upon poametors flown, and Is for an trWlvkkal IxAding component, not a buss system. Before use. the building doslgnei must verity the aI?IAca1Ally of design paameters and property Incogxxote this design Into the overall btAding design. ®actrtg Indicated Is to provent buckling of Indlvkttal miss web and/or chord members only. Addllonol temporary and permanent bxaclng MiTek' Is always Fw4*(*d lot slabOBy and to ptevenl collarne wllh poss"o personal Inilzy un d properly danago. For general guidance tegadng Ito labrlcallon. storage. delivery. erection and gxactrtg of Inmes and Irt= systems, weANSIfTPI I Quality Crilerb, DSB-89 and SCSI BulklIng Component 6904 Parke East Blvd Safely Information avdlc"e from trim Rafe trallMo. 218 N. Lee Street. Suite 312, Alerrandrb. VA 22314, Terrpa. FL 33610 Job I fuss fuss ype ty T106SD818 T80285 HROt DiagonslHq Grader 1 1 739768019 Job Reference(optional) Budder:: Fuclsource. Temps, Pbnt Cny, Fbrrdo 33566 7.640 a AP, 19 2016 WTak Industries, Inc Wed Mar 15 08 39 07 2017 Page t ID:ZI7yaet13rgf5yObDEG6Buz0Uf6-jVg3tlGxmo8D jeHROdJhperBia?hfaMaGHBTTzalkl 1 5-0 7.1.5 a-9.5 Ito 7.1.5 2 8-0 2x4 It 3x6 = 3x6 = LOADING (psi) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2014/fP12007 CSI. DEFL. in loc) Vdefl Ud TC 0.59 Vert(LL) 0.15 5-8 771 240 BC 0.78 Verl(TL) 0.48 5-8 243 180 W B 0.16 Horz(TL) 0.01 5 n/a r1/a Matrix-M) LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 20 SP No.2 WEBS 20 SP No.3 BOT CHORD REACTIONS. (Ib/size) 2=421/0-10-15, 5=592/Mechanical Max Horz2=143(LC 4) Max Uplilt2=-143(LC 4), 5— 212(LC 8) FORCES. (lb) - Max. Comp /Max. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-1075/2912-3=-653/225 SOT CHORD 2.5=-311/612 WEBS 3-5=-662/387 Scare = 1:21.0 PLATES GRIP MT20 244/190 Weight: 39 lb FT = 20% Structural wood sheathing directly applied or 5-3-13 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- ( 8) 1) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsi on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 143 lb uplift at joint 2 and 212 lb upllll at joint 5. 6) ' Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the lace of the truss are noted as front (F) or back (B). 8) ' This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-60 Trapezoidal Loads (pit) Vert: 2=40(F=30, B=30)-to-9=35(F=27, B=27), 9=-5(F=27, B=27)-10-4=-147(F=-43, B= 43), 6=0(F=10, B=10)-10-5=-49(F=-14, B=- 14) A WARNWG - VSAry desfgn parameters and READ N07E5 ON THIS AND WCLUDED NITEK REFERANCE PAGE N67473 ray. 1Q4 "IS BEFORE USE. De0m vdId lot use only with Mnek®conneclors. Thisdeslgl Is based only uteri pwomelers shown, and Is for an trhdMtArd IxAdbg component. not a truss system. Before use, the Ixdldkhp designer must verify the opplIcal111ty of design paamoten axl pxopeeily, 6hcorpotate this design Into the ovetdl blAdrng design. aactng I ndlcated Is to prevent buckling of lndMdud toss web and/a chord memlwls orgy. Adcliflonll tornwory and permanent Ixaclng WOW W IsalwaysieyWedforskdAltyandtopreventcollapsewithpossIlAepersonalit*" a cl properly danage. for genercd guklvoe iegactng the k"Icatbn storage. delivery. erocilon aid Nochng of trusses and Orr=systems. seeANSI/TPII Quality Criteria. DSB-89 and SCSI Building Component 6904 Parke East Blvd Safety Inlormaton avtlkANe from trim Male tnsllhgo. 218 N. Leo Street. Shco 312, Alexcaxiria. VA 22314. Tornpo, FL 33610 Job I Fuss truss lype ry y T10650819 T80285 HR02 Diagonal Hp Girder 1 1 739768020 Job Reference(optional) numet3 "Wboulcc, I anva, YIani vay, p1muW 33bbb — c qP, r a Curo mil t as muuG tea, tnc. — — e to ua .a= ue Cu " ray. , ID:Zl7yacff3rg15y0bDEG6BuzOU16-Sv3DGEG9x5G4cIBU_58YDOB 116yzO7KVpw1 h?vzalkH 13.0 6.11.6 1 1.5-0 1 6.11.6 Scare = 1:17.9 30 II 2x4 = 20 11 LOADING (pst) SPACING- 2-0.0 CSI. DEFL. in roc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Ven(LL) 0.06 2-4 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.67 Ven(TL) 0.15 2-4 513 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 4 We We BCDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS t 20 SP N0.3 BOT CHORD REACTIONS. (Ib/size) 4=293/Mechanical, 2=264/0-11-5 Max Horz2=120(LC 4) Max Uplift4=-112(LC 8), 2— 105(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 27 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purfins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (8) 1) Wind- ASCE 7.10; Vul1=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=6 Opsf; h=2511; Cat. II; Exp B; Encl., GCpi=0.18, MW FRS (envelope) gable end zone; cantilever tell and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 112 lb uplift at joint 4 and 105 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) "This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-5=-60 Trapezoidal Loads (plf) Vert: 5=0(F=30, B=30)-to-3= 104(F=-22, B=-22), 2=-2(F=9, B=9)-to•4=-35(F=-7, B=7) Q WARNING- VaAry design pammaroro and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE M07473 rov. 141003,2015 BEFORE USE Design valid lot use only Min NglekO connectors. tits design Is based only upon parameters shown. and Is far an bxlMcnwl binding component, not a truss system. Below use, the building designer must verify the applicability of design paomelers and poopedy Incorotale this design Into the overall building design. Bracing Indicated Is to prevent budding of Irhdlvkkxi tnm web and/oil chord members only Addltioncil temporary, and p aimon ent bracing MiTek' Is always required for stablllly and Io prevent collapse wllh possible rxnsonal"and propxarty darnage. For general guidance togaWUhg the falxlcallort storage. delivery, erecllon and bracing of trusses and inrsl systemL secANSI/1PI I Quality Criteria, DSB-89 and SCSI Building! Component 6904 Parke East Blvd. Safety Information avallabre from truss Rate Institute, 218 N Lee Street, State 312, Alexandria. VA 22314. Tampa, FL 33610 Job T rues Truss Type Oty Ply TIOSSO820 T80285 HR03 DIAGONAL HIP GIRDER 4 1 739768021 Job Reference(optional) butlaere Pu8150urce, I anlpa, Planl Udy, FbnUa 33556 7 640 c Apr 18 2016 WTok Indusheac, Inc. Wed Id3r 15 08.39.08 2017 Page 1 ID:Zl7yacff3rgf5yObDEG68uzOUf6•Sv3DGEG9X5G4ctBU_58YDOB026vS05OVpw1 h?vzalkH r 1.5-0 Tr2•il 1 9.9.5 1 1.5.0 6.2.11 3-6.10 2x4 11 axo — 3x6 = LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.17 5-8 696 240 TCDL 10.0 Lumber DOL 1.25 BC 0.83 Vert(fL) 0.51 5-8 228 180 BCLL 0.0 ' Rep Stress Incr NO WB 0,19 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 20 SP No.2 WEBS 20 SP No.3 BOT CHORD REACTIONS. (lb/size) 2=427/0-5-5, 5=600/Mechanical Max Harz2=217(LC 4) Max Uplllt2=-111(LC 4), 5=-253(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-540/145 BOT CHORD 2-5=-293/489 WEBS 3-5=-530/351 Scale = 1:23.1 PLATES GRIP MT20 244/190 Weight: 43 lb FT = 209e Structural wood sheathing directly applied or 5.3.13 oc puffins, except end ver icals. Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (8) 1) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=2511; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone, cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load 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 111 lb uplift at Joint 2 and 253 lb uplift at Joint 5. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-60 Trapezoidal Loads (pit) Vert: 2=0(F=30, B=30)-to-4=-147(F=-43, 8= 43), 6=0(F=10, B=10)-to-5=-49(F=-14, B=-14) Q WARNING • Vorrly ded9n Par~0M and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M/1,7473 rev. rOWW IS BEFORE USE Design valkl rot use only vAlh Mllek® connectors. TW design It based only upon paamelers shown, and 6 for an hdlvldual Nfidlrlg component. not a truss system. Before uso, rho IxAdklg designer must verify the al:llk:abllfy of design rxxam0ters and properly, Incalwtate this design Into the overall IxBdng doslgn. Boacing Inclicaled Is to pxovont bucldW of Individual In1ss web and/a chord members only. Adtlfkxlal temporary and permanent bxachV WOWIsalwaysiw."ed for stability aKJ to prevent collapse Wlh possible persorxr hMay aril prop Orly damage. for gerwral guklonee regadng the klxk:allm stotogo. delivery. erection and btaetrlp of Inures and tnrss systems, sooANSIfIPl1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety IMormallon available from tours Role k1sI1Me. 218 N. Lee Sheol. Suite 312. Alexancift VA 22314. Tanga, FL 33610 Job Truss Truss Type Qfy Ply T 1065M TBO285 HR05 DIAGONAL HIP GIRDER 4 1 1739766022JobReference (optional) atiouet9 Fusisowco. Tampa. Plain GKy. FIorIGa 33356 7.64v 9 Apr zz zuib Nut aK Inouswea. Inc. woo mar rp iv 43 4e zvt r rage r ID.Zl7yacfl3l gfSyObDEG6BuzOU16-OaSUoLgtm3MIDgT78045XcW a31MKkYKe3Jr24ozalvO 1-5 0 1.0.0 1.5.0 1.0.0 Scale = 1:6.2 20 = LOADING (psi) SPACING- 2.0.0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 VBIt(LL) 0.00 5 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.02 Verl(TL) 0.00 5 999 180 BCLL 0.0 Rep Stress Incr NO W B 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix-M) Weight: 5 lb FT = 20%6 LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 20 SP No.2 BOT CHORD REACTIONS. (lb/size) 2=143/0-5-5, 4=-20/Mechanical, 3=-10/Mechanical Max Horz 2=38(LC 10) Max Uplilt 2=-114(LC 8), 4=-20(LC 1), 3=-10(LC 22) Max Grav 2=143(LC 1), 4=24(LC 8), 3=14(LC 8) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 1-0-0 oc puffins. Rigid ceiling directly applied or 10-0-0 oc bracing. I MiTek recommends that Stabilizers and required cross bracing IIlbeInstalledduringtrusserection, In accordance with Stabilizer Installation guide NOTES- (8) 1) Wind: ASCE 7.10; VUII=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Opsf; h=2511; Cat. II; Exp B, Encl., GCpl=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psl bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load o1 20.Ops1 on the bottom chord in all areas where a rectangle 3-6.0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 114 lb uplift at joint 2, 20 lb uplift at joint 4 and 10 lb uplift at joint 3. 6) 'Semi -rigid pitchbreaks with lixed heels' Member end Iixlty model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI I as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-60 Trapezoidal Loads (pit) Vert: 2=0(F=30, B=30)-to-3=-42(F=9, B=9), 5=0(F=10, B=10)-to-4=-14(F=3, B=3) Q WARNING - Verily doelyn pammetwo and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE CAGE NIP7473 rov. 180=15 BEFORE USE Design vdkt lop use only with Mllek® connectors This design Is based only upon paametors shown, and Is lot an individual building component, not a its system. Below use, the IxrAdng designer must verity the agsllco1AIfy of design pmamelers and Iroperly hcoppoiale Wits design Into the ovorax building design. Bracing Indicated Is to provent budding of Individual Ins web and/or chord members only. Additional temporary and rmffKx enl Ixacing MiTek' Is always ieyWed lot skilAlly and to prevent collapse wllh possible popsorni INi+y and propony damage. rot general guidance fegadhng Itni lalxlcallon, sloiage. delivery, erection and lxochng of trusses and ins systems. seoANSI/IPI I riuo9ty Criteria, DSB-69 and SCSI Building Component 6904 Parke East Blvd. solely Information ovdlable hom hus Plate Instllulo. 218 N. too Street. Sulle 312 Alexandria. VA 22314. Tango. FL 33610 Job ruse Truss Type ty T10660822 TOMBSJilt JACK•OPEN TRVSS 2 t 739768023 Job Reference (optional) tsuaeero Yusisouico, ronipa, VOW Goy, Yrorraa 33bob r E u a nPr lu fv1b —e. rneusirec, me wvou r is ve 3e rru fur r rage r ID:Zl7yacff3rgl5yObDEG6Buz0U16-w6cbUaHnl POxE 1 mgYolnmElJuW SAgaal1 amEXLzaIkG 1-0-0 1.10-t5 1-0-0 1.10.15 Scale = 1:7.7 2x4 = 1-10.15 1-10.15 LOADING (psi) SPACING- 2-0-0 CS1. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Ven(LL) 0.00 2 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.04 Ven(fl-) 0.00 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014lfP12007 Matrix) Weight: 8 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-10.15 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (Ib/size) 3=36/Mechanical, 2=156/0-8-0, 4=18/Mechanical Max Horz 2=47(LC 8) Max Upl1113=-28(LC 12), 2=-87(LC 8) Max Grav3=36(LC 1), 2=156(LC 1), 4=37(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=6 Opsl; h=251t, Cat. 11, Exp B; Encl., GCpl=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf 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 28lb uplift at joint 3 and 87 lb uplift at joint 2. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' A WARNING - VeAfy design pa t"Wors and READ NOTES ON TNJS AND INCLUDED IgAEK REFERANCE PAGE M67473 rov. 1411011"lS BEFORE USE Design valid lot use only with Mllek® connectors. tills design Is based only upon parameters shown. and Is for an Individual bolding component not a truss systei n. Before use. the building desigrnet must verify the ap pilcolAlty of design pataneters and 1:aopedy Incapaato this design Into the ove c It building design. Bracing Indicated Is to prevent budding of Individual Itrrss war> and/or chord members orgy. Additional temporary and permanent placing M iTek' Is always rotAAed for s1W>BBy and to prevent collapse with posMilo personal tr>)Jry and property damage. For general gukkme regarding the fabrication, storage, delivery. etecllon and bracing or trusses and Inns systems, seeANSUIPI1 Quality Cdl*ft, DSB-89 and 8CS1 Building Component 6904 Pork@ Eaw Blvd. Sdety Irntormal on ovaliable from 1rr8 Mate Institute. 218 N. Lee Sheet Suite 312, Alexandria. VA 22314. Tornpo. FL 33610 Job Truss Truss Type oty ply T10650en T80285 J02 JACK -OPEN TRUSS 2 1 7$9768024 Job Reference (optional) Builders FIISISeWea, TonVa, Pbrol City, Fbmfa 33566 7 640 O Apr 19 2016 MITOk InUUS1rIeS, Inc. WOU Mar 15 03 39 09 2017 P090 1 ID:Zl7yacf13rgt5yObDEG68uzOUf6-w6cbUaHnIPOxE 1 mgYofnmElJI W Rd9aaf 1 amExLzalkG 1-0-0 2.10.15 1-0-0 2.10.15 20 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) 0.00 2-4 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.07 Verl(TL) 0.01 2-4 999 180 BCLL 0.0 ' Rep Stress Incr YES W B 000 Horz( L) 0.00 3 n/a We BCDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER - TOP CHORD 20 SP N0.2 BOT CHORD 2x4 SP N0.2 REACTIONS. (Ib/slze) 3=54/Mechanical, 2=202/0-8-0, 4=25/Mecharltcal Max Horz 2=61(LC 8) Max Upl1113=-42(LC 12). 2=-108(LC 8) Max Grav3=54(LC 1), 2=202(LC 1), 4=50(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown Scale = 1:9 4 PLATES GRIP MT20 244/190 Weight: 11 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10.15 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=2511; Cal. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever tell and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.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 108 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.' A WARNING - Vady design pamnWom and READ NOTES ON THIS ANDWCLUDED NIMI(REFERANCE PAGE M67473 rov. 1093MIS BEFORE USE. Design vaikl for use only with MnekO connectors. lnls design Is based only upon parameters shown. and Is for an VKR% krai UAding component, not a Buss syslem. Before use. the Irllaing designer must verity the apr)lkatAlN of design px3anetars and p>toperly kncapaoto 9nk design Into the avatar, building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addtllorol lemporary and permanent bracing MiTek' Is always regslrod la statAlly or1r1 to rxovenl collapso wtlh pDsA*j personal k*ffy and property, dancW. Fa general gllrlanco r(.WdI ng the k"Icotbn. storage. Wivery, eiectlon and doting of Misses and Iniss systems. seeANSI/IPI I Quality Criteria, OSB-89 and SCSI Building Component 6904 Parke East Blvd Safely Information available from Truss Rate Institute. 218 N. Lee Street. State 312, Alexandria, VA 22314. Tornpo. FL 33610 Job Truss Truss Type oty Ply T10650824 T80265 J03 JACK -OPEN TRUSS 2 t1 739768025 Job Reference (optional) Buitdorc FipelSowco, Tontpo, Plant Coy, Fbpido 33566 7 640 c Apr 19 2016 MTek Indusitioe., Inc. Wod Mop 15 08 39:10 2017 Pogo 1 ID•Zl7yacfl3rg15yObDEG6BuzOU16.OIAzhwIP3jWorBLs6WBOJRGR v13ulgoGEWo4ozalkF t-0-0 I 4-10-15 1,0 4.10.15 ' Scale. 1:12.7 2x4 = 4.10.15 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Verl(LL) -0.02 2-4 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 SC 0.25 Vert(rL) -0.06 2-4 >869 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(rL) -0.00 3 We We BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight. 17 lb FT = 20°b LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10.15 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=124/Mechanical, 2=272/0-e-0, 4=45/Mechanical Max Horz 2=91(LC 8) Max Up1ffl3=-88(LC 12), 2=-118(LC 8) Max Grav3=124(LC 1), 2=272(LC 1), 4=90(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=6 Opsf; h=2511; Cat. II; Exp B; Encl., GCpl=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load 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 88 lb uplift at joint 3 and 118 lb uplift at joint 2. 6)'Semi-rigid pilchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' A WARNING - Vodly deden pero mfols and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M/r-7479 rov. I&MWIS BEFORE USE DcWg n valkl for use only vAth Mnek® connectors. lhls design Is based only upon paameters shown, and Is for an trldlvkW "ding component, not a Muss system. Before me. Iho building designer must verity the alAAcab lily of design paameters and poplriy, Incorporoto this design Into the ovetall building design. Bracing Indicated Is to prevent bmiding of Individual Inns web and/or chord anmembersonly. Additional lernWary d permarnont bracing WOWIsalways1W.0ed for Mot -Ally and to provenl colldrnse vAlh possible porsonnal hW and poperly danage. For general guidance regarding the kluk:allm storage, delivery. comfton arxl bracing of trusses and Inns systems, seeANSI/iPI I Quality Criferlo, DSB-89 and SCSI Building Component 6904 Porke East Blvd Satety Information ovallabfe train truce Plate 0nstlluto. 218 N. Lee street. Sullo 3 1 Z Alexandria VA 2231d. Tempo. FL 33610 Job russ Truss Type ty T10650825 TBO285 J04 JACK -OPEN TRUSS 140 jp t 173976,8026 Job Reference honal umruersrurrsouico.renl(ne, row cay,r*I'm gee .coed.yn.eev.o..,.. ..e..........ay,,. I D: Zl7yaclf3rgt5yObDEG68uzOU16.OIAztmI P3tW orOLs6W OW RGLSvhE u t goGEW o4ozalkF r 10-0 I 7.0.0 30 = LOADING (psi) SPACING- 2.0.0 CSI. DEFL. in loc) Well L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Ven(LL) 0.08 2-4 976 240 TCDL 10.0 Lumber DOL 1.25 BC 0.49 Vert(fl-) 0.25 2-4 321 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a Na BCDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (lb/size) 3=177/Mechanical, 2=352/0.8-0, 4=79/Mechanical Max Horz2=121(LC 8) Max Uplift3=- I 12(LC 12), 2=-135(LC 8) Max Grav3=177(LC 1), 2=352(LC 1). 4=123(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Scale: 3/4*-1* PLATES GRIP MT20 244/190 Weight: 23 lb FT = 20°e BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind ASCE 7-10; VUIt=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsl, h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsl on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 112 lb uplift at joint 3 and 135 lb uplifl 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.' A WARNING . Vedfy design peremetom end READ NOTES ON THIS AND INCLUDED N/TEK REFERANCE PAGE ND-7473 rev. laMM15 BEFORE USE Design valid for use only N41h MI lek®connectom. D* dlesign Is based only upon Paramelon shown, and Is for m Individual building component, not a lit= system. Before use. the building designer must verify the ap)ptllcdl)llty of design pdaarnelers and poputriy Incorporate this design Into the over, tuBclbV design. Bracing Indicated Is to rxevenl btckllrng of DWivklual fora web and/or chord mernlors only. AddtttonW temm ry CF%d permanent Mating M!Tek' is always rec."ed for slubBBy and to prevent edk>[ne with possible personal "" and puol*dy daanago. For genertl guidance regaadn0 the lobrk:allon, storago, delivery. erecllon and bracing of trusses and Irtm syslemL seoANSI/TPII Quality Criteria. DSB-89 and BCSI Building Component 6904 Porke Eosl Blvd. Safety Information avdtable Dom truss Plate ImIlMe, 218 N. Lee Sheol. Suite 312. Alexdndrkl VA 22314. Tompo. FL 33610 O fus6 Truss Type 0ty ply TIOSS0826 T80265 JOS JACK -OPEN TRUSS 2 1 1739769027JobReference(optional) Bumoos FuctSoutce, Tonhya, Fbnl cdy, FIWKI3 33566 f 54e S /4)1 le zul6 MI I aK rnuusll K)S, Inc woo mat lD ud" w lu zul l retie l ID:Zl7yacif3rgf5yObDEG6Buz0Uf6.OIAzhwIP3p WorBLs6W BWRGUIvoVu1 goGE Wo4ozalkF 1-0.0 0.10.15 1-0-0 0,10.15 20 = LOADING (psi) SPACING- 2.0.0 CSI. DEFL. in loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Verl(LL) 0.00 4 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.03 Vert(fL) 0.00 4 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 We We BCDL 10.0 Code FBC20141TP12007 Matrix) LUMBER - TOP CHORD 20 SP N0.2 BOT CHORD 2x4 SP N0.2 REACTIONS. (Ib/size) 3=-6/Mechanical, 2=137/0-6-15 Max Horz3=39(LC 12) Max Uplilt3=-6(LC 1), 2_ 82(LC 12) Max Grav3=35(LC 16), 2=137(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 2)-0.131x3.5' Swle=t.69TOENAILS 0 uad g 131x3.5' fOENA1LS PLATES GRIP MT20 244/190 Weight: 5 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 0-10-15 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Opsi; h=2511; Cat. II; Exp B; Encl., GCpl=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6 lb uplift at Joint 3 and 82 lb uplift at joint 2. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design o1 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.' RNWO • vertry dealpn parameter and R"o N07E5 ON MIS AND INCLUDED Mr7EK REFERANCE PAGE 11,111,7473 rev. 10'00I1015 BEFORE USE Design valid for use only wllh Wek® connectors. Tints design K based only upon I>mametels shown. and Is too an Indlvldtual building component, not a hole system Before use, the 1AAdI tip deslgnep must verify the applficalAlly of dosign paarneleos and prolooly Incofixxole this design into the ow". building design. ®acbV Indicated Is to provent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' 6 alwoirs rogWed for s c"Illy and to proven! collapse wllh possiblo personal hpay and properly damage. For general guidance regcadhhg the falrlcatlom storage, dellvM. erecilon and bracing of Inmes and truss systems, seeANSI/IPII Quality Criterlo, DSB-89 and SCSI Bulldbly Component 6904 Parka East Blvd. safety Information available from Truss Plate Institute. 218 N. Lee Slreel. Sudto 312. Alexandria, VA 22314, Tampa. FL 33610 o russ TrUSS Type 0y Ply TID650827 T80285 Joe JACK -OPEN TRUSS 2 t1 1.139768028 Job Reference(optional) tfuuueis rastsource, tamps, rum cey, POWS J3bbb i bav a APr iv zvib ms ex rnuu-acres, me weu mai rb ve avai zvi r rage i I D:Z17yacf13rgf5yObDEG68uzOU16-sUkLLrGJ2gOefTKw3gDiFrfpfiJ75dU4xVuFLcEzalkE t-0-0 i 2-10.15 1 0 0 2.10.15 Scale. t'=Y 2x4 = LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 V8rt(LL) 0.00 2-4 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.07 Vert(TL) 0.01 2-4 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(rL) 0.00 3 We We BCDL 10.0 Code FBC2014l1P12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=54/Mechanical, 2=202/0.8.0, 4=25/Mechanical Max Horz2=82(LC 12) Max Upllfl3=-52(LC 12), 2=-62(LC 12) Max Grav3=54(LC 1), 2=202(LC 1), 4=50(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. g G T PLATES GRIP MT20 244/190 Weight. 11 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Intedor(1) zone; cantilever left and right exposed ;C-C for members and forces & 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 52 lb uplift at joint 3 and 62 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' A IVARNWO. Verily do0ga palwWors and READ NOTES ON THIS AND INCLUDED MI7EK REFERANCE CAGE M9.7479 rov, 100MIS BEFORE USE Design valid lot use only with hNieW connoclots. this doslgn It based only upon parameters shown. and Is la an Individual "cling component. not a kua system. Belote use, the IxAtding dedgnet must ve4ly the apptllealAlty, of design pwameters and Dtol>wly hcotrotole this design Info tho ovetdl IxAdhg design. bocN Indicated Is to prevent budding of Individual truss web and/or chord members only. AdalOonc/ lemrxxary and permanent I-AOCIng M iTek' Is always reci bout for s1Ob11Ily card to prevanl collapse with posiblo pc.-esonal Injury taxd goperty damage. For goneral gukkmo regarding Iho falxlcatbn, storage, delivery. election orxt lxacing of ttuses and Inns systems, soOANSIMI I Dually Crlterb, D$6.89 and SCSI BugdbV Component 6904 Parke Eost Blvd. Safely Information avdlc"o horn sus Wale institute, 218 N. tee Sheet. S/le 312. Adexandrkx VA 22314 Tormo. FL 33610 job T fuss Truss Type 0y Ply T106SD828 iB0285 J07 JACK -OPEN TRUSS 2 1I 173976OD29JobReference(optional) Builtiele FU050UIC6, TonVa, PbM Cdy, FIOIida 33566 7.FAU a API 19 ZUI6 MII ek InousiIIOC, inc W OU M01 1 b Ua aw 11 ZU1 r V390 1 I D:Z17yacti3rgfSyObDEG6BtaOUf6•sUkluGJ2gOefrKw3gDIFripbRJ47dU4xvuFLcEzalkE t-0-0 5-0-0 1.0.0 5-0-0 Scale = 1:17.3 2x4 = 0 4-0 4.8-0 LOADING (ps1) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Ven(LL) 0.03 2-4 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.26 Vert(TL) 0.07 2-4 820 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOIz(TL) 0.00 3 n/a Ida BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 18 lb FT = 20% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. ob(size) 3=127/Mechanicaf, 2=27&10.8.0, 4=46/Mechanical Max Horz2=128(LC 12) Max Uplift3 106(LC 12), 2=-70(LC 12) Max Grav3=127(LC 1), 2=276(LC 1), 4=92(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Opst; h=25111; Cat. II; Exp B; Encl., GCpl=0.18; MW FRS (envelope) gable end zone and C-C Interlor(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf 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 106 lb uplift at joint 3 and 70 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." A "RNXG - Vordly design porn mtere and READ NOTES ON TRW AND INCLUDED MrrEK REFERANCE PAGE N67473 rev. 11119M15 BEFORE USE Design valid for use only w1Th Mllek0 connoclots. lhis design Is based only upon paianeters shown, and Is la an IndMdiKA btddfrhg component, not o Iu ss system. Wrote Lae. the IHDdng deskinai must vedty the alAAlcabillty of design aprixx paameters andproperlyIncoratoThisdoslgn Info the uvetall building design. tracing Indicated Is to prevent bucldIrV of Indk4dual Truss web and/or chord members only. AddlTax/ lernwa y awl permanent Ixac-h g M iT®k' Is alwaysie%ked got stability arxd to prevent collapse Win posmle pc tsorxi Injury and properly damage, Fot general guidance togading The fabrication, sloiogo. delivery, erection and txactng of Inmos and Truss systems seoANSI/1PI I Quality Crllerlo. DSB-89 and SCSI Building Component 6904 Parke East Blvd Safety Information ovallablo from Truss Rate IrssTlute. 218 N. Lee S110e1. Suile 312. Alexarxdda. VA 22314. Tompe. FL 33610 Job Truss Truss Type ty Ply T10650829 7BO285 JOB JACK -OPEN TRUSS ISO tI 1739768030JobReference (optional) tsumoict-ucisouico,ianva, rumcny,rronoeaueb P..eay.o.w.e....w::.....z,..,+...— 'op V0- ;cc ..., U. ID:Zl7yacti3rgf5yObDEG6BuzOU16-LgIf6cJgbKmW 5UVFDxDUOsLg61UJMxK5kY?u8gzalkD 1-0-0 0.10.15 1-0.0 1 0.10.15 LOADING(psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 TCDL 10.0 Lumber DOL 1.25 BC 0.01 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (lb/size) 3=-11/Mechanical, 2=134/0-4.0, 4=9/Mechanical Max Horz 2=39(LC 12) Max Uplift3=-11(LC 1), 2=-57(LC 12) Max Grav3=12(LC 8), 2=134(LC 1), 4=17(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:6.9 20 = DEFL. in (loc) I/dell Ud PLATES GRIP Ven(LL) -0.00 2 >999 240 MT20 244/190 Vert(TL) -0.00 2 >999 180 Horc(TL) -0.00 3 n/a rVa Weight: 5 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 0-10.15 oc pudins. BOT CHORD Rigid telling directly applied or 10-0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=6.Opst; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever tell and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0pst 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 11 lb uplift at joint 3 and 57 lb uplift at joint 2. 6)'Semi-rigid pilchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' A WARNING - VoAfy dedfin PanimotOM and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE MIL7473 rev, 11103MIS BEFORE USE Design vaild lot use only vAth Milok® conneclors. Ills design is based only upon patometers shown, and Is for an lndlvtkxl txNding component, not a buss system. Boloie uso. the Ixlldbtg deslgrei must verity the cq'jAI ;ahllty of design jxmamelers and lxopwly Incoilxxote this design Into the overall biding design. Bracing indicated is to prevent budding of IndNkival Inns web and/or chord members only. Addillon l temporary and pormarient Ixacing WOW Is always iequhed fa stability and to prevent collapse with possible rxAsonol bhfuy and properly damage. For general guidance reg id1W Ole labilcallon. storage, delivery. emclkxt and txaebng of lnases and Iniss systems seeANSI/iPl1 Quality Criteria, DSB-89 and BCSI Bullding Component 6904 Parka East Blvd. Satety, Information avatiatAe from eras Plato Institute. 218 N. tee Street. Sullo 312, Alexa cIda. VA 22314. Tempo, FL 33610 Job Truss Truss Type 0y Ply T10650830 T60285 J09 JACK -OPEN TRUSS 8 1I 1,3976803, Job Reference (optional) buaoora Vdalboureo, 131Dp3, rum t,ay, rronu3 33.oe w wwu c P. — e— _u muua , — .roa — .a ve.w.0 coy , royo . ID:D7yacfl3rgl5yObDEG6BuzOU16-Lgli6cJgbKmW 5UVFDxDVOsLqu)TAMxK5kY?u8gzalkD t-0-0 + 2.10.15 1.0-0 2.10.15 Scale: 1'= V 0 o) 20 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in Ioc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Ven(LL) 0.00 2.4 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.08 Ven(TL) 0.01 2-4 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(R) 0.00 3 n/a rda BCDL 10.0 Code FBC20114lfP12007 Matrix) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=65/Mechanical, 2=193/0-4.0, 4=27/Mechanical Max Horz 2=82(LC 12) Max Upllit3=-57(LC 12). 2=-58(LC 12) Max Grav3=65(LC 1), 2=193(LC 1), 4=54(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 11 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc puffins. BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsl; h=2511; Cat. II; Exp B; Encl., GCpl=0.18; MW FRS (envelope) gable end zone and C-C Interlor(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 4) Reler to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 57 lb uplift at Joint 3 and 58 lb uplift at joint 2. 6)'Semi-rigid pitchbreaks with Ilxed heels' Member end fixity model was used in the analysis and design of this truss. 7)'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - Vorlly dadpn Paromorora and READ NOTES ON THIS AND INCLUDED NITEK REFERANCE PAGE N114473 rev. IMMIS BEFORE USE Design vdkl Ion use only wllh MllekS connectors. llnls design Is based only upon pxaamelers shown. and Is low an bWlvldual building component, not a puss system. Belore use, the brildbtg designer must verify the W x)[1catilly of dk--JM pxxameters and properly 6lcorlwwale IMs design Into the overdl building design. ®acing Indicated K to pxevenl budding of bWMdual "web and/or chord members only. Additional temporary and permanonl bracing M iTek' Is always reguirod low slab011y and to pwevent collapse w0h possible personal "and property damage row genexA guklotee regaidbtp the storage, delivery. eweellon anal biacing of inrsses and tnrsssystems. seeANSVIPI I Quality Criteria, DSB-69 and IICSI Bullding Component 6904 Perke Eost Blvd. Safely Information avalluble from truss Plate Institute, 218 N Lee Sheol, Suite 312, Alexorxlrlm VA 22314. Tampa. FL 33610 Job Truss Truss Type Qty ply 710650831 T80285 Jt0 JACK -OPEN TRUSS 8 1 1739768032JobReference (optional) Builders FudSource. Ta,Tpa, Ptont cay, F101r03 33566 r.bau a API t u let 5 rw r ek mousmas, Inc. Wee Mar t a us w:iz 'Cut / rage t ID:Zl7yacft3rgf5yObDEG68uz0Ut6-Lg116cJgbKm W 5UVFDxDUOsLmmjOCM4<SkY?u8gzalkD 1-0-0 4-10.15 1 0 0 4.10.15 2x4 = 4.10.15 Scale = 1:17.1 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) 0.03 2-4 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.27 Ven(TL) 0.07 2-4 780 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(R) 0.00 3 n/a We BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 17 lb FT = 20% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (Ib/size) 3=132/Mechanical, 2=266/O-4-0, 4=47/Mechanical Max Horz2=126(LC 12) Max Upltft3=-107(LC 12), 2_ 67(LC 12) Max Grav3=132(LC 1), 2=266(LC 1), 4=94(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (tb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4.10.15 oc putting. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7.10, Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psl; BCDL=6 Opsl; h=2511; Cat. II; Exp B; Encl., GCpi=0.18, MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever tell and right exposed ;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1 60 2) This truss has been designed for a 10.0 psi bottom chord live load 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 III between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 107 lb uplift at joint 3 and 67 lb uplift at joint 2. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysts and design of this truss. 7) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING- Vorah doer, ng peromorero and READ NOTES ON THIS AND INCLUDED MR'EK REFERANCE PAGE MfF7177 rov. 16=0115 BEFORE USE Desl®1 vatld lot use only vAlh W lek®conneclots. this dosl®16 basod only upon parameters shown, and Is for an 6xlMdral brkling component, not o truss system. Below use. tho IrAclnp deslgnot must vodly the aplxlcm)ilty of clo pal parameters and lrolterly Incorporate this design Into lho overall. tAAcing design. Bracing kxBcated b to rrevenl b ucaing of Individual truss web and/a Chad members only. AcklpOorwl temporary and permanent bracing MiTe k' Is always iocttfied for sk"lly aryl to pevenl collapse wllh pwai le personal it*" and propeM clarnage. For goneial guidance re jcnding the Iabntadlon, storage, delivery, erection and Iracina or tames aryl Mar systems socANSI/TPI I Quality Crllab. DSB-89 and SCSI Bulldh i; Component 6904 Porke East Blvd Safely Information avaIlaUo horn Truss Rate Instlkne. 218 N. too Sheet Su llo 312, Nexandrkt. VA 22314. Tompo. FL 33610 Job Truss ype 710650832 780285 J11I JruseACK-OPEN TRUSS t0ry 1 739768033 Job Reference(optional) Buddra FumlSourco, TonVa, Pbnl Cdy, Florida 33566 1-" 7-0-0 3x4 = 7-0.0 7.0.0 7 640 c Apr 19 2016 MTek Industries, Inc. Wed Mar 15 08:39:13 2017 Pago 1 I D:Zl7yacf f3rgf 5yObDEG68uzOU16-pts6JyK IMeuMie3Rnekjw4 us77hM50Z EyC kSh6zalkC Softie = 1:22.2 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.10 2-4 >777 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.53 Verl(TL) -0.28 2-4 >291 too BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz( L) -0.00 3 n/a We BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 24 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (Ib/slze) 3=181/Mechanical, 2=347/0.4.0, 4=83/Mechanical Max Horz 2=172(LC 12) Max Uplill3 133(LC 12), 2=-78(LC 12) Max Grav3=181(LC 1), 2=347(LC 1), 4=127(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4 2pst; BCDL=6.Opsf, h=25ft; Cal. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C lot 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 133 lb uplift at joint 3 and 78 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with Ilxed heels' Member end fixity model was used In the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - V01W dedpn peranwtdrs and READ NOTES ON THIS AND INCLUDED AMEK REFERANCE PAGE 01167473 rev. 18MMIS BEFORE USE Design valid for use only with Mllek® connectors. this design Is based only upon pmanelers shown. and Is for an Indvldual IxAding component, not a truss syslem. Before use, the building designer must verily the oppllcalAly of design paanelers and property Incogorale this design Into tho ovefdl building design. Bracing indicated Is to prevent budding of In IlMuct in= web and/or chord members only. Additional lempotary and permanenl lxockV MiTek' Is alwan roqulred for slab9gy arced to rrevent collapse with posBble p eisoral Injury arced property damage. For general guldfnce regurdirrg the fabrlcallon, storage, delivery. erection and Ixacl ng of trusses and Inns systems. seeANSI/TPl1 Quality Criteria. DSB-89 and BCSI Building Component 6904 Parke East Blvd Safety Information ovdilatle from truss Rate Inslllule. 218 N. Lee Street, Sulre 312. Alexandria. VA 22314. Tempo. FL 33610 Job ruse Truss Type Oty ply T10650833 TBO285 J12 Jack -Open Truss 1 1I 1739769034JobReference (optional) SUOMI* FbulSaurC6, Tanga, Plant Goy, M,,03 33566 r bau a Apr 1e zvrb miex vruusurec, inc. wou Hoar ie va av:w zvr r rage r I D-Z17yacf 13rgl5y0bDEG6BuzOU16-pis6JyKIMeuMie3Rnsklw4 uz_7gZ51z EyCkSh6zalkC 4.1.7 7.0.0 4.1-7 2.10.9 Scale = 1:22.4 3x4 = 3xb II 30 = 4-1-7 7-0-0 r 4-1.7 2.10.9 Plate Offsets MY)— 15:0-4-4,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Ven(LL) 0.02 1.5 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.58 Ven(TL) 0.05 1-5 999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.42 Horz(fL) 0.01 4 We n/a BCDL 10.0 Code FBC20141TP12007 Matrix) Weight: 40 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 20 SP No.3 REACTIONS. (Ib/size) 1=1138/0-8-0, 4=1008/Meehanical Max Horz 1=149(LC 8) Max Uplift I =-260(LC 8), 4=-305(LC 8) Max Grav 1=1254(LC 15), 4=1102(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-1353/250 BOT CHORD 1-5=-321/1173, 5.6=-321/1173, 4.6_ 321/1173 WEBS 2.5=-226/1279, 2.4=-1457/399 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (9) 1) Wind: ASCE 7-10: Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=2511; Cat. II; Exp B; Encl., GCpl=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed lot 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 20.0ps1 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 260lb uplift at joint 1 and 305 lb uplift at joint 4. 6) Girder carries tie -In span(s): 15-8-0 Irom 0-4-0 to 6-4-0 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 8) In the LOAD CASE(S) section, loads applied to the lace of the truss are noted as front (F) or back (B). 9) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1.3_ 60, 1.6= 291(F_ 271), 4.6=-20 WARNING - VaUy drWyn parameters and READ NOTES ON THIS AND INCLUDED NITEK REFERANCE PAGE M&7473 rev. taQMIS BEFORE USE Dew valid for ttse only wpm WleM connectors. This design Is based only upon parameters shown. and Is rid an WlvldtKl buldInO component. not a buss system. Before too. the lxjgcbV deOgnvt must verily tho ar)OIcablity of design lxsonneters and Ixop rly Incalorato IMs design Into the overdt btBdng dWgn. erachg InrAcaled Is to rxevent rwcldbng of btdNldurl to web and/or chord members only. Addlllorlal temporary and permanent Mating WOW Is (Sways iec eked la sIc"Ilty and to prevent collapse wllh possible personal k*jry and prorxtriy damage For Owvoial gu kkmo loW(ft #1e kllxicatbn, sloiage. delivery. erection and lxodng of Ines arld intss systems seeANSt/TPI I Quality Criteria. DSB-89 and #CSI Building Component 6904 Parke East Blvd. Solety Wormollon available Rom truss Plate Rtstlluto. 218 N. Leo sheet. State 312. Alexandria VA 22314. Tartpe. FL 33610 Job Truss Truss Type oty Ply 710650834 T80285 J20 JACK -OPEN TRUSS 20 1 1739768035JobReference(optional) nurroerc rucwaource, ramp3. Y0., Vey, h*,,w 4. bb ..= cu.o au. an .uusua;u, u— uu..u...o u ..,a.... cu. r ruaa . I D-Zl7yacf f3rgl5yObD EG6BuzOUl6-H30UXHLw7xODKoeeLM FyT H RAdX 9MgrpOBs U?DZzalkB 1-0.0 I •2 i 1-0-0 ON-.12 Scale = 1:6.4 2x4 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grlp DOL 1.25 TC 0.07 Vert(LL) 0.00 2 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.03 Ven(rL) 0.00 2 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No 2 REACTIONS. (Ib/size) 2=136/0-4-0, 4=-19/Mechanical Max Horz2=36(LC 9) Max Uplift2=-69(LC 9), 4=-19(LC 1) Max Grav2=136(LC 1), 4=20(LC 9) FORCES. (tb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. I- 0.131 x3.5' TOENAILS 2)- 0.131 x3.5' TOENAILS PLATES GRIP MT20 244/190 Weight: 4 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 0-8-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Opsf; h=2511; Cat. II; Exp B; Encl., GCpl=0.18; MW FRS (envelope) gable and zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed lot a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live toad of 20.Opsl on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 69 lb uplift at Joint 2 and 19 lb uplift at Joint 4. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' A WARNING- Verily dedon PWWWm and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M67473 rev. I&MMS BEFORE USE Designvalkl low tree orgy vAlh Mllel0 connectors.1111s design Is based only upon paaneters snows, and Isla an IndMdual txRdtntg component. not o bus syslem. Beforo use, the Wlalrtg destgnm must verily the cy5lAlcaIAIty of de*p paameters and poperty itcogowate thb design Into the overall building design. Racing tndlcated Is to rxevenl buclding of Individual fuss web and/or chord members orgy. Addlttonal lemporay and permanent txacing WOW Is always iequired for stabllily and to prevent collapse with ponNe personal itfuy and properly damage. For general guidance iegaalng the labwkatbn, storage, delivery. ewectlon and bracing of tames and Inns systems weANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Pork* East Blvd. Safely Information avaltabte from Truss Plate Institute. 218 N. Lee Stroot. Suite 312. Alexa irta. VA 22314. Torwp*. FL 33610 Job Truss truss type ty 710650835 780285 J21 Jack -Open Tatus I'll 1 1,39 ... 0, Job Reference(optional) Hulfools f ImlboW oo, i onpo, rum Uny, rionai dS bb . o.,v - 1w, 1. cv,v mn ee ,,,eua:,,wu. n . . .. - .. ve as .. - 1 1.11 . I D:Zl7yac 83rgfSyObDEG6BuzOUf6-H30UX HLw7xODKoeeLMFyTH R8aXysgkyOBs U?DZzalkB 4.1.7 7-0.0 4 1 7 2-10.9 Scale = 1:22.4 30 = 3xb 11 3x6 = 4-1-7 7.0-0 4-1-7 I 2.10.9 - - Plate offsets (X.Y)-- f5:0-4-8.0.1-81 LOADING(psf) SPACING- 2.0.0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.02 4.5 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.83 Vert(TL) 0.05 4-5 999 180 BCLL 0.0 ' Rep Stress Iner NO WB 0.50 Horz(TL) 0.01 4 We rUa BCDL 10.0 Code FBC2014fTP12007 Matrix) Weight: 40 lb FT = 20%6 LUMBER- BRACING - TOP CHORD 20 SP N0.2 TOP CHORD Structural wood sheathing directly applied or 4-8-11 oc puffins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=845/0-4-0, 4=1326/Mechanical Max Horz 1=149(LC 8) Max Upliltl=-213(LC 8), 4=-432(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1.2=-1442/348 BOT CHORD 1-6=-407/1236, 6.7=-407/1236, 5-7=-407/1236, 5-8=-407/1236, 4.8=-407/1236 WEBS 2-5=-33311323.2.4=-1535/506 NOTES (9) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Opsf; h=2511, Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate 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.Opsl on the bottom chord In all areas where a rectangle 3.6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 213 lb uplift at joint 1 and 432 lb uplift at joint 4. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 111 lb down and 33 lb up at 1.0-0, and 191 lb down and 57 lb up at 3-0-0. and 1334 lb down and 397 lb up at 5-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3= 60, 1-4=-20 Concentrated Loads (Ib) Vert: 6=-111(F)7=-191(F)8=-1334(F) WARNING - Vodly dealyn paremetore and READ NOTES ON THIS AND INCLUDED AN EK REFERANCE PAGE MD-7473 rev. 1693MIS BEFORE USE Design valid lot ttse only with Mllek®conneclots. Ms dosign Is lased only upon Ixltanelers shown. and Is lot an Individual bolding component not o 6im system. Beloie use, the lxlldhg doslgnei must verity the opplkalAlly of design patanoleis and lmopetly Incoq>aate Ihtt design Into the ove." btAcDV design. Bracing Indicated Is to rxovenl buckling of Individual puss wel> and/a chord members only. Additional temporary cirri Permanent bracing WOW Is always iw4Ihe0 poi slorAlly and to gevenl collorm with pou9>lo roisonal k*xy and property dmnage. Foi genetai guidance iegadi ng 0-.9 Ic ricalk>n, storage, delivery. eioctkrn and lxoctng of ktrsses orKt iniss systems. seeANSI/IPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Pmke East Blvd. Safety Information available From kuss Plato InslikAo. 218 N. lee Skeel. SiAto 312, Alex~rkL VA 22314. Torrpa. FL 33610 Job runs TFUSS Type ty Ply TIOSSO836 T80285 R01 Hall Hip Truss 1 1 739768037 Job Reference (optional) Hu4Uals P"alsoulco, I3npo, Few Gay, i1611Uo 33565 7 64U C Apt 19 2U15 M11 ok InUUC1110C, InC. W oU M31 15 08:39:15 ZU17 V090 1 I D: Zl7yacf f3rgf 5yObD EG6BuzOU 16-IF_skdMYuF84yyDgv3mBOVzBawl BZ8iXOV DZI?zalkA 1-0-0 7-" 10-5.8 14.2.8 1-0-07-" 3-5.8 3.9.0 5x6 = 30 = Scale a 1:26 3 2x4 = 3x6 = US = 7-" 14.2.8 7. n.n 7.9.A Plate Offsets MY)-- 16:0-4-8,0-1-81,17:0.3-8,0.3-01 LOADING ( psf) SPACING- 2.0.0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.09 2.7 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.89 Vert(TL) 0.36 6-7 452 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.66 HOrz(rL) 0.05 6 We n1a BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 63 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.1 *Except* TOP CHORD 3. 5: 20 SP No.2 BOT CHORD 2x4 SP No-2 BOT CHORD WEBS 2x4 SP No 3 REACTIONS. ( lb/size) 2=108210-8-0, 6=1302/Mechanical Max Horz 2=123(LC 4) Max Upli112=-372(LC 4), 6=-428(LC 4) Max Grav2=1082(LC 1), 6=1355(LC 18) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-3=-2521/649, 3-4=-2282/655 BOT CHORD 2.7=-65312312, 6-7=-573/1569 WEBS 3-7=0/512,4.7=-11B/853,4.6=-1797/698 Structural wood sheathing directly applied or 3-0-5 oc pudins, except end verticals. Rigid ceiling directly applied or 7-1-0 oc bracing. NOTES- ( 11) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=2511; Cat. II; Exp B; Encl.. GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psl bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Ops1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 372 lb uplift at joint 2 and 428 lb uplift at joint 6. 7) Girder carries hip end with 0.0-0 right side setback, 7-0.0 left side setback, and 7-0.0 end setback. 8) ' Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 685 lb down and 161 lb up at 7.0.0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) ' This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1.3_ 60, 3.5- 133(F=-73), 2-7= 20, 6-7- 44(F=-24) Concentrated Loads (lb) Vert: 7=-513(F) A WARNING - Verify dssl8n peramston and READ NOTES ON THIS AND INCLUDED NITEK REFERANCE PAGE M&7473 rov. I&V=IS BEFORE USE DoOgn valkl lor urso only with Mnek® connectors. Us design Is based only upon paianeters shown. and Is loi an Individual UUOding component not a huss system. Befoie use. the I>tAk*)g doslgnei must verity the c"Alcablily, of design txbameters and prolxnly Incoiporote ihlt design Info the oveldl blDUng design. Bracing fn Acated Is to proven) bucldlrQ of kKgvkW buss web and/or chord members only. AddOonFl temporary and penmOrml bracbng WOW isalwaysieglliedImslub011yarxJtopievonicollapsevAlhpossfblopersonaltnpeyarxJproperlydamage. For goneial gukknce ielJaCanlg the labilcotlon. storage, delivery, eiocllon and biocing of tnrsses and Inns systems smANSI/iPl1 Quality Cdlenlo, DSB-89 and SCSI Building Component 6904 Ponke East Blvd Safely IMormOeon avtilabro liorm Russ plate ftlilute. 218 N. Lee Street, Suite 312 AJexcmdrks, VA 22314. Tarnpo. FL 33610 Job T runs Truss Type 0ty ply T10650937 T80285 R02 HallHip Truss 1 tI 1739760039JobReference (optional) budaars 1 tlasis ico, l servo, 1-1.9ar cdy, e-e0110. Jabbb r 0 U s Xpr l e Zw o ... e[ I.Uusums, M. -0. — —.. —.0 dui / age , ID:Zl7yacff3rglSyObDEG6Buz0U16•IF skdMYuF84yyDgv3mBOVzEZwNiZ4SXOVDZI?zalkA 1-0-0 7.2.7 9.0-0 + 14.2-8 1-0-0 7.2.7 1.9.9 5-2-e 3x4 = Scale = 1:26.4 30 11 34 = 20 11 3x6 = 7.2.7 9-0-0 14.2-8 7.2.7 + 1-9.9 + s•2-a Plate Offsets (X,Y)-- 4:0-2-0,0-2-131 LOADING(psl) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.07 2-7 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 SC 0.54 Vert(rL) 0.17 2-7 963 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.94 Horz(TL) 0.03 6 n/a rVa BCDL 10.0 Code FBC2014/fP12007 Matrix) Weight: 62 lb FT = 20% 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/size) 2=633/0-8.0, 6=545 Mechanical Max Horz 2=152(LC 8) Max Uplift2=-219(LC 8), 6=-175(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1038/251 BOT CHORD 2-7=-310/922, 6-7=-310/922 WEBS 3-7=0/317, 3-6=-928/312 Structural wood sheathing directly applied or 5.1.2 oc puffins, except end verticals. Rigid telling directly applied or 10-0-0 oc bracing. NOTES- (8) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25fh Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psl on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 219 lb uplift at joint 2 and 175 lb uplift at joint 6 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' A WARNING - Verify dusfyn peremetere and READ NOTES ON THIS AND INCLUDED NrrEX REFERANCE CAGE 01167473 rev. IOMW I S BEFORE USE Design vatkf for use only with M1100 conneclors. Ihh design Is based only upon paametets shown. and Is lot an 6 KH"tat "ding comporenl. nor a truss system. Befae use. the Irilding designer must verity the areiAlcalAlty of doslgn 1>amnetets and peol"ly Incorrwrale Ihk cosign Into the overeat, building design. Bracing Indicated Is to prevent brekUftg of ind K4ducd buss web and/or chord members only. Additional lempaay and permanent bracing WOW 6 ciways lectiAed low stability and to povenl collt>nse wllh possiblo personal rVury and property danage. For general guidance fegarWlg the fabrication, storage. dollvery. orecion and bfaeing of misses and In=systems seeANSI/1PII Quality Criteria. DSB-89 and SCSI Butiding Component 6904 Parke East Blvd. Safety Information available from Was Plate trntltute. 218 N. too Street. Sullo 312. Atorraredda. VA 22314. Tampa. FL 33610 Job I russ Truss Type oty T10650838 T80285 R03 Special Truss 1 t 739768039 Job Reference (optional) Bwldotc FeclSousco, Tanpa, Pbnl Gay, Fb6do 33566 7.640 c Apr 19 2016 M1ok Io006bI4c, Inc. Woo Mal 15 08 39.15 2017 1,694 1 I D:Zl7yacf t3rgf SyObD EG6BuzOU16• DSYEyz NA1ZGxZ6oOSmHOYIW O2Kekl aYge9z6H Rzalk9 16.4-0 0.8-0 -030-0.0 31-0.0 68. 4.o 5-" 1-0.0't- 06- 9.14 310-02 I -00 4-0 Scale a 1.54.4 4x6 = 3x6 _ US = 4x6 = US = 20 11 3x4 = 10.8- 0 164-0 21-0-0 25-0-0 298-0 3Q-0-0 PlateOffsets ( x1)-- 12:0.2.0.0-1-81,17:D-3.0.0.2-01 LOADING (psi) SPACING- 2.0.0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20. 0 Plate Grip DOL 1.25 TC 0.52 Veri(LL) -0.18 13-16 >999 240 MT20 244/190 TCDL 10. 0 Lumber DOL 1.25 BC 0.87 Veri(fL) -0.49 13-16 >516 180 BCLL 0. 0 ' Rep Stress Incr NO WB 0.75 Horz(TL) 0.03 8 n/a n/a BCDL 10. 0 Code FBC2014ITP12007 Matrix-M) Weight: 154 Ib FT = 20%* LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 *Except' 8-12: 2x6 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4.9-6 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (Ib/ size) 2=812/0-8-0, 11=2642/0-8-0, 8=467/0.8.0 Max Horz 2=-111(LC 9) Max Uplif12=- 1 97(LC 8), 11=-818(LC 9), 8=-190(LC 9) Max Grav2= 812(LC 1), 11=2789(LC 15), 8=514(LC 16) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-1026/238. 3.4=-738/171,4.5=-752/160, 5-6=-165/708,6.20=-165/708, 7-20=- 165/708, 7-8=-687/220 BOT CHORD 2-13=-213/845, 12-13=-49/503, 11-12=-49/504, 11-21 =- 130/537, 10.21=-130/537, 8-1 0=- 138/579 WEBS 4- 13— 31/411, 7.10=-148/723, 6.11=-343/223, 7.11=-1291/443, 5-13=0/260, 3-13=- 333/246, 5-11 =- 1370/378 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsl: h=2511; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS ( envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf 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 197 lb uplift at joint 2, 818 lb uplift at joint 11 and 190 lb uplift at joint 8. 7) Girder carries hip and with 5.0.0 right side setback, 22-0-0 tell side setback, and 5.0-0 end setback. 8) 'Semi - rigid plichbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 9) Hanger( s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 325 lb down and 91 lb up at 25-0-0, and 1430 lb down and 401 lb up at 22-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE( S) Standard Continued on Daae 2 Q WARNING - Velffy doOgn parameters and READ NOTES ON THIS AND INCLUDED MHEK REFER.4NCE PAGE MR-7473 rev. M113,1015 BEFORE USE Design valld lot use only wllh Mllek® connectors. This design Is based orgy upon paaleters shown, and Is lot an Indlvidud building component. not wt o klmsystem. Beloto use, the IxAcling designer must verily the a1:1BcalAity of design paanoters and plopetly Incotpotote W& closlgn Into the ovetalt Inkling design. Bracing kWlcoted is to prevenl bucldbV of individual (russ wol> and/ow chord members only. Addl0onal lemporary and permanenl b>rachV MiTek' It alwaysteclnerodlowsk"Ilty and to prevent cdlaOxe w"h posWo petsonti"aKd properly danage. For genewl gtkkmet regatlkng the Ic"Icallon, storage, delivery. etocilon axl bxaclrV of kussees oncd kltss syslems, seeANSI/TPI I Quality Criteria. OSB-89 and BCSI Building Component 6904 Pawke East Blvd. Safely Irgamation ov(ACAAO horn truss Plalo institute. 218 N. Lee Stroet, Sidle 312. Alexandria. VA 22314. Tempo. FL 33610 Job T ruse Truss Type 0ty Ply T10650838 T80285 R03 SpeciolTruse 1 1I 1739768039JobReference lional Guuuals 1'IMIhourco, ISnipe. Few Goy, Ylorroe 3:1b6B r 64u c APr lu zul6 Nor ek rnowsmes, me woo m r l b utl::iwib zul r vage z I D:Zl7yacff3rgt5yObDEG6Buz0Uf6-DSYEyzNAIZGxZ6o0SmHOYiWO2KeklaYge9z6HRzalk9 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-60, 4-5=-60, 5-20=-60, 7-20=-95(F=-35), 7-9=-60, 14-21=-20, 10-21=-32(F— 12), 8-10= 20 Concentrated Loads (lb) Vert: 10=-233(F) 21= 1027(F) A WARNING - verify doogn penmeten and READ NOTES ON THIS AND WCLUDEO MrrEK REFERANCE PAGE MD.7473 rev. 10CM15 BEFORE USE, Design valid for use only with MITekV connectors. This design Is based only upon paaneton shown. and Is for an 6xlMdual building component, not a hrm system. Before use. The 1lllldng designer must verily ttto of1111loolAlly, of design, paramoters and poperly Incorporalo Ihh design Into Iho overall Iu9dng design. hating Indicated Is to prevent buckling of kldlAdurd truss web and/or chard members only. Addillonal ternporay, and permarwnl bating MiTek' Is always regrlrod lop stoWily and to prevent cdlgne with possble personal Infury axf properly danage. For general gukksae regadhg the tabrk:allon storage. delivery, erection and brocing at trusses and Irtm systems. soeANSIffPl I Ouallty, CdtaAo, DSB-89 and SCSI building Component 690e Porke Easl Blvd. Safety Information avallaMe from Truss Plate Institute. 218 N. Lee Street. Sulle 312, Alexandria VA 22314. Torrpo. FL 33610 Job IF Fuss Fuss ype ryPly T10650939 T80285 R04 Common 2 t 1739768040JobReference (optional) Suddois FostSouree, Tanp3, ROM Coy, Fbnda 33566 7.640 a Apr 19 2016 Motek rnUUC111e8, InC. WaU M31 15 08 39:16 ZW7 1,390 1 ID:Zl7yacft3rgi5yObDEG6BuzOU16-DSYEyzNAIZGxZ6o0SmHOYiW RgKd6liVgegz6HRzalk9 1 0 0 6.9.13 10.8-0 14.6-3 21.4.0 1-0-0 6.9.13 3-10.3 3.10.3 6.9.13 Scale = 1:38.3 4x6 = Ig 34 = 5x8 = 3x6 = 10-8-0 21.4-0 10.6-0 10.8.0 Plate Offsets (XY)-- 12:0.2-0.0-1.81,16:0.2.0.0.1.81,17:0.4.0.0-3-01 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) 0.16 7-10 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.91 Vert(TL) 0.44 7.10 586 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.24 Horz(TL) 0.04 6 n/a n1a BCDL 10.0 Code FBC2014lrP12007 Matrix-M) Weight: 91 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 6=853/0-8-0, 2=914/0.8.0 Max Horz2=121(LC 12) Max Uplift6=-194(LC 13), 2=-224(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-1271/299, 3.4=-977/230, 4-5= 977/229, 5-6=-1271/300 BOT CHORD 2.7=•277/1063, 6.7=•176/1064 WEBS 4-7=-117/642, 5-7=-336/252, 3-7=-335/251 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-8-4 oc purllns. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (7) 1) Unbalanced root live loads have been considered for this design. 2) Wind. ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opst; h=25fh Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Intedor(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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.Opst on the bottom chord in all areas where a rectangle 3.6.0 tall by 2.0.0 wide will lit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 194 lb uplift at joint 6 and 224 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with lixed heels' Member end fixity model was used In the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING • Pei07 detign peremrron and READ NOTES ON THIS AND INCLUDED M77EK REFERANCE PAGE 111I14473 rov. 160310/6 BEFORE USE Design vaikt for use only vAlh kNlek® connectors. this design is based only upon paarnoters shown, and Is lot an Individual building component, not a 0uss system. Below use. the building doslgnei must voilly the af3AIcobdIIy of design lxvameteis and IroPotly Incoriwroto this design Into the overall building design. Baca ng Indicated Is to prevent budding of Individual truss web and/a choid members only Adds lonal lemwm and permanent Gaclrng WOWIsulvmysiwfuledfoxstabilityandtopreventcollgnevAlhpossiblepersonaltryaixdpioperlyakanage. Fa general guidance iegaaing the rabrlcotbn. storage, delivery, eiectlon and bxachng of tames and inm systems seeANSI/iPI I Quality Cdlodo, OSB-89 and SCSI Building Component 6904 Parke East Blvd. Solely InloimaMon available horn lnas Plate Institute. 218 N. Lee Street. Salto 312. Alexandria, VA 22314. Tornpa. FL 33610 Job T russ Truss Type oty Ply T10650840 T80285 ROS Common 6 1 17397680,11 Job Reference(optional) aUUrle14 FIIc1Sourco, 13,TV3, FROM COY, 1,I0II03 33b66 1.64V G P4)I 1M C1.01G MOP OF InU1141r104, IM WOO I I 15 Ua:JM:I P ZVl P Y390 1 ID:Zl7yacH3rgf5yObDEG6BuzOUf6-he5c9JNoOsPoBGNCOUpf5w3cTkzN 19mgtprfquzalk8 1 0 0 1 6.9.13 1 10.8-0 148-3 21.4-0 . 22.4-0 , r t-0-0 6.9-13 3.103 3103 6-9-13 Scale = 1:38.4 4x6 = Us = 5x8 = 3x6 = 10•B-0 i 21.4-0 ln.A. n 1171651-n Plate Offsets (XY)-- 12:0.2-0,0-1-81,16:0-2-0,0-1-81,r8:0-4-0,0-3-01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) 0.16 8-11 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.91 Vert( L) 0 43 B-11 593 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.24 HOrz('TL) 0.04 6 n/a We BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 93 lb FT = 20% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 WEBS 20 SP No.3 REACTIONS. (lb/size) 2=913/0-8-0, 6=913/0-8-0 Max Horz 2=-111(LC 17) Max Uplilt2=-224(LC 12), 6=-224(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1269/299, 3-4=-976/229, 4-5=-976/229, 5-6=-1269/299 BOT CHORD 2-8=-267/1062, 6-8=-164/1062 WEBS 4.8=-117/640. 5.8— 335/252, 3.8— 335/251 BRACING - TOP CHORD Structural wood sheathing directly applied or 4.8.7 oc puffins. BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Opsf; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 224 lb uplift at joint 2 and 224 lb uplift at joint 6. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." 0 WARNWO - VsPffy docfgn pon~om and READ NOTES ON MIS ANDWCLUDED MIYEK REFERANCE PAGE M67R3 rev. I&M MIS BEFORE USE Deslgn vdld la use only wlan MlleM connectors. lnls design K based only upon paaneters shown. and is la m IndMduol building compononl. not a huss system. Below use. the Ixildbng designer must vedly the arrdesign Alcablifyofdesnriaanelers and popnly hcogwrale this design Into the overdl building design. Bracing Indlcaled Is to prevent buckling of Individual Inns web and/a chord member only. Addtlonal temporary and permanent bracing MiTek' It dways rogrired la stablllty and to pevenl cdlapw wllh possMe personal injury and pop erty damage. Fa getwrd guidance reyading One labslcatkln storage. deltvory. eiecilon aril txaclnp of tames and Iniss systems smANSI/iPI I Quality Criteria, DSB-69 and SCSI Bublding Component 6904 Parke East Blvd Safely IMormation available horn buss Plate Insllluie. 218 N. lore Street. Suite 312. Alexandria. VA 22314. Torrye, FL 33610 Job Truss Truss Type Oty Ply T10650841 760285 R07 Hip Truss 1 1I 1739768042JobReference (optional) uUlrOere Froosoupce, ramps, 1,13M Goy, Mituo 33555 r 6410 U APO le:Vlb MOO eK InVUSUMS, I= WOO Mm 10 Vs..Waa ZVI / V090 1 ID:Zl7yacf r9rgf 5yObDEG68uzOU16-gqf?MfORBAXIpPyPaBKud7bfASL 7mbfz6TSDMKzalk7 It1.0 -0 7-0-0 8 8-0 15.8.0 o 7-" 1.8-0 7-" Scale = 1:29.5 5x6 = 5x6 = 30 = 3x6 II 3x6 II 30 = 7-" B-B-0 15-B-0 7-0-0 t.A-0 7-0-0 Plate Offsets (X,Y)-- 12:0.0.12,Edgel,f3:0.3.0,0.2.01,[4:0-3-0,0-2-01,15:0-0-12,Edge] LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.13 2-8 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.81 Vert(TL) 0.28 2-8 663 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.27 Horz(TL) 0.06 5 n/a We BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 62 lb FT = 20% LUMBER - TOP CHORD 20 SP No.1 'Except' 3-4: 20 SP No.2 SOT CHORD 2x4 SP No.2 WEBS 20 SP No.3 REACTIONS. (Ib/size) 2=1281/0.4-0, 5=1281/0-4-0 Max Horz 2=-77(LC 13) Max Upllil2=-398(LC 8), 5=-398(LC 9) Max Grav2=1367(LC 15), 5=1367(LC 16) FORCES. (ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2476/665, 3-4=-2075/614, 4-5=-2476/665 BOT CHORD 2.8=-521/2154, 7.8=-516/2120, 5.7=-523/2156 WEBS 3.8=-183/865,4-7=-183/865 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-10 oc pudins. BOT CHORD Rigid ceiling directly applied or 7.9.12 oc bracing. NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.0psf; h=2511; Cat. II; Exp B; Encl., GCpl=0.18, MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 398 lb uplllt at Joint 2 and 398 lb uplift at Joint 5. 7) Girder carries hip end with 7.0.0 end setback. 8) 'Semi -rigid pitchbreaks with lixed heels' Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 715 lb down and 200 lb up at a-e-0, and 715 lb down and 200 lb up at 7-0.0 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) -This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Veil: 1-3=-60, 3.4=-133(F=-73), 4.6=-60, 2.8=-20, 7.8=-44(F=-24), 5-7=-20 t;ominueo on pace e WARNING- Vedfy design pammofen/ and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE 6194473 rev. I&MMIS BEFORE USE Design vaild for the orgy vAth WOO connoctors. INs design Is based orgy upon parameters shown. and Is for an Individual building component, not a truss system. Before use. the building doslgr om must verify the applicability of deslgl poramelom and poMrty I ncoipoiato this design Into ltno overc4l building design. Bracing Indicated Is to peveni bucldi ng of Individualividual hues web and/or chord members orgy. Addillorwil temporary and permanent bating WOWIsalwaysrectukedWstabilityandtopreventcdlcZnewllhpossiblepersonalIniuryandpopeAydanoge. Fa gonerd guld nce regad1rQ the labrlcalbn. storoge. delivery, erection and tlrocing of trusses and iniss systems. seeANSI/1PI I Quality Criteria, DSB-09 and SCSI Building Component 6904 Parke East Blvd. Safely Information avdlable troin truss Plate Inslitulo. 218 N. Lee Streel. Stdte 312, Alexandria. VA 22314. Tempo. FL 33610 Job Truss Truss Type ty ply T10650841 TB0285 R07 Hip Truss 110 t1 1739768042JobReference Donal tsuouorc ructsource, iampa, rum cny, r101.ua aJsabb LOAD CASE(S) Standard Concentrated Loads (Ib) Van: 8=-513(F) 7=-513(F) bav u nps - -Ia "I bR muucnoc, vc. I D:D7yacf 13rgf 5yObDEG6Buz0U16-gqf?MIOR BAXf pPyPaBKud7bfA8L 7mbfz6TSDMKzalk7 Q WARNING - Varna dearpa Para (.* and READ NOTES ON TN/S AND INCLUDED 0W1TEK REFERANCE PAGE N67473 rev, 1OV3901S BEFORE USE Design valkd for use only vAth Mllek® conneclors. This design is based only upon paamelers shown, and Is for an Individual building component, not MFobusssystem. Before use. the IAAcing designer must verify the op111Bcd181ty of design p ocimeters and properly Incorporate Inds design Into the overall cling design. Bracing indicated Is to prevent buctdtng of Individual truss web and/or chord members orgy. Addlllond lemWc" and p mTKN)onl lxacbng MiTek' Is always rec4bed for sWb811y (m d to prevent collapse with posBAe personal knlay and property cRnnoge. for g:ncrd guidance regadbng the Ic"Icatbn, storage. delivery. erection taxi bracbng of tnrsescInd In=systems. seeANSVIPII Qualify Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Solely Information avallotAo born bus Role institute, 218 N. Lee Street, Sidle 312. Alexancdrki VA 72314. Tampa. FL 33610 Job Truss Truss Type 0ty Ply T106SD842 780285 R08 COMMON TRUSS 4 t1 1,397"" Job Reference Ronal BWIdois Fb C15oUICa, T511VO, Plant Coy, FIOIid3 33566 7 640 o Apr 19 2015 Mil ek rnUUSirIOC, InC. W OU MiU 15 09:39:19 2017 V390 1 ID: Zl7yacf f3rgf 5yObD EG6BuzOUf 6.9gf 7MfORSAXfpPyPaBKud7bfk8N E mdbz6T SDMKzalk7 1-0-0 7.10-0 15-8-0 100.0 i 7.10-0 f 7.10-0 Scale = 1:28.7 4x6 = l 0 3x6 = 20 11 3x6 = LOADING (psi) SPACING- 2.0.0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2014/TPI2007 LUMBER - TOP CHORD 20 SP No-2 BOT CHORD 20 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=615/Mechanical, 2=69004-0 Max Harz 2=93(LC 16) Max Uplift4=-137(LC 13), 2=-172(LC 12) 7.10.0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TC 0.89 Vert(LL) 0.13 4-5 >999 240 MT20 244/190 BC 0.68 Ven(TL) -0.29 4-5 >636 180 W B 0.14 Horz(TL) 0.02 4 We We Matrix) Weight: 57 lb FT = 200b BRACING - TOP CHORD Structural wood sheathing directly applied. 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 2.3=-895/181, 3-4=-892/176 BOT CHORD 2.5=-95l703, 4-5=-95(703 WEBS 3-5=0/375 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Opsf; h=2511; Cal. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6.0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 137 lb uplift at joint 4 and 172 lb uplift at joint 2. 7) 'Semi -rigid pilchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNING- Verdy dedyn paromoton end READ NOTES ON THIS AND INCLUDED NrfEK REFERANCE PAGE A 67473 rev. 1003MI S BEFORE USE Design valkl for use only with MIIeM connectors, lids design Is Ixctsed only upon parameters Mown. and Is to an hxlh4tlud Ixdding component. not o huss system. Bolore u so. the Ixilc1bV deslgnw must verily fho opplkalltilty of deslgn paraineteis and Ixopelly Incorpoato hh dostgn Inlu the overall bu0dng design. IAachg Indicated Is to prevent buckWV of IndNklurE truss web and/ot chord members only. Additional temporary and permanent Ixachg WOW B always iwfulied for sfab8ny and to prevent collapse wnh posdi -Ie personal hpey and property damage. For general guidance regasdlng the kMOcatlon, storage. delivery• emctlon and bracing of Ines and IF= systems seeANSI/IPI I Quality Criterlo, DSB-89 and SCSI Building Component 6904 Parka East Blvd. Safely information oval"e boon huss Plato InstilhAo, 218 N. Lee Sheol. Sulle 312. Alexandria, VA 22314. Tampa. FL 33610 Job Truss rush ype ry T10650843 T80285 ROO Hip Truss 1 1 739768044 Job Reference(optional) BUM= Y.rII1boulco. r*"Vo. ran] l.ay. Fdtlraa 3:Abb , w,v a ryr..n IV,o mn ea V,uvuvgs, nc .. U-,.V Vo. ou ay., r:,V... ID:Z17yacft3rgf5yObDEG6Buz0U16•d1 DNa?P3yUNVOZXb8vr7ALBrAYgEVuy7L7Bmumzalk6 rt-0-0 3.114I 124-9 1 t7.7.7 23-00 I 26-0.12 I 30-0-0 1-00 1-00 3.114 3-0•t2 5.4-9 52.13 5.4-9 34}12 3.114 t-0-0' M THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 6x8 = 4x10 = 20 II 8x10 = 20 Scale a 1:53.5 20 3 2xd 8 US - 4x10 = 7xl4 MT20HS = 6x8 = 30 = 4x10 = 20 11 LOADING (psf) SPACING- 2.0.0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.30 12.14 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.82 Vert(TL) -0.75 12-14 >478 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.90 Horz(rL) 0.15 9 n/a Na BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 188 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. 4.7: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-10.1 oc bracing. BOT CHORD 2x6 SP 240OF 2.0E WEBS 1 Row at mIdpt 5.15 WEBS 20 SP No.3 REACTIONS. (Ib/size) 2=2163/0.4.0, 9=2687/0-8-0 Max Harz 2=76(LC 8) Max Upli112=-420(LC 5), 9=-509(LC 4) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4339/914, 3.4=-4154/885, 4-5=-3763/822, 5.20=-6735/1446, 6-20=-6735/1446, 6.7=-6740/1448, 7-8=-5342/1078, 8.9=-5510/1104 BOT CHORD 2-15=-814/3855, 14-15=-1292/5981, 13-14=-1292/5981, 13.21=-1292/5981, 12-21=-1292/5981, 11-12=-881/4793, 9-11=-940/4899 WEBS 4-15=-281/1621,5-15=-2708/687,5.14=•85/572, 5-12=-152/955. 6.12=-747/322, 7-12=-608/2373, 7.11=-64/741 NOTES- (11) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf,, BCDL=6.Opst; h=25fl; Cat 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever Jett and right exposed, Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0pst on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 420lb uplift at joint 2 and 509 lb uplift at joint 9 8) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 513 lb down and 153 lb up at 23-0-0. and 1102 lb down and 328 lb up at 15-8-0 on bottom chord. The deslgnIselection of such connection device(s) Is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) -This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Continued on Daae 2 A WARNING • Vadly dedgn paromslon and READ NOTES ON THIS AND INCLUDED MrTEN REFERANCE PAGE Ma•7473 ray. /9MMIS BEFORE USE Design vaikl for use only w101 Mllek®conneclors. INs deslgn Is based only upon paramelers shown. and Is for an individualividual building component, not a buss system. Below use. Ohs Ixtlldlng designer must verity the q„pIlcolA11y of design paiameters and piopedy bncorlxxate 0nk design Into the overall tALding design. Bracing bldicated Is to prevent bucgtng of IndNklual truss web and/or chord members only. Additional lemponary and permanent Ixaabg MOW Is always regnAred Ion slabli ly and to prevenl collapse wllh possible porsondd bnpny anJ properly damage. for genetal guidance regaxdtng Ito faixlcallon, storage, delivery• erection and lxacbV of Kisses and inns systems, seeANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Perks East Blvd. Safety IMormotlon available born bliss Rate institute, 210 N. lee Street, Suite 312, Alexambla. VA 22314. Tampa. FL 33610 Job Truss T runs Type oty ply T106SD943 T80265 RO9 Hip Truss t 1I 1739768044JobReference (optional) Buddoic FuclSource, Ta,YV3, Fbnl Goy, Fbrrd3 33566 7 540 C Apr 19 Z015 Mriek InOusfitas, Uc. W*U Moo 15 U6'39.19 ZU77 vage z I D:Zl7yaclf3rgf5y0bDEG6Buz0Ut6-d I DNa?P3yUf W OZXbBvr7AL8rAYgEVuy7L7Bmumzalk6 LOAD CASE(S) Standard Uniform Loads (pit) Vert: 1.4_ 60, 4-20= 60, 7-20=-133(F_ 73), 7-10= 60, 2.21=-20, 11-21— 45(F_ 25), 9-11=-20 Concentrated Loads (lb) Vert: 11— 513(F) 21= 1102(F) Q WARNING - VeNIy design Peremotms and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE NO.7473 ray. IM31015 BEFORE USE Design valid lot rise only with Mltek® connoclas. Inls design Is based only tlpon parameters sfnosvn, and Is for an Individual 1xRding component. nil a buss system. Before use, the IxAdnp designer must verity the alHw cfiAlly of design I>mameters and IxrilWy Incollorote 9nit design Into the overW IxAdrnp doslgn. boci ng Indicated Is to rxevent Ixrck161g of Individual fora web and/or chord members only. Additional Iemloray, and permanent broth g MiTek' is otwoo reWied for stab0tty ad to prevent cdktpse wtlh pos5"e persorxl I1Asy and poperly danage. For gemiai grldance regadng the Ialxk:ation, storage. delivery. ereetton and bxncing of Ines and Iran systems seeANSI/rPl1 Quality Criteria, DSB-89 and IICSI Building Component 6904 Pork* East Blvd Safety Information avallable born Trim Rape Institute, 218 N. toe Street, SrAe 31Z Alexandria, VA 22314. Torrnpo, FL 33610 Job runs TFUSS Type Oty T106508N 780285 R10 HIP TRUSS 2Ply 1 Job Reference(optional) Job fer 9udd010 FaCISOdrta, ranp3, rum LAY, molluo J;Ube ^P. ' ; ^"' -" .,y„ ID:Z17yacf13rgf5yObDEG6BuzOUf6-dt DNa?P3yU1WQZXb8vr7AL8wKYh9V_37L7Bmumzalk6 6-6.6 1-0-0 I I"_0 60- 0 250 1 300-0 1-0 6.6.6 9310 6-0-0 0 2.5o 9- 0-00' Scale = 1:53.5 4x6 = 3x8 = 4x6 = 3x8 = 3x4 = axe = 3x6 = 3x6 = 2x0 11 LOADING (psi) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014lrP12007 CSI. TC 0.45 BC 0.76 WB 0.51 Matrix-M) DEFL. in (loc) Well Ud Vert(LL) -0.12 10.19 >999 240 Vert(rL) -0.35 10-19 >999 180 Horz(TL) 0.11 8 n/a nta PLATES GRIP MT20 244/190 Weight: 148 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.8.15 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-6.8 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/slze) 2=1260/0.4.0, 8=1260/0-4-0 Max Horz 2=96(LC 16) Max Uplilt2=-242(LC 12), 8=-242(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-2046/450, 3-4=-1832/427, 4.5=-1616/396, 5.6_ 1616/396, 6.7=-1832/427, 7-8=-2046/449 BOT CHORD 2-13=-334/1753, 12-13=-372/1944, 11.12=-372/1944, 10.11=-372/1944, 8-10=-314/1753 WEBS 4.13=-94/596, 5-13=-496/193, 5-10=-496/193, 6.10=-93/596 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25fh Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide will lit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 242 lb uplill at joint 2 and 242 lb uplift at joint 8. 7) 'Semi -rigid pilchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component lot any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' A WARNING - Veft dedgn parameters and READ NOTES ON THIS AND WCLUOEO IMREK REFERANCE PAGE ND•7473 rev. IGV3,2015 BEFORE USE Design vaiid too use only with MlleM connectors. ills design Is based only upon parametersshown, and Is lop an indi"wl LAAdbV component. not a truss system. Below uso. the balding designer must verily Iho opPllco1)1lty of design paanolors and poperly htcorpaato this design Into the over", building design. Racing Indicated Is to prevent buckfing of IrxfNkMd buss web and/or chard members only. Additional temporary and permanent Machig MiTek' Is always regWred for skitAlly and to prevent concrAo with possRAe pers0nol k#oy and property ddmniye. For general gui lance regadng the 6904 Parka East Blvd. fabrlcallmstorage. delivery. eoectlon oW bracing of inrsses and in= systems. seeANSI/IPI I Quality Cdtedo, DSB-89 and SCSI Building Component Tompa. FL 3361D SafetyInformationav(Ac"o han truss Plate Institute. 210 N. Lee Sheol. Suite 312. Alexandria. VA 22314. Job Truss Truss Type ty ply T10650845 T80285 Rlt HIP TRUSS 2 tI 1739768046JobReference (optional) burrUOIS rUslbowco, r anpa, rum l:ny, rxHrea s[Ubb r. 9V 4 P. 1 V dw o ... C. fnouS pas, — wou rplar ro ua— to tui 1 rayo i ID:Zl7yacH3rgf 5y0bDE G68uzOU16.6DninL0NnnN2j6nhcMMiYgzlxzdE XmGZnxK0Czalk5 i l•O-0I 7.6.0 11-0.0 19-0-0 22.6-0 30-0-0 1-0.0 1.0.0 7.6-0 3 6 O 8.0.0 3$-0 7.6-0 1-0-0' Scale = 1:53.5 11000 MT18H= 2x4 // lOx10 MT18H 2 30 = 4x6 = 30 = 3x6 3x6 i 10-0.0 11-0Cj 19-" 0 Ot 30-0-0 I ln-0.0 1.0.o n.0.o 1-0-0 104M Plate Offsets (XY)-- 12:0.2-9,0.1.81,19:0.2.9,0.1.81 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Wait Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0,99 Ven(LL) 0.54 11-13 672 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 1.00 Ven(TL) 1.14 11.13 316 180 MT18H 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.16 Horz(TL) 0.08 9 n/a rVa BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 136 lb FT = 20% LUMBER - TOP CHORD 20 SP N0.2 'Except' 4-7: 2x6 SP N0.2 BOT CHORD 20 SP N0.2 *Except' 2.12: 2x4 SP No.1 WEBS 2x4 SP N0.3 REACTIONS. (lb/size) 2=1260/0-4-0, 9=1260/0-4-0 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 1.4-12 oc bracing. Max Horz 2=113(LC 12) Max Upllll2=-264(LC 12), 9=-264(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2.3=-1902/399, 3-4=-1701/391, 4.5=-1531/376, 5.6=-1337/375, 6.7=-1531/376, 7-8=-1701/392, 8-9=-1902/399 BOT CHORD 2-13=-294/1596, 13-20=-189/1337, 12-20=-189/1337, 12-21=-189/1337, 11.21=-189/1337, 9.11_ 256/1595 WEBS 5-13=-861432,6-11=-88/428 NOTES- (9) 1) Unbalanced root live loads have been considered for this design. 2) Wind, ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4 2ps1; BCDL=6.Opsf, h=25ft; Cat II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & 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.Opsl 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 264 lb uplift at joint 2 and 264 lb uplift at joint 9. 8) 'Semi -rigid pilchbreaks with Iixed heels' Member end fixity model was used In the analysis and design of this truss. 9) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - Yearly desryn parmna re end READ NOTES ON THIS AND INCLUDED NrTEK REFERIINCE CAGE NO.7473 rov, MIMW IS BEFORE USE. Design valkl for use only with MneM connoctom This design Is lased orgy upon parameters shown, and Is for an Individual IxAdbV component, nDl wtahtassystem. Before uso. the IxLdh p doslgner must verity the appllcabIly of design paamelers and properly Incorswrale tilt design Into Iho overall lxBdrlg design. Bracing Indicated Is to Ixovent Ixxldblg of Individual tons web and/or chord memtxns only. Additional temporary and permanent Ixactng MOWIsalwaysreyrlredlastabilityandtopreventcollapsewllhpow1lepersonalk#" arxJ properly damage. For general guldonco regarding Me k bfic-allon. storage. delivery, erection and bracing of htnses orld tnrss systems wANSI/IP11 Quality Criteria, DSB-89 and SCSI butlding Component 6904 Parke East Blvd. salty Information available from truss Plate InsilhAe, 218 N. lee Street, Suite 312, Alexandria, VA 22314 Tango, FL 33610 Job Truss puss ype ry Ply TIOSSO846 T80285 R12 HIP TRUSS 2 1I 1,3976604, Job Reference(optional) aUdOOIS FUSISOUICO, idlmpe, Velnl Goy, FI01.05 33555 7 540 S API 19 ZU15 Mllek MOUS111e0, Inc WOO M31 15 U6'3921 ZU11 VOge 1 I D: Z17yacf t3rgt5yObDEG6BuzOU16-aPL77hOJ75vEgth_FKtbFmDAOLJSzzwOoRgtzlzalk4 7.6-0 13-" I 230-0-0 7. 660 031-0-05-" 7.6-0 Scale = 1:53.5 3x6 3x6 // 3x6 \\ 3x6 3x6 7- 3x4 = 06 = 3x4 = 3x6 10-0-0 13- 0.0 17-0 0 20-0-0 30-0-0 n.nll a.n. n e.nn a.ru1 nnn Plate Offsets () ,Y)-- 12: 0.2.9,0-1-81. 14:0.3.O,Edgel, 17:0.3.O,Edgel, 19:0-2.9,0-1.81 LOADING (psi) SPACING- 2- 0.0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Ven(LL) -0,45 11-13 >808 240 MT20 244/19D TCDL 10.0 Lumber DOL 1.25 BC 0.97 Vert( L) -0.90 11-13 >399 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.23 HOrz(TL) 0.08 9 n/a We BCDL 10.0 Code FBC2014fTP12007 Matrix-M) Weight: 133 lb FT = 20%9 LUMBER - TOP CHORD 20 SP No.2 'Except' 4.7: 2x4 SP No.1 BOT CHORD 20 SP No.2 'Except' 2-12: 2x4 SP No.1 WEBS 20 SP No. 3 REACTIONS. (Ib/size) 2= 1260/0-4-0, 9=1260/0-4-0 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2.0 oc pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Max Horz2=-134(LC 17) Max Uplilt2=-284(LC 12), 9_ 284(LC 13) FORCES. (lb) - Max. Comp./ Max. Ten. - All forces 250 (Ib) or less except when shown TOP CHORD 2-3=- 1978/409, 3-4=-1750/397, 4-5=-1504/390, 5-6=-1200/357, 6-7=-1504/390, 7-8=-1750/397, 8-9=-1977/410 BOT CHORD 2.13_ 382/1679, 13.20=-132/1200, 12-20=-132/1200, 12-21=-132/1200, 11-21=-132/1200, 9-11=-266/1679 WEBS 8-11=-341/ 293,3-13=-341/293,5-13=-149/610,6-11_ 150/606 NOTES- (8) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7. 10, Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psi; BCDL=6.0ps1; h=2511; Cat. 11; Exp B; Encl., GCpi=018; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsl on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = IO.Opsl. 6) Provide mechanical connection ( by others) of truss to bearing plate capable of withstanding 284 lb uplllt at joint 2 and 284 lb uplift at joint 9. 7)'Semi- rigid pltchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' A WARNING - Verr17 dedyn paranWom end READ NOTES ON THIS AND INCLUDED NnEK REFERANCE PAGE MD-7473 rev. MIXIW1S BEFORE USE Design valid Ion use only vAth MI left® connectors. Bnls design is based only upon parameters shown. and Is loe an Individual NAdIrV component. not wt a Its syslrm. Belowwe. the bWld ing deslgnoi must verily the opplk;dAlty of design rwwmolcls c nd ptolelty Incorporate Ihh design Into the ovouall building design. Bracing bxftoted Is to proven) buckling of Individual truss web and/or chord moinbeis only. Additional temporary mid pwmonenl txaclrlg MireW Is always Iedg bod lUr sksblllty and to prevent collapse wilh poss"o personal trlpay and property dmnage. For general guickme tegardfrng the kibricatlon, storage, delivery. erocllon and bracing o1 trusses and Inrst systems. seeANSI/TPII Quality Crlterlo. DSB-89 and BCSI Building Component 6904 Parke East Blvd. Soley Information oval3ablo horn et8 Rate Institute, 218 N. Lee Street, Suite 312. Alexandret VA 22314, Tampa. FL 33610 Job I russ TrUSS Type oty Ply T10650947 7802a5 R13 COMMON TRUSS a 1I 173076048JobReference(optional) Buildole Fu1:ISOu1CO, Tolroo, Pion Coy, RoW3 33566 7.640 C Apl 19 2016 Mllek InOUL1116S, InC WOO M31 15 06 39 ZZ 2017 V090 1 I D:Zl7yaclf3rgf5yObDEG6BuzOUf6.2cvVC t RxEP 15H 1 FApt OgozmM41IZIP?Z 150OV5zalk3 t-0-0 7-6-0 15-0.0 F 22.6.0 i 30.0-0 t-0-0 7.6-0 7.6.0 7-6-0 7.6.0 4x6 = 6.00 FIT Scale = 1:53.3 I4 0 3x4 = 4x6 = 30 = 3x6 = 3x6 = 10-" 20-0-0 30-0.0 104)-0 10-0-0 10 0 Plate Offsets (KY)-- 12:0.2.8,0.1.81.13:0.4.0,0.3.01,15:0.4-0,0-3.01.16:0-2-4,0-1-81 LOADING (psi) SPACING- 2-0-0 CS1. DEFL. in loc) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0,81 Vert(LL) 0.40 8-10 897 240 MT20 244/190 TCDL 10.0 Lumber DOL 1,25 BC 0.97 Ven(TL) 0.73 8.10 495 180 BOLL 0.0 ' Rep Stress Incr YES WB 0,31 Horz(TL) 0.08 6 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix-M) Weight: 137 lb FT = 200% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 *Except* 2.9: 2x4 SP No.1 WEBS 20 SP No.3 REACTIONS. (lb/size) 2=1260/0.4.0, 6=1260/0.4.0 Max Horz2=-153(LC 13) Max Uplift2=-299(LC 12), 6=-299(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2.0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2042/462, 3-4=-1800/445, 4-5=-1799/446, 5-6=-2041/463 BOT CHORD 2-10=-453/1750, 10-17=-157/1150, 9-17=-157/1150, 9-18=-157/1150, 8.18=-157/1150, 6-8=-302/1749 WEBS 4.8=-193/697, 5-8- 435/337, 4-10>192l702, 3-10=-435/337 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Opsf; h=25ft; Cat. II, Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsl 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.Opsl. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 299 lb uplift at joint 2 and 299lb uplift at joint 6. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - Veft ded9n p8m werr and RE40 NOTES ON THIS AND INCLUDED NflEK REFERANCE FADE N67I73 rov. l&V3 l S BEFORE USE Design valid lot tw orgy with MlleM connectors. lhb design Is hosed only upon paiamelers shown, and is for an Indivldu0l building component, nol a suss system. Before use. the IxikbV deslgnel must verify the apptlicalAlly of design I aamelers and p iopelly Incaperato it* design Into the overall buldtrlg design. 9achg indicated It to prevent budding of trldlvkW Inks web and/or chord members only. Additional temporary and permanent brachg Welk' Is always iegtlrod for sktb911y a1d to gevent Cokx> a wllh poss Ve persorxl kyury c xxl rxopeny damage. Fa general guidance regarding the laixIcatlort storago. deltvory. etectlon and b iocing of trusses and IFtm systems. seoANSI/IPI I Quality C4twlo, DSa-89 and IICSI Building Component 6904 Parke Eost Blvd Solely Information avdlahle from truss Plate Insilkile. 210 N. We Street. Sulle 312. Alexaicift VA 22314. Tornpo. FL 33610 Jobruse TFUSS Type oty ply T10650848 TBO285 Rt6 GABLE 1 1 739768049 Job Reference(optional) Buddeis FIIS1Souiea, TOnpa, FIJnl Udy, Flolid0 33555 1.bau a mp11 l e Cu1b mop ak InuU+' ims, Inc woo n 1 10 ue aa.dd dui r rafr0 1 ID:ZI7yaclf3rg15yObDEG68uz0Uf6.2cvVC 1 RxEP I SH 1 FApt OgozmSOlf7iO?Z 1 SOOVSzalk3 1 0 0 6.9.13 10.8-0 14$3 21.4-0 , 22.4-0 , 1 0 0 I 6-9.13 I 3.103 3.10.3 6.9.13 ' 1-" 1 4x6 = 3x6 = 5xB = 3x6 = 10.8-0 21.4-0 r 10_8-0 + 10.8_0 Scale = 1.38.4 ld Plate Offsets (XY)-- 12:0-2-0&1-81,16:0-2-0,0.1.81, 18:0.4-0,0.3-01 LOADING (pst) SPACING- 2-0-0 CSI. DEFL, In loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) 0.16 8-27 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 1.00 Vert(k) 0.43 8-27 593 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.24 Horz(TL) 0.04 6 rVa Na BCDL 10.0 Code FBC2014lrP12007 Matrix-M) Weight: 124 lb FT = 20% LUMBER - TOP CHORD 20 SP N0.2 BOT CHORD 20 SP N0.2 WEBS 2x4 SP No 3 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 2=913/0.8.0, 6=913/0.8-0 Max Horz 2=-111(LC 13) Max Up11112=-224(LC 12), 6=-224(LC 13) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1269/299, 3.4=-976/229, 4.5_ 976/229, 5-6=-1269/299 BOT CHORD 2.8=-267/1062, 6-8=-164/1062 WEBS 4-8=-117/640, 5-8=-335/252, 3-8=-335/251 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-8-7 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.0ps1; h=2511, Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interlor(1) zone; cantilever tell and right exposed ;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (normal to the lace), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) All plates are 20 MT20 unless otherwise indicated. 5) Gable studs spaced at 2.0.0 oc. 6) This truss has been designed for a 10.0 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 224 lb uplift at joint 2 and 224 lb uplift at Joint 6. 9) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 10) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING - Vorlry dosryn pw motwv and READ NOTES ON THIS AND INCLUDED NrrEK REFERANCE PAGE N67473 rov. TOMW IS BEFORE USE Design valid loi use only elm Muck® connectors. This design Is based only upon parameters shown, and Is loi an Individual building component. notabusssystem. Below use. the bidklng deslgncr mull voitty, the applicability of design parameterss aid Ixop mly Incoilxaale this design into the oXa., building design. Bracing Indicated Is to proven buckling of lndNklual Inns web and/or chord members only. Additional temporary and pamaenl txacbng M!Tek' is always regubod lot stab illy and to rxevent collapse wllh possiblo poisonal Idixy and property danage poi general guklance regading taw fabrication stoiage. delivery, eneetlon and bracing of tnnses and Inns systems wANSI/TPII Quality Criteria, DSB-89 and I1CSI Building Component 6904 Parke East Blvd. Safely Information available from buss Plate I satuto, 218 N. Lee Street. Site 312. Alexandria, VA 22314. Tanya, FL 33610 Job Truss Truss Type ty ply T10650949 T802e5 R17 SpecralTruse 110 t1 1739768050JobReference (optional) Buduala FualSoutce, 1011VO, VOM Udy, 1-101.00 33566 r.eav a RP, , a ewu . co cv.. •age , ID:Zl7yacff3rgf5yObDEG6BuzOUf6• WoTuOMSZ?19yvBgMNN3KBIUn90FRiniFl9_t Xzalk2 r1-0-0 3$-0 7-0-0 13.10-0 + 20.5-0 21•to-(} 25.3-5 1 30-" 31.0-0 1 3.6-0 3 6-0 6 t0 0 6.10-0 1.213.5.5 4 8.11 1 PO' Sx6 = 30 = 4x6 11 6x8 = 7 Scale = 1:54.4 Sxe = 6z8 = 7><t0 = 6x8 = 6x8 = 3x8 7- 0-0 13.10-0 20.8-0 21-10 9 30 0 0 6. 10.0 I 6. 10.0 ' 1.2-0 8.2-0 ' Plate Offsets MY)— 12:0-1-11,Edge],14:0-3-0,0-2-71,16:0-4-0.0.2.81.19:0.2-10,0-1-81,113:0-3-8,0-4-121,114:0.4.0,0.3.121 LOADING ( psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 1.00 Vert(LL) 0.32 13 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.94 Ven( L) 0.78 13 464 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.91 Horz(TL) 0.17 9 We We BCDL 10.0 Code FSC2014/fP12007 Matrix-M) Weight: 185 lb FT = 20% LUMBER - TOP CHORD 2x4 SP N0.2 'Except' 4. 6: 2x6 SP No.2 BOT CHORD 2x6 SP No.2 'Except' 2- 12: 2x6 SP M 26 WEBS 2x4 SP No.3'Except* 7- 11,5-14,6-13: 2x4 SP No.2 REACTIONS. ( Ib/slze) 2=274610-4-0, 9=2172/0-4-0 Max Horz 2=-87(LC 13) Max Uplift2=-675(LC 8), 9=-447(LO 8) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid telling directly applied or 7-2-2 oc bracing. WEBS 1 Row atmldpt 5-14 FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5702/1377, 3.4=-5552/1294, 4.19=-4870/1182, 5-19=-4874/1182, 5-6=-7061/1762, 6- 7=-4053/972, 7.8=-4130/970, 8.9=-4338/997 BOT CHORD 2.14=•1251/5060, 14.20=-1676(7058, 13-20=-1676/7058, 12-13=-1056/4680, 11. 12= 1056/4680, 9-11=-839/3850 WEBS 4-14- 337/1944, 7-11_ 799/3384, 6-11=-3199/881, 5.14=-2433/707, 5-13= 21/453, 6. 13=-695/2760 NOTES- ( 10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vu11=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18: MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsl on the bottom chord In all areas where a rectangle 3.6-0 tail by 2.0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 675 lb uplift at joint 2 and 447 lb uplift at joint 9. 7)' Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 8) Hanger(s) or other connection devlce(s) shall be provided sufficient to support concentrated load(s) 513 lb down and 153 lb up at 7-0-0, and 1326 lb down and 394 lb up at 13.8.0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the lace 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 L: ominuell on page z 0 WARNING • Verily dedon paramMenz and READ NOTES ON THIS AND INCLUDED AUTEK REFERANCE PAGE MD-7473 rov. I00MIS BEFORE USE Design valid for use only %,Ath Mllek® connectors. INs design Is based only upon paamotors shown. and Is la an Individual building component, not a truss system. Belau use. tho building designer must verlty Iho appicabl1lty of design parameters and Ixopedy Incollwrato this design Into the overall building design. Bracing Indicated Is to Ixevenl budding of o-tt WLK3l truss web and/or chord members only. Additional temrAx ry aid permanent bracing WOW Is dways required for stability and to prevent collapse wnh possible porsonal Inf uty and property d lunge. too general guidance regarding the lalxbcallom storage, delivery. erectlon and bracing of iru ssos and truss systems seeANSI/iPl1 Quality Criteria, DSB-89 and SCSI Sullding Component 6904 Parke East Blvd Safety Information available aom Guss Rate InsilMe. 218 N. Lee Srool, Suite 312. Alexandrkl, VA 22314. Tampa. FL 33610 Job I Fuss Truss Type ty ply T70650849 780285 R17 Special Truss 110 11 1739768050JobReference(optional) bumais rncrJourco, raarpa, 'ram Lay, mma JO bb ID:Zl7yacft3rgfSyObDEG6Buz0U16-WoTuQMSZ?r9yvBgMNlv3KBIUn90FRIniFl9_ 1 Xzalk2 LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-60, 4-19— 133(F=-73), 6-19=-60, 6-7=-60, 7-10=-60, 2-14= 20, 14-20=-45(F=-25), 9-20— 20 Concentrated Loads (Ib) Vert: 14— 513(F) 13=-1326(F) Q WARNWG - Verify design pare rrolm and READ NOTES ON MIS AND INCLUDED MIfEK REFERANCE PAGE M67473 rev. 181IM15 BEFORE USE Design valid for use only w191 Mllekl9 conneclors. n* design Is basest only upon paranelers shown. and Is for an 6 Wlvldual bolding component not a buss system. Before me. the buildrlp destpnor must verify the opplkalbltly of de*pi Ixarameters and properly 6lcotperote Ibis deJpn Into the overall building design. ®acing Indicated Is to prevent buciding of WxnMud trrlss web and/or chord members orgy AtldlllorxD temporary and pwmanenl bating M iTek' Is always regaled for stability and to prevent collapse with possible personal InJray aril property darnape. For QW101ol Qukkrree f0Wc2 rp the la rlcallon, storage. dellvory, erection and baclng of tnr ws and miss systems sooANSI/rPl I Quality Criteria, DS8-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallabte from buss Plato Institute, 218 N. too Street. Suite 312 Alexarxlrba. VA 22314. Tempo. FL 33610 Job I FUSS Truss Type 0y Ply 710650850 T80285 Rf8 Common 4 1I 1,3976805, Job Reference(optional) 9uddels Pnrisourco, 1Dr11p5, VUnl Goy, hloiew 33556 7 64o a Apr 19 Za16 w oic rnau.sinoc, one. wou MJr 15 0639:24 2017 YOgO 1 ID:Zl7yacti3rgf 5yObDEG6BuzOU16-_OGdTBmOHpXKPZwSR110ribZPhALzsUPvXZ_zalkl 1-0-0 4.44 8.2-0 11.11.12 16.4-0 t•0.0 4.44 3.9.12 3.9.12 4.4.4 4x6 = 3x6 = Sx8 = 3x6 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 20 SP N0.2 BOT CHORD 20 SP N0.2 WEBS 2x4 SP No.3 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014ITP12007 REACTIONS. (Ib/size) 4=642/Mechanical, 2=717/0-4.0 Max Horz 2=96(LC 12) Max Uplitt4=-143(LC 13), 2=-178(LC 12) Scale = 1:29.8 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TC 1.00 Vert(LL) 0.15 4-5 >999 240 MT20 244/190 BC 0.74 Vert(TL) -0.34 4-5 >565 180 W B 0.15 Horz(TL) 0.02 4 Na n/a Matrix) Weight: 59 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-935/189, 3.4=-932/185 BOT CHORD 2-5=-99/73514-5=-99/735 WEBS 3-5=0/392 NOTES- ( 8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Ops1; h=2511; Cat. 11; Exp B; Encl., GCpl=0.18; MWFRS ( envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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.Opsl on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 143 lb uplift at joint 4 and 178 lb uplift at joint 2. 7) ' Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 8) ' This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' A WARNWG - Vadlr dodyn pa ~wv and RE40 NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE M&7473 rev. Id91MIS BEFORE USE Design valid lot one only with MlleW connectors. Ihh design Is based only upon parameters shown, and b for an IndMdual bRdhng component, not wt abitssystem. Below use, tho building designer must verity Ito cii)OIcalAilly, of doslgn paramelers and I"p ily 600garate N* doslgn Into tho overall 1uildkng dosign. ®acing indicated It to prevent buckling of individual truss weband/of chord members only. Addllkmal lommay and rwrmanenl bracing WOW IsalwaystoedforstabilityarWtopreventeollcVsowtihpossiblepersonal "and property danage. For general gukknee legald lrV the Ictlulcallm storogo. dellvey, erection and IxacOng of trues and in=systems secANSI/TWl Qualiy, Criteria. DSO-89 and SCSI Wilding Component 6904 Parka East Blvd. Safety Information available kom buss Plato institute, 218 N Leo Street. Suite 312. Alexandda. VA 22314. Tonga. Fl. 33610 Job russ Truss Type oty ply T10650851 T80285 R19 GABLE 1 1 739768052 Job Reference (optional) tsurwers rucrsoulce, I Oliva, FLOW Lay, 1-101103 3356b t.bru c Apt r u zula Mr r a% rnoucxntec, inn. wea mar 1D ua 3Y z0 zed f rago i I D:Zl7yacif3rgf SyObD EG6BuzOUl6-SBaeg2UgXKPIBU_IU9yXPe07Aym Wvom713e460zaIkO 1 0 0 4.4.4 8.2-0 11.11.12 16.4-0 17.4-0 1-0-0 4.4.4 3.9.12 3.8.12 4.4.4 Scale = 1:30.4 4x6 = ro Io axo 8.2-0 16.4-0 1 P-911 + R.O.n Plate Offsets (XY)-- 18:0-4-0,0-3-01,(9:0-1-15,0-1-01,(17:0-1-15,0-1-01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0,30 Ven(LL) 0.08 6-8 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.70 Ven(fL) 0.21 6-8 898 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.18 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 90 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 20 SP No.3 OTHERS 20 SP No.3 REACTIONS. (Ib/size) 2=708/0-4-0, 6=653/0-4-0 Max Horz 2=87(LC 8) Max Uplllt2=-173(LC 8), 6=-173(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2.3=-1041/250, 3.4=-784/165, 4.5=-783/165, 5.21=.999/250, 6-21=-1009/236 BOT CHORD 2-22— 235/890, 8-22=-235/890, 8-23=-148/883, 6-23= 148/883 WEBS 4-8=-36/470, 5-8=-280/205, 3-8=-288/205 Structural wood sheathing directly applied or 5-6-3 oc puffins. Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES- (12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualllled building designer as per ANSVTPI 1. 4) All plates are 20 MT20 unless otherwise indicated. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 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 173 Ib uplift at joint 2 and 173lb uplift at joint 6. 9)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 71 lb down and 59 Ib up at 15-8-0 on top chord, and 21 lb down and 11 Ib up at 0.8-0, and 21 lb down and 11 lb up at 15.8.0 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the lace of the truss are noted as front (F) or back (B). 12) 'This manufactured product is designed as an Individual building component. The suitability and use of this component lot 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=-60, 4.7=-60, 2.6=•20 cominueo on Daae Z Q WARNING. Verify dedyn puometms and READ NOTES ON THIS AND INCLUDED NrrEK REFERANCE PAGE N&7473 rev. 100=16 BEFORE USE Design valid lox use only wllh 1,11109 connoclors lnls design It Inked only upon pananeters shown. and Is Io1 an k"Ad al building component. rot a truss system. Before use, the building designer must verity the cy:ylllcalAtly of design paanetors and poperly Incap rote Wits design Into the ovotdl txAding design. Brochg I ndkoled Is to prevent buckling of Individual truss web and/or chord memtxns only. Additional lemMary and permanent bcr-WQ WOW Is always re4ked lot sk"lly and to prevent collapse with pos*Ae personal May and properly dunnage. Fos General gukknce negadinG the laixlcollon, storage. delivery. erection and braciry of limes and intss systems. seeANSI/IPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Puke East Blvd. Safety Information ovdlade from Truss Plate Iralllute, 218 N tee Street, Suite 312, Alexandria, VA 22314. Torrpa, FL 33610 otm li'odutol SuIA40PS PN81ao3 atlted 11069 luauOdutoO6ulP8ne ISO! Puo 69-8SO'gw1VO Alpone IWASNVaes SWalsAs soul puo sesstul to WI30Jtl Puo uglOaw'AtaNpp'Odotols vglDOP WI aW Hup ff)fti a*la l)pl0 p1auaO tOJ 'efk)uwj) All.'K]Otd put) tiVW Fwostxl eKRnod 4=pA OMiloo IUAAAKI OI puO AIII14n19 t01 PalFthal Vnmp sl 0I.I O gooKl tuewtuwd puo Atotodulel puollppV 'Mto swqutaw Pto4o to/puD qe/A ssnu PnpV4p4 lO dulplo KI lueAGKJ Of sl POIOOPLQ NOMB 'Udlsep dup)p)qv 1pw- e4l oltq utilsap *u olotocttoo4 AltactOKI PUD Steleutotal udlsap ID NIKpolKM «tl 4peA Isnut teldilsap Oup lIrKI e41 'esn etola8'tttols(s ssno o lOu yueuocluao OUIPWKI FXV* P4 uD 101 q pltn'u 0to staleutoW uoctn Alto pemcl sl lt6lsep W 'stoloaltuoolplallW 41IM Altto eui tol PIPA t®6e013SO3&0.438 SIOZCWi 'AN fLIL-0fp 3OVd 3ONVN3d3&.V3pW 030MOM ONV SIHL NO S3LON OV31i Puy ttrosm—d USMP AgtoA • ON/NHVM T, OXIeZO9oeC(Z-OAMWAVLOOdXAenIneld)lXbnZbsess-91nozn89J3aQOASIOJCIloeALIZ:ql z o8cw t tnz czac:an c t tcw nam •aut 'smusnnm vo t ow ctnz at tda a nuo i 8)9S=tZ:U8n ql) speol polelluaauoO plepuelS (S)3SVa avoi cgcce cnum4'Aun tuaw 'cAuat 'omnoctana atetntna euoll o eoueteley qor Z909918CL t t 318VO 8ttl sewel L510590t1 Aid AI edA ssnt esnl o russ russ ype ry Ply T10650852 T80285 RFOI Flat Truaa 1 2 68063jobReference(optional) Buddeic FIIMSource, Tampa, Fbnt Coy, Flor913 33566 1 64o a F'Pr i u zul5 Z p ex mouen,ea, Inc wou mm re ua arza eui i rage i I D:Zl7yact13rg15yObDEG6B uz0U16-SBaeg2UgXKPIBU_IU9yX PcO_zyrW vk4113e460zalkO 2.1.12 4.1-12 6.1-12 8-B 4 11.2.11 12 2.11 15.8.3 18-5-7I_ 1 2-0-0 2-" 2.6 8 2 6 8 2-0-0 I 2t 2-0.4 THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 30 = 30 = 19 8 20 30 = Scale = 1:31.5 3x4 = 3x4 = 30 = 3x4 = 11 a 17 1. 1c 1e 30 = LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/TP12007 CSI. TC 0.38 Sc 0.60 WB 0.41 Matrix) DEFL. in Vert(LL) 0.06 Vert(TL) -0.15 Horz(TL) 0.04 loc) I/dell Ud 12 >999 240 12 >983 180 11 n/a rVa PLATES GRIP MT20 244/190 Weight: 164 lb FT = 20°b LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-14 oc purlins, except BOT CHORD 20 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6.0.0 oc bracing. REACTIONS. All bearings 6.3.6 except Qt=length) 11=0-4-2. Qb) - Max Uplift All uplift 100 lb or less at joint(s) except 11=-175(LC 4) Max Grav All reactions 250lb or less at joint(s) 18 except I1=1475(LC 1), 17=972(LC 1), 16=372(LC 1). 14=2771(LC 1) FORCES. (lb) - Max. Comp./Max. Ten.. All forces 250 Qb) or less except when shown. TOP CHORD 6.7=-4442/266, 7-19=-4442/266, 8-19=-4442/266, 8.20=-4442/266, 9-20=-4442/266 SOT CHORD 13-14=-75/2838, 12-13=-266J4442, 11-12=-304/2529 WEBS 2-17=-831/0, 3-16=-458/0, 4.14=-985/0, 8.12_ 1008/97, 7-13=-814/71, 6-13- 218/1825, 6-14=-3346/80,9.12=0/2175,9.11=-2808/342 NOTES- (13) 1) 2-ply (russ to be connected together with 1 Od (0.131'x3') nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 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) lace in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Ops1; h=1511; Cal. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the lace), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 5) Provide adequate drainage to prevent water ponding. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 pst bottom chord live load nonconcurtent with any other live loads. 9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 175 lb uplift at joint 11. 11) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 845 lb down and 251 lb up at 13.7-0 on top chord. The designtselection of such connection device(s) is the responsibility of others. 13) 'This manufactured product is designed as an individual building component. The suitability and use of this component lot any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard Continued on Daae 2 IA WARNING . Va ly desdyn penmsters and READ NOTES ON THIS AND INCLUDED INIFEK REFERIINCE PAGE N111,7473 rev. I&V31015 BEFORE USE Design valld for use only with Mllek® connectors. lnls design Is based only tnwn parameters shown, and Is to an IndlNdual bsAdhtg compo n ni. not 0 huss syslem. Beforo u50. Iho IrdlcM(l deslonal must verify tho al3AIcalAly of design pooch loters and popoly Incogwrato this design Into the overall btLdng design. Bracing Indicated Is to pevent budding of IndtMual truss web and/or chord members only. Additional lompaary and permanent bracing MiTek' Is always iwared fa stotAlly and to pevenl eollarAe with possible personal InW and popery danage. FoI gerenal gukdance toWdIng the klbrlcallm storago. dellvery, erection arxl broehV of Itrssos arnl inks systems. seeANSI/IPI I Quality Criteria, DSB-89 and BCSI Building Component 69D4 Parke East Blvd. Safety Inlarmation available Iom Russ Plate tratlMe. 218 N. Lee Sleet, Sulte 312, Alexandra, VA 2231d. Tampa. FL 33610 Job I russ Truss Type 0y y T10650852 7SO285 RFOI Flat Truss 1 2 169053JobReference (optional) tsu"Oels "w"Oulco, r snip*, MM cny, MIM3 JMbb LOAD CASES) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) VeA: 1-19= 330(F=-96), 19-20=-156(F=-96),10-20=-60, 11-18=-20 Concentrated Loads (lb) Vert: 20=-845 eau c r P. ru cure I D:D7yacti3rgf 5yObD EG68uz0Uf 6-SBaeg2UgXKP18U_IU9yX Pc0_zyr Wvk4?13e460zalkO Q WARNING - Wly dedpn Pann Wore and READ NOTES ON MIS AND INCLUDED M/IEK REFERANCE PAGE M/F7473 rev. laOYl01S BEFORE USE Design valid lot use only vAlh Mllek® connectors lhk design h bored oNy upon paaneters g)ovm and Is la an bndlvkkO bu0ding component. not a hum system. Before use, tho b uildlnp deslgnor must verity the ap Alcalbillty of design potameters axd popety btcoipwalo ihk design Into the overall buOding dostgn. ®acing Indicated Is to prevent buckling of iWMducd In= web and/or chord members only. Addlllonal lemporary and permanent bracing MiTek' Is always rectubed for sk"Ity, anti to prevent collarxe vAh possible personal "atxl properly cdanage. For general guki nce regat9ng the fabrication. storage. delivery. etectkln t1nxl bracing of trusses and Intl systems seeANSI/FPI I Quality Crilerlo, DSB-89 and ItCS1 Building Component 6904 Parke East Blvd Safety Wormallon avallalNe from Muss Plate IrnllMe. 218 N. toe Street. Sulle 312. Alexandriaa, VA 22314. Tompo, FL 33610 Job Truss type ty ply T10650853 TBO285 RF02 11russKegHipTrusa 110 t1 1739768054JobReference (optional) nvuuars nrsrsoumo, ronpa, Vram uny, rrmrua jubbb i.bau c P. ru zvib —m muucnres, me wou — is va as zb zur r .ado i ID:Zl7yacH3rgf5yObDEG6BuzOUI6•wN802OUSldX W meZx2tTmypw48M4Fe5A9yjOeeszalk? 1-0-0 7-0-0 10.4-0 t3.8-0 15.10.7 18.2.10 20.8.9 1-0-0 7-0.0 ".0 34-0 2.2.7 2-a-3 2-5-15 THIS TRUSS IS DESIGNED TO BE USED FOR ROOF APPLICATION ONLY. 1000 MT18H = 3xe = 20 11 Scale = 1:38.1 6x8 — 3x4 = 3x4 = 3x4 = US = 2x4 II 3x8 = 20 11 3x4 = 0.4-0 74-0 7 4-110.4.2 1 t__ O + 115.10.7 + 12:1,10 I 20 9 a s oats 2.tt.t sa-0 2.5.7 2.a-3 2•s 1s Plate Onsets MY)-- 12:0-0-1,0-3-01,14:0.8.0,0.2.81,112:0.3.8,0.1-81 LOADING ( psf) SPACING- 2-0.0 CS1. DEFL. In (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) 0.07 13-14 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.73 Vert(TL) 0.20 13.14 795 180 MT18H 244/190 BCLL 0.0 ' Rep Stress Incr NO W B 0.74 Horz(TL) 0.02 17 n/a We BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 113 lb FT = 20% LUMBER - TOP CHORD 20 SP No.2 'Except' 1. 4: 20 SP SS SOT CHORD 2x4 SP N0.2 WEBS 20 SP No.3 SLIDER Left 20 SP No 2 3.7.5 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-1-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-4-7 oc bracing. REACTIONS. ( Ib/size) 11=1469/0.4-15, 2=-525/0-8-0, 17=2571/0-11.5 Max Horz 2=291(LC 8) Max Uplilt2=-742(LC 20), 17=-55(LC 5) Max Grav 11=1492(LC 15), 17=2571(LC 1) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=0/1868, 3.4=0/1697, 4.5=0/1689, 7.14=0/453, 7-18=-1232/41, 18-19— 1218/39. 8- 19=-1213145, 8-20=-1711/0, 9-20=-1711/0, 9-21=-1711/0, 10-21=-1711/0, 10- 11=-1495/0 BOT CHORD 2-17=-1645/0, 16-17=-554/0, 15-16=-34/1073, 14-15=-34/1073, 13.14=0/1711, 12. 13=0/1711 WEBS 4-17=-1167/110, 5-17=-1699/3, 5-16=0/657, 5-7=0/697, 7-16=-172610, 8-14=-625/0, 9- 12=-807/0, 10-12=0/1944 NOTES- ( 10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=15111; Cat. II; Exp B; Encl., GCPI=0.18; MW FRS (envelope) gable end zone; cantilever tell and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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 742 lb uplift at joint 2 and 55 lb uplift at joint 17. 8) ' Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The desigrdselection of such connection device(s) is the responsibility of others. 10) ' This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard Continued on Daoe 2 Q WARNING • Verfry design perometars and READ NOTES ON THIS AND INCLUDED AU/EK REFERANCE PAGE M67473 my. I&MMIS BEFORE USE Design valid for use only vAth 04109 connectors. P* design Is boned only upon pofarneters shown. and Is for an individual Ixrlding component, nor a truss system. Before use. the Ixllding designer must verify the ol-plicatAl y of design pxAaneters and property Incor >Nole this closlgn Into Ow overall building design. ®acing Indicated Is to lxevenl bucldkg of IndNklual truss web and/or chord members only. AddOon l temporary acl permanent biocing MiTek' Is always ieWiWJ for stability and to prevent collapse with possble personal e1lrlFy oW property damage. For general quIckme iegadlrg the kAxicollon, storage. delivery, erection and txackV of inisses arxf truss systems seeANSI/rPI I Cuaily Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information ova9able from Truss Rate Institue. 218 N. Lee Street. Suite 312. Alexand4tt VA 22314 Torrpa. FL 33610 Job uss russ ype ry ply T10650853 T80285 RF02 HatlHip Trusa 7 t I1739768054 JobReference(optional) tsuueete reeraouree, Tampa, rom cay, data a ob LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4.60, 4.6=-60, 7-10=-156, 2-11=-20 Concentrated Loads (lb) Vert: 10=-347 18=-200 19=-134 20= 193 21=-266 r o4nc np' - aye mn n•muu,:u®s, uw. ••uu may .a ua.a —cv" .ayuc ID: Zl7yacH3rgf5yObDEG6BuzOUf6-wNS02OUSIdXW meZx2tTmypw48M4Fe5A9yjOeeszalk? Q WARNING - Verify doOgn parWWOM and READ NOTES ON THIS AND INCLUDED pWTEK REFERANCE CAGE M1F7473 rov. r0413MIS BEFORE USE Design valid lot use only wllh Mllek® connoclas 1Ns design is based only upon paamoteis shown. and Is lot an individual butldhtg component, not a huss system. Below use, the Ixlldhtg designee must verify the q)lNkat)gIfy of design lowmelers and Ixopedy Incoupotate this design Into the overall building design. ®acing Indicated Is to rxovenl budding of pndNklud truss web araJ/a chord members only. Additional lemMay and permanent Ixocing M iTek' Is always requ ked low stability and to prevent collarAe wllh poamle personal k#jy arxJ ptopedy damage. For gerwwal gu ldrstce regadrrg Ore 6904 Powke East Blvd. fatxlcallomslaage. delivery, etectlon and boctrV of Innses and Inuss systems seeANSI/1P11 Quality Criteria, DSB-89 and SCSI Building Component VA Torwpe. FL 33610 SafetyInformationavailablehownhuasPlateInstltute, 218 N. Lee Shool, Suffe 312, Atexahalrla. 22314. Job russ Truss Type oty ply T1065085e TBO285 Vol VALLEY TRUSS 1 1I 1739768055JobReference (optional) bulluora F11a150ulce, Ian1Po, vonr t.uy, aroma 3:ibbb 20 i 2-0-0 2.00 2-0.0 2.0.0 t va I1P,ly lula Mrr 0R—u6lneG,—"..— l a ve orco cv l,'ugu, I D:Zl7yacff3rgfSyObDEG6BuzOU16-wN802OUSIdXW meZk2l7mypwDVMEjeGn9yjOeeszalk? Scale = 1:7.9 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vart(LL) -0.01 3 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.13 Vert( L) -0.01 3 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 5 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0.0 oc puffins. BOT CHORD 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/slze) 1=54/1.10.0, 2=55/Mechanical Max Harz 1=30(LC 12) Max Upllfi1=-9(LC 12), 2=-24(LC 12) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind. ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Ops1; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psl on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ill between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 9 lb uplift at joint 1 and 24 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING - VMy dedgn pammofon and READ NOTES ON THIS AND INCLUDED NITEK REFERANCE GAGE M67473 rov, rd0Y20IS BEFORE USE Doslgn valid for use only with Mllek® connectors. This design Is based only upon paamoters shown, and Is for an trxlMdual buldhlg component. not a buss system. Before use, the WIding definer must verify Iho a1A711calAlly of doslgn lxxanelers and poperty klcoq)orate P* design Into the overall bllhcflg design. ®acing UxlIcated Is to provenl huckting of Individual toms web and/or chord members only. AtkAtkmal temporary and pwmarxml docktg WOW Is always required for stability and to prevenl collcVw w9h poss"o personal Injury axl property danage. for general guidance regading the k"Icolim storage, delivery. erection and bracing of inrsses and in= systerns, soeANSIMPI Quality Criteria, DS11149 and SCSI Bullding Component 6904 Parke East Blvd. Salary Information ovaDaMe from huss Plale Inslltule. 210 N. foe Shoot. Sulle 312. Aloxandrkl VA 22314. Torrpa, FL 33610 Job Truss type oty Ply T10650855 T80285 V02 11russVALLEY TRUSS 1 1 1739768066JobReference (optional) Buildarc FkslSoutco, Tampa, Plant Coy, Fbrid3 33566 7.640 a Apr 19 2016 Morel, indudnes, Inc. Wed Mai 15 08 39 27 2017 Page 1 ID:Z17yacH3rgf5yObDEG6B1¢OU16.OZiOFkV43xfNOo87ca_?V I TODmajNjHIAN7BAlzalk_ 2.11-1 4-0-0 2.11.1 1-0.15 2x4 i 20 11 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) 0.00 3 n/r 120 TCDL 10.0 Lumber DOL 1.25 BC 0.08 Vert(fl-) 0.00 2 n/r 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 HOrz(fL) 0.00 n/a Na BCDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.3 WEBS 20 SP No.3 REACTIONS. (Ib/size) 1=71/3.11.8, 5=198/3.11.8 Max Horz 1=71(LC 12) Max Uplift5=-76(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten • All forces 250 (lb) or less except when shown. Scale = 1:13.0 PLATES GRIP MT20 244/190 Weight: 13 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (7) 1) Wind. ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=2511; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent With any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 Wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 76 lb uplift at joint 5. 6) "Semi -rigid pitchbreaks With 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.' A INARNWG - Vorlry dedon pmometon and READ NOTES ON TNIS AND WCLUDED NrrEK REFERANCE PAGE N67473 rev. 1&MW7S BEFORE USE Design valid rot use only whit W iek9 conneclors. TW design Is based only upon parameters shown, ar.d Is lol an indlvldual txtldklg component. not a buss syslem. Before tore. Iho Ixlld ing designer musl verify the af)rA1ca11011y or design Iseamefers and Ixolxnly blcogxnafe Ih%design Into It* overall txfic* g design. Bracing Indicated Is to revent bucMing of Irxflukltxl tons web and/or chord members only. Additional temporary and permanent Ixaclng WOW Is alwoys iec"i0dJ for stability arxJ to prevent collapse with possible peisoixrl aIADY arxJ properly dkxndlgo. For general gulddnce tegdnd hg file klxlcallon, storage, delivery, erection aril lxaeklg of tnrssesan d inns systems, seeANSI/IPI1 Quality Criteria, DSB-69 and BCSI Building Component 6904 Parka East Blvd. Safety Information avallabie gran truss Rate OutlMe, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tomps. FL 33610 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions ore in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. D- r/ ldr For 4 x 2 orientation, locate plates 0-'na' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings supports) occur. Icons vory but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths Drawings not to scale) 1 2 3 TOP CHORDS C O U a O JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 2012 MiTek® All Rights Reserved M1I0 M!Tek 0 MITek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by on engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design boding shown and never stock materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots Ond wone of joint locations ore 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 sholl not exceed 19% at time of fobricotion. 9. Unless expressly noted, this design Is not applicable for use with foe retardant, preservative treated, or green lumber. 10. Comber is a non-structurol 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 sholl be of the species and size, and in all respects. equal to or better than that specified. 13. Top chords must be sheathed or purllns provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is Installed. unless otherwise noted. 15. Connections not shown ore the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of on engineer. 17. Instoll and load vertically unless Indicoted otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review oil portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture In accordance with ANSI/TPI 1 Quality Criteria. RECORD COPY n City of Sanford Building and Fire Prevention Product Approval Permit # # 1 7" 1 8 6 1 Project Location Address: sANFORD AR cation Form As required by Florida Statute 553.842 and Florida Administrative Code 9N-3, please provide theinformationandproductapprovalnumber(s) on the building components listed below if they are to beutilizedontheconstructionprojectforwhichyouareapplyingforabuildingpermit. We recommend that you contact your local product supplier should you not know the product approval number for any of theapplicablelistedproducts. 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 ProductApprovalcanbeobtainedatwww.floridabuildina orq 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 I Manufacturer I _ Product Florida Approval # I. Exterior Doors winging Ext. Door (front door) liding Ext. Door (Standard SGD) iectionalExt. Door (Garage SF) lniwuue uectmay Swin- ging SlidingMI Sectional Roll Up Therma Tru Windows marr Garage Doors FL15225- R3 FL15332. 09-R2 FL5302. 10-R6 Automatic Other 2. Windows Single unq Horizontal Slider MI Windows Single Hung window FL17676.2,9,16 Casement Double Hun Fixed Awning MI Windows Frame Fixed Glass FL 18644.04 Pass Throu h Projected Mullions Wind Breaker MI Windows Mullions FL 18504.2 Dual Action Other June 2014 Category / Subcategory Manufacturer I Panel Walls Siding I Soffits Alpha Aluminum, Inc. I Soffits Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4.Roofing Products Asphalt Shin IeS Atlas Roofing Shingles Underla ments Roofing Fasteners InterWrap, Inc. Underlay Nonstructural Metal Roofing Wood Shakes and Shingles Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofing slate Cements/ Adhesives / Coating Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E.P.S. Roof Panels Roof Vents Weather Vent Roof vent Other nts Product Florida Approval # R5 FL16305-R4 FL15216-R2 mi Dade June 2014 2 Category/ Subcategory Manufacturer Product Florida Approval # 5.Shutters Description include decimal Accordion Bahama Colonial Roll u Equipment Other 6-Skylights Other 7. Structural Wood Connectors Anchors Truss Plates MiTek Industries Truss Plates FL2197-RSEngineeredLumber Railing Coolers/Freezers Concrete Admixtures Precast Lintels Insulation Forms Plastics Deck / Roof Wall Prefab Sheds Other 8. New Exterior Envelope Products VAC Tie Down BMP International HVAC Tie Down FL14239-R3 I Applicant's Signature Applicant's Name Please Print) M/ June 2014 3 41 Florida Building Code Online A V A C - Page l of 2 ProfessionalRegulation r p*U pep3fMldd BaS Mona I Log In I User Registration i Hot Topics I Submit Surcharoe I Sots & Facts Publkatloru , FHC SUR I DOS Sre Map I Link I Sarch I BusmenProductProfessil Approval USER: Public User Regulation PnitILK2 w Afwlk*Aft AeatIckton > Appllrstlon oataR FL N FL14239-R3 L Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida Ucense Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code BMP International Inc. 4710 28th Street N St. Petersburg, FL 33714 727)458-0544 benmeng8Oyahoo.com Xianbin Meng benmeng8®yahoo.com Structural Components Anchors Evaluation Report from a Florida Registered Architect or a Ucensed Florida Professional Engineer Ni Evaluation Report - Hardcopy Received Frank L. Bennardo, P.E. PE-0046549 National Accreditation & Management Institute 12/31/2018 Ted Berman, PE R Validation Checklist - Hardcopy Received Standard Year ASTM D1761-06 2006 ASTM D1761-88 2000 Florida Ucensed Professional Engineer or Architect E! in ag z Eolav E"ulV.ndf https://www.floridabuilding.orglprlpr_app_dti.aspx?param=wGEV XQwtDquDEJErtOSCei... 7/20/2015 BMP INTERNATIONAL, INC. MECHANICAL UNIT STEEL TIE -DOWN CLIP: AT GRADE & ROOF -TOP MOUNTED APPLICATIONS TCENI'ER OF GRAVITY ASSUMED TO ACT AT THE •, GEOMETRIC CENTER OF THE MECHANICAL UNIT. V MECHANICAL UNIT NUSTBE 1 W SQUARE OR RECTANGULAR, x NO IRREGULAR SHAPES. 0 tk 11 MOST STRUCTURE OESIGNY' / BY OTHERS. SEE OES) SCIICDULES FOR ALLOWABLE SUBSTRATES MECHANICAL UNIT 75LB MIN. WEIGHT, MECHANICAL UNIT PER SEPARATE CERTIFICATION, TYP. CENOF CEE DESIGN TER SCHFOULEFOR GRAVITY N MAXIMUM SURFACE AREA AND DESIGN PRESSURE, TYP. STEEL TIE -DOWN CUPS, A SEE DETAIL In & 213 1. 2 FOR CUP INFORMATION 3 TYP. 3' MAX TYP. r PtAX MAR 1 TIE -DOWN ISOMETRIC TY or CUP AND NwweR 0CLIPS 1 L• V-0, ISOMETRIC PER COMER WILL VART PER CONNECTION TYPES CIG4 OM SIIlET 1 TIE -DOWN CLIP DIRECTIVE EXAMPLE TOE EXAN/ L! ILLUSTRATES iME PROCEDURE U3w TO OETERMIN! TNF MAXIMUM ALLOWA6lE ROOF -ADP INSTALLATION NEILIIT, N, FOR ANY GIVEN NECNNRCAL UPIT THAT CONFOWIS TO ME DIMENSION RESTRICTIONS AND DESIGN NG CRITERIA LISTED HEREIN. SEE SHEETS 1.5 f00. DESIGN SCHEgltF.S.) MECHANICAL UNIT CRITERIA: CONSIDER TNF. INSTALLATION OF (1) MECHANICAL UNIT WITH THE FOLLOWING CRITERIA• AAM-1TO MPH• EXPOSURE IT AT TALL R W DEEP t 48• WIOf. COO I8 (WEIGHT AS VRIFIED 61 OTHERS) INSTALLED IV3000PSIHIMCDNOIETEWITHM-11' CLIP AT EACH CORNEA OF UNR (TOTN.OF (A) CUPS) YKVL.CVVKc: PROCEOURESTEP 1 RESULT 1 DETERMINE THE CONNECTION TYK EASED ON THE AGAGK-MS ON S"M 2 CON EcTION TYPE 3 THIS INSTALLATIONISINTENOEO FOR A VUR-170 MPH, EXPCSURE •T. MIS Oe5lGN 2 DETERMINE WHICH DESIGN SCHEDULE TA6LE TO USE CRITERIA CORRESPONDS TO TAKE S 3 DETEAMINE LARGEST FACE AREA O MEOANICAL UNIT TO BE INSTALLED 4TuA6'`16P7' MIS UNIT NEIGIN OF 10' IS EQUAL TO YME MPRINUM ALLOWMLE HEIGHT 01 AT. NOTE THIS PRODUCT APPROVAL ALLOWS THE UNIT To BE NKTALIED ON Top A CHECK MAXIMUM UNIT HEIGHT RESTRICTION Of AN A/C STAND THAT 94 A MAXIMUM 30-TAIL IFAN AICS AMO IS UMZ= CNfCR 70 SEE THAT THE STAND DOE^ NOT EXCEED SO' IN HEIGHT IRA TERi MIOMUINAAIOW ID q MLR in UN M RATS UNIT MAY BE INSTALLED AT ROOF HEIGHTS LESS MAN OR EQUAL TO 15 FT. ADDITIONALLY, THIS ')" IT 14AY Or. INSTALLED ON ROOF -TOP HEIGHTS GREATER 6 DETERMINE ME ALLOWABLE ROOFTOP HEMW OF ME INSTALLATION SEE (h ON 5 FOR THE NUMERICAL THAN GOPTTANDLESSTHAN100FT. TAME VALVES OF THIS DESIGN EXAMPLE DESIGN NOTES: TNIS PRDOIRT NAS BEEN DESIGNED DN ACCORDANCE WTM ASCE 7.10 AND THE BURRING CODE f011 USE W ITMTN INDICATED ICE ME ACCOMPANYINGIGH VELOCITY MIRt UCAAAN.DDWLES. THE D6tGMCRITERIA .EDP Cjt{,ORAIE THE ALLOWABLE ROOF.TLTt MEIpTTS OONSIMRf ASQ T•10 SECTION 2l.S.1 i FOR ROOF TOPHEIGINS (NI 6f0 R AND SlCTI0112f f IOII ROOF TOP NE1(iN' (1)>00 I4' WnaN 7f.4. 1 FOR DKTALIATIOM AT WM (GCi r•)•ID WITMINuTHE "IMIL A""MEN DE1SSIGN VVAAw1BLES Attu 1050a WWmTi AM 7 00pfm a ". THE HEIGHTS LISTED IN THE OESIGN SO4ENLES NEFRESElfT THE ALLOWABLE "EIGHT OF THE BURDING. THIS PRODUCT APPROVAL ALLOWS FOR EACM UNIT TO BE INSTALLED ON A MAXIMUM 3W TALL A/C STAND (CERTIFICATION BY OTHEFS) ON TOP OF THE HEIGHTS LISTED IN THE DESIGN SCHEDULE. GENERAL NOTES: 1. THIS PRODUCT HAS BEEN DESIGNED AND SMALL 6E FABRICATED IN ACCORDANCE WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE R ASC! T-10. THIS PROOUCT MAY BE USED WITHIN AND OUTSIDE THE HIGH VELOCITY HURRICANE IONE. 7. NO 37- In% INCREASE IN ALLOWABLE STRESS HAS BEEN USED IN THE DESIGN OF THIS SYSTEM. 3. DESIGN IS BASED ON a ten PROVIDED PRODUCT AND DIE SHEETS FROM TEST REPORTS _te,aL: z ieu • BY 7ESTIMG EVALUATION LABORATORIES, INC. No wMJTiTUTIONS TPR YT W TITER APPROVAL BY THIS ENGINEER SNALI.6E PERMITTED. A. MAXIMUM B MINIMUM DIMENSIONS AND MINIMUM WEIGHT OF MCOIANICAL UNIT SHALL CONFORM TO SPECIFICATIONS STATED HEREIN. ALL ME04ANICAL SPECIFICATIONS ICLFAR SPACE TONNAGF, ETC.) SHALL BE AS PER MANUFACTURER RECOMMENDATIONS AND ARE THE EXPRESS RESPONSIBILITY OF THE CONTRACTOR 5, FASTENERS TO BE P12 X i.' OR GREATER SAE GRADE S UNLESS NOTED OTHERWISE TAPCONS REFERRED TO HEREIN SHALL BE ITW BUILDER BRAND, CARBON STEEL ONLY. INSTALLED TO 3000 PSI MIN CONCRETE. SEE ANCHOR SCHEDULE FOR ANCHOR REQUIREMENTS,LASTENERS SHALL HAVE APPRO/RIATE CORROSION PROTMMON 6. ALL STEEL CUPS SHALL BE ASTM A7B7 STEEL (GRADE 0) WITH FV-33 KSI OR BETTER. ALL STEEL MEMBERS SMALL BE PROTECTED AGAINST CORROSION WT M AN APPROVED COAT OF PAINT. ENAMEL OR OTHER APPROVED PROTECTION' Gfo-RATED COATING REQUIRED FOR ALL COASTAL INSTALLATIONS. 7. ALL CONCRER SPFtIFIED HEREIN IS NOT PART OF THU CERTIFICATION. AS A MINIMUM. MMWm COMPRESSIVEE LENGTH OF 3UCTURAL 00PSI, UNLESS NOTEDTHICKOTHERWTLLHAVECTHECONTRACTOR IS RESPONSIBLE TO INSULATE ALL MEMBERS FROM 06SIMIIAR MATERIALS TO PREVENT ELECTROLYSIS. 9. nwmcAL GROUND. Immew REWIRED. TO Be auto" B INSTALLED BP OTHERS. to, ME AOEQUACV Gr AP1Y EXISTING STRIICt1R! TO YYIMSTAIID stio MPosw WADS sMALI Ata vF.ltlrtm eT ME NLRITB DESIGN PROFESSIONAL AND KNOT UJMUDED IN THIS CE MFICATION. EXapT AS EXPRESSLY PROVIDED HEREIN, NO ADDITIONAL CERTIFICATIONS OR A OFIRMATIONS ARE INTENDED. 11. THE SYSTEM DETAILED HEREIN IS GENERIC AND DOES NOT PROVIDE INFORMATION FOR HEREIN, A LICENSED ENGINEER OR REGISTERED ARCHITECT SHALL PREPARE SITEAIIFD SPECIFIC DOCUMENTS FOR USE M CORRECTION WITH INS DOCUMENT. 12. WATTA-TIGHTNESS OF EXISTING HOST SUBSTRATE SMALL BE THE FULL RESPONSIBILITY OF ME INSTALLING CONTRACTOR- CONTRACTOR SHALL ENSURE THAT ANY REMOVED OR ALTERED WATERPROOFING MEMBRANE IS RESTORED AFTER FABRICATION AND INSTALLATION OF STRUCTURE PROPOSED HEREON. THU ENGINEER SHALL NOT BE RESPONSIBLE FOR ANY WATERPROOFING OR LEAKAGE ISSUES WHICH MAY OCCUR AS WATFF•TIGHTNESS SHALL BE THE FULL RESPONSIBILITY OF THE INSTALLING CONTRACTOR. 