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444 Red Rose Ln 17-1859; NEW SFHCOUNTY OF SEMINOLE IMPACT FEE STATEMENT I I - I M9 STATEMENT NUMBER: 17100004 BUILDING APPLICATION #: 17-10000422 BUILDING PERMIT NUMBER: 17-10000422 UNIT ADDRESS: RED ROSE IN 444 TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: SUBDIVISION: PLAT BOOK: PLAT BOOK PAGE: OWNER NAME: ADDRESS: DATE: July 06, 2017 21-19-30-510-0000-1480 PARCEL: TRACT: BLOCK: LOT: APPLICANT NAME: TAYLOR MORRISON OF FL INC ADDRESS: 2600 LAKE LUCIEN DR #350 MAITLAND FL 32751 LAND USE: THORNBROOKE PH 4 TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 444 RED ROSE LANE THORNBROOKE PH 4 LOT 148 SFR FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE TYPE DIST SCHED RATE UNITS TYPE ROADS-ARTERIALS CO -WIDE ORD Single Family Housing ROADS -COLLECTORS N/A 705.00 1.000 dwl unit 705.00 Single Family Hou§§ing FIRE RESCUE N/A 00 1.000 dwl unit 00 LIBRARY CO -WIDE ORD 00 Sinqle Family Housing SCHOOLS 54.00 1.000 dwl unit 54.00 CO -WIDE ORD Single Family Housing 5,000.00 1.000 dwl unit 5,000.00PAR LAW ENFORCE N/A 00 DRAINAGE N/A 00 AMOUNT DUE 5,759.00 STATEMENT `"' RECEIVED BY: ItR J H SIGNATURE: PLEASE PRINT NAME) DATE: I 1 NOTE TO RECEIVING SIGNATORY/APPLICANT• FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. *** DISTRIBUTION: 1-BLDG DEPT 3-APPLICANT 2-FINANCE 4-LAND MANAGEMENT THESE** NOTE** MIACADVISED TOF NOLEOUNTYROADIR/RESCUELIBRARY AND/OR EDUCATIONAL ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE S GOVERRNINGSAPPEALS MAY BE PLICKEDEUP, OREEEUESTED, COPIES OF RULESGOFROMTHEPLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD FL, 32771; 407-665-7356. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER c AND SHOULD REFERENCE THE COUNTY BUILDINGPERMITNUMBERATTHETOPLEFTOFTHISSTATEMENT. THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST.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. aIga7 1111111111111111111111111111111111111111 Parcel I D Number:21-19-30- 510 -DODO- a 0 Prepared By Kim Carter and Taylor Morrison Homes Return To : 2600 Lake Lucien Drive, Suite 350 Maitland, FL 32751 NOTICE OF COMMENCEMENT. State of Florida. County of Seminole. GRANT MALOYP SEMINOLE COUNTY C:LEKI: OF CIRCUIT COURT & COMPTROLLER BY. 8949 P9 78 (11`9s) CLERK'S 4 2017069117 RECORDED 07/07/2017 03:24:55 FM RECORDING FEES $10.00 RECORDED BY hdevorn_ 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 according to the plat thereof, as recorded in Plat BookkPag — of the public records of Seminole County, Florida. Addresses : 4L4 fid PDX /tIOLSanford FL General description of improvements : Single Family Home 3. Owner information : Name Taylor Morrison of Florida Inc. Address 2600 Lake Lucien Drive Suite 350, Maitland, FL 32751 Fee Simple Title Holder: N.A. Contractor name and address : Name Taylor Morrison of Florida Inc. Address 2600 Lake Lucien Drive Suite 350, Maitland, FL 32751 6. Surety: N.A. 7. Lender: N.A. 8. Persons within the State of Florida designated by the Owner upon whom notices or other documents may be served as provides by 713.13(1)(a)7., Florida Statutes: N.A. 9. In addition to himself, Owner designates the following to receive a copy of the Lienor's Notice as provided in 713.13(I)(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: A- J#n Asa Wright Taylor Morrison of Florida I Sworn to and subscribed before me this by John Asa Wright who ' rsonally known to me. Notary Public DA Clark My commission expires: 6/27/19 CERTIPCrA... I,;1Vo jl?{ 209,1108y aSs oN EF 9 Notary Signature: y edl' FLORIDA WW 0 7 261A DEPUTY CLERK REQUIRED INSPECTION SEQUENCE TAYLOR MORRISON SFR-DETACHED Permit# /'7- 1851 BUILDING PERMIT Min Max Inspection Description 10 Form board / Foundation Survey 10 Slab / Mono Slab Pre our 20 Lintel / Tie Beam / Fill / Down Cell 30 Sheathing — Walls 30 Sheathing — Roof 30 50 Final Window 40 Roof Dry In 50 Frame 60 Insulation Rough In 70 Drywall / Sheetrock 40 70 Lath Ins ection 50 1000 Final Roof 50 1000 Final Stucco / Siding 80 1000 Insulation Final 1000 Final Single Family Residence Address: AUW .E%Fx "s f ELECTRICAL PERMIT Min Max Inspection Description Is 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final Min Max Inspection Description 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final MECHANICAL PERMIT Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 N 4 j JUN 2 0 2017 1, G TiL t l F SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: 1 - 13 1 Documented Construction Value: $ J 7. qq 91 - Job Address: d R &,, L a ),- , Historic District: Yes No Parcel ID: 27-19-30- -0000- 0 Residential R Commercial Type of Work: New X Addition Alteration Repair Demo Change of Use 4 Move Description of Work: 11 LOT UMBER: JW Plan Review Contact Person: Daphne Clark Title: Phone: 407-257-6940 Fax: o..ttt-(rl'- ll '- 11 '- 11 Property Owner Information Name TAYLOR MORRISON OF FLORIDA INC Phone: 407-629-0077 Street: 151 SOUTHHALL LANE # 200 Resident of property? : NO City, State Zip: MAITLAND FL 32751 Contractor Information Name JOHN ASA WRIGHT / TAYLOR MORRISON OF FLORIDA Phone: 407-257-6940 Street: 151 SOUTHHALL LANE # 200 Fax: City, State Zip: MAITLAND FL 32751 State License No.: CBC1257462 Architect/Engineer Information Name: Phone: Street: Fax: City, St, Zip: Bonding Company: N/A Address: E-mail: Mortgage Lender: N/A Add ress: 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. FE ate llf FBC 105.3 Shalt be inscribed with the date of application and the code in effect as of that date: 5i° Edition (2014) Florida Building Code Revised: June 30, 2015 V v L) Permit Application S NOTICE: F In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current [CC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Signature of er/Agent Datel I Signatu of Contractor/Agent lFe 17 TAYLOR MORRISO F FLORIDA INC Print Owner/Agent's Na 11 Signature of Notary- o t gyp vv D. A. CL*l( MY COMMISSION I FF 209108EXPIRES: dune 27, 20194 . BondedThtu9r lttH.'arYS•rd:sOwner/Agent is yg Arsonally Known to Me or Produced ID N/A Type of ID Print Cootfatrorftent's Name Signature of Notary -State of D. MY COMMISSION a FF 209108 EXPIRES: June 27, 2019 Bonded TnN 84el Notary Semites Contractor/Agent is YES Personally Known to Me or Produced ID NA— Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building g Electrical [j' Mechanical ['3 Plumbing© Gas[] Roof Construction Type: J Occupancy Use: Flood Zone: k' 5 c31— Total Sq Ft of Bldg: 3 5 q 4o Min. Occupancy Load: 1$ # of Stories: ',L WS New Construction: Electric - # of Amps 1S0 Plumbing - # of Fixtures 22 Fire Sprinkler Permit: Yes No © # of Heads Fire Alarm Permit: Yes No dILITIEAPPROVALS:ZONIN S: V'"1 WASTE WATER: G COMMENTS: ENGINEERING: v-41C 1`1 FIRE: Ok to construct Single Family home with setbacks and impervious area shown on plan. BUILDING: 5F &' Revised: June 30, 2015 