915 17• FOR ANEXPLANATIONOFURECATEGOPSPEEDSUSEDINTHISAPPROVAL, SEE SECTION 226.7 3 OFACCOMPANYASCE7 to- VIALWINDa-- a-- WiONE C. l4 J ' O Urisk n4${ Q cc Nft VI W z0- 4 a E f m 15-2378 a S 0 2 r 0.060' TM)OC ASTH A203 STEEL TYP. 3)•012 SAE GRADE S SHEET METAL SCREWS FOR CUPS UP TO 5' LONG. UTILIZE (5)•0 12 SHEET METAL SCREWS FOR CUPS LONGER THAN S', TYP. 13 0.072' OR 0,113' THICK ASTM A203 STEEL TYP. 0. FOR ANY CUP LONGER THAN 10, OACT UTILIZE (S)412 SAE TyP. GRADE S SHEET METAL SCREWS, TYP. L s aa AO oci I • 0 H Y: 0 MOLE, WITH O ANCHOR FROM 1- CLIP ANCHOR SCHEDULE, TYP. OTHER DIMENSIONS SIMILAR) AIL 3)•012 SAE GRADE S SHEET METAL SCREWS FOR CUPS 1' LONG. UTILIZE (A)• SHEET AL $CREWS FOR R TCLIPSLBHGERTHAN 4-, TYP. V.-O MOLES, NOT TO BE USED FOR ANCHORS, TYP. FALTORY•mum 1:'0 HOLES. _ --o UTILIZE (1) OR (2) ANCHORS /H FROM Z' CLIP ANCHOR SCHCOULE. TYP. os0- z 2" CLIP ISOMETRIC DETAIL 3 N.T.S. ISOMETRIC MCCHANICAL UNIT BY OTHERS. ALUMINUM HOUSING UNITS SMALL BE 6063-TG HIM. ALUMINUM SHEET WITH Fty-30 KSL 0.125' MIN. THICKNESS, STEEL MOUSING UNITS SMALL BE ASTM A653 Fya33KSl MIN. STEEL, GRADE 33, Z2GA MIN, 4-0.02M. 0.060' THICK ASTM AM STEEL CLIP, TYP. 045E OF UNIT SMALL BE FLUSH WITH BASE, OF CIP, NO SPACE PERMITTED, TYP. 3)•812 SAE GRADE S SHEET METAL SCREWS FOR CLIPS UP TO S' LONG, UTILIZF (S)•012 SHEET METAL SCREWS FOR CLIPS LONGER THAN S. PROVIDE (5) PITCHES MIN. PAST THREAD PLANE FOR EACH SMS, TYP. ANCHOR PER ANCHOR SCHEDULE SUBSTRATE PER ANCHOR UWVAARIE -(VS) 1 TIE -DOWN CLIP 3 ANCHOR DETAIL L' q- DETAIL CLIP IS OCSIGNEO FOR FULL CONTACT WIT" THE BASE OF EACH MEC ANLCAL UNIT, TYP. MECMANICAL UNIT BY OTHERS. ALUMINUM HOUSING UNITS SMALL BE 6063-T6 MIN. ALUMINUM SHEET WITH Ry-30 M. 0.125- (3). P IZ SAE GRADE S SHEET MIN. THICKNESS. STEEL MOUSING UNITS METAL SCREWS FOR CLIPS 1' SHALL BE ASTM A6S3 Fya33KSl MIN. LONG. UTILIZE (A)412 SHEET STEEL GRADE 33, ZZGA MIN. (t-0-02M- METAL SCREWS FOR CUPS LONGER THAN 0. PROVIDE (5) PITCHES MIN. PAST THREAD PLANE 0. 072. OR CILr FOR EACH SMS, TYP. THICK ASTH A203 STEEL CLIP. TYP. l) OR (2)ANCHORS OF UNIT SMALL PER AANOHOR BE FLUSH WITH BASE yv i%•• EDULE OF CUP. NO SPACE PERMITTED. TYP.%. r SUBSTRATE PER ANCHOR SO: IEOULE VARIES) 2" TIE -DOWN CLIP I ANCHOR DETAIL - - r a "-w DETAIL CLIP IS DESIGNED FOR RILL CONTACT WITH THE BASE OF EACH MECHANICAL UNIT, TYP. 1 15- 2378 4 TABLE 5 : Vult=140 MPH, EXPOSURE 8 IFOR USE WITH AMU CATEGORY II STRUCTURE') TABLE 6 : Vult=140 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY 11 STRUCTURE') ALLOWABUROi7Tc;4m3;wm m•oowNcoNTcuRATH>MTm MA111MUM_-•_ MAXIMUM SURFACE MEAOF UNIT UNIT Cl CI C3 CA SURFACE AREA OF UNIT UNIT Ct UNITS WtGRT HOG14T WIDTH UNIT•SLARGEST HEIGHT WIDTH FACE FACE I 6FT' ' 24'MAX 9FT' 3TMAX 4Fr 6FP 24'MAX 12'MRI 7 Ns11FT 1 H5200FT I HS200FT fO FT<H5120FT' H3200FT 32'MIN I ATGRADE 9FT' ( 3rAw 1S'MIN I ATGAADE Nf200FT N3700FT HS2 FT WMIN WA 4FT' I HSIOOFT H120DFF HS200FT HSIWFT H5200FT 6FT' HS40 FT Ninon NS20DFT 60 FT <HS200 FT; 6Fr' ATGRADE LOD FT <NSIeIH5200FT H 9FT' ' 4r MAX 24'MIN ATGRADEE H5200FT HS200 FT SOFT<HS50FT 9FT' 46•MAX 24'MIN ATGRADEN5200FT 12FT• ; AT GRADE HSZ00FT Hs4OFT SOFT<HSZWFTHIIII 12Fr WAHS2WFT HS200FT1-6FT N/A HS200FT iO FT<HS T FT H _16 FT' . WA 20 FT' I WA N S 200 FT H S IS FT H S 200 FT ZO FT' N/A t 75 FT' HS40FT , AT GRACE N/A" 60GRACEFT<NS200 Hs:00FT IS Fr N/ A I FT: 60FT<H s60 FT 60'MAX 4e'MW I - 60'MAX 46'MIN .-- - •. NS15FT SOFT' N/A 30FT• WA AT GRADE 5160 FT H5200FT 1 36 FT' EOFT< N WA ATGRADEATGMOE HS200 FT 36 FT' N/A I 60FT4N660 FT TABLE 7 : Vult=140 MPH, EXPOSURE 0 FOR USE WITH A RISK CATEGORY 11 STRICTURE') ALLOWABLE ROOF- TOP HEIGHT (III TIE - DOWN CONFIGURATION TYPE MAXIMUM SURFACE AREA OF UNIT UNIT Cl C2 C3 CA UNIT'$ LARGEST I NEIGW WIDTH FACE I 6 FT' `24-MAX 12'MIN N/A HSZOOFT Hs3OFT BOFT< HS2ODFT N520DFT 9FT' • 32'MAX 15'MW NIA H%Z00FT AT GRADE 60FT< Hs140FT HS 200 FT', A• FT- HS40FT N5200FT HS200FT Hs200FF I 0FT 6<HS 200 FT 6Fr AT GRADE 6OFT< Hf100FT NS200FT V HSZOOFT H5ZOO FT 9FT• I46'MAX 24'MINWA HSZOOFT 4915 FT 60FT <HSIOOFT HSZ00FT I 31 FT' ' WA H540FT ATGRADE 60FT<HS200FT 60FT<H f SO FT Nf20D FT 16 i1< WA ATGRAOE 60FF< HSZOOFr N/A 5200FT H 20FT' N/A AT GRAOE SOFT<NS 200 FT AT GRADE H S 200 FT 25 FT' , WA SOFT<HSBOFT ATGRADE N/ A H s 200 FT 60r MAX 4r MIN N f 40 FT 30 FT' N/A WA WA• wFT<HSZOOFT AS AN EXAMPLE, THESE TA6lE5 ARE PERMISSIBLE rO Of USED WITHIN 8REVARO COUNTY CHECK WITH LOCAL AUTHORITY HAVING IURISDCTION 36 FT' WA N/A N/A 60 FT < N S 200 FT: FOR THEAPPLICANLNYOFTHISTABLEWITNQ<CERTAIN FW WOA COUNTIES. ALLOWABLE RCGFTOP HEK2HT (H) TIE -DOWN CONFIGURATION TYPE I 1 C2I a I H S200FT HS200FT H S 200 FT IFT H5200 FT H S 200 FT H S 20O FT HsIS FT' 60FT<HSZOO I H530FT 60FT4Ns 2001 AT GRADE 60FT1HS1401 AT GRADE ATGRADE_ H 5 200 FT HSISFF IFT<HfZ00F H% ZOO FT N 1200 FT HSAOFT IFT<H SZ001 ATGRAOE IFT<Hsul) f AT GRAN AT COME AT GRADE' WA WA H 3200 F% C' 6 lzw M SZOD FFHS2ooFTw9WHf2aoFT3 L J VI oW 0tN5200FT 1H5200 FF HsZWFT a dZ H f 200FTHs2roFTFo 22ggj HS200FT--• Z SI .• tl HS30 FF O a!'' IFT<H5zoo FT' F aG n Q n W g a to 15- 2378 m w f WENGINEERING 4/14/2015EXPRESS` BMP International — Steel Tie Down Clips Page 2 of 2 Impact Resistance: Not applicable to this product. Wind Load Resistance This product has been designed to resist wind loads as indicated in the design schedule(s) on the Product Evaluation Document (i.e. engineering drawing). Installation The product listed above shall be installed in strict compliance with the Product Evaluation Document (i.e. engineering drawing), along with all components noted therein. The product components shall be of the material specified in the Product Evaluation Document (i.e. engineering drawing). Limitations & Conditions of Use: Use of this product shall be in strict accordance with the Product Evaluation Document (i.e. engineering drawing) as noted herein. All supporting host structures shall be designed to resist all superimposed loads and shall be of a material listed in this product's respective anchor schedule. Host structure conditions which are not accounted for in this product's respective anchor schedule shall be designed for on a site -specific basis by a registered professional engineer. All components which are permanently installed shall be protected against corrosion, contamination, and other such damage at all times. This product has been designed for use within and outside of the High Velocity Hurricane Zone (HVHZ). 160 SW 12T" AVENUE * 106 DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX: 954-354-0443 WWW.ENGEXP. COM Florida Building Code Online--r-("'s P yaie. Page 1 of 3 RoWaDep q0 DOS Moms I L," In I use Repleaatton 1 Mot ookc BuInes . . . Product Approval Pro.}essi a USER: Publk Use Regulation MommaL> .. > AWkaWn list > AWlcaft n Detaa 0(y. ionProfessionalRegulat tea T I submit Surcnartie I Stott a Facts i Put "Mu a I Fec staff I acts Ske MP I units I seams I FL # FL2197-RS 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 Mrrek Industries, Inc. Address/Phone/Email 1451S North Outer Fourty Drive Suite 300 Chesterfield, MO 63017-5746 314) 851-7480 Ext7480 dwort®mli.com Authorized Signature David Wert david.c.wert@mil.com Technical Representative David Wert Address/Phone/Emall 14515 North Outer Fourty Drive Suite 300 Chesterfield, MO 630175746 314) 851-7480 dwert®mli.com Quality Assurance Representative David Wert Address/Phone/Email 14SIS North Outer Forty Suite 300 Chesterfield, MO 63017 314) 851-7480 dwert®mli.com Category Structural Components Subcategory Truss Plates Compliance Method Evaluation Report from a Product Evaluation Entity Evaluation Entity ICC Evaluation Service, LLC Quality Assurance Entity Quality Auditing -Institute Ltd. Quality Assurance Contract Expiration Date 12/31/2015 Validated By ICC Evaluation Service, LLC. Certificate of Independence to o167 RS 601 CertipceUe of tndenandence for Evaluatlon:Ddf Referenced Standard and Year (of Standard) Year ANSI/TPI 1 2007 Equivalence of Product Standards Certified By Sections from the Code https://www.floridabuilding.org/pr/pr_app dtl.aspx?param=wGEVXQwtDgvrTEx%2bbkf... 7/20/2015 Florida Building Code Online Page 3 of 3 Crc itSAA https://www.floridabuilding.orglprlpr_app_dti.aspx?param=wGEV XQwtDgvTTEx%2bbkf... 7/20/2015 Excerpt from ICC•ES ESR-1311, Revised November 2011 INSTALLATION All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial: embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. Trusses must be assembled within the tolerances specified in ANSI/TPI 1, Chapter 3, Quality Criteria for the. Manufacture of Metal - Plate -Connected Wood Trusses. IMES Evaluation Report E5R-1311 Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.orsl { (800) 423-6587 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 0617 63-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14516 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mli.com EVALUATION SUBJECT: MlTeke TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mll 20, M-20 HS, MI120 HS, AND MT20HS m 1.0 EVALUATION SCOPE Compliance with the following codes: 2012, 2009, 2006 International Building Code° (IBC) 2012, 2009, 2006 International Residential Code® (IRC) a.2013 Abu Dhabi International Building Code (ADIBC)1 tThe ADIBC is based on the 2009 IBC. 2009 IBC code sedlons reterenoed In this report are the same sections in the ADISC. Property evaluated: Structural 2.0 USES MiTekm metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3A MiTekm M46 and MI116: Model M-16 and Model MII 16 metal truss connector plates are manufactured from minimum No. 16 gage 10.0575 inch total thickness (1..46 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)) and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the Oat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area.:Teeth are 0.16 inch (4A mm) wide and 0.37 Inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 14nch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 11/44nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MITek® M-20 and Mil 20: Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)), ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11A mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0:25 inch (6.4 mm). Each slot has a 0.33-inch-long (8A mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point See Figure 1 of this report for details. 3.3 MlTeke M-20 HS, M1120 HS, and MT20HS'rr: Models M-20 HS, MII 20 HS, and MT20HS "4 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 9/44nch-by-l-inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.254rich-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.334nch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, CC -ES Cvahrorion Reporu ore not to be conrtnxd m rcpntenring oarheria or any Whey asribares not rpsclJ)colly dnssed, nor me they ro be cortwedasonendorsementofthesubjectofthereportOrorccommendationforinuse. 77ere a no warrantyby ICC Evaluation Service. UC. esprrsf or implied m _ to onyfinding or other matter in this repor4 or m to any product covered by the report ' d CopyrightQ 2015 Page ;"or 6 ESR-1311 1 Most Widely Accepted and Trusted Page 3 of 6 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ibfln2IPLATE) LUMBER SPECIES SG AA EA AE EE M-16 AND Mll 16 Douglas fr-larch 0.5 176 121 137 126 Hem -fir 0.43 119 64 102 98 Spruce -pine -fir 0.42 127 82 75 107 Southern pine 0.55 174 126 147 122 M-20 and Mil 20 Douglas fir -larch 0.5 195 180 190 Hem -fir 0.435 148 129 145 Spruce-pine-fu 0.427P220 144 143 137 Southern pine 0.559 190 184 200 M-20 HS, MII 20 HS and MT20HS Douglas fir-4arch 0.5 165 146 . 135 143 Hem -fir 6.43 139 111 97 109 _ Spruce -pine -fir 0.42 148 108 107 103 Southern pine 0.55 187 143 138 150 For ShItbfrn2 = 6.9 kPa. NOTES: Tooth holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of Joint. 2AA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to load EE = Plate perpendicular to load, wood grain perpendicular to load2AIItrussplatesarepressedintothewoodforthefulldepthoftheir teeth by hydraulic -platen embedment presses, multiple roller presses Thatusepartialembedmentfollowedbyfull -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY FORCE DIRECTION M-16 AND MII 16 M-20 AND Mil 20 M-20 HS, Mil 20HS_AND MT20HS Efficiency PoundsfinchlPair of Connector Plates Efficiency Poundslinch/Pair of Connector Plates Efficiency PoundsllnchlPaR of Connector Plates Tension Values in Accordance with Section 5.4.4.2 of TPI-1 (Minimum Net Section over the Joint)' _ Tension ® 0° 0.70 2012 0.50 880 0.59 1505 Tension ® 900 0.36 1013 0.47 820 0.48 1219 Tension Values in Aocordancewilh TPI-1 with a Deviation (see Section 5.4.9 (a)) Ma*num44d Section Occurs over the Joint= Tension ® 00 0.68 1945 0.62 1 1091 0.67 1716 Tension ® 900 0.30 849 0.48 841 0.52 1321 Shear Values Shear @ 00 0.54 1041 0.49. 574 0.43 761 Shear ® 300 0.61 1173 0.63 738 0.61 1086 Shear ® 60° 0.73 1402 0.79 936 0.67 1184 Shear @ 900 0.55 1055 0.55 645 0.45 792 Shear @ 1200 0.48 914 0.42 490 0.34 608 Shear ® 1500 0.35 672 0.46 544 0.3 537 For SI: 1 ibfrnch = 0.175 Nhnm, 11nch - z5.4 MM. NOTES: Minimum Net Section - A One through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates. this line passes through a line of holes. 2MaximuM Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. ESR4311 1 Most W'dely Accepted and Trusted Page b of b 0.12V 0.2W 0 5W 0 3or 32mm 64mmm 93mn127mm 000 A don 000 ago 000 D ago ODO ODO ODO J r....goo ODO DOD 000 ODO ODO M-20 HS, MII 20 HS, MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (In Inches) (Continued) ICC-ES Evaluation Report t,K-1411 ro%, %7uppocrrrarra Reissued June 2015 This report is subject to renewal June 2017. www.1cc-es.om 1 (800) 423-0587 ( (562) 699-0543 A Subsidiary or the Intemaaonar uoae wunuli DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14516 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mil.com EVALUATION SUBJECT: MITeeTRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS, AND MT20HSTM 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that Miistele Truss Connector hate a -1 basin evaluated llr TM20, M-20 HS, MII 20 HS, and MT20HS, recognized compliance with the codes noted below. Applicable code editions: 2014 and 2010 Florida Building Code —Building 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The Mi reeTruss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HSTm, described in Sections2.0 through 7.0 of the master evaluation report ESR-1311, comply with the 2014 and 2010 Florida Building Code —Buildingandthe2014and '2010Ffo10da Bullring Code —Residential, provided the design and installation are in accordance with the Intemational'Building Code .(IBC). provisions noted Ir the: master report. Use of the MiTek®Truss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, M1120 HS, and MT20HST1e has also beenfoundtobeincompliancewiththeHigh -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For products falling under Florida Rule 9N-3, verification that the report holder's quality assurance program is audited by aqualityassuranceentityapprovedbytheFloridaBuildingCommissionforthetypeofinspectionsbeingconductedistheresponsibilityofanapprovedvalidationentity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. ICC•IS Evaluation Reports ore not to be conrrrued as representingoatheda or any other oaributes nor spec call oddreucQ rear a thet yobe eorurrucd as an endoaement of do subject ojthe report or a recommendarlon for to ma There is no warranty by ICC "motion Service. UC. otpress ar JaWlArd, m— to any firding or other matter to his report. or m to ony product covered by the report. Page 1 of 1 CopyrightO 209 S IMES Evaluation Report LbK-1a-1.1 Reissued June 2015 This report is subject to renewal June 2017. www.lcc-es.org i (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council' DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 0617 53--Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mli.com. EVALUATION SUBJECT: MlTeke TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HS- 1.0 EVALUATION SCOPE Compliance with the following codes: a 2012, 2009, 2006 international Building Codee (IBC) IF. 2012, 2009, 2006 International Residential Code® (IRC) 11', 2013 Abu Dhabi International Building Code (ADIBC) The ADIBC Is based on the 2009 IBC. 2009 IBC code sections referenced In Ws report are the same sections in the ADISC: Property evaluated: Structural 2.0 USES MlTeke metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTek®M-16 and MII 16: Model M-16 and Model Mil 16 metal truss connector plates are manufactured from minimum No. 16 gage 10.0575 inch total thickness (1.46 mm)), ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave forth, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 14nch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 1'/44nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MlTeke M-20 and MII 20: Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)), ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (f,4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MlTeke M-20 HS, Mil 20 HS, and MT20HS"r: Models M-20 HS, Mll 20 HS, and MT20HSTM' metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)), ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/4-inch-by-1 -inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.25-inch-wide (6.4 mm) strip of unpunched steel. The transverse oenterlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.334nch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, ICC-ES Evolttation Reports are not to be construed as representing aesthetics or any other attributes not sp ykally addressed, nor are they to be construedasanendorsementofthesubjectofthereportorarecommendaflonforitsuse. There is no u`arronry by'CC Evaluation Serrla, Uc' esprus or Implied, as to any finding or aher matter In this report, or as to arty prodatx covered by the repot. Pogo 1 of 9 Copyright O 2015 ESR-1311 I Most Widely Accepted and Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT° (Ib/in'/PLATE) LUMBER SPECIES SG AA EA AE EE M-16 AND M_II 16 _ Douglas fir-4arch 0.5 176 . 121 137 126 Hem -fir 0.43 • 119 64 102 98 Spruce -pine -fir 0.42 127 82 75 107 Southern pine 0.55 L 174 126 147 122 M-20 and MI120 Douglas fir-4arch 0.5- 220 _ 195 180 190 Hem -fir 0.43 165 148 129 145 Spruce -pine -fir 0.42 197 144 143 137 Southern pine 0.55 249 190 184 _ 200 M-20 HS, Mil 20 Wand MT20HS _ Douglas fir -larch 0.5 165 146 135 143 Hem -fir 0.43 139 111 97 109 Spruce -pine -fir 0.42 148 108 107 103 Southern pine 0.55 187 143 138 150 For SI: 11blin` = 6.9 kPa. Tooth holding units - psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of Joint. AA - Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to load EE = Plate perpendioular to load. wood.grain perpendicular to food. taten embedment presses. mullipfe roller presses thatAntrussplatesarepressedintothewoodforthefulldepthoftheirteethbyhydraulic -platenusepartialembedmentfollowedbyfull -embedment rollers, or combinations of partial embedment roller'presses-and hydraulic PlaW presses that feed trusses Into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY FORCE DIRECTION M-16 AND Mill 16 M-20 AND Mil 20 M-20 HS, MI120HS AND MT20HS Efficiency Poundslinch/Palr of Connector plates I Efficiency I Pound. inch/Pair of Connector Plates . I Efficiency I Pounds/InchlPair of Connector Plates Tension Values in Accordance with Section 5.4.4.2 of TPI-1 (Minimum Net Section over the Joint)' Tension @ 0° Tension @ 90' 0.70 0.36 2012 1013 0.50 0.47 F 880 820 0.59 0.48 1505 1219 Tension Values In Accordance with TPI-1 with a Deviation [see Section 5.4.9 (e)] Maximum Net Section Occurs over the Joint' Tension @ 00 Tension @ 900 0.68 0.30 1945 849 0.62 0.48 1091 841 0.67 0.52 1718 1321 Shear Values Shear @ 00 Shear @ 30° Shear @ 600 Shear @ 900 Sheai (i3 1200 Shear @ 15V _ 0.54 0.61 0.73 0.55 0.48 0.35 1041 1173 1402 1055 914 672 OAR 0.63 0.79 0.55 0.42 0.46 574 738 936 645 490 544 0.43 0.61 0.67 0.45 1. 0.34 0.3 761 1085 1184 792 608 537 . For SI: 1 Ib/Inch = 0.175 Nlmm, linch = 25.4 MM. NOTES: Minimum Net Section - Aline through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates. this line passes through a line of holes. Ma)imum Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. ESR4311 1 Most Widely Accepted and Trusted _ _ Page 6 of 6 0 iW D 2W 0.5W 0-sw 3,2 m}m eamm 9 3' 11---_1-}-_J___J 227mm 000 000 000 000 00o 000 pop 000 000 r00o 00o 000 000 000 00o 0lBoo0o000 M- 20 HS, Mil 20 HS, MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (In Inches) (Continued) ICC-ES Evaluation Report ESR-1311 F18c Supplement Reissued June 2015 This report is subject to renewal June 2017. www3cc-es.om (800).423-6587 1 (562) 699-0543 A Subsidiary of the intemational Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 63—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14516 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mil.com EVALUATION SUBJECT: MiTeO TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, MII 20, M-20 HS, Mil 20 HS, AND MT20HS^e 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that Wee Truss Connector Plates M-16, Mil 16. M-20, MII20, M-20 HS. MII 20 HS, and MT20HS"e, recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: 2014 and 2010 Florida Building Code —Building 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MTek®Truss Connector Plates M-16, MII 16. M-20, Mil 20, M-20 HS, MII 20 HS, and MT20HSTm, described in Sections2.0 through 1.0 of the master evaluation report ESR-1314,,c0mply with the 2014 and 2010 Florida Building Code —Building and the'2014 and 201.0;F de Building Coda-PhWdential, provided the design and installation are in accordance with the International Building Code(I6C)-prdvIWoris,noW in the master report. Use of the MiTekeTruss Connector Plates M-16, Mil 16, M-20, MII 20, M-20 HS, Mil 20 HS, and MT20HST" has also beenfoundtobeincompliancewiththeHigh -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For prbducfs falling -under Florida Rule 9N-3, verification thet.the teportholdefs quality assurance program 1s audited by a quality a"=' rance:enfrty, approved. by the: Florida Building Commisslon for the type of inspections being conducted is theresponsbility, of.an; apptoyed validation entity (or the code. offiid'al when the report, holder does not possess an epproyal by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. 1CC-a Evaluation Reports are not to be cootrued as repmenting aesthctia or any other attributes not specifically addressed. nor are they to be construedasanendorsementojdnsubjectojthereportOrarecommendatronjorlawe. 77xre rr no warranty by iCC fbohmtlon Service. = esprcxs or lmpl/ad as to airy finding or other molter in this report. or as to any product covered by the report Page 1 of 1 Copyright 0 2015 ICC-ES Evaluation Report t5K-14171 Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.oro 1 (800) 423-6587 1 (562) 699-0643 A Subsidiary of the Intemational Code Council-. DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 0617 63-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14616 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MITekm TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HS- 1.0 EVALUATION SCOPE Compliance with the following codes: 2012, 2009, 2006 International Building Codee (IBC) is 2012, 2009, 2006 International Residential Code (IRC) 2013 Abu Dhabi International Building Code (ADIBC)t tThe ADIBC Is based on the 2009 IBC. 200918C code sections referenced In this report are the same sedons In the ADIBC. Property evaluated: Structural 2.0 USES MiTeke metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTee M-16 and MII 16: Model M-16 and Model MII 16 metal truss connector plates are manufactured from minimum No. 16 gage [0.0575 inch total thickness (1.46 mm)], ASTM A653 SS. Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)) and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 14nch (25.4 mm) width increments, up to 12 inches (305 mm). and lengthwise in 11/44nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MlTeko M-20 and Mil 20: Model M-20 and Model MI120 metal truss connector plates are manufactured from minimum No. 20 gage 10,0356 inch total thickness (0.9 mm)), ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33-inch4ong (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details.. 3.3 MITeke M-20 HS, Mil 20 HS, and MT20HST": Models M-20 HS, MII 20 HS, and MT20HSTm metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 0.0005 inch thickness on each side (0.013 mm)) and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/4-inch-by-1-inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal, Each module has three slots, 0.45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.254nch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.33-inch4ong (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, ICC-ES Evaluation ltepor& an not to be construed as represmting oatherlu or any other attributer not spedfically addressed, nor on owy to be construedasanendorsementofthesubjectofthereportororeeommendotionforItsuse, r ere Is no warranty by)CC Evaluation Servke. IlC, espress or bnplied as to any finding or other matter rn this rcperv. or as to any produes covered by the repoK U r t Page 1 of Copyright O 2015 ESR-1311. 1 Most Widely Accepted and Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (IbilrelPLATE) LUMBER SPECIES SG AA EA AE EE M-16 AND MII'16 Douglas fir -larch 0.5 176 121 137 126 Hem -fir 0.43 119 54 102 98 Spruce -pine -fir 0.42 127 82 75 107 Southern pine 0.55 174 126 147 122 M-20 and Mil 20 Douglas fir -larch 0.5 220 195 180 190 Hem -fir 0.43 _ 185 148 129 145 Spruce-pine-fii 0.42 197 144 143 _ 137 Southern pine 0.55 249 190 184 200 M-20 HS, Mil 20 HS and 11017`20HS - Douglas fir -larch 0.5 165 146 135 143 Hem -fir 0.43 139 111 97 109 Spruce -pine -fir 0.42 _ 148 108 107 103 Southern pine 0.55 18T 143 . 138 150 For SI: llbAn` = 6.9 kPa. NOTES: Tooth holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of joint. AA = Plate parallel to toad, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to load EE =Plate peipendWar.to load, wood grain perpendicular to loadAlltruss , plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple rol er presses thatusepartialembedmentfollowedbyfull -embedment rollers, or combinations of partial embedment rover presses and hydraulic -platen presses that feed trusses Into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY M-16 AND MI116 M-20 AND Mll 20 M-20 HS, Mill 20HS AND MT20HS Efficiency PoundsllnchlPalr Efficiency PoundslinchlPair I Efficiency PoundslinchlPalrFORCE DIRECTION of Connector I I of Connector I of Connector Plates Plates Plates Tension Values in Accordance with Section 5.4.4.2 of TPIA (Minimum Net Section over the Joint)' Tension ® 00 0.70 2012 0.50 880 _ 0.59 1505 Tension @ 900 0.36 1013 0.47 820 0.48 1219 Tension Values in Accordance *M TPIA with a Deviation {see Section 5.4.9 (a)) Maximum Net Section Occurs over the Jolne Tension @ CP 0.68 1945 0.62 1091 0.67 1716 Tension @ 900 0.30 849 0.48 841 0.52 1321 Shear Values Shear @ 0°_ 0.54 1041 0.49 574 0.43 761 Shear @ 30° 0.61 1173 0.63 738 0.61 1085 Shear @60° 0.73 1402 0.79 _ 936 0.67 1184 Shear @ 90° 0.55 1055 0.55 645 0.45 792 Shear @ 120° 0.48 914 0.42 490 0.34 608 Shear @ 150° 0.35 672 0.46 544 0.3 537 For SI: 1 lb/inch = 0.175 N/mm, trncn = [a.a MM. NOTES: Minimum Net Section - A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line passes through a One of holes. 2Maxlmtrn+ Net Section - A line through the plate's tooth pattern with the max)mum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. ESR-1311 I Most Widely -Accepted and. Trusted _ Page 6 of 6 0,12r 0.2W 0.9W 0365 3.2mm 64mm 127mm 93mm ti• Tn !. 1000 A 6.00 goo DOQ ODD o^ 0 D 0QODDOD C, -r-QOo BOB ODD J DDo BOB ODD goo DOO ODD WUfH M-20 HS, MII 20 HS, MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (In Inches) (Continued) IMES Evaluation Report r o%, ouppowr - Reissued June 2015 This report is subject to renewal June 2017. www.lcc-es.ora I (800) 423-6587 I (562) 699-0543 A subsidiary or the inremarlonar k ww --vul mal DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 63—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 4344200 www.mli.com EVALUATION SUBJECT: MITe0TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HSTO 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTeke Truss Connector Plates M-16, MII 16, M-20, Mil20, M-20 HS, MII 20 HS, and MT20HSTM, recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: 2014 and 2010 Florida Building Code —Building 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MTeeTruss Connector Plates M-16, Mil 16. M-20, Mil 20, M-20 HS, Mil 20 HS, and MT20HSTM, described in Sections2.0 :through 7.6 of the - master evaluation. report, ESR-1311. comply with the 2014 and 2010 Florida. Building Code —Building and "'2D14 arid20116-Fkvfda Building, Code--RResidential, provided the design and installation are In accordance with the Intemational Building Code. 08C) provisions nolad in the master report: Use of the MiTek®Truss Connector Plates M-16, Mil 16, M-20, MII 20, M-20 HS, MII 20 KS, and MT20HS7e has also beenfoundtobeincompliancewiththeHigh -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For products'Wing under Floiide. Rule 9N-3, verification that the report holders quality assurance program. Is audited by a ty •aquality entity ®pproved :by. the Florida Buildiing Commission for the type of inspections being conducted is theresponsibif4,, of. an,•approved- valiiMon entity.(or the .code. official when the report holder does not possess, an approval by the Conimissionj.. This supplement expires concurrently with the master report, reissued in June 2015. IMES Evaluation Roports are not to be construed as representing oes+hetip or any Giber affributes not specRally addressed, nor are they to be construedtoonendorsementoJthesubjectojthereportororeeommenda+lon jo its use. There Is no warranty by JCC F.voluotion Servla. LLC, apress or Impfled to o1ryJ11dMg or other &#after in this repots or as to a17 product covered by the reporl. `- Pop 1 of 1 Copyright ®2015 ICC-ES Evaluation Report Reissued June 2015 This repot is subject to renewal June 2017. ww.icc-es.o1g 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the mtemaaonar woe %,wrictt w DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 0617 53-Shop-Fabrlcated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 wwwmil.com EVALUATION SUBJECT: Wee TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, M1120, M-20 HS, Mil 20 HS, AND MT20HSTM 1.0 EVALUATION SCOPE Compliance with the following codes: 2012, 2009, 2006 International Building Code® (IBC) sk 2012, 2009, 2006 International Residential codee (IRC) 8 2013 Abu Dhabi International Building Code (ADIBC)1 r'rhe ADIBC Is based on the 2009 IBC. 2009 IBC code sections referenced in this report we the same sections In the ADIBC. Property evaluated: Structural 2.0 USES MTek® metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTek® M-16 and MII 16: Model M-16 and Model MII 16 metal truss connector plates are manufactured from minimum No. 16 gage 10.0575 inch total thickness (1.46 mm)), ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the fiat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 min) width increments, up to 12 inches (305 mm). and lengthwise in 11/4-inch (31.7 mm) multiples, See Figure 1 of this report for details. 3.2 MiTeke M-20 and MII 20: Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)) and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTek° M-20 HS, Mil 20 HS, and MT20HS m: Models M-20 HS, Mll 20 HS, and MT20HSTM metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 10.0005 Inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 314-inch-by-14nch (19 mm by 25.4 mm) modules of teeth are' stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.25-inch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.334nch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, CGES Evaluation Reports are nor to be caewed ar npmenting o s h,#ca or airy other attributes nor tpecyically addraved nor are they to be construedatonendorsementofthetubJecrofthesportoroncommendorionjorlsuse. nwre it no warronly by lG1C Ewluorlon $trvke, /l C. espn est or implied of _ to any finding or ocher molter in thls repork oral to any product covered by the report Pepe 1 of 6 Copyright 0 2015 ESR-1311 I Most widely Accepted and Trusted Page 3 of 6. TABLE 1--ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' pblin'IPLATE) LUMBER SPECIES SG AA EA _ AE EE M-16 AND MII 16 - Douglas fir -larch 0.5 176 121 137 126 Hem -fir 0.43 119 64 102 98 Spruce -pine -fir 0.42 127 82 75 107 Southern pine 0.55 174- 126 _ 147 122 M-20 and Mil 20 • . Douglas fir -larch . 0.5 220 195 160 190 Hem -fir_ 0.43 185 148 129 145 Spruce-pirie-fir 0.42 ._ 197 144 143 137 Southern pine 0.55 249 190 184 200 M-20 HS, MII 20 HS and MT20HS Douglas fir -larch 0.5 165 - 146 135 143 Hem -fir 0.43 139 111 97 109 Spruce -pine -fir 0.42 148 108 107 1 03 Southern pine 0.55 187 _ 143 138 1`50 For Sl: 11bfin` = 6.9 kPa. NOTES: Tooth holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of Joint. 2AA = Plate parallel to load, wood grain parallel to load EA - Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to load EE G Plate perpendicular to load, wood grain perpendicular to loadAiltrussplatesarepressedintothewoodforthefulldepthoftheirteeth*by hydrbulic-platen embedmerd.presses. multiple roller presses thatusepartialembedmentfollowedbyhug.embedment rollers, or Combinations of partial embedriment•roller presses and'hy0retrtic platen Presses that feed trusses into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY FORCE DIRECTION M-16 AND Mil 16 M-20 AND MII 20 M-20 HS, Mill20HS AND MT20HS EHiclency Pounds/Inch/Palr of Connector Plates Efficlenq PoundsllnchlPaIr of Connector Plates Efficiency Pounds/inch/Pair of Connector Plates Tension Values in Accordance with Section 5.4A2 of TPI-1 (Minimum Net Section over the Joint)' Tension @ 00 Tension @ 90° 0.70 0.36 2012 1013 0.50 0.47 880 820. .. 0.59 0.48 1505 1219 Tension Values in Accordance with TPI-1 with a Deviation [see Section 5.4.9 (e)] Maximum Net Section Occurs over the Join12 Tension @ 00 Tension @ 900 0.68 0.30 1945 849 0.62 0.48 1091 841 0.67 0.52 1716 1321 Shear Values Shear @ (r . _ Shear @ 300 Shear @ 600 Shear @ 900 Shear @ 1201 Shear @ 1500 0.54 0.61 013 0.55 0.48 0.35 1041 1173 _ 1402 1055 914 672 0.49 0.83 0.79 0.55. 0.42 0.46 574 - 738 936 645 490 544 0.43 0.61 0.67 0:45 0.34 0.3 761. 1085 1184 792 608 537 For SI: 1 Iblinch = 0.175 N mm, lincn = ra.a mm. NOTES: Minimum Net Section -A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this tine passes through a line of holes. 2Ma)imurr Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate vrith no holes. ESR-1311 I Most Widely ACCe ted and Trusted Page 6 of 6 0 126" 0.41I0' 0.3W O 3ob 32mm 64mm 127evn 931M a0G Goo 000 000 aoa 000 M Boo 000 000 r 000 000 000 0 oo GGG GGG r 000 000 000 M-20 HS, .MII 20 HS, MT20H.S FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (In Inches) (Continued) IMES Evaluation Report ESR-1311 FBC Supplement Reissued June 2015 This repot is subject to renewal June 2017. WWW.icc-es.otn 1 (800) 423-6687 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53--Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.rnii.com EVALUATION SUBJECT: MiTek*TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HS- 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTek® Truss Connector Plates M-16. MII 16, M-20, MII 20. W20 HS, Mil 20 HS, and MT20HSTM, recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: 6 2014 and 2010 Florida Building Code —Building Ill 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTekeTruss Connector Plates M-16, Mil 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HS", described in Sections 2.0 through 7.0 of the master evaluation report ESR-1311, comply with the 2014 and 2010 Florida Building Code —Building and the 2014 anal 2010 FlV! Building'Code—Residential, provided the design and installation are in accordance with theInternationalBuildingCode. (ISC) provisions noted in.the master report. Use of the MiTek®Truss Connector Plates M-16, MII 16, M-20, M1120, M-20 HS, MII 20 HS, and MT20HS7m has also been found to be in compliance with the High -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For products falling under Florida Rule 9N-3, verification that the report holder's quality assurance program is audited by a quality assurance entity approved by the Florida Building Commission for the type of inspections being conducted is the responsibility of an approved validation entity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. ICC-6S Evaluation Reports are not to be construed at representing aesthetic or any other oarlbuta not spectjkally addressed, nor are they to be construed as an endorsement of the subject ojtlte report or a recommendation jor Us use. There It no Warronty by ICC Cvaluorion Service. IlC. cspress or ""plied as RAW o anyjlnding or other matter in thiv repor4 or as to any product covered by the report- Copyrightm 2015 Page 1 of 1 0211112015 13:41 IFA14 P.0021004 MIAMI-DADS COUNTYMI® PRODUCT CONTROL SECTION 11905 SW 26 Street. Room 2os DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (M) Miami. Florida 33175.2474 BOARD AND CODE ADMINISTRATION DIVISION T (790315-2590 F (786) 315.2599 NOTICE OF ACCEPTANCE (NOA) 2=.mism1d&dc.cov/e enomv Southeastern Metals Manufacturing Company, Inc. 11801 Industry Drive Jacksonville, FL 32218 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -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 shell 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 $ils 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. RBR 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: Weather Vent LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved". unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for 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. than it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews and revises NOA No. 08-0423.01 consists of pages I through 3. The submitted documentation was reviewed by Juan E. Colllaoo/, R.A. 4 . (.IW.Caft— I"' rasa r NOA No.: 13-0014.09 Expiration Date: 04/1S/19 Approval Data: 0143/14 Page I of 3 0211112015 13:42 ffAln P.003/004 T ROOFING AssRmLY APPROVAL Category: Rooting Sub -Category: Ventilation Material: Steel Miaimom Slope: 2:12 TRADR NAMES OF PRODUCTS MANUFACTURED OR IABRI A BY APPLICANT: LV1a,nufactured by Tat Product Aanlicant Dimensions SnaMAeadooa Desertatlan Weather Vent Vent: 4- W x 19" x 46" TAS 100 Galvanized metal roof vent Deck Flange: 24" x 52" Thickness: 0.0217 inch.-- - _._.. _.. MAKuncmquNG LOCATION 1. Jacksonville, FL EVmENCE SUBMITTRD Test AFency Teat Identifier Test Name/Report Date PRI Asphalt Technologies, Inc. TAS 100 SF.M-002-02-01 08/14/03 ICC-ES AC132 SEM-027-"I 01/07/14 APPROVED APPLICATIONS: Deck Type: Wood Deck Description: 's/n" or greater plywood or wood plank System Type A: Mechanical attachment of vent for shingle roofs Cutout: Mark a 3'%* x 46" opening centered between layout lines and aligned minimum 6 inches from the ridge. Set blade to thickness of sheathing and cut opening. Brush away sawdust and debris. Installation: Vents should be evenly spaced on the rear slope of the roof. Center vent in opening and set it in a 1/8" thick of an approved ASTM D 4586 asphalt roofing cement. Secure vent to the roof deck with 1-A" galvanized ring shank roofing nails spaced approx. 8" o.c. and I" from the outside edge of the flange. Use a minimum of 18 nails per vent. Seal all nails and vent flange with an approved ASTM D 4586 roofing cement. (See drawings herein). Net Free Area: 99 square inches. NOA No.: 13-0814.08 Expiration DoW 04/IS/19 Approval Date: 01/23/1.4 Page 2 of 3 I- 0211112015 1143 ffAll) P.004/004 LnKnAnow 1. Refer to applicable building code for required ventilation. 