Permit Application ems •-.i• .1 _ . ' tr`•jj I, JUN 2 p 2017 W CITY O SANFORD ING & FI REVENTION PERMIT APPLICATION Application No: LI Iy , Documented Construction Value: $ /`'f`'( g$ J Job Address: Jc teal K oi-e- LQ->,- Historic District: Yes No 0 Parcel ID: 27-19-30- -0000- 0 Residential U Commercial Type of Work: New n Addition Alteration Repair Demo Change of Use Move Description of Work: NEW SINGLE FAMILY HOME THORN BROOK PHASE LOT NUMBER: Plan Review Contact Person: Daphne Clark Title: Phone: 407-257-6940 Fax: Email: daphne&Permits PermitsPermit om Property Owner Information Name TAYLOR MORRISON OF FLORIDA INC Phone: 407-629-0077 Street: 151 SOUTHHALL LANE # 200 Resident of property? : NO City, State Zip: MAITLAND FL 32751 Contractor Information Name JOHN ASA WRIGHT / TAYLOR MORRISON OF FLORIDA Phone: 407-257-6940 Street: 151 SOUTHHALL LANE # 200 Fax: City, State Zip: MAITLAND FL 32751 State License No.: CBC1257462 Architect/Engineer Information Name: Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: N/A Mortgage Lender: N/A Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR 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: 54h 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 r/Agent Datel ignatu of Contractor/Agent to TAYLOR MORRISO F FLORIDA INC Print Owner/Agent's Na e fg, 7 It I Signature of Notary- o t Print CondadCr/0went's Name Signature of Notary -State 1, K vo * MY COMMISSION I FF 209108 0"--Ae4rsonally 4 MY COMMISSION I FF 209108 'rosnO Bonded Thru 84el Notary Sere$ 019EXPIRES: June 27. SIC&N.. Owner/Agent is Known to Me or Contractor/Agent is YES Personally Known to Me or Produced ID N/A Type of ID Produced ID NO 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: UTILITIES: 14 t-2r' WASTE WATER: ENGINEERING: FIRE: BUILDING: COMMENTS: Revised: June 30. 2015 Permit Application 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: 444 Red Rose Lane Property Owner: Taylor Morrison of Florida, Inc. Parcel identification Number: 21-19-30-510-0000-1480 Phone Number: 407-629-0077 Email: The reason for the flood plain determination is: O 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 ' -I MAL ROOM Flood Zone: X Base Flood Elevation: N/A Datum: N/A FIRM Panel Number: 120294 0055 F Map Date: September 28, 2007 The referenced Flood Insurance Rate Map indicates the following: The parcel is in the: floodplain floodway A portion of the parcel is in the: floodplain floodway The parcel is not in the: floodplain floodway The structure is in the: floodplain floodway The structure is not in the: floodplain floodway If the subject property is determined to be flood zone `A', the best available information used to determine the base flood elevation is: BP#17-1859 Reviewed by: Michael Cash, CFM Date: June 28, 2017 ar e 0 G O . Application for Right -of -Way Use for Driveway, Walkway & Landscape O 7 I pq Department of Planning & Development Services Io 300 North Park Avenue. Sanford. Florida 32771wwwsanrordn.yov 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 Dearly identifying the size and location oof the eexxisttii ng right—of-way and hy n'd use shall b/e provided or application could be delayed. jW CeIltMtaereudla 1. Project Location/Address: __ 'tai 6 V-,e of Kd S e La KZ, 2. Proposed Activity: 10 Driveway 11 Walkway M Other: 3. Schedule of Work: Start Date cC oomplpletion Date Emergency Repairs 4. Brief Description of Work: A Iy` CMA7v