2. Weather Vent shall comply with the manufacturer's current published application Instructions and the requirements set forth in the applicable building code. 3. This acceptance is for installations over asphaltic shingle roofs only. 4. Weather Vent shall not be installed on roof moan heights greater than 33 feet. 5. All products listed herein shall have a quality assurance audit in accordance with the Florida Building Code and Rule 9N-3 of the Florida Administrative Code. 6. All approved products listed herein shall be labeled and shall bear the imprint or Identifiable marking of the manufacturces name or logo, city, state, and following statement: "Miami -Dade County product Control Approved" or the Miami -Dade County Product Control Seal as shown below: DRAWINGS o • ROOF FLANGE NAIL PLACEMENT e • • END OF THIS ACCEPTANCE NOA No.: 13-0814.08 Expiration Date: 04/15/19 Approval Date: 01R3/14 Page 3 of 3 I Florida Building Code Online Uncker VON Page 1 of 1 Regulation PamnVW' D +w...e.rtd eGS Home I Log In I User Registration i Hot Topics Submll Surcharge 1 Slats a Fags I Publications I FBC Staff I SCIS Site Map I Unks I Search Businesproduct Approval Profess) al UWlt: Public User Regulation Predrr[ t Aoawal MMu > eredtrG of Avdikatbn Search > Applkatlon flit' Search Criteria Code Version 2014 FLU 15216 Application Type ALL Product Manufacturer ALL Category ALL Subcategory ALL Application Status ALL Compliance Method ALL Quality Assurance Entity ALL Quality Assurance Entity Contract Expired ALL Product Model, Number or Name ALL Product Description ALL Approved for use in HVHZ ALL Approved for use outside HVHZ ALL Impact Resistant ALL Design Pressure ALL Other ALL Search Results A IIGOtrv05 ELA T = Manufacturer Validated By Status FL15216- RZ Revision InterWrap, Inc. John W. Knezevich, PE Approved History Category; Roofing 954) 772-6224 Subcategory: Underlayments CMLit r He :: 1940 Huiiltl Merhrne SIMI Tallahassee FL 32399 Phone: 650•Ig7.1824 The State of Florida Is an AA/EEO employer. C 2007.2013 SIatWof rimicia.:: Arc=clblabv Statement :: Refund ,SWE ll"t Under Florida law, email addresses are public records. It you do not want your e•mall address released In response to a public-redord7 request. do not send etatronic mall to this entity. Instead, contact the oince by phone or by traditional mall. It you have any questions, please contact 650.497.1395. 'Pursuant to Section 455.275(1), Fiona& Statutes, effective October 1. 2012, licensees licensed under Chapter 455. F.S. must provide the Department with an email address if they have one. The emalls provided may be used for official cormnuriralron with tine Ilansec tlowever email addresses are public record. U you do rot wish be supply a personal address, please provide the Departmentmess with analladdrwhichcanbe made available to lid public. To debtrmine if you are a Iloensee under Chapter 455, F. S., please dick lucre . Product Approval Accepts: Creel t FAr https://www.floridabuilding. org/pr/pr__app_lst-aspx 7/20/2015 1 Florida Building Code Online Page 1 of 2 Business & Professional Regulation ra rcam= FloridDepVra Id acts home I toe in I use. R"Stratbn i tut Topics I subbmt swcnaroe I slats & Facts I Put>flcauons I F13C Stan I tips site pip I uroa I Search I Busines 01*-P'Wft1:'9cuw uct ApprovalProfessilal Regulation prp0uct er aedtcetbn Sr>arcn > novl carun Lkt > Application oetea FL # FL15216-112 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer InterWrap, Inc. Address/Phone/Emall 32923 Mission Way Mission, NON -US 00000 551) 574-2939 mtupas®interwrap.com Authorized Signature Eduardo Lozano elozanoo Interwrap.com Technical Representative Eduardo Lozano Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 778) 945-2891 elozano@interwrap.com Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Underlayments Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer I Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Robert Nieminen the Evaluation Report Florida License PE-59166 Quality Assurance Entity Intertek Testing Services NA Inc. - ETL/Wamock Hersey Quality Assurance Contract Expiration Date 11/17/2015 Validated By John W. Knezevlch, PE 7 Validation Checklist -Hardcopy Received Certificate of Independence F 1 S216 R2 Col. 2015 01 COI Nleminen.odf Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code 1507.2.3 1507.5.3 1507.8.3 1507.9.3 1507.9.5 T1507.8 https://www.floridabuilding.orp-/nr/pr. app_40 aspx?param=wGEVXQwtDqv3yVV KJZ 1 Q... 7/20/2015 r Florida Building Code Online Page 2 of 2 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products Method 2 Option B 04/28/2015 04/29/2015 05/D4/2015 06/23/2015 FL aX Model, Number or Name Description 15216.1 RhlnoRoof Underlayments Synthetic roof underlayments Limits of Use Approved for use In HVHZ: No Approved for use outside HVHZ: Yes impact Resistant: N/A Design Pressure: N/A Installation Instructions Ft IS216 R2 11 2015 04 FINAL ER 1NTERWRAP RHINOROOF FL35216- R2.Ddf Verified By: Robert Nieminen PE-59166 Created by Independent Third Party: Yes other: See ER Section 5 for Umrts of Use. Evaluation Reports F1 IS216 R2 AE 2015 04 FINAL ER 1NTERWRAP RHINOROOF F1.15216- R2. Dd Created by Independent Third Party: Yes Ncl[t Contact Us :: 1940 North "mile Stmeii-Tapahassee FL 32399 MOM: I+S0,497.1112e The State of Florida Is an AA(EEO employer, Cemrrleht 2007.2013 State of Florida.:.Privacy Sizitement :: ECCESS1mIICt :: Refund Statement Under Florida law, email addresses am Public records. If you do not want your e-mail address released In response t0 a publt-records request, do not send electronic man to this entity. Instead, contact the office try phone or by traditional mall. It you have any questions, please contact 050.487.1395. *PwSuant to Section 455.275(1). Florida Statutes, effective October 1, 2012, licensees licensed under chapter 455. F.S. must provide the Department with an "ll address If they have one. The emaik provided may be UWd for oRlclal communication with the bttssee. Nawever email addresses are pudic retard. If you do not wish to supply a personal address, please provide the Department with an email 80OMS which can be nude available to the public. To determine d you are a licensee under GDPter 4SS. F_5., please dick )1M. Product Approval Accepts: Kwurltvrlr•rwr", z" https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yV VKJZI Q... 7/20/2015 QOOXFEXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503 TRINITY I ERD 353 CHRISTIAN STREET, UNIT #13 ORD, CT o6478a7a PHONE: (203) 262-9245 FAX: (203) 262-9243 EVALUATION REPORT Interwrap, Inc. Evaluation Report 140510.02.12-RZ 32923 Mission Way FL15216-R2 Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2: 04/27/2015 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5`h Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhinoRoof Underlayments LASEUNG: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity) ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "Trinity IERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCA ANE1983 out tmnoy Exe3}fig,, J J -'Z ZI% .A tut V43: ;1;..•;., The bpWrnk seal appearing was authorhed by Robert Niemiek PL on M/i7/2015. 1Ns does rots•rve as an•Nnronlrally signed r document. Signed, waled hardcoples have been transmitted to the product Approval Admlydstwtor and to the named diem CERTIFICATION OF INDEPENDENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. TrinityI ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have not will acquire, a financial interest In any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity Involved in the approval process of the product. S. This is a building code evaluation. Neither Trinity ERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. TRINITYJERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year 1507.2.3,1507.5.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.8.3,1507.9.3, 2507.9.5 on Heating 1507.2.3,1507.5.3,1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 20D5 2507.9.3 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference Date ITS(TST1509) Physical Properties 100539395COQ-006 10/27/2012 ITS (TST1509) Physical Properties 200539395COQ-002 10/27/2011 ITS(TST1509) Physical Properties 200539395COQ•006 03/24/2014 ITS (QUA1673) Quallty Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhinciRoof U20 is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM D226, Type I or Type II felt or D4869 Type II felt. RhinciRoof Underlayment is available in 42-inch wide rolls, and can be produced in various other sizes. S. LIMRATIONs: 5.1 5.2 5.3 5.4 5.5 5.6 5.6.2 This is a building code evaluation. Neither TrinityJERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. This Evaluation Report Is not for use in the HVHZ. Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. If not listed, a request may be made to the AHf for approval based on this evaluation combined with supporting data for the prepared roof covering. Allowable roof covers applied atop RhinoRoof Underlayments are follows: TABLE 1: ROOF COVER OPnoNs Underlayment Asphalt Shingles Nail -On TileI I Foam -On Tile MetalI Wood ShakesI & Shingles Slate or Simulated Slate RhinoRoof U20 Yes INo INO IYes I Yes I NO Exposure Limitations: RhinoRoof Underlayment shall not be left exposed for longer than 30-days after Installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM D226, Type 1 or 11 or D4869, Type II underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, I.I.C. Evaluation Report 140S30.02.12-R2 Certificate oJAuthorizotlon #9503 F1.15216-112 Revision 2: 04/27/201S Page 2 of 3 TRINITY I ERD 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. 4 RhlnoRoof U20: 6.4.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1-inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 Single Laver: Roof Slope > 4:22: End (vertical) laps shall be minimum 6-Inches and side (horizontal) laps shall be minimum 4-inches. Refer to Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain conditions. For exposure < 24 hours, use of every -other fastening location printed on the surface is acceptable. For exposure > 24 hours up to maximum 30-days, use of every fastening location printed on the surface Is required. When batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole In accordance with Interwrap published instructions. 6.4.3 Double Laver: 2:12 < Roof Slope < 4:22: End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1-Inch side (horizontal) laps, resulting in a double -layer application. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 8. MANUFACTURING PLANTS: Contact the manufacturer or the named QA entity for information on plants covered under Rule 61G20-3 QA requirements. 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc.-ETL./Warnock Hersey — QUA3673; (604) 520-3321 END Of EVALUATION REPORT - Exterior Research and Design, U.C. Evaluation Report 140510.02.12-RZ Certlficote of AuthorkOtlon #9503 FL1S21642 Revision 2: 04/27/2015 Page 3 of 3 EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503 TRINITY( 353 CHRISTIAN STREET, UNIT t113Q0ERDOXFORD, a 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 EVALUATION REPORT Interwrap, Inc. Evaluation Report 140510.02.12-112 32923 Mission Way FL15216-R2 Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2: 04/27/2025 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5th Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhlnoRoof Underlayments LABEUNG: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity I ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "Trinity IERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCAANE1983 d`lwmnrro OQ %,L p•!. Or 7Tr M1lf`•,: ... I.•' Sfi>J The faolm0a real appearing was aothoved by Robert N omb"n, c . ate •'• P.Lono/27/Io15. This does not wrvaaranellMtoMnprrVrrdjl,/„rrrrrrr,rrp document. 9Sned, sealed hardcoples have been lrenrmltted to the Product Approval Administrator and to the named client CERTIFICATION OF INDEPENDENCE: 1. Trinity IERD does not have, nor does It intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products It evaluates. 2. Trinity I ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity Involved in the approval process of the product. S. This is a building code evaluation. Neither TrinitylERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. QOTRINITYIERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of following sections of the Florida Building Code through testing In accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year 2507.2.3, 2507.5.3, 71507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.83,1507.9.3,1507.9.5 on Heating 2507.2.3, 1507.5.3,1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 1507.93 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference at ITS M1509) Physical Properties 100539395COQ-006 10/27/2012 ITS (TST7509) Physical Properties 100539395COQ-002 10/27/2011 ITS (TST3509) Physical Properties 100539395CGQ•006 03/14/2014 ITS (QUA3673) Quality Control Inspection Report 12/17/2024 4. PRODUCT DESCRIPTION: 4.1 RhinoRoof U20 Is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM D226, Type I or Type II felt or D4869 Type II felt. RhinoRoof Underlayment is available in 42-inch wide rolls, and can be produced in various other sizes. S. LIMITATIONS: 5.1 This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, Is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVHZ. 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. 5.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product Is specifically referenced within FBC approval documents. If not listed, a request may be made to the AH1 for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.5 Allowable roof covers applied atop RhinoRoof Underlayments are follows: TAeUE 1: ROOF CovER Options Underlavment AsphaR Shingles Nail -On Tile Foam -On TileI MetalI Wood ShakesI & Shingles Slate or Simulated Slate RhinoRoof U20 Yes No INo I Yes Yes No 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation. 6. INSTALLATION: 6.2 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published Installation instructions and the requirements for ASTM D226, Type I or II or D4869, Type 11 underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, U.C. Evaluation Report 140510.02.32-R2 Certificote o/Autborizotion #9503 FLIS216-RZ Revision 2: 04/27/2015 Page 2 of 3 TRINITY I ERD 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. LA RhlnoRoof U20: 6.4.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1-inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 Single Laver: Roof Slope > 4:22: End (vertical) laps shall be minimum 6-inches and side (horizontal) laps shall be minimum 4-inches. Refer to Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain conditions. For exposure < 24 hours, use of every -other fastening location printed on the surface is acceptable. For exposure > 24 hours up to maximum 30-days, use of every fastening location printed on the surface is required. When batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole in accordance with Interwrap published instructions. 6.4.3 Double Laver: 2:12 < Roof Slope < 4:12: End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1-inch side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 8. MANUFACTURING PLANTS: Contact the manufacturer or the named QA entity for information on plants covered under Rule 61G20-3 CIA requirements. 9. QUALITY AssURANCE ENTITY: Intertek Testing Services NA Inc.-ETL/Warnock Hersey — QUA1673; (604) 520-3321 END OF EVALUATION REPORT - Exterior Research and Design, LLC. Evaluation Report 140S10.02.12-RZ Certificate of Authorization #9503 FL15216-R2 Revision 2: 04/Z7/2015 Page 3 of 3 Florida Building Code Onlineh'I lPage I of 2 L• 1 r • iL Rwdi ftWMd aCis Nome I tag in I Use, RegWration i Ha 700ks I Submit Surcharge I sots a FattS I PUWICattorls I FgC Stan I aus sue IMP I Unk: I Search I Busines V Product Approval Professivial ®USER: Public User Regulation t Produtt Anaeval Menu, Produtt or Aeelkattert Searth >X0991011an List a AppllgUon petsq FL # FL16305-114 Application Type Revision Code Version 2014 Application Status Pending FBC Approval Comments Archived Product Manufacturer Atlas Roofing Corporation Address/ Phone/Email 2000 RlverEdge Parkway Suite 800 Atlanta, GA 30328 770) 946-4571 mcollins@atiasroonng. com Authorized Signature Meldrin Collins mcolllns@atlasroonng. com Technical Representative Address/ Phone/Email Quality Assurance Representative Address/ Phone/Email Category Roofing Subcategory Asphalt Shingles Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer I Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Zachary R. Priest the Evaluation Report Florida License PE-74021 Quality Assurance Entity LIL LLC Quality Assurance Contract Expiration Date 12/31/2020 Validated By Locke Bowden fig Validation Checklist - Hardcopy Received Certificate of Independence FL1630S R4 COI ATL13002.4 2014 FBC Product Evaluation Shinoles. odf Referenced Standard and year (of Standard) standard Year ASTM D 3161 2009 ASTM D 3462 7009 ASTM D 7158 2008 TAS 100 1995 TAS 107 1995 Equivalence of Product Standards Certified By Sections from the Code https:// www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDquJBMjgUlj3N... 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Method 1 Option D Date Submitted 06/28/2015 Date Validated 06/29/2015 Date Pending FBC Approval 07/05/2015 Summary of Products i FL # Model, Number or Name Description 16305.1 Atlas Shingles Fiberglass reinforced laminated asphalt shingles Limits of Use Installation Instructions Approved for use in HVHZ: Yes F 1630S R4 Il ATL13002.4 2014_FBC PrDdlict Evaluation Shinales.od( Verified By: Zachary R. Priest 74021 Created by Independent Third Party: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: See evaluation report for limits of use Evaluation Reports FL16305 R4 AE ATL13002.4 2014 FBC Product Evaluation Shlnales.Odf Created by Independent Third Party: Yes O.d. NOat Contact Us:: 1240 North NonOe Street_. Tapahassee EL 3i99 MLW_: 850,487.1824 The State of Florida Is on ANEEO employer: gnvrlohl 2007.2013 State at FteiNa.a: Privaev Statement :: Accessibllitty 5t :: Refund Statement Under Florida law, email addresses are public records. If you do not wart your e-mall address released In response to a public -records request. do not send electronic mad to this entity. Instead. Contact the office by phone or by traditional mall if you have any questions, please contact 850.407.1395. -pursuant to Section 455.2750), Florida Statutes, effective October 1, 2012. Icensess licensed under Chapter 455. F.S. must provide the Department with an email address If they have one. The emads provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made avallable to the public. To determine If you are a licenses under Chapter 455, F.S., please dick b=. Product Approval Accepts: W ® xcorilvmmauti OWE https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquJBMjgU 1 j3N... 7/20/2015 CREEK Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, Fl. 33647 TECHNICAL SERVICES, LLC 813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE W" EDITION (2014) Manufacturer. ATLAS ROOFING CORPORATION Issued June 29, 2015 2000 Riveredge Parkway, Suite 800 Atlanta, GA 30328 770) 612-6267 Manufacturing Plants: Hampton, GA Meridian, MS Dangerfield, TX Ardmore, OK Quality Assurance: UL LLC (QUA9625) SCOPE Category: Roofing Subcategory: Asphalt Shingles Code Sections: 1507.2.5, 1507.2.7.1, 1523.6.5.1 Properties: Physical properties, Wind Resistance, Wind Driven Rain REFERENCES Entity Report No. Standard Year PRI Construction Materials Technologies (TST5878) ATL-079-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-083.02-01 TAS 100 1995 PRI Constriction Materials Technologies (TST5878) ATL-086-02-01 Rev 1 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-104-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-106-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-106-02-01 Rev 1 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-107-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-107-02-01.1 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-109-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATLA 16-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-118-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATLA 19-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-123-02-01 ASTM D 7158 2005d PRI Construction Materials Technologies (TST5878) ATL-125-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATLA27-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-132-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-133-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-135-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-136-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-137-02-01 Rev 1 ASTM D 7158 2008d PRI Constriction Materials Technologies (TST5878) ATL-138-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-143-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-144-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-151-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-162-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-167-02-01 ASTM D 3161 2009 PRI Construction Materials Technologies (TST5878) ATL-168-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-169-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-170-02-01 ASTM D 3462 2009 ATL13002.4 FL 16305-R4 Page 1 of 9 This evaluation report Is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK ATLAS ROOFING CORPORATION Asphalt Shingles TECHNICAL SERVICES, LLC PRI Construction Materials Technologies (TST5878) ATL-171-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-172-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-174-02-01 ASTM 0 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-179-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-184-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-185-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-186-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-187-02-01 ASTM D 3462 2009 PRODUCT DESCRIPTION GlassMaster®30 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Tough -Master® 20 ASTM D 3161, Class F fiberglass reinforced, 34ab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Hip & Ridge ASTM D 3161, Class F fiberglass reinforced, hip and ridge asphalt shingle with a Ardmore & Hampton) dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Starter Strip ASTM D 3161, Class F fiberglass reinforced, starter asphalt shingle with a dashed, Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ProLAM''A Architectural ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Hampton & Meridian) architectural asphalt shingle with a dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pinnacle® Pristine, ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Pinnacle® Pristine architectural asphalt shingle with two, dashed, thermally -activated, self-sealing sealant Lifetime w/Scotchgard stripes that complies with ASTM D 3462. Dangerfield, Hampton & Meridian) StormMaster® Shake ASTM D 3161. Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Dangerfield) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. StormMaster® Slate ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Ardmore) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ATL13002.4 FL 16305-R4 Page 2 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL. SERVICES, LLC INSTALLATION GlassMasterO 30 & Basic Wind Speed (Vw): Tough-MasterO 20 Basic Wind Speed (Vasd): Deck (HVHZ): Deck (Non-HVHZ): Underiayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min 15132 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 5-inch exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using '6 Nail Pattern' detailed below. Installed with 5-inch exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern* detailed below. 36' Nails 1 Sir 12" --— 12" Figure 1. GlassMaster® 30 & Tough -Master® 20 4 Nail Pattem (Non-HVHZ only) 30- Nails h•-10 12" • C, ¢ W 8" 12- Figure 2. GlassMaster® 30 & Tough -Master® 20 6 Nall Pattern ATL13002.4 FL 16305-R4 Page 3 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance Changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Prol-AMT" Architectural Basic Wind Speed (Vun): Basic Wind Speed (Vasa): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min, slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19132 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure in accordanoe with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern' detailed below. Installed with 6 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern' or'6 Nail Pattern' detailed below. Figure 3. Prol-AMTm Architectural Shingle 4 Nail Pattern (non-HVHZ only) Figure 4. Pro-I-AMTm Architectural Shingle 6 Nail Pattern ATL13002.4 FL 16305-R4 Page 4 of 9 This evaluation report Is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pinnacle® Pristine d+ StormMasterQsl Shake Basic Wind Speed (Vwi): Basic Wind Speed (Vasd): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19132 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure in accordance with RAS 115 and manufacturers published installation instructions. Shingles shall be attached using '6 Nail Pattern' detailed below. Installed with 6 in. exposure in accordance with FBC requirements and manufacturers published installation instructions. Shingles shall be attached using either *4 Nail Pattern' or "6 Nail Pattern' detailed below. W YY,.IJp plwbO+MSy+W r +mM OOG t0 O,_u+ 7 t_ O r=i r_I I_ r (_I . t 1 1--" = 1 l6 C 1 Oi O C Figure 5. Pinnacle® Pristine and StormMaster® Shake 4 Nail Pattern (Non-HVHZ only) 71W 1 w, ttw wN+eee+ro+u eu I a, ti, W neti Co 00 En000 00 OOOQO000 ,• C 0 0. 0 0 0 0 0 0 0 0 0 0 0 0 Figure 6. Pinnacle® Pristine and StormMaster@ Shake 6 Nail Pattern ATL13002.4 FL 16305-R4 5 of g This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC StormMaster® Slate Basic Wind Speed (Vmr): Basic Wind Speed (Vern): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15132 in, plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 8.5 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern' detailed below. Installed with 8.5 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either *4 Nail Pattern' or "6 Nail Pattern' detailed below. Figure 7. StormMaster® Slate 4 Nail Pattern w Q T 9" Figure 8. StormMaster® Slate 6 Nail Pattern ATL13002.4 FL 16305-R4 Page 6 of 9 This evaluation report is provided for Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pro -Cut® Starter Strip Basic Wind Speed (Vul): Basic Wind Speed (Vem): Deck (HVHZ): I -on, Y Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached as shown below. Installed in accordance with FBC requirements and manufacturers published installation instructions. Shingles shall be attached as shown below. i tr I7 p t•t/7• ro war iwl v r r Figure 9. Pro -Cut® Starter Strip ATL13002.4 FL 16305-R4 Page 7 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor Imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pro -Cut® Hip & Ridge Basic Wind Speed jV,,l): Max. 194 mph ATLAS ROOFING CORPORATION Asphalt Shingles Basic Wind Speed (Vod): Max. 150 mph Deck (HVHZ): In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. Deck (Non-HVHZ). In accordance with FBC requirements; Solidly sheathed min. 15/32 in, plywood or wood plank for new construction; Min. 7116 in. OSB existing construction. Underlayment: In accordance with FBC requirements. Min. slope: 2:12 and in accordance with FBC requirements. Installation (HVHZ and Installed with 5-5/8 inch exposure in accordance with RAS non-HVHZ): 115 (HVHZ only) and manufacturer's published installation instructions. The direction of the exposed end shall be away from the prevailing wind. I 12" •) 1 12 ga. 1-1/2' ring r shank nail I i r•= =_ 12" 1 1 1 I Figure 10. Pro -Cut® Hip & Ridge ATL13002.4 FL 16305-R4 Page 8 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 0 CREEK ATLAS ROOFING CORPORATION Asphalt Shingles TECHNICAL SERVICES, LLC LIMITATIONS 1) Fire Classification is not within the scope of this evaluation. 2) The roof deck and the roof deck attachment shall be designed by others to meet the minimum design loads established for components and cladding and in accordance with FBC requirements. 3) The mean roof height shall be restricted to a maximum 33 ft in the HVHZ. 4) Classification to ASTM D 7156 applies to exposure B 6 C with a building mean roof height of 33-ft or less. 5) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected prior to underlayment application. 6) Shingles shall be installed starting at the eave in horizontal layers such that the laps shed water from the deck. 7) Installation of the evaluated products shall comply with this report, the FBC, and the manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and code compliant detail shall prevail. 8) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61G20-3. COMPUANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 5tl1 Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. toIIIIIII/II4,p 1 p'R`! R' p9/ E IV NO 74021 cc p: STATE OF Q Illllf' CERTIFICATION OF INDEPENDENCE 2015.06.2 9 12:55:48 04' 00' Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation.. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest. P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest In any other entity Involved In the approval process of the product. ATL1 END OF REPORT FL 16305-R4 9of9 This evaluation report Is provided for Stale of Florida product approval under Rule 61G20-3. The manufacturer shall notity CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 TECHNICAL SERVICES, LLC 813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE 6'" EDITION (2014) Manufacturer: ATLAS ROOFING CORPORATION Issued June 29, 2015 2000 Riveredge Parkway, Suite 800 Atlanta, GA 30328 770) 612-6267 Manufacturing Plants: Hampton, GA Meridian, MS Dangerfield, TX Ardmore, OK Quality Assurance: UL LLC (QUA9625) SCOPE Category: Roofing Subcategory: Asphalt Shingles Code Sections: 1507.2.5, 1507.2.7.1, 1523.6.5.1 Properties: Physical properties, Wind Resistance, Wind Driven Rain REFERENCES Entity Report No. Standard Year PRI Construction Materials Technologies (TST5878) ATL-079-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-083-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-086-02-01 Rev 1 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-104-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-106-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATLA06-02-01 Rev 1 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (rST5878) ATL-107-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-107-02-01.1 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-109.02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATLA 16-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATLA 18-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (rST5878) ATL-119-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-123-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-125.02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-127-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-132-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-133-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-135-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATLA36-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-137-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-138-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-143-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-144-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-151-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-162-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-167-02-01 ASTM D 3161 2009 PRI Construction Materials Technologies (TST5878) ATL-168-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-169-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-170-02-01 ASTM D 3462 2009 ATL13002.4 FL 16305-R4 Page 1 of 9 This evaluation report Is provided for State of Florida product approval under Rule 61G20.3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK ATLAS ROOFING CORPORATION Asphalt Shingles TECHNICAL SERVICES, LLC PRI Construction Materials Technologies (TST5878) ATL-171-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-172-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-174-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-179-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATLA84-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-185-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-186-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-187-02-01 ASTM D 3462 2009 PRODUCT DESCRIPTION GlassMaster® 30 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Tough -Master® 20 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Hip & Ridge ASTM D 3161, Class F fiberglass reinforced, hip and ridge asphalt shingle with a Ardmore & Hampton) dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Starter Strip ASTM D 3161, Class F fiberglass reinforced, starter asphalt shingle with a dashed. Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ProLAMTm Architectural ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Hampton & Meridian) architectural asphalt shingle with a dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pinnacle® Pristine, ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Pinnacle® Pristine architectural asphalt shingle with two, dashed, thermally -activated, self-sealing sealant Lifetime wlScotchgard stripes that complies with ASTM D 3462. Dangerfietd, Hampton & Meridian) StormMasterS Shake ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Dangerfreld) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. StormMasterS Slate ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Ardmore) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ATL13002.4 FL 16305-R4 Page 2 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC INSTALLATION GlassMaster® 30 & Basic Wind Speed (VW,): Tough-MasterO 20 Basic Wind Speed (Vnd): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7116 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 5-inch exposure in accordance with RAS 115 and manufacturers published installation instructions. Shingles shall be attached using '6 Nail Pattern' detailed below. Installed with 5-inch exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattem' detailed below. L 3" Nails Star F--- 12----+-- 12- —1- 12- Figure 1. GlassMasterO 30 & Tough -Master® 20 4 Nall Pattern (Non-HVHZ only) 36" Nails 51W 12' I 12" Figure 2. GlassMasterO 30 & Tough -Master® 20 6 Nall Pattern ATL13002.4 FL 16305-114 Page 3 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Prol-AM7" Architectural Basic Wind Speed (Vwi): Basic Wind Speed (Vow): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction, Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7116 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern' detailed below. Installed with 6 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern' or "6 Nail Pattern' detailed below. w wr Figure 3. ProLAMT" Architectural Shingle 4 Nail Pattern (non-HVHZ only) n.ty wnpw+n.epti r O .'.—rf r $— O r• N. Figure 4. Pro-LAMTm Architectural Shingle 6 Nail Pattern ATL13002.4 FL 16305-R4 Page 4 of 9 This evaluation report is provided for Stale of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pinnacle® Pristine & Basic Wind Speed (V,nl): StormMaster® Shake Basic Wind Speed (Veto): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): wn.:^ pwmwnl orro ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using '6 Nail Pattern' detailed below. Installed with 6 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either *4 Nail Pattern' or'6 Nail Pattern' detailed below. Wr tits Y . rip OOC7001=00 f_70L7' )"—:) .=) C] G'! W Figure S. Pinnacle® Pristine and StormMaster® Shake 4 Nail Pattern (Non-HVHZ only) Figure 6. Pinnacle® Pristine and StormMaster® Shake 6 Nail Pattern ATL13002.4 Fl- 16305-R4 Page 5 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC StormMasterO Slate Basic Wind Speed Nut): Basic Wind Speed (Vow): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15132 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 8.5 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 8 5 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either `4 Nail Pattern' or *6 Nail Pattern" detailed below. T 9" Figure 7. StormMaster® Slate 4 Nail Pattern Figure S. StormMaster® Slate 6 Nail Pattern ATL13002.4 FL 16305-R4 Page 6 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor Imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pro -Cut® Starter Strip Basic Wind Speed (Vot): Basic Wind Speed (V„d): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached as shown below. Installed in accordance with FBC requirements and manufacturers published installation instructions. Shingles shall be attached as shown below. 1 Figure 9. Pro -Cut® Starter Strip ATL13002.4 FL 16305-R4 Page 7 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify.CRFEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pro -Cut® Hip & Ridge Basic Wind Speed (VmJ: Max. 194 mph ATLAS ROOFING CORPORATION Asphalt Shingles Basic Wind Speed (V,w): Max. 150 mph Deck (HVHZ): In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. Deck (Non-HVHZ): In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. Underlayment: In accordance with FBC requirements. Min. slope: 2:12 and in accordance with FBC requirements. Installation (HVHZ and Installed with 5-5/8 inch exposure in accordance with RAS non-HVHZ): 115 (HVHZ only) and manufacturers published installation instructions. The direction of the exposed end shall be away from the prevailing wind. 12 ga. 1-1/2" ringI shank Hall 1 6" LlI Figure 10. Pro -Cut® Hip & Ridge ATL13002.4 FL 16305-R4 Page 8 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor Imply warranty, installation, recommended use. or other product attributes that are not specifically addressed herein. CREEK ATLAS ROOFING CORPORATION Asphalt Shingles0TECHNICALSERVICES, LLC LIMITATIONS 1) Fire Classification is not within the scope of this evaluation. 2) The roof deck and the roof deck attachment shall be designed by others to meet the minimum design loads established for components and cladding and in accordance with FBC requirements. 3) The mean roof height shall be restricted to a maximum 33 it in the HVHZ. 4) Classification to ASTM D 7158 applies to exposure B & C with a building mean roof height of 33-111 or less. 5) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected prior to underlayment application. 6) Shingles shall be installed starting at the eave in horizontal layers such that the laps shed water from the deck. 7) Installation of the evaluated products shall comply with this report, the FBC, and the manufacturers published application instructions. Where discrepancies exist between these sources, the more restrictive and code compliant detail shall prevail. 8) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 611320-3. COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 51h Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. PaY'Rp•%,, q/ 2015.06.21; •E NS0 .F' No 74021 9 12:55:48 Cc 04'00' P E OFSTAT S=.'t: O q 1QP'N ONAL `' S % Zachary R. Priest, P.E. Florida No. 021NOOrganizationNo!ANE9641Registration CERTIFICATION OF INDEPENDENCE CREEK Technical Services, LLC does not have, nor will it acquire. a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services. LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest In any other entity involved in the approval process of the product. END OF REPORT ATL13002.4 FL 16305-R4 Page 9 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-1 The manufacturer shag notify CREEK Technical Seivices, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor Imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Florida Building Code Online Page 1 of 2 Professional RegulationBusiness ricer 31iffold aCIS Home I Log In I User RegistrilUon Submit Surcharge Slats a Fads PubkaUons I FaC Stall I aCls Me Map I UM¢ I Sch IiHglTopicsISubevBusjnBus' nes ? i 6, product Approval USER: Public User Regulation s Product er.ae4re,idn Seigil s emglaboti > APpliotkn Dotes , FL # FL12019-R5 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer American Construction Metals Address/ Phone/Email 5140 W CUfton Street Tampa, FL 33634 813) 884-0444 lyle. pestow®aan-metals.com Authorized Signature Vivian Wright rlckw® rwbldgconsu Rants. com Technical Representative Address/ Phone/Email Quality Assurance Representative Address/ Phone/Email Category Panel Walls Subcategory Soffits Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer V, Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Lyndon F. Schmidt, P.E. the Evaluation Report Florida License PE-43409 Quality Assurance Entity Keystone Certifications, Inc. Quality Assurance Contract Expiration Date 03/02/2020 Validated By Ryan J. King, P.E. v6 Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Product Approval Method Standard Year ASTM E330 2002 Method I Option D https:// www.floridabuilding.orglpr/pr app_dtl.aspx?param=wGEVXQwtDquJEQfBP6a6FJ... 7/20/2015 I. o ACIF AMI3tICAN CONSTRUCTION METALS 5140 West CWon Street Tampa, FL 33W TRIPLE 4" & "QUAD 4" ALUMINUM SOFFIT GENERAL NOTES 1. This product has been evaluated and Is in compliance with the Sth Edition (2014) Fonda Bulding Code excluding the "High Velocity Hurricane Zone" (HVHZ). 2. Product anchors sholl be as rioted and spaced as shown on details. Anchor embedment to base material shol be beyond wan dressing or stucco. 3. Site conditions not covered by this drawing are subject to further engineering analysis.. 4. Wood/CMU wall construction, by others, must be designed property to receive foods from the soffit and/or 7 x 7 batten strips. 5. Aluminum soffits shall conform to the requirements of FBC Section 1404.5.1 and labeled according to FBC Section 1710.9. TAKE OF COH MS SHEEPA I DEScilumoN 1 T krol elevat'om a generd notes Z Pm1d detob 3 Sofro detafls a design pressures 4 Soffit det1a a design presswes S Soffit detak design pressures a bE of moWals TIUPLE 1 ff4 740131D1IS 111CN U-014 (DU,T nasq QUAD 4 Q4 04011i.0118'TWA 040141DIV110M j > h s OfirIMrO70 zq KM d eii a mda Z FP z 1. erc: JK or: LFS awe ro: FL- 12019.1 a 1 or 5 AN -A ROOFOVERMANG ROOF FRAMING ALUMINUM SOFHi—j w000 SFEDoNL'A' FRMIEO SEE OEFAIL' B' SIDE VIEW - SINGLE SPAN w/F-CHANNEL Sham wl bumfftn" GwOew) SINGLE SPAN LENGTH A' DESIGN PRESSURE (PSF) POSITIVE INEGATIVE IF' 70.0 141.0 10' 60.0 60.0 1r 50.0 50.0 14- 38.5 38.5 16• 30.0 30.0 NVIt: wVW rRnmuYv nnv wnnc..v.v .v a DESIGNED BY THE ARCHITECT OR ENGBAEER OFRECORD DETAIL " B " F-Channel ROOF OVERHANG ROOF FRAMING SOFFITEMU ORWOOD SEEOEIAVC'7 FRAMED SEE DETAIL' 0' SIDE VIEW - SINGLE SPAN wL-CHANNELS TRIM NAIL ATTACHED THROUGH FASCIA 01 C O.C. MAX Shawn wl blasf•mn" cordevd) STAPLES INSTAURD @ ENDOFPANELANO _ r MAIL oC. SEEDETAIL'!'. SHEET 5) I _ I / r MAX. IF DETAIL" A" Fascia STAPLES WALLED @ 24.O.C. (INTO WOOD) ON FGNANNEL LEG OR T-NAIL @ 17 O.C. INTO WOOD OR MASONRY) STAPLES INSTALLED @ 17 O.C. (INTO WOODI IN FCMANNEL SLOT OR T-NAIL @ 17 O.0 INTO WOOD OR MASONRY) 1-- J- NOTE: FOR SQUARE CUT OVERHANG. TRIM BOTTOM OF FASCIA FLAT AGAINST PANEL STAPLES LOCATED 24' O.C. INTO FRAMING r W ROOF OVERHANG SPAN ' A ' K ok ROOF•• FRAMINGllll ALUMINUM FASCIA TRIM SOFFIT - CMU OR V D SEEDETAIL' A' FRAM FpAMEOSEE DETAIL' C' SIDE VIEW - SINGLE SPAN w/]-CHANNEL Shown wl tneslfrrunbg anbkw) MAX. 5 I' MAX STAPLES INSTALLED @ 17 O.0 ONTO WOOD) IN J CHANNEL SLOT 09I-FWL 0170.C. DETAIL" D" J- CFronnel Fascia STAPLES WALLED @ 17O.C. (INTO WOOD) IN } CHANNEL SLOT OR T-NAIL @ 17O.0 ONTO WOOD OR MASONRY) STAPLES LOCATED 24' o.c. INTO FRAMING —7 2 5 10 P MAX 3 DETAIL " C" 0 J- Channel na- o° IWQ 1 09 z sriae N.T.S. i tn+ a oe JK m' SUBSTRATE NOTES: Cft W. LfS _ 1. WOW SUBSTRATE G = 0.42OR BETTER DR4"M NU a 2. MASONRY SUBSTRATE 3.000 PSI CONCRETE (ACI 3011 FL12019.1 0 oOR HOLLOW BLOCK (ASTM C90)• s+cer 3 or 5 n ITEM DESCRIPTION MATERIAL I FASCIA A215' THK. AL 3105 - H 14 ALUMINUM 2' T CHANNEL .0155 THK. AL 3105 - H24 ALUMINUM 3 TCHANNELA155'THKAL3104-H19 ALUMINUM 5 QUAD 4 PANEL .0115 OR .0137 THICIQ AL 3105 ALUMINUM 6 TRIPLE 4 PANEL (AI 1 S OR .0135- THICK) AL 3105 ALUMINUM 7 915x13/,V'TRIMNAIL S.S. 8 IV GA. X 1/4" SS STAPLE twl 7/8' MIN. EMS STEEL 9 T X T BATTEN STRIP (G--A2 OR BETTER) WOOD 10 APA B-C- GROUP 1 EXT.1513T PLYWOOD OR BETTER WOOD I I I 097" DIA. T-NAIL twf S/IT' MIN. E MBEDM STEEL 12d X 3.1/4' MD. GALV. STEEL COMMON NAIL 0 24"O.C. w/ 13/4"MIN. 04. DETAIL" H " 1 X2 VERIICAL FRAMING (G>-.421 ATIACH w/ 2-6d COMMON NAILS 0 TOP TO ROOF FRAMING STAPLES WALLED 0 ENO OF PANEL AND B' MAX O.C. SEE DETAIL-J I C. MAX. MAIL ".I " ROOF CVERHANG 12dX3.1/,C HD. GALV. STEEL COMMON NAIL 0 24' O.C. SEE DETAIL- A' / w/13/4-MIN. EMB. (SHE'T3) SEE DETAIL' H' STAPLES INSTALLED 0 END OF PANEL AND r MAX. O.C. SEEDETAL"J1 S 6 DETAIL "I" TWIN SPAN 1ENGTN w/COMINUO A' US BATTEN DESIGN PRESSURE (PSFJ POSITIVE NEGATIVE 14' 70.0 70.0 te• 66.5 66.S 20• 60.0 60.0 2T 54.S 64.5 24' 50.0 1 •50.0 WAN' A • SEEDETAIL•B• ` Eo SHEET 3) 1'1 N 0. I` `^ 'r V _d SPAN SIDE VIEW - DOUBLE SPAN w/BATTEN Shown w/ trunfteming—titam) SPAN • A - ROOF OVERHANG i SEE OETAIL"G' SHEET 41 ROOF FRAMING SEE NOTE 2 I — cHt1 OR MOOD EEOETAL•I' 8 11 FRAMED SEE DETAL A S IsTW 31 SIDE VIEW - DOUBLE SPAN w/BATTEN CONNECTOR NOTES ( shown w/ ojsV rW g oveheng) 1. WOOD FRAMING AND CONNECTIONS TO BE DESIGNED SUBSTRATE NOTES: BY THE ARCHITECT OR ENGINEER OF RECORD 1. WOOD SUBSTRATE: G = 0.42 OR BETTER 212d COMMON NAIL OR 3/16' ITW TAPCON CONCRETE SCREW 2 MASONRY SUBSTRATE 3.000 PSI CONCRETE (ACI3011 MIT. 1-1/4-EMBEDMM 0 24- ON CENTER OR HOLLOW BLOCK (ASTM C90). L4 Nm JK sa LFS ? sec wi a 0 FL— 12019.1 0 N ET 5 0/ 5 Q Florida Building Code Online 18504.2 Page 1 of 3 Business & Professional Regulation r9m. TIT11111, M. BOS HQorne I Lop In I use, Registration I Hot Topics I submit Surcharge I slats b Facts I Publications I FBC stars I Bay Site Map ! Links I search I Forida Product ApprovalrUSER: PUDUc User i vwv, Product Approval Menu > Produtt m Apollotbn Search > Application List > Application Detall FL # FL28504 Application Type New Code Version 2014 Application Status Approved Comments Archived O Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Mullions Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Ov Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Luis R Lomas the Evaluation Report Florida License PE-62514 Quality Assurance Entity Architectural Testing, Inc. Quality Assurance Contract Expiration Date 12/31/2018 Validated By Steven M. Urich, PE G Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Product Approval Method FLI8504 RO COI FL COl.odf 2710.5.3 Method 2 Option B https://floridabuilding.orglprlpr_app_dtl.aspx?param=wGEVXQwtDgs9%2f%2f COhpJQgi... 9/6/2016 Florida Building Code Online Page 3 of 3 supply a personal address, please provide the Departn*At with an ernall address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please dick b=. product Approval Accepts: EB Cfed1 C430 we https://floridabuilding.orglpr/pr app_dtl.aspx?param=wGEVXQwtDgs9%2f%2ftCOhpJQgi... 9/6/2016 107 S/e" COMBINED WIDTH WI -I[- w2 83 FRAME HEIGHT WINDOW WINDOW MULLION S° L- 107 3/8" COMBINED WIDTH WI -jr- w2 83' LWFRAME HEIGHT WINDOW MULLION SPAN) t07 5/8" COMSINE0 WIDTHFYIIW2 83" J W/N00 WINDOW J BOO FRAM_ HEIGHT MULLION SPAN) 1 1 w1 --F-- W2 107 3/8" COMBINEC WIDTH Daslpn Pra M -gag (pd) Unlb anchored Into wood h+mlllp Mullion Wan on) Trlbublrywldlh 1iL13 2T<50 3R00 4200 n 4B.Op 5213 2&ao 130.0 130.0 130,0 130.0 130.0 130.0 3r.38 130.01130.0 127.2 121.0 127.0 127.0 49,03 120.7 94.3 77.9 73.8 72.1 72.0 6200 17Z4 70.8 58.0 61.5 4&6 Q.4. 85 83 815 65 6 51.7 47.3 M.4 43.0 7200 77.8 5&7 45 8 41.4 38.5 37.0 84 00 8ZI 4& 33.1 29.1 28.3 24.9 107 3/5" T OMBINED WIDTH N1 -•{ W2 g LFRAMEN7NDOW HEIGHT MULLION 107 3/8' COMBINED WIDTH WI -• W2 jI S3 r J WINDOW FRAME HEIGHT ND.t2 MULLION SPAN) f w 1 --I F- w2 t07 3/8" COMBINED WIDTH REASIGNS 4Ev xscApmN GVE AMMIE0 A REVISED INSTALLATION DCTAILS 08/07/15 1 R.L. 107 3/8" COMBINED WIDTH W 1 --{ W2 1 I ! 83" 1 WINDOW / FRAME I / HEIGHT I WINDOW MULLION SPAN) wt -4- W2 107 3/8" COMBINED WIDTH APPROVED CONFIGURATIONS MULTIPLE UNITS MAYBE MULLED TOGETHER AS LONG AS COMBINED WIDTH DOES NOT EXCEED 1073/8• AS SHOWN HEREIN. OaalBn P-ra atlnp W 11n11aenchowInto m conovto Mullion span (In) TAbulary 1&13 2i50 width 1 38.00 4100 In 4&00 1 5213 ma 130.0 130.0 130.0 130.0 130.0 180.0 37.30 130.0 130.0 130.0 130.0 130.0 130.0 4&83 130.0 136.E 130.0 130.0 n30.0 130.0 8200 130.0 115.4 87.8 79.3 T3.9 71.5 6S83 130.0 90.6 7Z9 55.5 80.E 5&2 7Z00 119.3 72.4 4.0 4&1 44,0 4ZO 84100 62.1 145.0 33.1 29.1 26.3 24.9 LARGE'AND SMALL MISSILE IMPACT, LEVEL 0, WIND ZONE3 DIMENSIONS IN CHART ARE FRAME DIMENSIONS AND 00 NOT INCLUDE FLANGE MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 M-1926 - VERTICAL MULLION 83" MULLION SPAN CONFIGURATIONS AND OP CHARTS ORAWN; ONG No. V.L. 1 08-01445 ZILE NTS ICATE 01 / 1 1 / 12 1 SNELT 2 OF 3 SIGNED: 08107,2015 ATE OF *4 o OR10v: f' L. Roberto Lomas P.E. 233 W Main St Danville, VA 24541 434-688-0609 rilomas@lrlomaspe.com Manufacturer: MI Windows and Doors, Inc. 650 West Market St Gratz, PA 17030 Product Line: M-1926 - Vertical Mullion Engineering Evaluation Report Report No.: 512069A Compliance. The above mentioned product has been evaluated for compliance with the requirements of the Florida Department of Business and Professional Regulation for Statewide Acceptance per Rule 61G20-3.005 method 1(d). The product listed herein complies with requirements of the current Florida Building Code. Supporting Technical Documentation: 1. Approval document: drawing number 08-01445 revision A prepared, signed and sealed by Luis Roberto Lomas P.E 2. Mullion analysis report No. 512069-1 prepared, signed and sealed by Luis Roberto Lomas P.E. Limitations and Conditions of use: Maximum design pressure: refer to design pressure charts in approval document. Maximum single window unit size: 52 1/8" x 84' Window units attached to mullion must have their own separate approval. This product is not rated to be used in the HVHZ. This product is impact resistant and does not require impact protection in Wind -Rome Debris Regions, up to Wind Zone 3. Design pressure of mulled units shall be controlled by the lesser design pressure of the assembly components; mullion or individual units. All windows attached to mullion must be manufactured by MI Windows and Doors, Inc. Installation: Mullion must be installed in strict accordance with installation instructions document 08-01445 revision A. Certiication of Independence: Please note that I don't have nor will acquire a financial interest in any company manufacturing or distributing the product(s) for which this report is being issued. Also, I don't have nor will acquire a financial interest in any other entity involved in the approval process of the listed product(s). 1of1 5 R L 0 6j2YOFf1Mrr 7a . TAT w, 0' c S 0R101' ONA1\\\\ Luis R. Lomas, P.E. FL No.: 62514 08/07/2015 1pli,, i NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE. 2, WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF TIIE ARCHITECT OR ENGINECR OF RCCORO. 3. IX BUCK OVER MASONRY/CONCRETE IS OPTIONAL. 4 WHERE SHIM OR BUCK THICKNESS IS LESS THAN 1-1/2" WINDOW UNITS MUST BE ANCHORED THROUGH THE FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE MATERIAL. 5. WHERE WOOD BUCK THICKNESS IS 1-1/2" OR GREATER, BUCK SHALL BE SECURELY FASTENED TO MASONRY. CONCRETE OR OTHER STRUCTURAL SUBSTRATE. WINDOW UNITS MAY BE ANCHORED THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. 6. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 7 BUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT IS PROVIDED. 8. FOR FIN INSTALLATION SHIM AS NEEDED. FOR FRAME INSTALLATION SHIM AS REOUIRED AT EACH ANCHOR LOCATION WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16- OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM SIACK TO BE 1/4". 9. SHIMS SHALL BE LOCATED, APPLIED AND MADE FROM MATERIALS AND THICKNESS CAPABLE OF SUSTAINING APPLICABLE LOADS. 10. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 11. FRAME MATERIAL: EXTRUDED RIGID PVC 12. UNITS MUST BE GLAZED PER ASTM E1300-04. 13. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 14.FOR ANCHORING THROUGH FIN INTO WOOD FRAMING OR 2X DUCK USC #6 WOOD SCRCWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. TABLE OF CONTENTS SHCET NO.1 DESCRIPTION NOIES ELEVATIONS INSTALLATION MM0NS I REV I OESCMMON I are I AWROVED 15. ALL FASTENERS TO BE CORROSION RESISTANT. 16. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD - MINIMUM SPECIFIC GRAVITY OF G-0.42 17. GEOMETRIC SHAPES ARE ALSO APPROVED. APPROVED GEOMETRIC SHAPES DIMENSIONS SHALL NOT EXCEED INSCRIBED DIMENSIONS OF APPROVED RECTANGULAR ASSEMBLY SHOWN IN SHEET 2. GEOMETRIC SHAPES ARE NOT LIMITED TO SHAPES SHOWN HEREIN. 18. THIS PRODUCT ALSO LABELED UNDER THE FOLLOWING NAMES 350OPW, 3500T, 3500SOUTES, 350OSP, 3540PX, 3540T, 3540SOUTES, 354OSP, 3250PZ, 3250T, 3250SOUTES. 325OSP, 3240PW, 3240T, 3240SDILITES. 3240SP, 3500HPPW, 3500HPT, 3500HPSDLITES, 3500HPSP, 358OWP, 3580T, 358OSDLITES. 3580SP, S-350OPW, S-3500T, S-350OSDILITES. S-350OSP, S-354OPW, S-3540T, S-354OSDLITES, S-354OSP, M-3500PW, W-350OPW, W-3500T, W-3540PW, W-3540T, W-3540SDILITES. W-3540SP. 1255PW, 1255SP, 1280PW. 910SP, 1255HPPW, 1255HPT, 1255HPSOLITES AND 1255HPSP. Tlz)m - E O SIGNED:0211712016 M650WiI1 ESTMARKETS O DR OR$11111LOWEET GRATZ, PA 17030-0370 v,•GENS•LP y 0y j 6SERIES3500FIXEDWINDOW 96" X 60" NON —IMPACT NOTES AT OfiA0. FSS ONIA1II\`\\ N.G. DRA 08-02859 a SGLE WTE SHEETNTS02/04/I6 1 OF 3 2' 96- MAX FRAME WIDTH MAX 10" MAX —{ O.C. 2" MAX 2• MAX J 10' MAX i0' O.C. AME IGHT SE FO OF SERIES 3500 FIXED WINDOW 2 MAX J EMERIOA VIEW FIN INSTALLAnON OESIGN PRESSURE RATING IMPACT RATING a50.0%60.OPSF NONE NOTES: 1. MAXIMUM D.L.O.: 92" X 56" 2. (2) 1' X I/8' WEEPSLOT AT 2' FROM EDGE OF SILL FACE CHART O HeIghl CHART #1 i NUMBER ANCHORS FWAsoms I m I ocsew"m I are I APPRWo Tt t T t pe h.D avrsl MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 3500 FIXED WINDOW 96" X 60" NON —IMPACT ELEVATION N.C. suu[ NTS °"'E 08-02859 16 IS-2 OF 3 SIGNED: 0211712016 51R I I 10//. siii 0 POF F•:ORIOP• S111NA j0 G\ lI v APPROVED SEALANT BEHIND FIN 6 WOOD SCREW 3/8' MIN EDGE DISTANCE EXTERIOR 3/8' MIN EDGE DISTANCE 6 WOOD SCREW APPROVED BEHIND FIN VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLA770M INTERIOR WOOD FRAMING BY OTHERS 1/4' MAX. SHIM SPACE 1/4' MAX SHIM SPACE WOOD FRAMING BY OTHERS 6 WOOD SCREW 1 1 /4" MIN. EMBEDMENT APPROVED SEALANT BEHIND FIN 3/8' MIN EDGE DISTANCE 1/4' MAX SHIM SPACE INTERIOR EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION RLvrj*RS omatpno" as I APPROYM NOTES: 1. INTERIOR AND EXTERIOR FINISHES. BYOTHERS, NOT SHOWN FOR CLARITY W000 2. PERIMETER AND JOINT SEALANT BY OTHERS TTO BE FRAMING DESIGNED INACCORDANCE N97HASTME2112 FM' h Z, J , 1 11/T/ ` BY OTHERS F..— I Y/ 1 O SIGNED: 0211712016 M650 IWDOWESTMAR1cETS ANDDOORS 1REI111/11 0 TREET GRATZ, PA 17030-0370 S b,• v G N,p • r, SERIES 3500 FIXED WINDOW r0 5 96" X 60" NON —IMPACT FIN INSTALLATION DETAILS e 7'T wz OG AT OF arc REV_i' SS'GRlOG\` i* N. G. 08-02859 I— NTS — 02/04/16 19cm3 OF 3 Florida Building Code Online Page 1 of 4 FL17676.16 RegulationProfessionalBusiness j. rg rMNO DepWWtd SOS Home I Log In I User Registration ( Hot Topics Submit Surcharge Stats & Facts E Publications FBC Stag E BCIS Site Map Links Search Busines Professi - al USoduct Approval usER: Public Usera Regulation Product Approval Menu > Product a Applka[bn Search > Application List > Application Detail FL as FL17676-R2 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Single Hung Compliance Method Certification Mark or Listing Certification Agency American Architectural Manufacturers Association Validated By Steven M. Urich, PE Cis Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year AAMA/WDMA/CSA 101/I.S.2/A440 2008 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 12/03/2015 Date Validated 12/04/2015 Date Pending FBC Approval Date Approved 12/06/2015 https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG I ... 5/26/2016 A Florida Building Code Online Page 2 of 4 Summary of Products FL it Model, Number or Name Description 17676.1 3540 SH 36x74 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL37676 R2 C CAC APC 3540 Fin 36x74.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH 36 x74 Fm.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.2 3540 SH 36x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x84.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40. Units must be glazed in accordance with FL17676 R2 ll Install - 3540 SH Fin 36x84.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.3 13540 SH 40x66 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 40x66.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/26/2016 Design Pressure: +35/-45 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 40x66.pdf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.4 3540 SH 44x63 Fin Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x63.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +40/-47 Installation Instructions Other: R-PG40. Units must be glazed in accordance with FL17676 R2 11 Install - 3540 SH Fin 44x63.Ddf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.5 3540 SH 44x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x72.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/01/2017 Design Pressure: +35/-47 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 Il Install - 3540 SH Fin 44x72.0df ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 117676.6 13540 SH 1 44x84 Fin Frame I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30/-30 Other: LC-PG30. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x84.Ddf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions Verified By: American Architectural Manufacturers Association Created by Independent Third Party: https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG I ... 5/26/2016 4. Florida Building Code Online Page 3 of 4 EvaluI on Reports Ceatediby Independent Third Party: r i 17676.7 3540 SH 52x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 52x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25. Units must be glazed in accordance with FL17676 R2 11 FL17676 R1 II Install - 3540 SH Fin ASTM E1300-04. 52x84.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.8 3540 SH 36x74 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35 FL17676 R2 11 08-01252B 7.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511854B 1252.odf Created by Independent Third Party: Yes 17676.9 3540 SH 36x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant. No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40 FL17676 R2 II 08-01372 511989.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511989 3540 FLS 36x84.odf Created by Independent Third Party: Yes 17676.10 3540 SH 44x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2027 Design Pressure: +35/-47 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-01247B 10.0f Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 521849B 1247.odf Created by Independent Third Party: Yes 17676.11 3540 SH 48x96 Finless Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3540 FLS 48x96.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +30/-30 Installation Instructions Other: LC-PG30 FL17676 R2 II 08-01371B 11.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988B 1371.odf Created by Independent Third Party: Yes 117676.12 13540 SH 152x62 Finless Frame Limits of Use Approved for use In HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-35 Other: R-PG35 Certification Agency Certificate FL17676 R2 C CAC APC 3540 FLS 52x62.Ddf Quality Assurance Contract Expiration Date 08/27/2017 Installation Instructions FL17676 R2 11 08-02269A 12.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports https://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6f G 1... 5/26/2016 N Florida Building Code Online Page 4 of 4 IFL17676 R2 AE 513015A 2269.Ddf I Created by Independent Third Party: Yes 11 17676.13 13540 SH 52x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL37676 R2 C CAC APC 3540 FLS 52x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +30/-30 Installation Instructions Other: R-PG30 FL17676 R2 II 08-02270A 13.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 513016A 2270.odf Created by Independent Third Party: Yes 17676.14 3540 SH 52x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x84.0df Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25 FL17676 R2 11 08-01514 512141.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 512141 3540 Fls 52x84.0df Created by Independent Third Party: Yes 17676.15 3540 SH 48x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC(12775)A2726.01-109-47- Approved for use outside HVHZ: Yes R2 C7326.01 3540.AWS.IG.FIN.48X72.R35.(072016) Impact Resistant: No Rev.odf Design Pressure: +35/-35 Quality Assurance Contract Expiration Date Other: R-PG35. Units must be glazed in accordance with 07/20/2016 ASTM E1300-04. Installation Instructions FL17676 R2 11 Install Instructs - 3540 SH FIN 48x72 (As TestedhDdf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.16 j 3540 Triple SH 308x74 Fin Frame Triple CHS Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3540 CHS Fin 108x74.0df Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 11 Install - 3540 SH CHS Fin 10804.ndf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: amie Q Contact Us :: 1940 North Monroe Street. Tallahassee FL 32399 Phone: 850.487.1824 The State of Florida is an AA/EEO employer. Coovrlaht 2007.2D13 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records 11 you do not want your e-mail address released In response to a public-records,request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.139S. *Pursuant to Section 45S.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The !malls provided may be used for official communication with Me licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: hw, Credit'kr https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 e Milidator / Operations Administrator) MI Windows & Doors, Inc. P.O. Box 370 Gratz, PA 17030-0370 Attn: Rick Sawdey AAMA CERTIFICATION PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION The product described below'is hereby approved for listing in the next issue of the AAMA Certified Products Directory. The approval Is based on successful completion of tests, and the reporting to the Administrator of the results of tests, accompanied by related dravKng_ s, by an AAMA Accredited Laboratory. 1. The listing below will be added to the next published AAMA Certified Products Directory. SPECIFICATION RECORD OF PRODUCT TESTEDAAMA/WDMA/CSA 101/I.S. 2IA440-08 LC421G35'4731x1867 (108x74) Negative Design Pressure = -50 psf COMPANY AND CODE CPO NO. SERIES MODEL & PRODUCT DESCRIPTION MAXIMUM SIZE TESTED MI Windows & Doors, Inc. 3540 TRIPLE SH (FIN) FRAME SASH 10817 PVC)(O/X.OIX.O/X)(IG) 2731 mm x 18W mm 860 mm x 919 mm Code: MTL SINS GL(REINF)(TILT)(ASTM) 9'0" x 671) 2'10" x 3'0") 2 This Certification will expire April 12, 2017 and requires validation until then by continued listing In'the current AAMA Certified Products Directory. 3. Product Tested and Reported by: Architectural Testing, Inc. Report No.: C7327.01-109.47 Date of Report: May 7, 2013 Date: May 8, 2013 Cc: AAMA JGS ACP-04 (Rev.1/11) Validated for Certification h, 4W- led Laboratories, Inc. Authorized for Certification American Architectural Manufacturers Association ELEVATION 108' 12' MC r2' typ. I Max. I 2' typ 1 T- 2' o.c. max. L n A -*A* CLEARANCE ALL FOUR SIDES) WHICH 1 /2' 1 S THING Min Edge Distance JAMB DETAIL HEAD DETAIL FLASHi BY OTHI Anchor See Sectior Details) a Min Edge 4' Notes: 1. Installation depicted based off of structural test report i C7327.01-10g-47. SIZE HEADER AS NEEDED 2 Wood screws sholl sad the National Design Specification forWood Construction for material type and Caulk under ENTIRE dimensional requirements. perimeter of Nailing fln before 3. Wood buck installations are assumed 2x fastening. S-P-F (G-0.42) or denser. Buck width shall be greater than the window frame width. Tapered or partial width bucks are not allowed. Wood buck shall be secured to the structure to resist all design loads. 4. Wood screw lengths shall be sufficient to guarantee 1-1/4' penetration into wood buck. 5. Maximum shim thickness of 1/4' permitted of each fastener location. Shims shall be load bearing, non - compressible type. 6. These drawings depict the details necessary to meet structural load requirements. They do not address the IM AS air infiltration. water penetration, Intrusion OUIRED or thermal performance requirements of the installation. DRYWALL s - r„ N HOWN WITH 1/2' SHEATHING) MUST ACHIEVE 1-1/4- PENETRATION INTO STUD. . SILL DETAIL 7. Installation shown is that of the test window for the size shown and the design pressure claimed. For window sizes smaller than shown, locate fasteners approx. 2' from comers and no more than 12' on center. Design pressures of smaller window sizes are limited to that of the test window. SIZE AND DESIGN PRESSURE CHART FASTENER TYPE AND SPACING SI M WILL ALLOW DESIGN PRESSURES UP TO +35/-50 UNITS UP TO 108' x 74' SEE TEST REPORTS FOR INDIVIDUAL UNIT SIZE AND APPLICABLE DESIGN PRESSURE LIMITATIONS) i SaoWAIN" am INSTALLATION INSTRUCTIONS V.M.R. 8-20-09 dr FASTENER SCHEDULE — FIN— °® °'w plmn _ 3540 Single Hung NONE 1 1 Windows & Doors Continuous Head and Sill —m - Gratz, PA M40 SH CSH AN 01 4 a 40 . Florida Building Code Online FL17676.9 Page 1 of 4 r • n10,I MFDpr Miitd SCIS Home I Log In I User Reg6tration ` Mot Topics I Submit Surcharge I Slats 6 Facts l Publications I FSC Staff ( SOS Site Map I Links I Search Busines Professi al 9Product Approval USER- Public User Regulation Product Approval Menu > Product a ADollratbn Seare>t > Application List > Application Detail FL # FL17676-112 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer MI Windows and Doors Address/ Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd. com Authorized Signature Brent Sitlinger bsitlinger@miwd. com Technical Representative Address/ Phone/Email Quality Assurance Representative Address/ Phone/Email Category Windows Subcategory Single Hung Compliance Method Certification Mark or Listing Certification Agency American Architectural Manufacturers Association Validated By Steven M. Urich, PE R5 Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year AAMA/ WDMA/CSA 101/I.S.2/A440 2008 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 12/03/2015 Date Validated 12/04/2015 Date Pending FBC Approval Date Approved 12/06/2015 https: Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6f G 1... 5/26/2016 A Florida Building Code Online Page 2 of 4 4 of Products FL # Model, Number or Name Description 17676.1 3540 SH 36x74 Fin Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-50 Other: LC-PG35. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 36x74.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 11 Install - 3540 SH 36 x74 Fin.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.2 3540 SH 36x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Otter: LC-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 36x84.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.3 3540 SH 40x66 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 40x66.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/26/2016 Design Pressure: +35/-45 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 40x66.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.4 3540 SH 44x63 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x63.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +40/-47 Installation Instructions Other: R-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 44x63.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.5 3540 SH 44x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/01/2017 Design Pressure: +35/-47 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 44x72.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 117676.6 13540 SH 144x84 Fin Frame I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30/-30 Other: LC-PG30. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x84.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions Verified By: American Architectural Manufacturers Association Created by Independent Third Party: https://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG I ... 5/26/2016 Florida Building Code Online Page 3 of 4 Evaluation Reports Created by Independent Third Party: 17676.7 3540 SH 52x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 52x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25. Units must be glazed in accordance with FL17676 R2 11 FL17676 Rl 11 Install - 3540 SH Fin ASTM E1300-04. 52x84.Ddf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.8 3540 SH 36x74 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL27676 R2 C CAC APC 3540 FLS 36x74.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35 FL17676 R2 11 08-01252E 7.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE S11854B 1252.Ddf Created by Independent Third Party: Yes 17676.9 3540 SH 36x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40 FL17676 R2 II 08-01372 511989.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511989 3540 FLS 36x84.Ddf Created by Independent Third Party: Yes 17676.10 3540 SH 44x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 44x72.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-47 Installation Instructions Other: LC-PG35 FL17676 R2 11 08-01247B 10.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511849B 1247.Ddf Created by Independent Third Party: Yes 17676.11 13540 SH 48x96 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 48x96.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +30/-30 Installation Instructions Other: LC-PG30 FL17676 R2 II 08-01371B 11.Ddf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988E 1371.Ddf Created by Independent Third Party: Yes 117676.12 13540 SH 152x62 Finless Frame I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-35 Other: R-PG35 Certification Agency Certificate FL17676 R2 C CAC APC 3540 FLS 52x62.Ddf Quality Assurance Contract Expiration Date 08/27/2017 Installation Instructions FL17676 R2 11 08-02269A 12.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports https://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 4 of 4 IFL17676 R2 AE S13015A 2269.odf Created by Independent Third Party: Yes 17676.13 3540 SH 52x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +30/-30 Installation Instructions Other: R-PG30 FL17676 R2 II 08-02270A 13,Ddf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 513016A 2270.Ddf Created by Independent Third Party: Yes 17676.14 3540 SH 52x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x84.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25 FL17676 R2 II 08-01514 512141.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 512141 3540 Fls 52x84.odf Created by Independent Third Party: Yes 17676.15 13540 SH 48x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC(1277S)A2726.01-109-47- Approved for use outside HVHZ: Yes R2 C7326.01 3540.AWS.IG.F1N.48x72.R35.(072016) Impact Resistant: No Rev.odf Design Pressure: +3S/-35 Quality Assurance Contract Expiration Date Other: R-PG35. Units must be glazed in accordance with 07/20/2016 ASTM E3300-04. Installation Instructions FL17676 R2 Il Install Instructs - 3540 SH FIN 48x72 (As Tested).Ddf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.26 3540 Triple SH 108x74 Fin Frame Triple CHS Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3540 CHS Fin 108x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 11 Install - 3540 SH CHS Fin 108x74.Ddf ASTM E3300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: bath Nmrl Contact Us :: 1940 North Monroe Street TaOahassee FL 32399 Phone: 850.487-1824 The State of Florida Is an WEED employer. Coovrloht 2007.2013 State of Florida.:: Privacy Statement :: Accessibility statement :: Refund Statement Under Florida law, emall addresses are public retards. If you do not want your e-mail address released In response to a Public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mail. It you have any questions, please contact 850.487.1395. *pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 45S, F.S. must provide the Department with an email address If they have one. The !malls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please dick here . Product Approval Accepts: Es CreditSA rl FE https:Hfloridabuilding.org/pr/pr_app_dti.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Validator / Operations Administrator) MI Windows & Doors, LLC P.O. Box 370 Gratz, PA 17030-0370 Attn: Rick Sawdey AAMA CERTIFICATION PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION The product described below Is hereby approved for listing In the next issue of the AAMA Certified Products Directory: The approval Is based on successful completion of tests, and the reporting to the Adminlstmtor orthe results of tests, accompanied by related drawings, by an AAMA Accredited Laboratory. 1. The listing below will be added to the next published AAMA Certified Products Directory. SPECIFICATION RECORD OF PRODUCT TESTEDAAMA/WDMA/CSA 10111.S2JA440-08 LC-PG40'-014x2134 (36x84)-H Negative Design Pressure = -50 psi COMPANY AND CODE CPD NO. SERIES MODEL & PRODUCT MAXIMUM SIZE TESTED DESCRIPTION MI Windows & Doors, LLC 3540 SH (FINLESS) FRAME SASH 7157 PVC)(OnQ(IG)(INS GL) 914 mm x 2134 mm 867 mm x 892 mm Code: MTL REINF)(TILT)(ASTM) 3'0" x 7'011) 2'10" x 2'11") 2. This Certification will expire July 27, 2020 (extended from July 27, 2015 per AAMA 10344a) and requires validation until then by continued listing in the current AAMA Certified Products Directory. 3. Product Tested and Reported by: Architectural Testing, Inc. Report No.: B1910.01-109.47 Date of Report: August 15, 2011 Date: April 16, 2015 Cc: AAMA JGS ACP-04 (Rev. 1111) Validated for Certification h, 4Ut- X(oci ted Laboratories. Inc. Authorized for Certification T Arreri Architectural Manufacturers Association 36" MAX. FRAME WIDTH 4" MAX. —r F_ ANCHORS TO BE ' EQUALLY SPACED. SEE ANCHOR CHART SHEET I FOR UNIT SIZE AtJO ANCHOR CUANTITY O 84" t.LAX. FRIGHT HEIGHT X L_ _ A" MAX I I t Z— I SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING 40.0/-50.OPSF NONE Number o/ ancAatl required at each jamb Height T^) Panel width (in) 24.0 30.0 3e.0 24A 2 1 2 J 2 30.0 2 2 2 3&0 3 3 3 42.0 3 3 3 45.0 3 3 3 54.0 3 3 4 60,0 4 4 4 06.0 4 4 4 T2A 4 4 5 TS.0 4 4 s 84.0 4 5 5 TABLE OF CONTENTS SHEET 140.1 DESCRIPTION ELEVATIONS. ANCHORING LAYOUTS AND NOTES 2 - 3 I INSTALLATION DETAILS ttrt5k?r5 OE:CaBnC'! I are .ovaaao NOTES: 1) THE PRODUCT SHOWIJ HEREIN IS DESIGNED AND MANUFACTURED TO COMPC( WITH REQUIREMENTS OF THE FLORIDA BUNl01NO CCDE 2) WOOD FRAMING AND MASONRY OPENING tO BE DESIGNED AND ANCHORED 10 PROPERL( TRANSFER ALL LOADS TO STRUCTURE FRAMING AND MASONRY OPENING IS THE RESPONSIB0.1r. OF 1HE ARCHITECT OR ENGINEER OF RECORD 3) NX SUC{ OVER JMASONP.Y/CONCRETE IS OPTIONAL WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WIT -I APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGI`JEER OF gECORD. 4) ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHO:':N HEREIN. WIND LOAD DUR_AIION FACTOR Cd=1 6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 5) FRAME MATERIAL: EXTRUDED RIGID PVC 6) SASH UNITS MIDST BE REINFORCED WITH GVL-451-020 STEEL REINFORCEMENT. MEETIN-0 RAILS MUST BE REINFORCED WITH F.F-104S-020 STEEL REINFORCEMENT. 7) UNITS MUSI BE GLAZED PER, ASTM E1300-04. 6) APPROVED IMPACT PROTECTIVE SYSTEM is RECUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 9) SHIM AS REOUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1 / 15" OR GREATER OCCURS. M'JJ(IMUM ALLOWABLE SHIM STACK TO BE 1/4" 10) FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH SUFFICIENT L ENG1H TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT IV10 SUSSIRATE 1,141H 2 5/8" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION ('ETAILS. 11) FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #8 WOOD SCREW WITH SUFFICIEtdI LENGTH TO ACHIE'JE A 1 3/16" MINIMUM EMBEDMENT INTO SUBSTRATE . LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION OE i AILS. 12) ALL FASTENERS TO BE CORROSION RESISTANt. 13)INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCROP. MANUFACTURER'S INSTALLATION INSTRUCTIONS. AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WI(H STRENGTHS LESS iHAN THE MINIMUM STRENGTH SPECIFIED EELOW: A. W000 - MINIMUM SPFCIFIC O RAVITY 07 (=0 4) B. CONCRETE - INIMUM COMPRESSIV'c STRENGTH OF 3.102 PSI. C. MASONRY - STRENGTH CONFOPNANCE TO ASTM C-90. GRADE N. itPE 1 (OR GREATER). SIGNED: 1012I/W I I MI WINDOWS AND DOORS 7j// iS%R,JC0650WESTSTREET G ANTZ. PAARKET117030=03 0 SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW STEEL REINFORCED - NON -IMPACT 36" X 84 0 5 ELEVATION, ANCHORING LAYOUT AND NOTES p OFSTATE Dra%'N. V.L. 08-01372 Fs;: e OR10P i s/Due 10/17/11 1smr-71 OF 3 V Bl1CR/wOCC I-RAIMING BY OTnERS. 2X BUCK TO BE PROPERLY SECURED FL4iJ,X TO BE SET IN BED OF APPRO''VEO SEALANT EXTERIOR FLI-NGE TO 3E SCT IN BED 0" APPROVED SEALANT i 1/ 4- M,\Y. J SHIM HEAD 10 BE SE1 IN A EEO OF *PROVED CONSTRUOTION SELAI4T SILL TO BE 5 114 BED OF APPROVEC CONSTFUCTI N ADHESIVE 1/A" MA% SHIM 2X BUCK/WOOD FRAMNG - BY OTHEI<S. 2: EIU;.1< Tn VERTICAL CROSS SECTION BE P40°ERLY SECURED 2XBUCK4YOODFRAMINGINSTALLATION REWSION3 I RSV I tx_CRwigh I pc1E I APF40:E4 1 MIN 1 %d' MAY. LN8EC!aCNT Slllni S WOOD SCREW INTERIOR 2X 6UCK"'..000 =RAwric. BY OTHERS. 2,K BUCK TO BC PRC-;ERLY SECURED EXTERIOR FLANGE 10 BE SET I,V BED OF APPROVED SEALANT HORIZONTAL CROSS SECTION 2X BUCKANOOD FRAMING INSTALLATION NOTE: INTERIOR AND EX1ERiOR FINISHES, 6Y OTHERS NOT SHOWN rOR CLARITY, DOORSM650IwDOWESTM g,RE1L0REDSTREET GRANTZ, PA 17030-0370 r••v G N8F J+ J 1 a 8125 +tSERIES3540FINLESSPVCSINGLEHUNGWINDOW STEEL REINFORCED - NON -IMPACT 36" X 84= INSTALLATION DETAILS erg! • TAT OF F•'Oz0R1C*• NCPA,% me w R„ 08 0sS,NA L1 aO\` 501372scuNTSCArE10/17/11 2 OF 3 Mi li`1R1;'CONCRETE BY OTHERS OPTIONAIL iX BUCK BY OTHERS. II•' BL!C' to BE OPO?ERLY SECURED. SEE NOTE 3 SHEET I iU,NGE TO BE ETr BED OF AP=RO`/EO SF_AL*IT EXTERIOR FIrNCE TO BE SETIN BED OF 40PROVE-D SFALAiJT OPTIONAL IX BUCK B/ OTHERS, iX BIJ:Y. 10 UE FROPERLY SECURED. SEE NOTE 3 SHEET I HEAD iO BE SET IN A BED Y APPPOVEO CONSTRUCTION SEALANT INTERIOR SILL TO BE 5ET IIJ J CEO OF CONSTRUCTIONCTION ADHESIVE J 1/4' MAX. i SHIM e VERTICAL CROSS SECTION MASONRYX0WRETE INSTALLA TON PrAJI S Fv CE:CF.61k)N M;E --wam 1 1 `4' MIN L _ 1 /4" Mkt EMBED. EIJi SHIM r 40 6" TAPCONHASONRY/CONCRETE —. BY CTIIERS I", I 1 i` , • • (— - INTERIOR If r1 T ° c 2 s!z' MIDI. it gg jj EDGE DIS1. I L CPIIGNAL iX BUCK BY —' EXTERIOR OTHERS, IX BUCK TO 3E ROPEP.LY SECURED. SEE - FLaNGE i0 BE 14,07E Z SHEET 1 SET IN BEO OF APPP.OVED SEALANT HORIZONTAL CROSS SECTION MASONRYiCONCRErE INSTALLAnON A^,ONRY/CONCRETE NOTE: INTERIOR 4ND EXTERIOR FINISHES, 8` OTHERS. 91 OTHEPS NC SHC11t! FOR CLAP.I e. MI • WINDOWS AND DOORS 650 WEST MARKET STREET e,111111IN i J\S R• L0 9i/ GRANTZ. PA 17030-0370 r,•v GENS:,S SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW*• 0,.6125 *- STEEL REINFORCED ANON -IMPACT 36" X 84 ATEINSTALLATIONDETAILSZT,A OF one as F.v ORIO: 08 01 72 - V. S,ONA'LE LE rrrNTS 10/17/11 3 OF 3 i L. Roberto Lomas P.E. 1432 Woodford Rd. Lcwisvillc. NC 27023 336-945-9695 rllomas@lrlomaspc.com Manufacturer: Ml Windows and Doors 650 West Market Street Grantz, PA 17030-0370 Engineering Evaluation Report Product Line: Series 3540 Finless PVC Single Hung Window — Non -Impact Report No.: 511989 Compliance: The above mentioned product has been evaluated for compliance with the requirements of the Florida Department of Community Affairs for Statewide Acceptance per Rule 9N-3. The product listed herein complies with requirements of the Florida Building Code. Supporting Technical Documentation: 1, -Approval,document drawing number 08=01372, tilled'Series 3540 Finless PVC Single Hung Window — Non - Impact, signed and sealed by Luis Roberto Lomas P.E. 2, Test report No.: B1910.01-10947, signed and sealed by Michael D. Stremmel, P.E. Architectural Testing, Inc. York, PA AAMANVDMA/CSA 101/I.S.2/A440-05 Design pressure: +40.10/-50.13psf Water penetration resistance 6.06psf 3. Anchor calci,lations, report number 511989-1, prepared, signed and sealed'by Luis Roberto Lomas P.E. Limitations and Conditions of use. - Maximum design pressure: +40.0/-50.0 psf Maximum unit size: 36" x 84" Units must be glazed per ASTM E 1300-04. Frame and sash material: Extruded Rigid PVC. Sash stile and rails and fixed meeting rail reinforcement: Roll formed steel. This product is not rated to be used in the HVHZ, This product is not impact resistant and requires Impact protection in wind bome debris regions. Installation: Units must be Installed In accordance with approval document, 08-01372. CoMficat/on of Independence: Please note that I don't have nor will acquire a financial interest in any company manufacturing or distributing the product(s) for which this report is being issued. Also. I don't have nor will acquire a financial interest in any other entity irWotved in ttie approval process of the listed'produd(s). 