NVY e 9?, This application is submitted by. Property Owner. / p` I[,y, Signature: Print Name: l/L.. fl i/dA / IAS Address: ISI WaWMIZ 4441E 02,X / NsO IS Phone: 4*M74? j 0 Faxr olaahne@J%rM #k M Date: t,2— 1 It Maintenance Responsibilities/Indemnification The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the improvement installed under this Agreement. This shall include maintenance of the improvement and unpaved portion of right-of-way adjacent thereto. Requestor may, with written City authorization, remove said installadWmprovement fully restoring the right-of-way to its previous condition. In the event that any future construction of roadways, utilities, stormwater facilities, or any general maintenance activities by the City becomes in conflict with the above permitted activity, the 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-d-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 shalt, 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, tosses, expenses, damages (direct, Indirect or consequentiaq, or Injury of any nature whatsoever to person or property, and the costs and expenses incident thereto (including costs of defense, settlement, and reasonable attorney's fees up to and including an appeal), resulting in any fashion from or arising directly or indirectly out of or connected with the use of the City's right-of-way. I have read and understand the above statement and by signing this application 1 agree to its berms. 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: ill —g —/ This permit shall be posted on the site during construction. Please call 407.688.6080, ExL 640124 hours in advance to schedule a pre -pour Inspection. Pre -pour Inspection by: Date: nYnJ..>i lf• ••• n, .. nr. .•... ... .. Y.': ::n n..i>J. ':')::: n.: r.hr. .... : M4.r' :: lv .. ):i.. •.r.. i.e'::: :. r:.: h:<::'w4i:. i:.i.:.. r...r::.k ....r. r%....n... ..........Y.....n. n .. '.i'::.:i :n:...:.:».::.:.. fly:. t.. ... : ....... ... '::)ri>•,.. Yn}..4 r.... .:..:>:.r ..}..>r:.:v S.t-S:}SYF .S $:: •.'h nY •. .... eT.r Y.:: ..... :Y:: •:S'4 Y.Y'<:'.Y.i..ri: Y:. t•:\'.Fri tn:.:... is A.. v..>:.Y.:t:::. •. .<:. ...n..ni::. .:: n::..h:: h..n .f.::..} : :.:.h:.:.::n.: n.'.:. ..}.£: Rpphgaban,N..: 2' }>.,...Fee F:Date..k:> hw 4 'A4} a•. id<r:• YM':..Kf.:::• v ::•"rY:.•:-..J:Y..<' .r.OYw'. }.. i:.t" n nSw':l :tr..rf.•f::.tF r. .b.J6u i.C4.^:"Sr.'. wf.. :•i'w•''. Y.i:w':S40tA:.• i v....n'.. F.M+. .. v:}.••Y: :.}. ... 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Park Avenue Sanford, Florida 32771 RE: ESTOPPEL LETTER Thornbrooke Single Family Lots if Phases 4 and 5 Address% 4 Ziff Q.Cd /-O5e I-dYLL Lot q: /40 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 Signature Brian Brunhofer eeo"E N&'O P i ed Name President, Taylor Morrison of Florida, Inc. Signature ,,// Zat'l —A l uL STATE OF FLORIDA COUNTY OF ORANGE90V2. Printed Name The foregoing instrument was acknowledged before me this fray , 2017, by rian Brunhofer as President for Taylor Morrison of Flo nda, Inc. who is personally known to me. y 29, N Notary Pub' tat Flo ' a Print Name: / mission Expires: ML- m J RECORD COPY FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot 148ThornbrookeDadingtonBGRN Builder Name: Taylor Morrison gJ LOUVG, Street: pt 4S.P_",KA,- Permit Office: 8City, State, Zip: FL. Permit Number:WIT 5 9 SANFORD Owner: Jurisdiction: 691500 Design Location: FL, Orlando County:: Seminole (Florida Climate Zone 2 1. New construction or existing New (From Plans) 9. Wall Types(3137.2 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1521.00 fl' b. Concrete Block - Int Insul, Exterior R=11.0 1375.90 ft' 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 240.33 ft' 4. Number of Bedrooms 4 d. N/A R= ft2 5. Is this a worst case? No 10. Ceiling Types (1481.0 sqft.) Insulation Area a. Under Attic (Vented) R=30.0 1481.00 ft 6. Conditioned floor area above grade (ft') 2881 b. N/A R= ft' Conditioned floor area below grade (ft') 0 c. N/A R= ft' 11. Ducts R ft' 7. Windows(380.0 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 293.4 a. U-Factor: Dbl, U=0.34 307.97 ft' b. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 6 282.8 SHGC: SHGC=0.31 b. U-Factor: Dbl, U=0.58 72.00 ft' 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: 2.832 ft. Area Weighted Average SHGC: 0.312 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (2881.0 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 1401.00 ft' None c. other (see details) R= 13.00 W 15. Credits Pstat Glass/Floor Area: 0.132 Total Proposed Modified Loads: 69.49 PASSTotalBaselineLoads: 79.46 1 hereby certify that the plans and specifications covered by Review of the plans and iqHE STgr this calculation are in compliance with the Florida Energy specifications covered by this y0 _ , Code. calculation indicates compliance 0, with the Florida Energy Code. PREPARED BY:`T""'^ Before construction is completed a .. ,_ DATE: 2/20/1.7 this building will be inspected for t7 a compliance with Section 553.908 I hereby certify that this building, s designed, is in compliance Florida Statutes. C J DwiththeFloridaEnergyCode. OWNER/AGENT: tNE' BUILDING OFFICIAL: C` DATE: ( DATE: Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. 2/20/2017 4:23 PM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 FORM R405-2014 PROJECT Title: Lot 148ThornbrookeDarlington Bedrooms: 4 Address Type: Street Address Building Type: User Conditioned Area: 2881 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 1414 12726 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InflID Finished Cooled Heated 1 1st Floor 1467 13643.1 Yes 5 1 1 Yes Yes Yes 2 2nd Floor 1414 12726 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 1 st Floor 147.4 ft 0 1467 ft' 0.49 0 0.51 3 Floor Over Other Space 2nd Floor __ ___ 1401 ft° 0 0 0 1 ROOF Roof Gable Roof Solar SA Emit( 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 J# Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1480 ft' Y N 2/20/2017 4:23 PM 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 Under Attic (Vented) 1st Floor 30 Blown 12 ft' 0.11 Wood 2 Under Attic (Vented) 2nd Floor 30 Blown 1469 ft' 0.11 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below F Omt To Wall_T.ype Space R Value-Ft_In_Ft-In Area-R_Value_FracOon-Absor._Grade%_ 1 N Exterior Frame - Wood 2nd Floor 13 30 0 9 0 270.0 ft' 0 0.23 0.6 0 2 N Exterior Concrete Block - Int Insul 1 st Floor 11 5 6 9 4 51.3 ft' 0 0 0.6 0 3 NE Exterior Concrete Block - Int Insul 1st Floor 11 4 11 9 4 45.9 ft' 0 0 0.6 0 4 E Exterior Frame - Wood 2nd Floor 13 54 6 9 0 490.5 ft' 0 0.23 0.6 0 5 E Exterior Concrete Block - Int Insul 1st Floor 11 52 6 9 4 490.0 ft' 0 0 0.6 0 6 S Exterior Frame - Wood 2nd Floor 13 30 0 9 0 270.0 ft' 0 0.23 0.6 0 7 S Exterior Concrete Block - Int Insul 1st Floor 11 30 0 9 4 280.0 fl' 0 0 0.6 0 8 W Exterior Frame - Wood 2nd Floor 13 54 6 9 0 490.5 ft' 0 0.23 0.6 0 9 W Exterior Concrete Block - Int Insul 1st Floor 11 54 6 9 4 508.7 ft' 0 0 0.6 0 10 Garage Frame - Wood 1st Floor 13 25 9 9 4 240.3 ft' 0 0.23 0.01 0 DOORS Omt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 NE Wood 1st Floor None 25 3 1 8 24.7 ft' 2 Wood 1st Floor None 25 2 10 6 8 18.9 ft' WINDOWS Orientation shown is the entered, Proposed orientation. 