1of1 llll I r.r i 5 R' O ii 4 .0 E N SF•'9cP ` AT 0 F ; tv t'0 OR10P. s/NAI Luis R. Lomas, P.E. FL No.: 62514 11 /07/2011 r Florida Building Code Online Page 1 of 4 FL17676.2 777777] Business & Professional Regulation' r FW& NpgW-,d 80S Home I Log In I User Registration Hot Topics Submit surcharge I Scats a Fads Publications FBC Stag [ BOS site Map Links Search Busines! Professi0 b'l Product Approval U$ER. Dubuc user Regulation Purdue[ Approval Menu > ProduR er Aoollratbn SearcA > Application List > Application Detail FL # FL17676-R2 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved x MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Windows Single Hung Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE R5 Validation Checklist - Hardcopy Received Standard AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 Option A 12/03/2015 12/04/2015 12/06/2015 Year 2008 https:Hfloridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fGI 5/26/2016 l Valid" I Operations Administrator) MI Windows & Doors, LLC P.O. Box 370 Gratz, PA 17030-0370 Attn: Rick Sawdey AAMA CERTIFICATION PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION The product described below is hereby approved for listing In the next issue of the AAMA Certified Products Directory. The approval Is based on successful completion of tesw,•and the reporting to the Administrator of the results of tests. accompanied by related drawings, by ah AANIA Accredited Laboratory. 1. The listing below will be added to the next published AAMA Certified Products DireGory. SPECIFICATION RECORD OF PRODUCT TESTEDAAMANVDMA/CSA 1011I.S21A440-08 LC-PG40'-014x2134 (36xS4)-H Negative Design Pressure = -50 psf COMPANY AND CODE CPD NO. SERIES MODEL-S PRODUCT DESCRIPTION MAXIMUM SIZE TESTED MI V trdows & Doors. LLC 7158 3540 SH (FIN) PVCXOIX)(IG)(INS GL) FRAME 914 mm x 2134 mm SASH 867 mm x $92 nun Codes A7'L REINF)(IA.T)(ASTM) 31" x 7'0") 2110" x 2'11") 2 This Certification will w9fre July 27, 2020 _(extended from July 27, 2015 per AAMA 103-14a) and requires validation until then by continued listing in the current AAMA Certified Products Directory. 3. Product Tested and Reported by. Architectural Testing, Inc. Report No.: 82133.01-109-47 Date of Report: August 16, 2011 Date: April 16, 2015 Cc: AAMA JGS ACP-04 (Rev. 1A 1) Validated for Certification A 4aL led taboratones, Inc. Authorized for Certification Ame ' Architectural Manufacturers Association Florida Building Code Online Page 3 of 4 IEvaluation Reports Created by Independent Third Party: 117676.7 13540 SH 1 52x84 Fin Frame I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25/-25 Other: R-PG25. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 52x84.odf Quality Assurance Contract Expiration Date 05/26/2020 Installation Instructions FL17676 R2 II FL17676 Rl II Install - 3540 SH Fin 52x84.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.8 3540 SH 36x74 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x74.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35 FL17676 R2 11 08-012520 7.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511854B 1252.odf Created by Independent Third Party: Yes 17676.9 3540 SH 36x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40 FL17676 R2 II 08-01372 511989.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511989 3540 FLS 36x84.odf Created by Independent Third Party: Yes 17676.10 3540 SH 44x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-47 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-01247B 10.Ddf Verified By: Luis R. Lomas, PE PE-62524 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511849B 1247.odf Created by Independent Third Party: Yes 17676.11 3540 SH 48x96 Finless Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3540 FLS 48x96.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +30/-30 Installation Instructions Other: LC-PG30 FL17676 R2 II 08-01371B 11.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988B 1371.Ddf Created by Independent Third Party: Yes 117676.12 13540 SH 152x62 Finless Frame I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-35 Other: R-PG35 Certification Agency Certificate FL17676 R2 C CAC APC 3540 FLS 52x62.odf Quality Assurance Contract Expiration Date 08/27/2017 Installation Instructions FL17676 R2 11 08-02269A 12.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 91 Florida Building Code Online B l r C r Page 1 of 4 RegulationBusiness & Professional i- FMfuA Itil ecis Home I Lop In I user Reglaration i Hot Topic SubmR Surcharge i Slats a Facts I Publkatlons FBC Stan am Site Map LhU Search Bushes Professi pal nr0fic°'Uppmval Regulation, Wasun Aeereval Menu a Product at Aeeiketbn Search > Aeelkatbn Lost > ApPtkatlon Oetbll FL # FL5302-R6 Application Type Affirmation Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Amarr Garage Doors/Entrematic 165 Carriage Court Winston-Salem, NC 27105 336)251-1309 danny.joyner@amarr.com Brandon Gentle brandon.gentle®amarr.com Brandon Gentle 165 Carriage Court Winston-Salem, NC 27105 336)251-1308 brandon.gentle@amarr.com Danny Joyner Amarr Garage Doors 165 Carriage Court Winston-Salem, NC 27105 djoyner@amarr.com Exterior Doors Sectional Exterior Door Assemblies Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Thomas L. Shelmerdine PE-0048579 Intertek Testing Services NA Inc. - ETL/Warnock Hersey 01/01/2016 Steven M. Urlch, PE i ! Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Slandaw rear ASTM E 330 2002 DASMA 108 2005 Equivalence of Product Standards Certified By Sections from the Code https://www.floridabuilding.orglpr/pr app_dti.aspx?param=wGEVXQwtDqunL7seVZMF... 7/20/2015 Florida Building Code Online Page 2 of 4 J 1 affirm that there are no changes In the new Florida Building Code which affect my product(s) and my product(s) are In compliance with the new Florida Building Code. Documentation from approved Evaluation or Validation Entity • , Yes , No N/A Product Approval Method Method 1 Option D Date Submitted 03/30/2015 Date Validated 03/3D/2015 Date Pending FBC Approval Date Approved 03/31/2015 FL V Model, Number or Name IDescription 5302.1 Stratford (M600); Heritage (M950); Dwg. IRC-6009-1 10-1 1,Thru 9' wide. Oak Summit (M650) Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +19.1/-22.6 Other: Design Pressure +19.1/-22.6, Not for use In HVHZ. Glazing option shall not be used in wind-borne debris region unless structure Is designed as partially enclosed or door is a replacement door. Installation Instructions FL5302 R6 11 IRC-6009-110-11 Drawing 7-10 FL.Rdf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: Yes 5302.2 Stratford (M600)' Heritage (M950); Dwg. IRC-6009-100-11, Thru 9' wide. Oak Summit (M650) Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +15.8/-18.7 Other: Design Pressure +15.8/-18.7,Not for use In HVHZ. Glazing option shall not be used In wind-borne debris region unless structure Is designed as partially enclosed or door is a replacement door. Installation Instructions FL5302 R6 11 IRC-6009-•100-11 drawino 7-10 sealed.pdf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports FL5302 R6 AE IRC-6009-100-11 report 7-10 sealed.odf Created by Independent Third Party: Yes 5302.3 I Stratford (M600); Heritage (M950); I Dwg. IRC-60D9-120-15,Thru 9' wide. Oak Summit (M650) Limits of use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +22.8/-26.9 Other: Design Pressure +22.8/-26.9, Not for use In HVHZ. Glazing option shall not be used In wind-borne debris region unless structure Is designed as partially enclosed or door Is a replacement door. Installation Instructions FS302 R6 It IRC4009-120.15 Drawlno 7-10 FL.pdf Verified By: TON SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: Yes 5302.4 Stratford (M600); Heritage (M950); Dwg. IRC-6009-130-15, Thru 9' wide. Oak Summit (M650) units of use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +26.7/-31.6 Other: Design Pressure +26.7/-31.6, Not for use in HVHZ. Glazing option shall not be used In wind-borne debris region unless structure Is designed as partially enclosed or door Is a replacement door. Installation Instructions FL5302 R6 11 IRC-6009-130.15 Drawlno 7.-10 FL.pdf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: Yes 5302.5 Stratford (M600); Heritage (M950); Dwg. IRC-6009-140-15, Thru 9' wide. Oak Summit (M650) Limits of use Installation Instructions Approved for use in HVHZ: No FL5302 R6 Il IRC-6009-140=15 Drawing 7-10 FLpdF Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +31.0/-35.1 Evaluation Reports https://www.floridabuilding•org/pr/pr app_dtl.aspx?param=wGEVXQwtDqunL7seVZMF... 7/20/2015 Florida Building Code Online Page 3 of 4 Other: Design Pressure +31.0/-35.1, Not for use in HVHZ. FL5302 R6 AE IRC-6009.140-1S Report 7.10•FL.odf Glazing option shall not be used In wind-borne debris region Created by Independent Third Party: Yes unless structure Is designed as partially enclosed or door Is a replacement door. 5302.6 Stratford (M600); Heritage (M950); Dwg. IRC-6009-150-15,Thru 9' wide. Oak Summit (M650) Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35.6/-42.1 Other: Design Pressure +35.6/-42.1, Not for use in HVHZ. Glazing option shall not be used In wind-borne debris region unless structure Is designed as partially enclosed or door is a replacement door. Installation Instructions FL5302. R6 11 IRC-6009-150.15 Drawing 7-10 F1 _Ddf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports FL5302 R6 AE IRC-6009.ISQ-1S Report 7-10 FL•.Ddf Created by Independent Third Party: Yes 5302.7 Stratford (M600); Heritage (M950); Dwg. IRC-6009-169-15,Thru 9' wide. Oak Summit (M650) Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +45.3/-51.2 Other. Design Pressure +45.3/-51.2, Not For use In HVHZ. Glazing option shall not be used in wind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions FL5302 R6 11 IRC-6009-169-15 Drawing 7-10 FL.Ddf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports FL5302 R6 AE IRC-6009-169-1S ReDort-7 10_FL.adf Created by Independent Third Party: Yes 5302.8 Stratford (M600); Heritage (M950); Dwg. IRC-6016-100-15, 10' Thru 16' wide. Oak Summit (M650) Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +IS.2/-17.2 Other: Design Pressure +15.2/-17.2, Not for use In HVHZ. Glazing option shall not be used In wind-borne debris region unless structure is designed as partially enclosed or door is a reDlacement door. Installation Instructions FI S302 R6 11 IRC-6016-100-15 Drawina 7-10 FL.Ddf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports FCS302 R6 AE IRC-6016-300,5_Renort 7-10 FL.odf Created by Independent Third Party: Yes 5302.9 I Stratford (M600)• Heritage (M950); I Dwg. IRC-6016-110-15, 10' Thru 16' wide. Oak Summit (M650) Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +18.3/-20.8 Other: Design Pressure +18.3/-20.8, Not for use In HVHZ. Glazing option shall not be used In wind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions FI S302 R6 11 IRC-6016-110-15 Drawing 7.10 FL.odf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports FI S'in2 R6 AF IRC-6016-110-15 Renort 7-10 FL.Ddf Created by Independent Third Party: Yes 5302.10 Stratford (M600); Heritage (M950); Dwg. IRC-6016-120-15, 10' Thru 16' wide. Oak Summit (M650) Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +21.8/-24.8 Other: Design Pressure +21.8/-24.8, Not for use in HVHZ. Glazing option shall not be used In wind-borne debris region unless structure is designed as partially enclosed or door Is a replacement door. Installation Instructions FL5302 R6 11 IRC-6016-120.15_Drawing 7-10 FL.Ddf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: Yes 15302.11 I Stratford (M600); Heritage (M950); I Dwg. IRC-6016-130-15, 10' Thru 16' wide. Oak Summit (M650) Limits of Use Approved for use In HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25.6/-29.1 Other: Design Pressure +25.6/-29.1, Not for use in HVHZ. Glazing option shall not be used In wind-borne debris region unless structure is designed as partially enclosed or door Is a replacement door. Installation Instructions ci S302 R6 11 IRC-6016-130-15 Drawing 7-]0 FL.Ddf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: Yes 15302.12 I Stratford (M600); Heritage (M950); I Dwg. IRC-6016-140-17, 10' Thru 16' wide. IOakSummit (M650) https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDqunL7seVZMF... 7/20/201 S Florida Building Code Online Page 4 of 4 Limits of use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30.1/-33.8 Other: Design Pressure +30.1/-33.8, Not for use in HVHZ. Glazing option shall not be used in wind-borne debris region unless structure Is designed as partially enclosed or door is a replacement door. Installation Instructions Verified By: TOM SHELMERDINE OD48579 Created by Independent Third Party: Yes Evaluation Reports FL5302 R6 AE IRC-6016-140-17 report7-10 sealed.odt Created by Independent Third Party: Yes 5302.13 Stratford (M600); Heritage (M950); Dwg. IRC-6016-140-24, 10' Thru 16' wide Oak Summit (M650) Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +29.7/-33.8 Other: Design Pressure +29.7/-33.8, Not for use in HVHZ. Glazing option shall not be used In wind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions FL5302 R6 11 IRC-6016-140-24 drawing 7-10 sealed.odf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports FL5302 R6 AE IRC-6016.140-24 reoort 7-10 sealed.poj Created by Independent Third Party: Yes 5302.14 Stratford (M600); Heritage (M950); Dwg. IRC-6016-145-24, 10' Thru 16' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No FL5302 R6 1l IRC-6016-145-24 drawing 7.10 sealed.odf Verified By: TOM SHELMERDINE OD48579ApprovedforuseoutsideHVHZ: Yes Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +31.9/-37.2 Evaluation Reports Other: Design Pressure +31.9/-37.2, Not for use In HVHZ. FL5302 R6 AE IRC-6016-14S-24 report 7-10 sealed.odf Created by Independent Third Party: YesGlazingoptionshallnotbeusedinwind-borne debris region unless structure is designed as partially enclosed or door Is a replacement door. 5302.15 Stratford (M600); Heritage (M950); Dwg. IRC-6018-110-15, 16'2 thru 18' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No Approved for use outside HVHZ: Yes FL5302 R6 11 IRC-6018-110-15 Drawlno 7-10 FL.odf Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +18.2/-20.6 Evaluation Reports Other: Design pressure +18.2/-20.6, Not for use in HVHZ. FLS302 R6 AE IRC-6018-110-15 Report 7-10 FL.odf Glazing option shall not be used In wind-borne debris region Created by Independent Third Party: Yes unless structure is designed as partially enclosed or door Is a replacement door. 5302.16 Stratford (M600); Heritage (M950); Oak Summit (M650) Dwg. IRC-6018-120-15, 16'2 thru 18' wide Limits of Use Installation Instructions Approved for use in HVHZ: No FL5302 R6 11 IRC-6018-120-15 Drawing 7-10 FL.odf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +21.6/-24.5 Evaluation Reports Other: Design pressure +21.6/-24.5, Not for use in HVHZ. FL5302 R6 AE IRC-6018-120-15 Report 7-10 FL.odf Glazing option shall not be used In wind-borne debris region Created by Independent Third Party: Yes unless structure Is designed as partially enclosed or door Is a replacement door. ai1c11 NCa1 Contact Us :: 1940 North Nenrne S1reeL Tallahassee FL 32399 Phone: a5a.487.1924 The State of Florida ,s an ANEW empbyer. Ceorrioht 2007.2013 State of Florida.:: Privacy Staterrieft :: Accessibility Statement :: Refund at. nt Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office try Phone or by traditional mail. If you hove any questions. please contact 950.487.1395. 'Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address It they have one. The emalh Provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a Personal address, pease Provld0 the O"artment with an email address whirls can be made available to the public. To determine If you are a licensee under Chapter 455. F.S., please rJldc b=. Product Approval A000pto: W A'curlf y.1t ry.,1n-7 rocs 0 Al https://www.floridabuilding.orglprlpr_app dtl.aspx?param=wGEVXQwtDqunL7seVZMF... 7/20/2015 AAARTASLE DaLER CAR1110t ARA09D V. 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KAQO SINrrS Tar. •ea ry LOAD 0 DSi TYPICAL BOTTOM eRK3EEi/ \ 2-a Psi 2a aTsr I amp 04 4 (a DDvs or tHm (a 1 VEWS COVAU 13 SO D[IQ OPTVMAL VENT BETA 6 WU 9mnc.m m •ora THE YETNOD OF TESTING WAS w 4J3STAIJTIAL 1, 'LL oe lyD r•a' "E Do " a m..Wu o m AK .mvas +•.ac d K rtAR IDTo a s m K YPYDr ,DA qwi A•• a .emwAaoo Dais —,DAD ID.DCONFORMANCEWITH THE PROCEDURE OESCR18E0 IN ASiN A irvD•o rya! *[ DA04 E330 ANC AN9/OASMA 105 ME PRESSURES SHOKH ON t E'°' `n Me wAR aso' DD.os Dr' u. uanr . ra..®a DRAWINGS WERE CALCULATED USING ASCE 7-10 WITH THE f Do= Ao YAKa,W Au s m v.M Doom FOLLOWINGPARAMETERS ( S FEET OF DOOR NOTH IN THE EH "'to sr.e.lms a %IDra AS oa•a o- D, . 6 ruf K a a Tel COO Aatm relm uD.I ZONE. ROOF AT ANY SLOPE). o`NAoan ar.WTr WINO SPEED MPH ISS lal 134 120 12I a svrtA•D f.1eL1a af1lDlTf AI•IA m = Tn . mnro . AaTDWL fire@ ro w Lo.DI EXPOSURE LEVEL B 1 C I C 0 D .ac.w a •a euwc m mIa• a oDs VNORA AOp A SYIW: a K r.R J la .OIPIL ODDI f011a MEAN ROOF HEI(i(i JO' 151 23• 1S' ZS' rm •o'Do°'rca'Ats CST LOADS 32.7 Ps 37 2 03 zlzi No 004867E1 9•• OF i S OpjALEN r/llll:/:l.tl FL MODEL 1e50 OAK SUKW v/DunSare MODO. 1E00 STRATFORD 9/Our*We VOD& oo wEwAGt v/DaraSere Sport. Lou&. nueb t Oak Summit Paael'v SI Wnl IT fU WE 01/IS/61 OLIO", wo g ZFIT AX DIE PAW I K-6016-1Z0' 9MI or J rKITTApEpSCtCVT r 2WA STRUT GDCATO DM TIE TS am SDTrVI Or GLAZED SECTION V CtEVi AT CO AM3 CCU-IQSr613 OPTIONAL SNORT PANEL TIP GAZED SECTION (STRIA AND STILE LAYOUTS) di DpTImtAL Lp PANEL TOP GLA1 AIKZtO fECTIQH <SfRVt •Np fT0.E L•YCRlTS)f TIQ( <SfRVt •fT0.CLAYS/ UM MM CLAPW Q AIAE My C" DOORS RYA DAIMON Feb VCC ODORS U3S M IS•A WIX WUFr UK V4" PAMIL aAaw aR CLOW SECMGS WOOD JAMB ATTACHMENT TO STRUCTURE 3/16' 3' Lig fCRCK ST FIN. 6' rllpl ,KH 2A' O4 (1 1/21 EN•EOGEMT) WLT YVR R, 3/•' Y .• 0fD6 w" rW ENDS T01 zA• OC. Q 1/r ENKDEWT) GRIT fLCCK MOO( 3/r Y t-3/A' fTARTINO /• rltoH CW1f THO/ 2A• 0. (1 VA' ENKP)ENT) IiV/RANSET IKREAD (TRIiCR,> 3/•' Y A• STARTING i• rf*- CNN THEN 24' = Q 1/r ENKSENT) P K A V[f-Tr•L . Il ArTM•/VT TR IM r-9O RO<>[ flIK01 I/T rlrEw iPR. • •w anw. DY PAIRS (F rA$iENCRS r APART) AT "I'm (1 w UGKTOrt) IDLTI 1/A' 1,z•3/A• KVDC-m U. SCREWS,ARIING 6' fROH ENDS. USE PAIRS: OFr ;Ztt) AT 16• O.C. 0 1/4• CH•CDNENTI HD.TI SLCCK •NCHOI Y - A fTMi FROM C 11EN 2A' OL tl 1/4' EMIEMENT) 0t. USE FASTENERS FOR NOLLOV C-TO ROOD LAGS AND LILTS CAN RE CMJWTCRSLW TO PROVIDE A rLUSH IOR(T'-% SURFACE. PREPARATION DE VODO JA10S IT OTHERS IWOOD CONCRETE HOLLOV IIIQ GRWICD ROC vv SItECiI/E SIRUCTIRC STRICTURE STRI1Ci1RE b Ire n1 x p1I WN 1.1/r - ( ! Ix JAM I — OPTIONAL SHORT PANEL INTERNEDI•TE GLAZED SECTION (STRUT AND STILE LAYOUT) w• m-1/r lavr I to- e• SHOIT PANEL /LAZWG rASTEUCR DETAIL LOW PANEL GLA M rASrCtER OVAL NTS• NTS. G•adrarlo TYOIDO« FRAME OPTIONAL Oev INSERTS rN11M uv PROn cnON VDTh UV PROTECTION I w. 3/32• THICK sse C1A55 I I u hq Pr MIAP SOCqrEAetoira .DDDP IAAM/ MOLDED INSIDE iRA11E t • sEcnorl a -a D AVADARE TRAP( CONFIOURATgws M.I.S. MAX SinlfisM0ar LTTLTIaQZ,Z,T LIF F•• IIAU yirE Q' V . HI a a` y 1';tr yds4vsr 24.3 PSI TEST LOADSPSF w: N 37.2 PY y {.•-C••I ••*Tr+ IJ3 E. FL N! 12! /i N4 OIISOr¢ (Nr`VD6 1Dt/LILS% N[: CJwf MODm. /e50 OAS SVIOUT V/DurNS•fo YODEL /= = TFT , tr/Dures•fe YODEL /DSO HERfTAG" , IU Se start. IAOR. nua i o S t Panora Sd 01A•I A W OIE p/UyN DUli' B utoIDln LE aE oH/1yO IRC-6016-12120-15 r 9MIR3 rA 0 t 10 ff rrr 1 I' I 0 aRE m e<L7l m Q'%7 s.T--,Ey eeL•7 l2I FT e E II!3nWIN ems. awn-lA" z4-*FL1l:R Nu eFtaeeF au>.ea ee r ee:u OIL tT e m"*"7IEm era s•ey maA sun a Tom, E3!•!37 lIQiJ eElL:7lillE7d1la>I e ear e RUM EIW,-m eMAMIKA WAEMlSL IeE u eata eeee BEAU RMAKUR Vr W vela LI7IQL'Y1'r- Lr"1•ti!•L Eita ll3!• rm mm®- m® m® mRSm"mmm m m m m m m ® m ® e LaE EsalKumOILM-111 Rim RUA atoE.-a.RUAetta LL2L<j--mwa.7IELE eeAy ee.L>t IEII IE11E'-RO®00A ni"= WIES1E3l mom, t>•EB7 Fist r3iar lu ilumialamniEw e[.La, iu ter.-r:llllltJ aa:.7c t ta;sa s":'" tyl:Yatiles eaauaiz FA a Iaaj eesF.a gkY'11.s'!H!!7 MILE 1112- WlAw^'l3AR'r a e Ia er ILLA CAE'->•ee-AAR-1t1 i'r-Rllti=l 11"AILLaU ONE mr"--a,•rrr e[EY1 EiLEa1 GELRM=M"RaA MEAN mull ZI ESiEEI 0E3lE.a lU i®Qa WaAlKr- ecv Ka.2 iL1 ooa: s sanacceAs asEcltw Itor A 8 C 0 E F G M I J K l M N T es svruwavroewovzs+W avz aP svztewavtawrevte W asvz uw xwmvzswsevzeays or eP svr aW avr yew our s!W e+vs nw a>z es svr+ewauz>awaevr®WgYZ7evr of VT aP s vz u w a to s vs m vz w vz e w e vz yr ea as svr,ewavroewovrrwelvznw>svzeow tm qP SYI tew avr oew mv7 67vz 79Y esvz MVr t09vz If IF svr,ewavzoevs evzeewvvze+ureevz+w us ry svr+ewavzoewovrsawetvrnwnvz o s v+vr+oew to ssys+ewauraw evzeowarvrlevsesvrasw,rovrluw avz tzP t2s 1JP svr,ewavrawmvreowervze+weevatozvrtoavz>mvr svrtewavroevrovzs'welvrnvs>sta®r SI? eW aVl W 6YI w 67YI JBW FYI ffi4l wvzroewluvtuaw+avz 1gYL lMW tit Yl 3tW t yr t45V1 OF uv svrtewavroevsmvzeowervze+vsee svr,ewavrawmvz®WtavretweavrgrwgevzmWcovrwwtsvz t wloavrtawmvz,awutvr 0000©oo© mEiaE m®0® el:•1J cirnlLE7 e e ate ear esil e`'I Hsu eee ee ef717Lr-1• CL=7li&:•I tJ tLJ:3 C li l i•J LSJ IQiI E GZ7 r•t 3:J I[ti7 Lr7 k:3'.71•1 Q11:G3 tQ]J G3[J ee eula FLnn u it eee e:r: atua:--F e:e a n tj'-1•E J lil:J Q37 IQtJ i7 FZ IiLJ lisl a laaa F L Is:a eQzaae^mr_nt e IQl]t L.'-1FyII_i':1 L'•iIIl e 1a aar-- E 7L'•:S:] ear anal a 1a:'a..•... E'S:1QL:7ll':S aa aaal L.L7 ae Fyr-I•:, Q69 aa aaal letla-a F3[?LI III I ` L.r7F lCnI.F:17 a 1l'1:'^'i F's-Ir:I••latha @l aa.:7 t' mn I: a t;•i? ear anal l...---I•I.-n I: •J lid:l aa aaal aua Lyr7 AilL2L:J aaal flia'•-—' F'. t.•.n t aa a tta t°- C 1I?i:] R 1:11t— 3! a-1'ltilu2 Lltil ti11 s ••--: L^.2L_L"J Ilt1J e4r-t m C LZ=•1 GC3i fT39 i111..7lil:IQeL' Ir.I:.I irfiu a L'r' a'"F:171C11 L:LIIiLQ:IL:J NUM aa r :c z t aa a3i: es L31:—l.r.: 7t 1If: •I t,c r m t a eevll Qi ml»: 1a nT"+= t•Z'7 fITiI.-f?:iJ a sLuaa:C:"i. lI Fdr._.•,IfIBI=;Q'L•1 6'1:3-yT`..'t' iFII mtiIIIC J e[rta ae L:iJ uiul li"17 tLi3i; il'J e:z cnls2:suE:T':JYSLJt•'vl STRUCTURAL SOLUTIONS, P.A. tructural Engineering • Investigations • Consulting GARAGE DOOR STATIC PRESSURE TEST REPORT Garage Door No.: IRC-6016-120-15 Test Date: 11/8/2012 Project No.: 12-114 Design Pressures: 21.8 psf, -24.8 psf Report Date: 12/6/2012 Model # 600 Test Pressures: 32.7 psf, -37.2 psf Test Location: Amarr Garage Doors, Winston-Salem, NC ASCE 7-10 Criteria: Up to 5 Feet of Door Width in Zone 5, Any Roof Slope. Enclosed Building Exp. B, 30' MRH 155 mph Exp C,15' MRH 141 mph Exp. C, 25' MRH 134 mph Exp. D,15' MRB 128 mph Exp. D, 25' MRH 122 mph Witnessed By: Brandon Gentle - Amarr Garage Doors; Thomas L. Shelmerdine, PE - Structural Solutions, P.A. Description of Test Specimen: A 16'-0" wide x T-0" high residential steel sectional garage door, one section wide by four sections high, each section being 2" thick by 2 1 " high 25 gauge galvanized steel sheet. Each section was reinforced with two 3" 20 gauge galvanized steel struts, except I strut on the top section. The door sections were connected together with one 14 gauge galvanized steel end hinge at each end stile and one 14 gauge galvanized steel center hinge at three interior stiles as shown on the drawing. Garage door Model 600 manufactured by Amarr Garage Doors was used in the test. The test unit is further described on Drawing IRC-6016-120-15. Manner of Testing: This test was conducted at Amarr Garage Doors in Winston-Salem, NC, which is accredited by the American Association for Laboratory Accreditation, Certificate #2595.01. The specimen was tested for static pressure structural performance in substantial conformance with the procedures described in DASMA 108 "Standard Method for Testing Sectional Garage Doors - Determination of Structural Performance Under Uniform Static Air Pressure Difference", and ASTM E330 "Standard Test Method for Structural Performance of Exterior Windows, Curtain Walls, and Doors by Uniform Static Air Pressure Difference". Both positive and negative pressures were tested. The specimen was installed in an enclosure measuring approximately 5' deep, 9' high, and 25' long. The enclosure was framed with shop welded structural steel square tubing and covered with 3/4" thick plywood. The door was covered with 2 mil plastic sheeting to prevent leakage of air pressure. One pressure blower was attached to the enclosure with flexible ducting to provide the positive and negative pressures. Pressure transducers connected to a computer were used to measure and record the pressures in the enclosure. Test Procedure: The specimen was subjected to the above pressures for the following durations. Positive pressure was applied on the exterior face of the door first, and then negative pressure was applied. Step 1: Preload the door to 50% of the Design Pressure and hold for 10 seconds. Step 2: Unload the door for I to 5 minutes. Step 3: Load the door to 100% of the Design Pressure and hold for 60 seconds. Step 4: Unload the door for 1 to 5 minutes. Step 5: Load the door to 150% of the Design Pressure (which equals 100% of the Test Pressure) and hold for 10 seconds. Step 6: Repeat 1 through 5 above for negative pressure. Observations: No failures occurred as a result of the noted loadings. The door remained operable after both positive and negative tests. Summary: A 16'-0"x7'-0" Model 600 as described on drawing IRC-6016-120-15 meets or exceeds the testing criteria as described above. By comparison to the construction of the 16'-0"x7'-0" Model 600, the following doors also meet or exceed the above testing criteria, when constructed in accordance with drawing IRC-6016-120-15: 16' x 7' Model 950 doors (which are constructed of thicker 24 gauge steel in lieu of 25 gauge steel) 16' x 7' Model 650 doors (which have the "Oak Summit" embossment pattern in the skin) rf,getloet,Qlr Model 600, 650 and 950 doors with widths up to 16'-0" and heights up to 14'-0" o°S L SF)FJ eof r Short, Long, Flush, and Oak Summit Panels, which are alternate embossment patterns in the skin o°°°,yh;.• E. v.9 8 short panel (18-1/8" x 10-5/8") or 4 long panel (38-1/8" x 10-5/8") windows (3/32" annealed 0es.0 . • r glass minimum - meets ASTM E1300-04) may be installed in I section ? f 60 Or. Submitted By: >' J? L ftr STRUCTURAL SOLUTIONS, P.A. (Florida: dba Structural Solutions of North Carolina, Inc., Firm #29412) Thomas L. Shelmerdine, PE (NC PE #14654; Florida PE #0048579) 5921-G West Friendly Avenue • Greensboro. North Carolina 27410 (336) 856-2686 • Fax (336) 856-2687 • NC Firm #C-1096 Florida Building Code Online ,SGI Pagel of 3 F05532 ,0q -. Business Professional Regulation Wki Deparone id SOS tome I Log in I user aeglstration i Hot Topic I Suwnn surcharge I suss a Facts : Publications I FBc sue I ecis site >tsp I unto I search I 6usines , Product Approval Professi al ®USER: Public User Regulation PieAud er Aeelkathn Search > ooikatbfl List > App110NOn OeteU FL ear Application Type Code Version Application Status Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code FL15332-R2 Affirmation 2014 Approved M1 Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsittinger@mlwd.com Brent Sitlinger bsitlinger@miwd.com Exterior Doors Sliding Exterior Door Assemblies Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer i Evaluation Report - Hardcopy Received Luis Roberto Lomas PE-62514 National Accreditation and Management Institute 12/31/2015 Steven M. Urich, PE 1. ; Validation Checklist - Hardcopy Received Standard XCH AAMA/WDMA/CSA 101/I.S.2/A440 2005 W. I affirm that there are no changes in the new Florida Building Code which affect my product(s) and my product(s) are in compliance with the new Florida Building Code. Documentation from approved Evaluation or Validation Entity CYes ()No ON/A https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvd W] ... 7/20/2015 Florida Building Code Online Page 2 of 3 Product Approval Method Method 1 Option D Date Submitted 04/30/201S Date Validated 04/30/2015 Date Pending FBC Approval Date Approved 05/06/2015 Summary of Products . FL d Model, Number or Name Description 15332.1 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OXO 145-3/4"x80" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS332 R2 11 08-00500C.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLI5332 R2 AE* 510807B.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.2 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OX, XO, XX 96"x80' NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS332 R2 11 09-00498C.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLI5332 R2 AE 5108058.129f PRESSURE RATINGS Created by Independent Third Party: Yes 15332.3 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OXO REINFORCED 145-3/4"x96' Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS332 R2 It 08.02248A.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLI5332 R2 AE 512968A.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.4 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OX, XO, XX REINFORCED 96'x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FLI5332 R2 11 06-02249A.udf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AE 512969A.Ddf PRESSURE RATINGS I Created by Independent Third Party: Yes 15332.5 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED XXX 143'x96' REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FLI5332 -R2 11 OB-022SOA.DdI Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AE 512970A.odf PRESSURE RATINGS 1 Created by Independent Third Party: Yes 15332.6 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OX, XO, XX ALUMINUM SGD 96'x96" Limks of Use Installation Instructions Approved for use In HVHZ: No FLIS332 R2 11 08-00499C.Ddf Approved for use outside HVHZ: Yes Impact Resistant: No Verified By: Luis Roberto Lomas 62514 Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 RZ AE 510806B.Dd[ PRESSURE RATINGS I Created by Independent Third Party: Yes 15332.7 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OXO 146'x96" ALUMINUM SGD https://www.floridabuilding.orglprlpr_app_dtl.aspx?param=wGEV XQwtDgtH8572gvd W I... 7/20/2015 Florida Building Code Online Page 3 of 3 Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS332 R2 It 08-OOSO1C.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other; REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AE S10808B.Djj PRESSURE RATINGS Created by Independent Third Party: Yes 15332.8 SERIES 430/440 ALUMINUM SGD SERIES 430/440 ALUMINUM SGD XXX 143"x80" NON - REINFORCED ' Limits of Use Installation Instructions Approved for use in HVHZ: No FL1533 R2 It 08-OOS02C.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 92 •AE S108098.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.9 SERIES 430/440 REINFORCED SERIES 430/440 REINFORCED ALUMINUM SGD XXX ALUMINUM SGD 143"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FLI5332 R2 H 08.00503C.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports • • Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 510810B.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes Dock Merl Coma lK : • 1940 North Monroe Street- Tallahassee F1 Will Phone: 111&1117.1124 The State of Florida b an AMEEO employer. 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Product Approval Accepts: O®PR Crc itS https://www.floridabuilding.org/pr/pi app_dtl.aspx?param=wGEVXQwtDgtH8572gvdWl... 7/20/2015 TH= SI"10':11 I-CRON IS fES GV_O AND a=f:li .(,lU?:C iG COttc_'( w FII R(1(:Iz M:N(S OF '-E NCRIOA F1':L(,N i(R0w0a::FEE. ANG /-ONC=N =r: OCE S TZI ST JCTiFE. ro;.IwrJG A'J0 Ua5^N % C 0, ":C r^E5i%::F 13 L'Ti' C THC ABC--TE:,T OR _,GINEER OF RZCG?J. 3. X FUCK C`:En HaSONIiT%' Nl::= _ C"IONAL. NI-EPE IX NOF USCC C 55"r .%?M:QE=WsL' '(.`•T e---_FAPt.TED N I- AFPRC%'EC CO.1Tr:^ OR 'JE'41:F,AN=_ S=LEC :,4 ')" cCA-.INS (••R \'=.:. IS THE 1ZESPC`,'B!L1h' OF T-c ARC':!T=CT G. rrCINEER R_CO?C, S, ALL^•. °1_E STi•E$S ItJC?EASE OF 1/3 A:ic NOT USEi' ry F-E LES(GN O' irtE FRoOUCT M..UVJ rFP'IN. "^1D LG=. JRAiI•N F^.T f• Cc='.5 ••r USE-'?P WO07' AN:.'40F, Ct•LCVIA:rC 5. F=rMF M.1MI AL. UTRUC=O=L(1&+'.(/rA A_0E•3-TF, U I75 '•iJ'_T BE LUILED 'E? A5- '.( EI--OC-04, ?r1 SA ETY :J11:5. 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I(i SM5 CR SELF C'FI_L1N(, ".•CF,CWS Su'=1C'E-+ I.EwGT- ^+CI-I:JE . THRFri_ HIN'%AUA' SE"CJN.3 -TRUCTUR_ 'I.TEROR YJJ.L. OCAFE At:C Ch_ S `S•C'nt. L': Elc lAlliiR ANC 4JS"AJ._AT ON ,Ccrall°, IC 9r Cf;R?^.SIiN f(fi6TA\T, 1-. NSTALLATION CrfORS S•,ALL BE IM2 ALLEC ill :ROAN:._ WITH 1v: F :CTU:E'.'S Ih7Te•JlAiljt' ':jT=:'CTIC:S :v0 .:40-ORS SHALL NOT -- USE:' tN SUF;STPATES Y::'- ^TRsN,^,Tr1:, LCSS THAN TH- IJIMMi1N :: '+EF+^,TN S=FCiFl;O GCl i 1A141M'J A SPE: FIC GRA'c.- v MI:rI4LM ,CVJ F-E SIV ST94L:4,.FH OF m92 P6. iRENCTh CC'21:OF,k':•NGC _7 .-T-M C-9C, C. E'=T:L STRJCTJRE 3-EEL ii]';A. E'6T OR i•_U),'':J'.' c0E3-I5;' /3" THCK rRLF OF _ON7;4TS El:•-ATI, J l'JrG FI.4CL 1L3ra(LATI0W.i 7:'7.%; N.1. SIGNED: 1211012013 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 51t1 1 FCIO i, J\ , • • • • • t11s i, r••GENSF••S 0 ' 5aSERIES430/4AO XIX SGD 143" x 96" REINFORCED WI -OUT ADAPTER NOTES 7G O S TAT sS ONA11EaG` u 08-02250 A c NTS c.,, 10/30/13 E"1 OF 9 t 3- MA,, FPA%lz- :vIDIH fAN' -'HOPS 10 E _ 6 " hiAX 1 ,,il •id :r O'S 't p u'c*IQN su C-14?T L- i ^FfNLMF. = OF REr:UI=_J t T- I I I L I R• MAX x b i b x b t SERIES 43LV440 XIX SGD EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING DESIGN PRESSURE RATING I IMPACT RATNG t35.OPSF I NONE +25.0%28.BPSF I NONE WITH 214J2•SILL WITH 1 1,2•SIU SEE CHARTS If AND n FOR OTHER UNITS RATINGS SEE CHARTS 03 AND 04 FOR OTHER UNITS RATINGS Jl - - 2 1132" SILL ALUMINUM 6053•T5.0.55 THICK 1 1/2" SILL ALUMINUM 6063•T5.055 THICK 9:Y Si^,V'13 AIi:FL''LA\E r1Si aL.%dlC•tr5 .._.. .I 'Y.:'CiJ I. CNART/1 tMTN2 la2•SILL WHERE WATER UNFIL IRA TION RESISTANCE IS REOUIREO SEE NOTE 9 SHEET i Dodyn R chart Sete Pend and Total From WON CN Sao 3L aL0 Q.1saIGLOOff41.00PasNegPasN49PosMpPOIfgrti* 400 562 40.0 0.7 400 153 10.0 4 4 140. 2 1 7 ,1 37.1 0 a9.5 400 42,9 2 0 SSA CHART/2 WITH 2 1,W" SXL WHERE WATER fNFiLTRATION RESISTANCE IS NOT REQUIRED SEE NOTE 9 SHEET I Oesi n mum chart RwmRs" wow en,I and Total Fro otr tau 10.0 3LO 4.0 1 47.7 Koo logo190" f47.00 Pw N49Pw Np Pw Pw a Sa2 562 IT50,7 1 45 42A 4Zo a ILO 1 4 40 401 t 3.1 OLO 49 49.5 42 4.9 2 CNART 03 WITH 11Q•S(LL WHERE WATER INFILTRATION RESISTANCE IS REOUIREO SEE NOTE 9 SHEET 1 ocean prumro chart (PSU Franc EY'AU Fbn4I ud Total FmM (COme1 Volq0 to'W IGLOO 47. 2L00 47.7 713.00 Pos @ Pas tft w NIg Pas I an a 2510 at, 750 37.4 250 1 34, ILO a 2 250 9.3 250 35.2 25.0 1324 OL0 ISO 4 250 7. 2 0 70 9L o 1.4 ze.e CHART I4 WITH I f?SILL WHERE WATER INFILTRATION RESISTANCE IS NOT REOUIRED SEE NOTE 9 SHEET 1 Destpn promm Chaff ang From Rnd and Tptai aretWtr(N Nt) 34Lo 1 30.0 IOLw 4LOmftm IMA0 47,t 141Mw Pea 49 Pas I Nag Pos Nag Pos I Nq 1L 47 476 7 1.7 37A 37.4 34,5 345 a10 sit 79,7 39.7 2 3Z.1 324 OL,a 42,9 1 429 J7,2 732 332 1 30.5 1 30,5 ao 40. 311 CHART05 NumOer ofa Orloeitiods14Wlfad SrAm lemd Ord Total &mm WOOF (N 0 7 4L0 1 47.7 00,0 f07A OIL o 14" aS JarM Nag JamO Has Jaa,O a5 JamO 4.0 6 6 7 6 a 6 9 6 N.0 6 6 7 6 6 6 9 6 no 6 6 7 6 a 6 9 a 1NA 6 6 7 6 6 6 9 6 V.L. MI WINDOWS AND DOORS LLC i001 W. CROSBY RO CARROLLTON, TX 75006 SERIES A30 /440 XIX SCO 143" R 96" REINFORCED WITHOUT ADAPTER ELEVATIONS I 08-02250 NTS I 10/30/13 1``"TFl2 OF S I /;' RAIN. E0:)_ LIST:::_ 1 j i MIN• X•40u ?PA1l1Nv cM?ED"ENr 4 ^_Y, tv n r J. 17 d • MAX. I a`y( L-N L USIA : C EXTERIOR I I I I I I I I I I I INTERIOR q i e VIC0D SCREW— SILL TG BE SE-' I ! SCRCH I E1: ttc GVST JCTn0: 4CN_51'E C? EO11 :t r{ cf.E -:-IEcT r 5Y OTII=ii: ti GR 2X rgS I _l. BY OTh_RSh, VERTICAL CROSS SECTION WOOD FRAMING OR 2KBUCK INSTALLA TION NOTES: 1, INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEAL4NT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 1/ 4" VAS.. 511IM jCAI:- EXTERIOR W." 1,CY IUUFC • UIC iF`-A-FD11!4:$ +-_..• ': 7f.U- P,l. INTERIOR I `, © 11 u JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS LLC R• LOII,.. 1007W. CR053Y RO CARROLLTON. TX 75006 y GEN6"., P SERIES 430/4AO XIX SGO k• 0,.6)2b R +r 143- x 96" REINFORCED WITHOUT ADAPTER FRAME INSTALLATION DETAILS AG, SAT OF wl:. c.r •.: 08- 02250 i,LONA 113 TNTSP10/30/13 R'E' 3 OF 9 18111 sc-LIK 7A G; OTHERS MS L Uu INTERIOR EXTERIOR CRFW ©_- - _: a INTERIOR po 3k4s OR DR LLI,'.'G 5^-Fl i:wZ SILL TO BE 4'.LT IN KEM 16 Ai)-E'Zrv7- c q EC03L, VE TAL Lily S.V.SOR 7,iPt.CTt;=7 s V --QRLNC S,REW 8' I• -'. AL SER s-IEET z EXTERIOR slLOPTIONSSTRUC-- UR-- JAMB INSTALLATION DETAIL B• f 01-1ERS METAL STRUCTURE INSTALLATION ICU, kN VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS LLC 01%IIIIIIII, R .. to /(//, SK . .. 1001W. CROSBY RD E N CARROLLTON, TX 75006 SERIES 430/440 XIX SGO 0 25V NOTES, 143" 6" REINFORCED WITHOUT ADAPTER 9j(4 1. INTERIORANDEXTERIORFINISHES. 8YOTHERS, FRAME INSTALLATION DETAILS OF 1 NOT S# 40WNFOR CLARITY. 4V- T7 -022 c"^. --v 2. pERImErERANDJOINTSEALANTBYOTHERSTOBE ORVD' DESIGNED IN ACCORDANCE WITH AS TM E2112 IV , L . 08 50 —A ... it NAL 10/ 30/ 13 OF 9 I EDGE ISIs;:CL L a a EM@_Gr.ENT 1 i f c' aq.• C:BCDI: LN i it AS •IJRv •C,-. CT G?S 1 vFTIONAL — h p r =0.'.i QIST1kCE 1 • ix cuc< mi7F•;:z!3. 4 <j Si IV SPACE 54EET I a I ` t:C C+EIL:;I.:S!.'NkY Er ;)I-E^'S EXTERIOR INTERIOR ° vv :' aEr OF vJl r.E%; 1Ic, C.R EQUWI I I jFE S•iEET 2 SILT t7cii('.•i< M40\P.l; By OTiICRS Fv,PI'C.Y•Cr1' VERTICAL CROSS SECTION I ICONCRETFJMASONRYINSTALLATION 2 112c' M N.' EDGE DST•tI::E rri•? Y7.M rnfi 1+1, INTERIOR a L EXTERIOR ! JAMB INSTALLATION DETAIL TIO!; f•l I% =Ut,•< CONCRETEMASONRY(NSTALLATiON i B_ FR3crR'Y C iJOT_ 3 S-P-ET '1 NOTES: I, INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE KITH ASTM E2112 PAI WINDOWS AND wwcFD5DOOBYRSLlC CARROLLTON, 7X 75006 J`S0 9,', GENBS ;S` SERIES 130/ 440 XIX SGO 143" z 96" REINFORCED WITHOUT ADAPTER"RAME DETAILS MAYOForm INSTALLATION p ;. L':ORlO' • ' isS ONAj1 aGW cam L»^. no A V. L. 08-02250 Z-Lf NTS 10/30/13 —5 OF 9 N000 FRAYR OR 2x 9UZK 8Y O'. -RS 1 I li 10 :'IOC3 SCREW EXTERIOR G' - ' Itif.:. - ySCR:' WOOD OR "x BUI; 6Y INHEIR: 1 1 1 cCGE 015- NCE 1 3/8' `!aV UA9` 0` :'=1: T 1 1/c fANC. Still/ S?Av: INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLA MN NOTES, 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS. NOT SHOWN FOR CLARITY 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE OESKTNEO IN ACCOROANCE WITH ASTM E2112 Wet DA!LNI I i S!IIM c"Aic FIF, J,ST;.WCE Pic r;ooD SCREW SILL '11 6E S=1 IV A SEO ':T VJLKE-M 116 CR E0:1: SEE zl-L'f " i.:i:l) FIPA`.h`1G 1 GR ;% f•:!If.•c L RY 0-l: PS 2' •a.N. CM13E1;vEA i M'1„ iS'44 i a>rt. :ar;cc IsIAuallo•. +/o,l: =.L. JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS LLC 1001, W. CROS?Y RO CARROLLTON. TX 75006 SERIES 430/440 XIX SGO 143' x 96" REINFORCED WIT40UT ACAPIER FLANGE INSTALLATION DETAILS Y,L• 0E-02250 sr.Nt NTS -- 10 30/13 '"riP6 OF 9 ft ! 1 Clq'V • . QAT46010FP• i SIONA j1F` NEiAI STRUICTUR: 81 l: y•F•1' R : n SUE C; LF DR. -LING S-7SV STRULALTL.IRE BY OTHER;; EXTERIOR ' — VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES' I. INTERIOR AND EXTERIOR FINISHES. BY OTHERS. NOT SHOWN FOR CLARITY. 2. PERIMETER ANO JOINT SEALANT BY OTHERS TO BE OESIGNEO IN ACCOROANCE WYTFI ASTM E2112 l 1.1 :;PACE EDGE D1 T=f•CE y1::Hs OR SELF J ILLIN G O 3E Sri IN RJC11•CN A?4E::1`IE IA AL ST°V T.J MY SThE;S ZE SHEET i FCR ZILL C=IIONS rr ,I!uI Sr -AC: I` INTERIOR EXTERIOR I KcA_ms ^ INIf: c; amP:L Lcrt .fr•R.40 1 JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION M; WINDOWS AND DOORS LLC 1001 W. CROSBY RO CARROLLTON, TX 75006 SERIES 430/440 XIX SGO 143" x 96" REINFORCEO WITHOUT ADAPTER FLANGE INSTALLATION DETAILS V.L. 08-02250 5.WC NTS r- 10/30/13 --"17 OF 9 - Ni:;ETpY COGS 04TrXJ:E hi•Si: n ` E,n_O IE;:i 1 1i4- MIN. 4 C,5E MFNl y1 1 -lilt: 5'a:E I % — c .57 cISTJ>. CC INTERIOR BE P:3PEQL*e fir— ' i. Mid .J r IE r ; — .i•; 16" 1a=CON 1 m StIECi I c caNCFFrF.;MtQ\f;Y i( _ EXTERIOR I INTERIOR r— -- 16- TAPCOt: _ 1 \ Sit I I,,, ,E r r1 I EXTERIOR T. 1 HLFn* TI:iVC AIAS,',•tJR''; ' ry , f;r ^TEENS i le UIN. VERTICAL CROSS SECTION 1 2 -,!2.-lut'., CONCRETEWASONRYINSTALLATION ` F.L•JC CJISIANCE is. L_=14J:T4EY N?CSC S C•C% Il}•7%r `1 -5+?1.11GV5_ ')+e•; -J R.1...' — El 7E:, JAMS INSTALLATION DETAIL CONCRETEIMASONRY INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES. 8YOTHERS. NOT SHOWN FOR CLARITY. 2, PERIMETER AND JOINT SEALANT AY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARFOLLTON, TX 75006 SERIES 430/440 XIX SCD t43" x 96" REINFORCED WITHOUT ADAPTER FLANGE INSTALLATION DETAILS 4 1%r• CF: NJ. V.L. 08-02250 Sc•I! tvTS °A'f 10/30/13 I 5'ff**8 OF 9 TATOOF OF'S`t: Sib" _L FCGC OirT.I T, II- n Pik, i i•- k4N, INTERIOR E JBE IJE . i BY ,^,TREKS X SUCK 91' UT'iZR5, Y, 5T i P I X SUCK 1`0 BE PFOPERLY :EnUREO EXTERIOR HOOKSTRIP INSTALLATION AWONRYXONCRETE I INTERIOR a114 C; 8' a E JBE]`CrG EXTERIOR HOOK STRIP INSTALLATION 2X BUCKAVOOD FRAMING Y J1V'a f<_•,.:I 61 -us Mc fPJ i fR:J:1 U=: TP,,k INTERIOR EXTERIOR Ir:iCiJl : C-. HOOK STRIP INSTALLATION METAL STRUCTURE NOTES: I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE W7TH ASTM E2112 MI WINDOWS AND DOORS LLC IF LO tool W. CROSBY aD CARROLLTON, TX 75006 Rg 4i,yii. b••4Ekd•,tP 8143" SERIES 430/4AO XIX SGO 96" REINFORCED WITHOUT ADAPTER 9ATSOF HOCKINSTALLATIONDETAILStN O iSS V,L 08 02250 ONAL.