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 30.0 fl' 1 ft 0 in 1 ft 0 in Drapes/blinds None 2 e 4 Vinyl Low-E Double Yes 0.34 0.31 6.0 ft' 1 ft 0 in 1 ft 0 in Drapes/blinds None 3 e 4 Vinyl Low-E Double Yes 0.34 0.31 15.0 ft' 1 ft 0 in 1 ft 0 in Drapes/blinds None 4 e 5 Vinyl Low-E Double Yes 0.34 0.31 7.0 ft' 1 ft 0 in 11 118 in Drapes/blinds None 5 e 5 Vinyl Low-E Double Yes 0.34 0.31 12.9 ft' 1 ft 0 in 11 ft 8 in Drapes/blinds None 6 e 5 Vinyl Low-E Double Yes 0.34 0.31 38.9 ft' 1 ft 0 in 11 ft 8 in Drapes/blinds None 7 s 6 Vinyl Low-E Double Yes 0.34 0.31 30.0 ft' 1 ft 0 in 1 ft 0 in Drapes/blinds None 8 s 6 Vinyl Low-E Double Yes 0.34 0.31 40.0 ft' 1 ft 0 in 1 ft 0 in Drapes/blinds None 9 S 7 Vinyl Low-E Double Yes 0.34 0.31 59.1 ft' 1 ft 0 in 11 ft 8 in Drapes/blinds None 10 s 7 Vinyl Low-E Double Yes 0.58 0.32 72.0 ft' 10 ft 8 in 0 It 0 in None None 11 w 8 Vinyl Low-E Double Yes 0.34 0.31 30.0 ft' 1 ft 0 in 1 ft 0 in Drapes/blinds None 12 W 9 Vinyl Low-E Double Yes 0.34 031 39.1 ft' 1 ft 0 in 11 ft 8 in Drapes/blinds None 2/20/2017 4:23 PM EnergyGauge® USA - FlaRes2014 Section R405 4.1 Compliant Software Page 3 of 5 FORM R405-2014 GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 455 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 2197.4 120.64 226.87 .2613 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 Cert # Company Name Collector Storage System Model # Collector Model # Area Volume FEF None None ft' DUCTS v # Supply -- Location R-Value Area Return --- Air CFM 25 CFM25 Location Area Leakage Type Handler TOT OUT ON RLF HVAC # Heat Cool 1 2 Attic 6 293.4 ft Attic 6 282.8 ft Attic 2nd Floor 73.35 ft Default Leakage 2nd Floor (Default) (Default) 70.7 ft' Default Leakage 2nd Floor (Default) (Default) 1 1 2 2 2/20/2017 4:23 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 FORM R405-2014 TEMPERATURES Programable Thermostat: Y Ceiling Fans: CoolingJan HealinHJan Feb Feb Mar X] Mar j j r Apr j j May MayX] Jun Jun jXj Jul j Jul Aug] AuESe Sep Oct Oct Nov Nov Dec Dec Ventin Jan Feb XXJJ Mar X] r may j Jun Jul Aug 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 2/ 20/2017 4:23 PM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 5 of 5 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 87 The lower the EnergyPerformance Index, the more efficient the home. FL, 1. New construction or existing New (From Plans) 9. Wall Types Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1521.00 ft= b. Concrete Block - Int Insul, Exterior R=11.0 1375.90 ft 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 240.33 ft° 4. Number of Bedrooms 4 d. N/A R= ft' 10. Ceiling Types Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1481.00 ft 6. Conditioned floor area (ft') 2881 b. N/A R= ft' 7. Windows" Description Area c. N/A R= ft2 a. U-Factor: Dbl, U=0.34 307.97 ft° 11 .Ducts a. Sup: Attic, Ret: Atlic, AH: 2nd Floor R ft 6 293.4 SHGC: SHGC=0.31 b. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 6 282.8 b. U-Factor: Dbl, U=0.58 72.00 ft' SHGC: SHGC=0.32 12. Cooling systems kBtu/hr Efficiency c. U-Factor: N/A ft' a. Central Unit 25.2 SEER:16.00 SHGC: b. Central Unit 25.2 SEERA6.00 d. U-Factor: N/A ft' 13. Heating systems kBtu/hr EfficiencySHGC: a. Electric Heat Pump 21.8 HSPF:9.00 Area Weighted Average Overhang Depth: 2.832 ft. b. Electric Heat Pump 21.8 HSPF:9.00 Area Weighted Average SHGC: 0.312 8. Floor Types Insulation Area 14. Hot water systems Cap: 50 gallons a. Slab -On -Grade Edge Insulation R=0.0 1467.00 ft a. Electric EF: 0.95 b. Floor Over Other Space R=0.0 1401.00 ft' c. other (see details) R= 13.00 ft' b. Conservation features None 15. Credits Pstat 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 compliapt features. Builder Signature: 4 xDate: zJAddressofNewHome: Ta28 f ar.e (J 0.4- City/FL Zip: Sg111 Qy OqHE STq 4._l? L n WE 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. 2/20/2017 4:23 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 DEL -AIR Manual S Compliance Report Job: Lot 148ThornbrookeDarli... P P Date: 6/4/2014 ahu 1 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407.333.2665 Fax 407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Design Conditions Outdoor design DB: 92.5°F Sensible gain: 17784 Btuh Entering coil DB: 78.0°F Outdoor design WB: 76.3°F Latent gain: 3803 Btuh Entering coil WB: 63.9°F Indoor design DB: 75.0°F Total gain: 21587 Btuh Indoor AH: 50% Estimated airflow: 840 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-024-230-21+CBX27UH-024-230'++TDR Actual airflow: 840 cfm Sensible capacity: 19203 Btuh 108% of load Latent capacity: 3785 Btuh 100% of load Total capacity: 22988 Btuh 106% of load SHR: 84% Design Conditions Outdoor design DB: 41.70F Heat loss: 16839 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-024-230-21+CBX27UH-024-230'++TDR Actual airflow: 840 cfm Output capacity: 22420 Btuh 133% of load Capacity balance: 35 OF Supplemental heat required: 0 Btuh Economic balance: -99 OF Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 840 cfm Output capacity: 5.0 kW 1001% of load Temp. rise: 50 OF Meets are all requirements of ACCA Manual S. C wri htsoft' 2017-Feb-21 08 48:54 9 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 1 IingionSGRN%LO1148ThombrookeDarlingionBGRN.rup Celc . MJ8 House laces: N 4DEL-AIR Manual S Compliance Report m=*=ww0w 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: Lot148ThombrookeDadl Date: 6/4/2014 By: FJF Outdoor design DB: 92.50F Sensible gain: 17300 Btuh Entering coil DB: 78.0°F Outdoor design WB: 76.3°F Latent gain: 2943 Btuh Entering coil WB: 63.9°F Indoor design DB: 75.0°F Total gain: 20243 Btuh Indoor RH: 50% Estimated airflow: 840 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-024-230-21+CBX27UH-024-230'++TDR Actual airflow: 840 cfm Sensible capacity: 19625 Btuh 113% of load Latent capacity: 3364 Btuh 1140/6 of load Total capacity: 22988 Btuh 114% of load SHR: 850/a Heating Equipment Design Conditions Outdoor design DB: 41.7°F Heat loss: 13624 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-024-230-21+CBX27UH-024-230'++TDR Actual airflow: 840 cfm Output capacity: 22420 Btuh 165% of load Capacity balance: 30 OF Supplemental heat required: 0 Btuh Economic balance: -99 OF Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 840 cfm Output capacity: 3.5 kW 86% of load Temp. rise: 50 OF Meets are all requirements of ACCA Manual S. Wrl