• 1111IW`la NTS °' 10/30/13 f'9 OF 9 L. Roberto Lomas P.E. 233 W. Main St. Danville, VA 24541 434-688-0609 rilomas@lrlomaspc.comIrlomaspc.com Manufacturer: Ml Windows and Doors LLC 1001 W. Crosby Road Carrollton, TX 75006 Engineering Evaluation Report Product Line: Series 420 XIX Aluminum SGD 143' x 96' Reinforced without adapter Report No.: 512970A Compliance: The above mentioned product has been evaluated for compliance with the requirements of the Florida Department of Community Affairs for Statewide Acceptance per Rule 61G20-3.005 method 1(d). The product listed herein complies with requirements of the Florida Building Code. Supporting Technical Documentation: 1. Approval document: drawing number 08-02250 revision A, titled Series 420 XIX Aluminum SGO 143' x 96' Reinforced without adapter, prepared, signed and sealed by Luis Roberto Lomas P.E. 2. Report No.: CCLI-12-118 signed by Wesley Wilson Construction Consulting Laboratory International, Carrollton, TX AAMANVDMA/CSA 101/I.S.2/A440-05 Design pressure: t35.0psf Water penetration resistance 6.Opsf 3. Report No.: C1716.03-10947 signed by Michael D. Stremmel, P.E. Architectural Testing, Inc., York, PA AAMANVDMA/CSA 101/I.S.2/A440-08 Design pressure: t25.0psf Water penetration resistance 3.76psf 4. Anchor calculations, report number 512970-1A, prepared, signed and sealed by Luis Roberto Lomas P.E. Limitations and Conditions of use: Maximum design pressure: Refer to approval document. Maximum unit size: 143' x 96' Units must be glazed per ASTM E 1300-04, see installation instructions for glass options. This product is not rated to be used in the HVHZ. This product is not impact resistant and requires impact protection in wind borne debris regions. Frame material to be aluminum 6063-T5. Installation: Units must be installed in accordance with approval document, 08-02250 revision A. Certification of Independence: Please note that I don't have nor will acquire a financial interest in any company manufacturing or distributing the product(s) for which this report is being issued. Also, I don't have nor will acquire a financial interest in any other entity involved in the approval process of the listed product(s). 1of1 11111!•1// S R • 0 v•.OENs.•, TAT OF w lilt% Luis R. Lomas, P.E. FL No.: 62514 12/132013 Florida Building Code Online j:'_gC)N—f Page 1 of 3 Business &-ProfessionalRegulation I,a v'GitiiY YiiY W aaaariiii W . Rmlib u•"ri Bps Home I log In User ReglstraUon Mot Toplct Submlt Surcharge ! Stats a Fits 1 Pubkotl0ra Fac staff am ste Map unks search Bus nes Pro essi al. use.: publicProduct User Regulation pnxb& w AMkKMq Saaba Amftftn La a Application DNWI' FL k FL15225-R3 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission If necessary. Comments Archived Product Manufacturer Therma-Tru Corporation Address/Phone/Email 116 Industrial Drive Edgerton, OH 43517 419)298-1740 rickw@rwbidgconsultants.com Authorized Signature Vivian Wright rickw@rwbldgconsultants.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Emall category Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance Method Certification Mark or Listing Cert ficatlon Agency National Accreditation & Management Institute Validated By Ryan J. King, P.E. W, Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) standard Year 101/1.S.2 1997 ASTM E1886 2002 ASTM E1996 2002 ASTM E330 2002 TAS 201, 202, 203 1994 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 06/13/2015 Date Validated 06/28/2015 https://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZIQ... 7/20/2015 Florida Building Code Online Page 3 of 3 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A other: See INST 15225.5-68 (6'8 Door Products), INST 15225.5-80 (8'0 Door Products) and INST 15225-68M (6'8 Door Products Direct to Masonry) for Installation instructions. Note - Glazing Shall comply with ASTM E1300- 04. (This product approval requires the use or ")" part number doors and sidelites, which have been stained or painted within 6 months of installation - Excludes Opaque Benchmark Door Panels.) Certification Agency Certificate Quality Assurance Contract Expiration Date 12/31/2021 Installation Instructions FLIS225 R3 If INST 15225.5.68.Odf CI I S22S R3 11 INST 15225.5-80.odf Fe 1S22S R3 11 INS? 1522S-UM.odf Verified By: Lyndon F. Schmidt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports Party: Yes 115225.6 I f. "Premium Series". "Construction I 6/8 and 8/0 Opaque and Glazed Steel Door with Transoms. Series" and "Benchmark by With and without Sidelltes. Inswing and Outswing Therma-Tru" with Transoms Limits of Use Approved for use In HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A other: See INST 15225.6-68 (6'8 Door Products) and 15225.6-80 (8'0 Door Products) For installation instructions. Note - Glazing Shall comply with ASTM E3300-04) Certification Agency Certificate FLISMSM93 C CAC 1S2?S.6 NAMI ofts.0df' Quality Assurance Contract Expiration Date 12/ 31/2021 Installation Instructions Ft IS22S R3 11 INST 15225.6-BB.adf Ft r 52.25 R3 11 INST 1S22S 6-80.0df Verified By: Lyndon F. Schmidt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports FI IS22S R3 AE EVAL 1S225.6-68.0df Fr IS22S R3 AE EVAL 1522S.6-80.0df Created by Independent Third Party: Yes Contan us :: The State of Florida is an AVEEO empl"er. r...w.lah. lab7. ne'a da s of Flarldw :; PrIvary gthtmrent:: Accessibility :: Refund Statemenk under Florida law, eman addresses are public records. If you do not want your email address released In response to a public -records request. do not send ekcmonic map to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please comet 650.487.1395. "Farsuant to Season 45S.275(1), florida Statutes, effective October 1. 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an emall address a they have one. The !malls provided may be used for official communication with the licensee. However email addresses are public eoDrd. U you d0 rot wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine It you are a licensee under Chapter 455, FS., please c1lch b=. prothad Approval Aoeaptt: ER® Credii FE https:// www.floridabuilding.orglpr/pr app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZIQ... 7/20/2015 NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: N1005329-114 108 Mutzfeld Road Certification Date: 10/15/2003 Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: FiberClassic Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Benchmark by Therma-Tru Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330/E3311 TAS202 The "Notice of Product Certification" is only valid if the NAMI Certification Label has been applied to the product as described within this document. The certification label represents product conformity to the applicable specification and that all certification criteria has been satisfied. This product has been approved for listing within IA&Aa.. r--flap.M.... tt..we.•n.n ie.a..... diced by The. Ameriean National Standards Institute (ANSI). NAM! CertifiedNAMhsCertified rroduct usaa at ww..."amp ruua:ea.vn.cv ......... ...... ......., ._... _ - -- _ ---- ------ ---- - - Inswing Glazed Design Missile Test Report Number Configuratlon or or Maximum Pressure Impact & Outswing Opaque Size PostNeiz Rated Comments X I/S Opaque 310" x 6'8" +67/-67 No ETC-01-741-10703.0/L.2097=F-253F Single X O/S Opaque 3'0" x 698" +67/-67 No ETC-01-741-10703.0/L-2097=F-254F Sin le XX I/S Opaque 610" x 61" +40/40 No ETC-0 1 -741 - 10703.0/L-2097ITTF-253F Double Standard Aluminum Astragal XX O/S Opaque 6'0"x 6'8" +40/40 No ETC-01-741-10703.0/L-2097/I'IF-254F Double Standard Aluminum Astragal XX I/S Opaque 6'0" x 6'8" +47/47 No ETC-01-741-10703.0/L-2097=F-253F Double Coastal Aluminum Astragal XX O/S Opaque 610" x 618" +471-47 No ETC-01-741-10703.0/1;=2097/ TF-254F Double Coastal Aluminum Astra at - OXO/OX/XO I/S Opaque Door 514" x 6'8" +40/ 40 No ETC-0I-741-10593.0/L-2097/TTF-253F Single w/Sidelites Glazed Sidelites OXO/OX/XO O/S Opaque Door 5'4" x 6'8" +40/-40 No ETC-01-741-10593.0/L-2097/iTF-254F Single w/Sidelites Glazed Sidelites OXXO I/S Opaque Door 8'4" x 6'8" +40/40 No ETC-01-741-10593.0/L.2097=F-253F Double w/Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO O/S Opaque Door 8'4" x 6'8" +40/40 No ETC-01-741-10593.0/L-2097nTF-254F Double w/Sidelites Glazed Sidelites Standard Aluminum Astragal _ OXXO I/S Opaque Door 8'4" x 6'8" +47/47 No ETC-01-741-10593.0/L-2097/TTF-253F Double w/Sidelites Glazed Sidelites Coastal Aluminum Astragal OXXO O/S Opaque Door 8'4" x 618" +47/47 No ETC-01-741-10593.0/L-2097/TTF-254F Double w/Sidelites I Glazed Sidelites Coastal Aluminum Astragal vs 7;n77 National Accreditation & Management institute, Lnc t 774 veorge tlaauaugavu a.ac.uv Tel: (804) 684-5124/Fax: (804) 684-5122 NAM AUTHORIZED SIGNATURE: National Accreditation & Management institute, Lnc t 774 veorge tlaauaugavu a.ac.uv Tel: (804) 684-5124/Fax: (804) 684-5122 NAM AUTHORIZED SIGNATURE: NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: N1005331-115 108 Mutzfeld Road Certification Date: 10/15/2003 Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: FiberClassic/Smooth Star Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Benchmark by Therma-Tru Series Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330/E331/I'AS202 The "Notice of Product Certification" Is only valid If the NAMI Certification Label has been applied to the product as described within this document. The certification label represents product conformity to the applicable specification and that all certification criteria has been satisfied. This product has been approved for listing withinIVAUP. 9 As flRnelinn Vreoram. it Accredited 6v The Amerfean National Standards Institute (ANSI). NAMrs l.ernneu rMuuca a,aa JR a Glazed Design Missile Test Report NumberInswing Configuration or or Maximum Pressure Impact Outswinz Opaque Size Pos/NeX Rated Comments X I/S Opaque 3'0" x 6'8" 671-67 No ETC-01-741-I0702.01L-2096/1TF252F Single X O/S Opaque 3'0"x 6'8" 671-07 No ETC-01-741-10702.0/L-2096/TTF251F Single XX US Opaque 6'0" x 6'8" 40/40 No ETC-01-741-10702.0/L-2096/ITF252F Double Standard Aluminum Astragal _ XX O/S Opaque 6'0"x 6'8" 40/40 No ETC-01.741-10702.0/L-2096/ITF251F Double Standard Aluminum As al XX US Opaque 690" x 6'8" 551-55 No ETC-01-741-11008.0/L-215I/ TF252F Double Coastal Aluminum Astragal XX O/S Opaque 6'0"x 6'8" 551-55 No ETC-0 1 -74 1 -11 008.0/L-215 I MF25 I F Double Coastal Aluminum Astragal OXO/OX/XO US Opaque Door 514" x 6'8" 40/40 No ETC-01-741-I 1008.0/L-2151/ITF252F Single w/Sidelites Glazed Sidelites OXO/OX/XO O/S Opaque Door 5'4" x 6'8" 40/-40 No ETC-01-741-11008.0/L-2151/iTF251 F Single w/Sidelites Glazed Sidelites OXXO I/S Opaque Door 8'4" x 6'8" 40/-40 No ETC-01-741-11 2F Double w/Sidelites Glazed Sidelites AluminumAstragalStandardAluminumAstra al OXXO O/S Opaque Door 8'4" x 6'8" 40/-40 No ETC-01-741-11 lF Double w/Sidelites Glazed Sidelites As raaalStandardAluminumAsalAluminum OXXO I/S Opaque Door 8'4" x 6'8" 55/-55 No ETC-01 Double w/Sidelites Glazed Sidelites As raRaF252FCoastalAluminumAsalCoastalAluminum OXXO O/S Opaque DoorI 8'4" x 618" 551-55 No ETC-01-741-11008.0/L-2151/ITF251 F Double w/Sidelites Glazed Sidelites I Coastal Aluminum As hual H VA 23072 National Accreditation & Management Institute, Inc./4794 George washington Memorla y . ayes, Tel: (804) 684-5124/Fax: (804) 684-5122 NAMI AUTHORIZED SIGNATURE: 4- 4' I IMULLION I NMULLION MASONRY OPENING - 7- TYP. HEAD MASONRY OPENING - 7 4 I SHOWN FOR ryp. I REFERENCE MASONRYI• OPENING 4 . 11 TYP. SHOWN FOR REFERENCE His zJAMBS HEAD" HEAD" JAMBS BUCK JAMBS II V 2X BUCK -/ 2X BUCK -/ 2X II MULLION SHOWN FOR REFERENCE 11 II I" N SINGLE W/SIDELITES 131 G INQ F W/SIDEL[[E RUCK ANCHORING BUCK ANCHORING 4- 4- MASONRY OPENING min. S.G. a O.W. 2X BUCK cowele a ictim loccam at the owners moy be GCOAted to ma(hroln the min. Z = edge cvj to m4of-iminm te - bdxx jowil" noted as ?AAX. ON C9a8r must be a*usfed to i fain the nim edge omrc* to mortwichk odmdonial—celd Oldc" noY be mat*W 10 Ww* Me WAX ON C9aWdW&"bm — no -weded J. CorKvwte - odxxrrM Ite ANCHOR ViWft AM Mog! C! LE411101NO . FO MASOW Mgt 49LEAAAWJ 10AAMC1109 r( m so MSWMW am AkiCW* aw 1/ r r TA/ CON 00, 14 1pr 1. 4 b1 4 II SHOWNMULLION FOR 1 MULLION SHOWN FOR D I TYP. HEAD TYP. REFERENCE 1 REFERENCE 11 JAMBSASTRAGALHEADSHOWN FOR JAMBS II REFERENCE2X—J.1 BUCK ASTRAGAL SHOWN FOR' REFERENCE I I Lo 1 II If DOUBLE RUCK OwEt ANCHORING DOUBLE MASONRY RUCK W/ SIDFLITES ANCHORING OPENING NVINIF N. T.S. Lrs 1522-.-- c' VIEW c'- c' W IO N f. 2• PAIlv-- y21fJ' J- 3. SEE NOTE JI t W/2X BUCK I SEEDETAILI -. ',,,,,,ii -*•) r SHEET 3 1 SEE OETAIL '3' A INSTALLATION O 1 W/2X' BUCK A 1 W/IX BUCK _ _ tWi _ .J. INS//TIx ouch -. 9TYP HEAINSTALLATID W - - _ T L INSTALLATION 4. w u, &d ^\ ° N ASTRAGAL) 1 MUWON `r SHOWN FOR 1 SHOWN FOR JAMBS it _ SHOWN• FOR HEAD 13S _ - >- ° i I REFERENCE. REFERENCE 1 REFERENCE = ONLY 1 J ONLY 1 SEE 18 1 - DETAIL. '4' c 1 DETAIL c 5 — 1- 1 I. ILA; a:It A' tt VIEW ' E'-E' DOUBLE DOOR VIEW A' -A' sloe+ v/ onnow eoxxllr-Ttv ASMI) Coa, M /w Mr. ALL W/ 2X BUCK ?. INSTALLATION W/ 1X BUCK' INSTALLATION t? I i C W/ 2X BUCK 3 Item DESCRIPTION Material A 10 x -1 2 P O SCR STEEL B TN WU66 3C-R-MSTEEL 10 X 1 W000 SCffEW STEEL I 10 x 4 L Hine to rams STEEL 10 x 2 LG. PT W000 SCREW J x -1 2 L . - CR STEEL 4 1 4 x 2-3 4 PFH ELCO OR 11w CONCRETE SCREWY STEEL i 4 x i-3 4 ITW PFH CONCRETE SCREW STEEL g 1 1 1 i 4 x 3-3 4 TI1V PFH NCRETE SCREW 3 16 x 3-1 4 (TIN PFH CONCRETE SCREW 1 4 x 3-1 4 ffW PFH CONCRETE SCREW STEEL STEEL E 13 ONFORMI G TO ASTM C90 TO ACI J01 OR HOLLOW BLOCK iC. CONCRETE CONFORMING CONCRETE t6 1 4 X 2-1 4 PFH ITW CONCRETE SCREW STEEL 2 21 HEADER JAM (,SUGAR PINE SG >= 0.34 3 4 THK. PRESSURE TREATED 510ELITE PAO 0 30 i 2 X 1 X 25 Cal CORRUGATED FASTENER NSTALLATION t p W/1% BUCK 11 DETAIL ' I' INSTALLATION DETAIL ' 3' B ATTACH STRK PPLATE TTO FRAME AS SHOWN. 1 C t DETAIL ' 4' 1011 5 i e a 2121112 N. T.S. ee JK a. LFS 3 x6 Now, ° 15225. 5-68 c Or ° a IIn EXTERIOR 2VE ICACCROSS SEC110N conllpuotbn . EXTERIOR INTERIOR INTERIOR 31 WPR AL CROSS SECOON vim^ INTERIOR EXTERIOR 21 12 50' 3 c 3 VERRCA.L CROSS SEC710N EXTERIOR INTERIOR 6 VERRCAL CROSS SWRON cW9- fian 0111 n e 2 ? 1 12 N. T.S. ry: A n; Vs 3 IO mi Y a 15225. 5-68 c MULLION OPONRYENING TYP. HEAD MASONRY4 OPENING II TYP. II SHOWN FOR REFERENCE do JAMBS HFJ4D I 1 do JAMBS. 2X BUCK N o II 2X BUCK 11 II SINGL W/SIDELITE RUCK SINGLE DOOR ANCHORING RUCK ANCHORING MASONRY OPENING NOT S: 2X BUCK 1. Zrbuck min. 5.G. z 0,a CONCREIE ANCNOR NOIFS: 1. Concrete .,Kto bcafiom of nw comers may be aalusted tomdntaln NW mm. edge dWanoe to mama Jokib. 2 Concrete anchorIocaHo w noted of •MAX. ON CENrOC muse be ocWed to maintain the n fn. edge dhlance to mortarphb. addBond concrete andux may be requied to awe the •MAX. ON CEWW Amavlon am nor eaooded. 3- Concrete anchorteble: ANCHOR ANCNOR IMRf. CItARA//Q r9 AIW ObAdM_ k- SfN EMBSOMM wbJi ANCMA CYON0 fir I•I/r r r TA uoo I/ r 1•I/r 1• r u1,TAAcoN 11 I1 II II MASONRY ! II II OPENING .TYp. II 11 HEADII II do JAMBS I I II II 11 1111 1 I 2X BUCK /. 11 II MULLION 11 SHOWNFORII II REFERENCE 11 II II II IIII II II d SINGLE W/ SIDEUTES BUCK ANCHORING 1-4 a 8 a 4 a TYP. HEAD JAMBS 1 ASTRAGAL 1 SHOWN FOR 1 REFERENCE 1 1 1 1 1 1 1 1 1 1 1 I F— 4' 4 e 1 ' •, i•. 1'i1N 8 I I e 11. r: I Q II MULLION tl II 4 I I SHOWN FOR , MULLION TYR. 11 REFERENCE 1 SHOWN FOR AI HEAD / REFERENCE 11' do JAMBS , II 1 II II , 11- II 1 II II ,`ASTRAGAL II 2X II 1 SHOWN FOR II. BUCK REFERENCE II II 1 II• j II 1 II C3 DOUBLE Uuum MASONRY DOUBLE W/SIDELITES BUCK ANCHORING OPENING BUCK ANCHORING G li 3` uIr 3' 4.- i 3• SEE DETAIL WEE111AIr IU SNOTE SHEET 3 3 1 -/I 9 T 1MULUON SHOWN FOR REFERENCE ASTRAGAL I: SHOWN FOR — REFERENCE I ONLY 1 — 1 1 T t8 16 ti 11 5 E I C- •E• VIEW " C'-'C" DOUBL DOOR W SIDEL[TES suco LATIOi BUCM SEE DETAIL 4- WZW KL rye$+ WS A' > W2 . 6' 1 w/!2x 8UCK A SEE SEE DETAIL 1 INSTALLATION DETAIL s - 3' i WSti4 fbN a nv t•Sl 1 tYP. HEAD & ` p as _ ASTRAM , o hSHOWNFOR _ REFERENCE ONLY 1 3 + 5 5 t7 i1' L VIEW ' E"-'E' DOUBLE DOOR VIEW 'A' -A' Item DESCRIPTION Material A 10 x 2-I 2 P H WOOD SCREW - STEEL B I I_ STEEL C 10 x 1 PFH Wo C Ew L 1 10 x 3 4 PFH 0 SCR ine to rome STEEL 4 14 x 2-3 PFH ELCO OR ITW CONCRETE SCREW 5 1 4 x 1-3 4 im PFH CONCRETE SCREW STEEL 1 4 x 3-3/4- 1TW PFH CONCRETE SCREW STEEL 0 . 8 X FH SC TEFL 11 3 16 x 3-t 4 ITW PFH CONCRETE SCREW STEEL t 1 4 x 3-t 4 rTw PFH CONCRETE S REW STEEL 3000 PSI MIN. CONCRETE CONFORMING TO AC1 CONCRETE 13 3010ORYHOLLOW BLOCK CONFORMING TO ASTM C90 16 1 4 X 2-1 4 PFH RW CONCRETE SCREW L 0 1 HEADER JAMB PINE SG >= 0.42 WO 21 3 4 7HK. PRESSURE 7REATEO SIOELITE PAO 30 1 2" X I' X 25 GA. CORRUGATED FASTENER saw wl apmm ca mmm to CRYaYB ems) f - aLaTODOOR mn[ B 1c: tt 1 0 DETAIL " a' A DETAIL ATTACH ASTRAGAL THROW BOLT 1 STRIKE PLATE TO FRAME AS SHOWN. A t DETAIL ' 1' J 1= smL N.T. S. ac. W. JK a«. er LFS awrxc eo: FL- 15225.5- 80 INTE 1 nKCALMORMOM mn it l l. i 2mmlu TN VEWCALCROSS=17ON 0 4E g 7 • 71,. Mllli. so ii EXTERIOR INTERIOR 45N VERTICAL CROSS • ON 1 p w 6 en i se INTERIOR EXTERIOR c4 ' G c l 20 l Z 21 12 ggT1a J J VERTICAL CROSS SECRO V t & EXTERIOR m 6 VERTICAL CROSS SEC N 6 • oWsw V--. - 15225.5-80a T- o INTERIOR T HORIZONTAL CROSS SECWN Z 49/16•pmb^ n INTERIOR EXTERIOR N 2 ORIZONTAL ROSSSECIION b9/jmnvtw INTERIOR EXTERIOR 3 ORIZONTAL CR= SEMEO-M 2 4911 JaM 19ME o"momxw"',Z, EXTERIOR r.l I R HORR LRLCSECTION 6-9/16"OXWOW I INTERIOR EXTERIOR s H RIZO AL CROSS somah _ 69i1M'0 b 0111L h s wc22t 12 E rKc N.T.S. 5 uc. s JK a aK rn LFS j PAP" FL-15225-68M c a aar o Q 1 I _ p 69/I6' HEADalYP.O HEADED4A116 .. _ MULLION SHOWN FOR RMENCE G 69/16'JAMB O TYP.0 JAMBS H 44/14 JAMB _ fe of I I VIEW -C"•"C SINGLE DOOR W/SIDEM SEEJ C ' L, OETAII'S a SEE OETAIL•Y l 1 ' ' 1 p /IBHEAo TTP.O HEAo p /I f-HEAD w u MULLION SHOWN FOR RBEREHCE TYF. 0" JAMB TTP.O JAMBS 4A/16' JAMB 11 TaT w WAD 1 HFJI d ^ . a E • " HEAD nP. O JAMBS r a Tc v 4-9/1CIAMB o SEE OEGtt9' c 1 n + ao 5 1 y VIEW i'-'E" VIEW V"-'D' Wim DOOR W/SIDE " VIEW "g - r SINGLE ODOR VIEW A•• A• 1. Commle andw tllo pm at the comer may be acMted to mdntaln the mft edge die. to moRaFlotnh. 2 Concrete asehorloeatiom doted as MAX. ON CENIER' must be o4 nted to nwWw the rro. edge d'otorwe to moACr Jo1ntx addlrwa Mfwsfe anChm may be requmd to enure the MAX ON C8•1TE1TChrren5on00 not exceeded. 3. concrete onchor fade: ANCTIOY ANt:MOp AIQtL Mml. CUAMNO OAIA30NB a* C _ co to rrknW SAi UABFQ61 E. APFCNGRC-HIMAMC Tomol 100N 3"6* T•1/ AS SHOWN AS SHOWN T Ne 1 SIOEi1TE NOTES: I. The Srdelte Is dvect set Jnto the Jamb with (12) e8 x 2• pfh. wood $Crews. There ore (4) of each verfkol Jamb, from the top down of 135; 3I .48S& 66. There are (2) of the header of 4' ham the ovW9 comers of the home. There are (2) at Me SID. 4' from the mWde comers. X. 6 © el1i t' WAVC 26 D_. R W R W Building Consultants, Inc. B Consulting and Engineering Services for the Building Industry C P.O. Box 230 Valrico, FL 33595 Plwnc B13.659.9197 Florida Board or Professional Engiixers Cenificale of Aulhorizelion No. 9813 Product Sub Category Manufacturer Product Name Category - Thermo Tru Corporation Smooth -Star" and "Benchmark by Therma-Tru" Exterior Swinging 118 Industrial Dr 81 Single 3 Double Opaque or Glazed Panels wl 6 w/o Sidelites Doom Exterior Door Edgerton. OH 43517 Inswing I Outswing Assemblies Phone 419.298.1740 _ Insulated Fiberglass Door with Wood Frames9 Scope: Product Evaluation report issued by R W Building Consultants, Inc. 6 Lyndon F. Schmidt, P.E. (System ID # 1998) for Therma Tru Corporation, based on Rule Chapter No. 611320-3, Method 1A of the State of Florida Product Approval, Dept. of Business 3 Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial interest in the company manufacturing or distributing the product or In any other entity Involved In the approval process of the product named herein. Umltatlons: 1. This product anchoring has been developed In compliance with the 51h Edition (2014) Florida Building Code (FBC) structural requirements excluding the "High Velocity Hurricane Zone". See the Codification Agency Certificate for sizes, specifications and design pressure ratings. 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing, stucco, foam, brick and other wall coverings. 3. Wood screws shall be Installed following Installations Instructions of ANSI AF&PA NDS 2012. All other fastener types to be Installed following fastener manufacturers installation instructions. 4. Fastener embedment depths, edge distance and center -center distances shall be specified by the fastener manufacture, but In no instance shall they be less than shown In drawing FL-15225.5.68. 5. Where shims are used, they must be a "rigid / stiff" material that compiles with the requirements of the FBC. 6. Positive and negative design pressure requirements for use with drawing FL-15225.5.68 shall be determined by others for specific jobs in accordance with the governing code. 7. Site conditions that deviate from the details of drawing FL-15225.5.68 require further engineering analysis by a licensed engineer or registered architect. Supporting Documents: 1. Test Reoort No. Test Standard ETC-01-741-10702.0 ASTM E330-02 / TAS 202-94 ETC-01-741-11008.0 ASTM E330-02 / TAS 202-94 TEL OW0147 ASTM E330-02 / E1886-02 / E1996-02 2. Drawlna No. Prepared by No. FL-15225.5-08 RW Building Consultants, Inc. (CA #9813) 3. Calculations Prepared by Anchoring RW Building Consultants, Inc. (CA #9813) Sheet 1 of 11 Teallno taboratom ETC Laboratories ETC laboratories Testing Evaluation Lab. Sinned by Wendell W. Haney, P.E. Joseph L. Dolden, P.E. Lyndon F. Schmidt, P.E. Slaned 8 Seated by Lyndon F. Schmidt, P.E. Stand S Sealed JIX Lyndon F. Schmidt, P.E. r s . ' `• ,' Lyndon F. Schmidt. P.E. FL PE No. 43409 2/6n015 R R W Building Consultants, Inc. W Consulting and Engineering Services for the Building Industry B P.O. Doer 230 Valrito, FL 33595 Phone 813.659.9197 . Florida Board of Proressional Engineers Cedinate of Authorization No. 9813 Scope: Product Evaluation report issued by R W Building Consultants, Inc. b Lyndon F. Schmidt, P.E. (System ID # 1998) for Therma Tru Corporation, based on Rule Chapter No. 61G20-3, Method 1A of the State of Florida Product Approval. Dept. of Business 6 Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial interest In the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. Umlt8tlon3: 1. Thls.product anchoring has been developed In compliance with the'5th Edition (2014) Flortde Wilding Code (FSC) stnick al requbements excludingthe'lifgh Velodty Hurkane-Zone. See tits Certification Agency Certificate • for sizes, specillkations and'design pressure ratings. 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shag be beyond wall dressing, stucco, foam, brick and other wall coverings. 3. Wood screws shall be installed following Installations instructions of ANSI AFBPA NDS 2012. Ali other fastener types to be Installed following fastener manufacturers installation instructions. 4. Fastener embedment depths, edge distance and center -center distances shall be specified by the fastener manufacture, but in no Instance shag they be less than shown in drawing FL-15225-08M. 5. Where shims are used, they must be a "rigid / stiff" material that complies with the requirements of the FBC. 6. Positive and negative design pressure requirements for use with drawing FL-15225.OM shall be determined by others for specific jobs In accordance with the governing code. 7. Site conditions that deviate from the details of drawing FL-15225-68M require further engineering analysis by a licensed engineer or registered architect. Supporting Documents: 1. Test Report No. Teat Standard TEL 01460145 ASTM E330-02 / E1886-02 I E1996-02 ETC 01-741-11006.0 ASTM E330-02 /TAS 201, 202. 203-94 2. Drawinn No. Prepared by No. FL-15225.68M RW Building Consultants, Inc. (CA #9813) 3. Calculations Prepared by Anchoring RW Building Consultants, Inc. (CA #9813) Sheet 1 of 1 Teetlna Laboratory Sinned Testing Evaluation Lab. Lyndon F. Schmidt, P.E. ETC Laboratories Joseph L. Dolden, P.E. Signed & Seafed M Lyndon F. Schmidt, P.E. Slaved S Seated bit Lyndon F. Schmidt, P.E. V 'Cc Z STAI•t: 0r • c '•. .c- tit P,. i Lyndon F. Schmidt. P.E. FL PE No. 43409 2/8/2015 CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: / % / 9'61 Documented Construction Value: S Sod4 1JobAddress: 5. /S l'L oa: I A) I4 1 o ! fs Historic District: Yes Noq Parcel 115: Residential Commercial Type of Work: New Addition Alteration Repair Demo Change of UseEl Move Q Description of Work: Plan Review Contact Person: Title: Phone: Fax: Email: Property Owner Information Name c[,IrYbr riszSv, •Nor,rLs Phone: 40-1 Cno W -OD '7 X Street: o tiot 0 t__.C.._ .c t:• a * r O Resident of Property?: c City, State Zip: M, :'.-1-tr,.cx j Contractor Information; Name q o y ks T=nC Phone: L4C91 Street: Fax: 40-1 City; State g, ' $ State License No.:. LC'y`y Name: Street: City, St, Zip: Bonding Company: Address: Architect/Engineer Information Phone: Fax: E-mail: Mortgage Lender: Address: VVAWIING TO OWNER: YOUR FAII,IlRE TO. RECORD A NOS IC)r OF COMMEyCEMENT iVIAY RESULT IlV YOUR PAYING TWICE FOR IMPROVEMENTS TO -YOUR PROPERTY. A NOTICE OF 'COMMENCEMENT MUST 1W_ RECOR4El5 AND POSTED OIV 118 )( •SI`lT'E'6EFOitE.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. f e there may be additional restrictions applicable to this property that may beNOTICE: In addition to the requirements of this permit, be additional permits required from other governmental entities such as waterfoundinthepublicrecordsofthisc management districts, state agencies, and there may 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. required The City of Sanford requires payment of a plat 'l' Ube e aconsidered the estitime of permit mated construction value of the job at thittal. A copyoftheexecutedcontractmeofsubmittal. in order to calculate a plan review charge and The actual construction value will be figured based'on the ecsfigured ICofftheexecuted contract exceed the actual constaluation Table inefctatthetimethePMructionvalue, accordance with local ordinance. Should calculated charges credit will be applied to your permit fees when the permit is issued. OWNER'S AFFiDAVff: I certify that all of the foregoing information is accurate and that all work will be doneincompliancewithallapplicablelawsregulatingconstructionandzoning. Signatom of Owner/Agent Date Print owned/ Agcnt's Name Signatura of Notary Statc•of Florida • Date owner/Agent is Personally Known to Me, or Froduced ID Type of ID r 7 Signature of ctor/Agent f Date I Print Co raotodAgrnt's Namc sign ureofNoWStatcofF da Date Contractor/Agent' is Z-persotrally Known to Me -or Produced ID e f t KARENHUGHES Notary " it- Suleotflurida Commission/GGow9 e t 7 MyComm.ExplresMal 26,201, anP+t eo„ Mtl.,,oNabWNolaiybsn J Permits Required: Building Electricals Mechattiaal Pltumbing Gas Roof Construction Type: Occupancy Use: Flood. Zone: --- Min. Occupancy Load: % # of Stories:------ Total Sq Ft of Bldg: - Ae r Ne, To A/ LQ -Plumbing - # ofFizttires New Construction: Electric - # of Amps;2Da of -Heads Fire Alarm Permit: Yes Q No. Fh a •SprinklexPermit:. YeS Q. No-n ---- .._ . APPROVALS: ZONING: UTILITIES: WASTE WATER: ENGINEERING: . per: BUILDING: • COMMENTS: DESCRIPTION AS FURNISHED: Lot 285, THORNBROOKE PHASE 4, as recorded in Plat Book 81, Pages 70 ,l1ru 71, Public Records of Seminole County, Florida. BOUNDARY FOR/CERTIFIED TO: Taylor Morrison of Florida, Inca 17-1961 LOT 310 N 00°14'55" W LOT 285 19.80, 19.80' 5.00' 15.7' i 01 5.00' -- N. 14.3' 1 8' RECESS FOR POCKET SLIDER w w h O FORMBOARD FOUNDATION x TOP OF FORMS 24.49' O O O O LOT 286 V_ o i7 V_ LOT 284 co b CO 5.0' hry 5.00' 0 1 I 21.3' 5.00' 25.20' 25.20' 10' UTIL ESMT tik 354,30' e.e.)N 00014' S5" W r) 40. 00' N LOT AREA CALCULA77OS. LOT - 4.800 SOFT. LIVING a 1,467 SOFT. ti ti 0 GARAGE - 455 SOFT. v SO. FT. ENTRROCKYLAW - 1 GROVELANELANAI39 SOFT. BREEZEWAY N/A SO.Fr. 50' RIW) TRACT I DRIVEWAY a 403 SORT. UTILITY LR ACCESS R/W A/ C PAD - 18 SOFT. WALKWAY - 70 SO.Fr. IMPERVIOUS 54.6 R SOD 2, 6?3 SOFT. pON I f0 SO.FT. QPp PROPOSED - FINISHED SPOT GRADE ELEVATION PER DRAINAGE PLANS BUILDING SETBACKS: SIDEWALX N, ?00 SOFT. V"- PROPOSED DRAINAGE FLOW FRONT 25' SOD A• 1,30 SOFT. LOT GRADING TYPE A PROPOSED F.F. PER PLANS a 24.4' REAR •. 15' PROPOSED lNfORMATION SHOWN AREA 5,240 SOFT. SIDE - 5.0' ON SUPPLIED PLAN DRIVEWAY - 5jj SO.FT, SIDECORNER - 10' AN OR PROPOSEDGRADEPERCONSRUCTIONPLAN + INSTRUCTIONS PER SIDEWALK = ?70 SOFT. CU T NOT FIELD VERjnED SOD 307 SOFT CRUSEMIfETYEIR- SCOTT & ASSOC., INC. - LAND SURVEYORS LCCCND - LEGEND - I . PLAT POLL . PONT oN LINT[ 5400 E. COLONIAL DR. ORLANDO. FL. 32607 (407)-277-3232 FAX (407)-658-1436 r . rItLD fir, • TVICAL IP. . IRON PIPE RC. .POINT ? REVERtE CWvTUl[ I It . IRON ROD rt t. • POINT Or CDIRMD CURVATURE NOTIM ` 1. THE IpIp MODES NOKBY COIIVY TINT IP05 SUR44Y NESTS TNC STANOWN Or pRACTIOE SET rOMN BY TIB nom OOMO Or pRO113$ MNLL SUAYETORS AND YAyp01S IN CNAp7ER SU-17 rEOMM AWNISTXaW CODE PIRSWNT TO S[C'iION IM.021, /IDR1pA STAKES GACCMDRMONTRAD. . RADUI SET LR. • 1 IR. •/SLS ASIL NA NITNESS LPOINT 2 w4m ENB0.TSEDWl1N SVRVEIDR x S'R,7NnMAND 04WM WJSM SM IK SU INtY NAP GYM COMM ARE NOT VAUO PIID• • POIN SCODMING CALL • CALCULATED S, TIES SVRM r'AS PREPARED FJOU TIRE PBORKAIMN INOINIOW TO 711E SLOMM)T. TN= MAY ar OINCR RL4110ODONS OR SUEM MS THAT ARECT TNLS PIIOADW.. PAC. . POINT OF COINC CCKENT IRM • CRNANDIT REFERENCE NO RIMENT A NO MO7MMIIM O/PRORM HIS MAW KEN LOCATED MESS 9719WA E SIIORM NA RC rr SSL • SU iswED rLum YITIC EN MAILaUSKPULDIITDC"NRC A 1LAS S&MV B MW-ARM FOR ONE SOLE BCNDII OF flMSE COMPIED TO AND SIIOIRD NOT BE ACUM UPON, Ir ANr O1NOR WW. 4•- OOI0400 INC LOCATION OF 011PROAQIDNS NVIM SHOULD NOT W USED TO REDONSTRUCT IOMIOW LINE& R/V • SML CENT. . CASEMENT SLR USE MEANING f. NORN•JOR 7 90ARwD,L AMC BASED ASSIRI FD M71M AND ON 1HE UNE SIIDIgf At St:E lILNI/AD INN) DRAIK DRAINAGE NL ETEYAIbn P SHOWN, ARE MELD qV NATIONAL COMM DARA/ OF IP296 IRO6S OINCRMW NORM UTCLFC V. CE071F1OA/t Of Il MOMEAT10N Nw• 46e0. GNAWYIN! rUICC VOM • VOOD rCNCE C/ D • CO MIC ROCK P. 0 • PONT 0I CISWATURE SrALE 1' 20'—DRAWN Br: •'• I. T. • POINT Or TANGOCY DESC. DESCRIPTION OAT[ ORDER N0. ERTIE(ED BY: ..... R • RADIUS LCNDD. PLOT PLAN 03-10-17 1039-17 D ARC REVISED PLOT PLAN 0.5-JI-17 C. S - CHORD DURING NORTH PORMOMRD FOUNOATIOII/ELCv9. 07-ST-17 E9J0-17 e_ x Wf, ROL =- THISBIW.OING/PROPERTY DOES. NOT LIE WITHIN INC ESTABLISHED 100 YTAR FLOOD PLANE AS PER 77R11' T CRUSE ANEYEl1. R.LS. 1 4714 ZONE AMP / 12177C 0035 F. dW W. SCOTT. R.LS 1 4801 UNIVERSAL ENGINEERING SCIENCES rmarswk wSft kc ries e m imm &M—Mrireleuimq - &rm"aff mmrtaai Uermm cxn - renrm8t W11W4prct6r= 0 SAW09 kqma=m - PIMP RBiew - WT&W9 Cadiz- AdWNUM060M 3532 Maggie Blvd, Orlando, 32811 - P: 407.423.0504 - F: 407.423.3106 11ES Project Noy 0110-14 ON-0OW rModwrder Nm 9316157 2 fleport Dale: 7017 In -Place Density Test Report client Taylor Morrison of Florida, lrroorpc alp 2600 Lake Lucien Drive Suite 350 Maitland. FL 32751 Project Thombrooke 40s S 50s* SF House Lola Various Lots, Sanford, Seminole County, FL 32771 Area Tested: Lot 285 (452 Rocky Grove Lane) Material: Native Reference Datum: 0 = Bottom of Footing UES Tedudciare Marcus Tells Date Test 07262017 Tyne of Test: Field: ASTM D-2937 Drive Cylinder Method Laboratory: ASTM D1557 Modified Proctor The bests below meet the merenum 95% relative soi aorr g a In r oep*emerel of La malory Pnxkw neon dry density_ Test t I.XWEB n of Test p"W Dmsft Noisgoe RD Field [by D F -4 ft 1Pd) Field Nobbe nU SON C, 6. ti M Nal"e Dw or Fan 6 North Footer 0-1 R 105.4 11.8 102-1 16.6 97 WA Pas: 7 South Foolt r 1 2 8 105-4 11-8 1082 14.1 103 WA Pas: 8 East Fcober 12 it 105.4 11-8 99.9 13-5 95 WA Pas: 9 No ffm3d Comer of Pad (TOF) 1 2 tt 105-4 11-8 105-5 9.8 101 WA Pas: 10 Southeast Comer of Pad (TOF) 2-3 fl 105-4 11.8 103.0 12-4 98 WA Pas: Ibernarlec TOF = Top of tE 4 7 nw/nh1:wA n .n.dnnl n.n/nnKnn #- I In6.n.wn1'w w/:nn/w /hn O..AI:.. end n..ronl..nw ell snndw — w..hw.:Nnd — ..nni:dnn/:nl .....w,nd.. n! n.o w6—#' and CITY OF SANFORD BUILDING & FIRE PREVENTIONw PERMIT APPLICATION511*iltD II Application No: — U2 Documented Construction Value: SLJobAddress: Historic District: Yes NoTf Parcel ID: Residentiato Commercial L Type of Work: New Addition Alteration Repair Demo Change of Use Move Description of Work:'JRSl lro r, r + A LJ`r1 al IJJa, k- Plan Review Contact Person: "w ar.,1 I -AUK Title: Phone: Fax:4-1-333-385.3 Email: k9a~ Property Owner Information tt NamePhone: N- Street: __ Resident of property? City, State Zip V 1 r . L Contactor Information Name l-A t Phone: `-t Z- grJ 'J OU C/ Street: tsco (1 )QLU Fax: 3l 153 City, State Zip: ar(. d Fai% I State License No.: 3 aL O Name: Street: Architect/ Engineer Information Phone: Fax: City, St, Zip: E-mail: Bonding Company: Address: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR 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: 5t6 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 propert}lthat may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate at work will be done in compliance with all applicable laws regulating construction and zo g. Signature of Owner/Agent Print Owner/Agent's Name Date Signature of Notary -State of Florida Date Signature Owner/Agent is Personally Known to Me or Produced ID Type of ID of Contractor/Agent Name Date CHERYL D AKERSit MY COMMISSION # FF998962 a„4 ,F- EXPIRES June 05, 2020 a07) j98-015I FlcridallolaryServme.com 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: Total Sq Ft of Bldg: Occupancy Use: Flood Zone: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps, Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: COMMENTS: UTILITIES: ENGINEERING: FIRE: Plumbing - # of Fixtures Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Revised: June 30, 2015 Permit Application Dfm It]m.166UID1 (•NJ (W) Veal.. 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Yr Yrrl IA Sfi.lm NSKSL qlW Wllay Y. mVal9Arr.fr{ W Is 1 CVrrr Nr•aYrw l.a{hn Mr I., Im Iwo III.m CITY OF SANFORD EV 91 BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: S Job Address: ` - Jz yffL'— LAX P1 Historic District: Yes No L7 Parcel ID: Type of Work: New 2 Addition Alteration Repair F_1Demi Residential a Commercial Change of Use Move Plan Review Contact Person: Title: Phone: Fax: Email: Property Owner Information Name r Phone: Street: City, State Zip: Resident of property? : Contractor Information Name " Phone: B—T—I gcu) I I I Street: Fax: L40-75ZS 1 ©dZ' v 71 City, State Zip:$ l t State License No.: EC /,M 3-71, Name: Street: City, St, Zip: Bonding Company: Address: Architect/ Engineer Information Phone: Fax: E- mail: _ Mortgage Lender: Address: WARNING TO ON'VNER: 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 TILE 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: 5tb 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 pennit 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. O«'NER'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 ng. Signature of Ovvroer/Agent Date Signature of Contractor gent Date NSk-P)h Print Owner/Agent's Name Print CJjator/Agenv.1t Name Signature of Notary -State of Florida Date Si ature of No State of Florida Date Y. STEPHANIE RALLO Commission # FF 175017 n Expires November 9.2018 a ttae.anwt r .rc.tnaxsroto Owner/Agent is Personally Known to Me or Contractor/Agent is Personally Known to Me or Produced IDType 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: COMA' IENTS: Revised: June 30, 2015 Permit Application FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: ) W I?B 285 Builder Name: - IOC V o rr fSo n Street: y5Z I oG/C G e L e Permit Office: City, State, Zip: ^ vrd t rc I / 3 Z 77 I Permit Number: Design Location: ` c f n b rvd K e Jurisdiction: Envelope Leakage Test Results Single Point Test Data: HOUSE PRESSURE: 50,6 FLOW: Leakage Characteristics CFM (50): 8 ACH(50): R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During Testing- 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with section R402.4.1. SIGNATURE: 1 L PRINTED NAME: / 0J1zr4 DATE: ) ( I (44 117 Where required by the code official, testing shall be conducted by an approved third -party. A written report of the test results shall be signed by the third party conducting the test and provided to the code official. BUILDING OFFICIAL: DATE: Florida Building Code Duct Leakage Results Builder: J Neighborhood: 19 -/) 4 1-6 6 K e Lot #: Address: L1.5Z City: &11 ard J Square Footage: 2 J S2 r0 ve L eIA 2S5 State: - tr Permit-#: /? - /$6 1 Stage of Construction for Test Rough in with Air Handler ElRough in no Air Handler OPost Construction Duct Leakage Test Results: L Duct Leakage percent requirement: 010 PSystem CFM25 Square Footage Duct Leakage CFM/ 100s ft. Location Pass or Fail 1 I V I CJ 55 2 25 0 o/d 6nd/ a 3 4 jl 25-8Z Z-b aOn 5 Pass Fail Rating Company: Sk Tec® Inspection Date: 11114117 7WU e r C f Rater Name: G11 r Rater Signature: me" The Energy Code Experts 9570 Regency Square Blvd. Suite 410 Jacksonville, FL 32225 Phone: 904.482.40001 1.866.SKYETEC www. SkyeTec.com DESCRIPTION AS FURNISHED: Lot 285, THORNBROOKE PHASE 4, as recorded in Plat Book 81, Pages 70 thru 71, Public Records of Seminole County, Florida: BOUNDARY FOR/CERTIFIED TO: Rokesh Kumar Revothi and Sindu ja Dathriko; Inspired Title Services, LLC; Taylor Morrison Home Funding LOT 310 I I N 00014' 55" W I REC. 1/2" I.R. REC. 1/2" I.R. NO I.D. 1 40.00 NO I.D. 5.00' LOT 285 19.80' 19.60' 3.0'x7.0' AC PAD 5.00' 15.7' COWD. CONC. of 8' RECESS FOR POCKET SLIDER W h- W TWO STORY H OO RESIDENCE F.F.-24.50' O O .E O O ko O ko O LOT 286 p b 0 ^ LOT 284 co a 00 5.0' hry 5.00' COV'D. o BRICK of 8.7' o Oi 5.00' -4 \1421 1 tj 25.20 BARK 25.20' to ' UIX. ESMT I F 1.0' 354.30' ET N&C 5' CONC. WALK 4596 D _ (PC) 4596( 8.8.)N OOe 14' 55" W y 40.00' 09 O1 1.(JI = R,OVV LIVING = 1,467 tiG O`' ,y`0 GARAGE - 455 ROCKY GROVE LANE ENTRY = 7I LANAI = 1.39 BREEZEWAY = N/A 50' R/W) TRACT I DRIVEWAY 40.1 AC PAD 18 UTILITY It ACCESS R/W WALKWAY 70 IMPERVIOUS = 54.6 7.62J St1A = 177 0 q PROPOSED FINISHED SPOT GRADE ELEVATION PER DRAINAGE PLANS BUILDING SETBACKS, v'- PROPOSED DRAINAGE FLOW FRONT a 25' LOT GRADING TYPE A. REAR 15' PROPOSED F.F. PER PLANS 24.4' SIDE 5.0' PROPOSED GRADE PER CONSTRUCTION PLAN ++ SIDE CORNER - 10 SO FT. St) f•T. SO, rT. SO FI. SO FT. Sq.FI. jQ.F T SO. FI R/W = 440 50.E-1. APRON = 110 SIDEWALK = ZOO SO n Son = l.St7 54.rT' PROPOSED INFORMATION SHOWN I AREA = 5,240 ' F' FI BASED ON SUPPLIED PLAN DRIVEWAY = 513 SOFT. AND/OR INSTRUCTIONS PER SIDEWALK = 270 SOFT, CLIENT(NOT FIELD VERIFIED) SOD - 2,307 SO TT. CRUSEXHEM? -SCOTT & ASSOC, INC. - LAND SUR VEYOR,S' . LEGEND - LEGEND - 5400 E. COLONIAL DR, ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436PPLATral- PONT ON LINE NOTES. rIP. FIELDIRON PIPE TYP. PAC.• TYPICALPOINTor RCVCRSC CURVATURC 1. ME UNDERSIGNED DOES NERWY CERTIFY NWT THIS SURVLY MEETS THE STAND#= OFPRACTICE SET FORM BY THE FLORIDA 66WD OI IA IRON ROD P,CL POINT OF CO POL"D CUItVATIFE PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER SJ-17 FLORIDA ADMINISTRAINE COOS PURSUMR TO SECTION 17ZO27. FLORIDA STATUES C(RCRCTC RAR RADIAL 2. UNLESS ELBOSSM WITH SURVEYORS SIWWTURE AND ORIOUWL RASED SEAL THUS SURVEY MAP OR COPIES ME NOT VAUD. SET I.P. SCREC. REC IE •/BLS 139t, Ll 4 9 CDPOINT NA NOUNRADIALWITNESSPOINT J, MS MW WAS PREPARED FROM TITLE INFORMATION FURMIS TO THE SURVEYOR. THERE WY W OTMtOT RESTRICTIONS P.O.D. PA.C. POINT OF SCGDNINGO PO MY Or CONNEICCNCNT CACALLRAR CALCUI.ATCD CRRAIDTT R[rU[NCC WMAq,N7 OR EASEMENTS 1D I AFFECT THISNM PROPERLY. 4. NO UNDERGROUND WPROVELDAs 111YE BEDI LOCATED UNLESS OTHERWISE' SHOWN. E CENTERLINE rr. FINISHED FLOOR ELEVATION e. Tlm suRVEY 4 PREPARED FOR ME SOLE BTJ16TT OF THOSE CERm1ED TO AND SHOULD, NOT BE REVED UPON BY ANY oMER ENTITY. -' N D NAIL L DISK SSL SUILDING SETBACK LINE SCNCIOWRK It DWENSIONS SHOWN FOR IRE LOCATION OF WPROIEMDNS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES CN/VSMESNT. F-VAY EASEMENT CASENCNT IMRS. SASE SEARING 7. BEARINGS. ARE BASED ASSUMED DATUM AND ON ME UNE SHOWN AS BASE BEARING (B.B.) DRAIN. DRAWAGC B EILVAIIONS /F BADMAN, ARE BASED ON WIp/W. GEODETIC CANM Or 1DZD. UNLESS OTHERWISE NOIE'0. VTIL. UTILITY B. C0:16YATE OF AUWXZATION H . 4390. CL.FC. MAIN LINK rCNCC VDFC. C/D VoOD FCNCE CONCRETC SL.00K SME 1- I- - 20'--A DRAWN BY., ••• P.C. P.T. POINT Or CURVATUK POINT Or TANGENCY i:ERI1rEO OY. DATE ORDER No. DESC. DESCRIPTION ARC LCNGTN PLOT PLAN 03-10- t 7 1059-17 D DELTA REVISED PLOT PLAN 05-31-17 CA CHORD KARING FORMBOARD FOUNDATION/ELEVS. 07-21-17 29JO-17 NORTH L flNALIELEVS. 11-02-17 4734-17 THIS BUILDING/PROPERTY DOES.NOT UE WTTHIN THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER :TRM• 'I TOM X. GRUSENMEYER, R.L.S. 1 ZONE (' MAP 1 12117E 0055 F. I •!AMES W. SCOTT, Q.L.S j 4801 4•a2