htSOft' 2017-Fea2108:48:54 9 Right -Suite® Universal 2017 17 0 16 RSU24011 Page 2 lingtonBGRN1Lo1148ThombrookeDarlingionBGRN.rup Cale - MJ8 House laces: N DEL -AIR Com onent Constructions Job: Lot 148ThornbrookeDarli... P Date: 6/4/2014 HUM CORK11110101111111111i 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 Project• • 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 Heating 70 28 30 1.5 Simplified Average 0 Cooling 75 18 50 46.4 Construction descriptions Or Area U-value Insul R Htg HTM Loss Clg HTM Gain M 8WhAl2--F M--FAUh BWhAp abih awhm2 a01h Walls 12C-Osw: Firm wall, stucco ext, r-13 cav ins, 1/2" gypsum board int fnsh, 2"x4' wood frm, 16" o.c. stud 13A-7.5ocs: Blk wall, stucco ext, r-9 ext bd ins, 8" thk, 1/2" gypsum board int ins If Partitions 12C-Osw: Frm wall, r-13 cav ins, 1/2" gypsum board int fnsh, 2"x4" wood frm, 16" o.c. stud Windows 2A-2ov: 2 glazing, Or low-e ouir, air gas, vnl firm mat, clr innr, 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (5 ft window ht, 1 ft sep.); 6.67 it head ht 2A-2ov: 2 glazing, Or low-e ouir, air gas, vnl firm mat, Or innr, 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (3 ft window ht, 1 ft sep.); 6.67 ft head ht 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 it overhang (4.2 ft window ht, 11.67 ft sep.); 6.67 ft head ht 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl firm mat, clr innr, 1/4' gap, 1/8" thk; NFRC rated (SHGC=0.31):50% drapes, medium: 1 ft overhang (6.3 ft window ht, 11.67 it sep.); 6.67 ft head ht n 240 0.091 13.0 2.58 618 2.34 562 e 470 0.091 13.0 2.58 1209 2.34 1100 s 200 0.091 13.0 2.58 515 2.34 469 w 461 0.091 13.0 2.58 1186 2.34 1079 all 1370 0.091 13.0 2.58 3528 2.34 3210 n 51 0.095 7.5 2.69 138 1.67 86 ne 22 0.095 7.5 2.69 58 1.67 36 e 431 0.095 7.5 2.69 1159 1.67 719 s 149 0.095 7.5 2.69 401 1.67 249 w 470 0.095 7.5 2.69 1263 1.67 783 all 1123 0.095 7.5 2.69 3018 1.67 1872 221 0.091 13.0 2.58 570 1.44 319 n 30 0.340 0 9.62 289 10.6 317 e 15 0.340 0 9.62 144 30.4 455 s 30 0.340 0 9.62 289 10.8 323 s 40 0.340 0 9.62 385 10.8 431 w 30 0.340 0 9.62 289 30.4 911 all 145 0.340 0 9.62 1395 16.8 2438 e 6 0.340 0 9.62 58 30.4 182 e 7 0.340 0 9.62 67 30.4 213 e 13 0.340 0 9.62 125 30.4 393 all 20 0.340 0 9.62 192 30.4 606 e 39 0.340 0 9.62 374 30.4 1180 s 59 0.340 0 9.62 566 12.2 715 w 39 0.340 0 9.62 374 30.4 1180 all 137 0.340 0 9.62 1313 22.5 3074 C wri htsoffC 2017-Feb-2108:48:54 9 Right-Suile® Universal 2017 17.0.16 RSU24011 Page 1 IinglonSGRN\Lotl48ThombrookeDarUngtonBGRN.rup Calc = M.18 House faces: N 2A-2ovd: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" s 72 0.580 0 16.4 1182 16.8 1213 gap, 1/8" thk; NFRC rated (SHGC=0.32); 10.67 It overhang (8 It window ht, 0 It sep.); 6.67 it head ht Doors 11 DO: Door, wd sc type ne 25 0.390 0 11.0 272 12.0 296 n 19 0.390 0 11.0 210 12.0 228 all 44 0.390 0 11.0 482 12.0 523 Ceilings 16B-30ad: Attic ceiling, asphalt shingles roof mat, r-30 ceil ins, 1/2" 1482 0.032 30.0 0.91 1342 1.74 2572 gypsum board int fnsh Floors 2OP-191: Fir floor, frm fir, 12" thkns, r-19 cav ins, gar ovr 13 0.050 19.0 1.41 18 0.71 9 22A-tpl: Bg floor, light dry soil, on grade depth 147 0.989 0 28.0 4126 0 0 C Wtl htsoft' 2017-Feb-2108:48:54 9 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 2 IingionSGRN\Lot146ThombmakeDarGngionSGRN.rup Calc - MJ8 House faces: N Job: Lotl48ThombrookeDarli... QDELAIR Component Constructions Date: 6/4/2014 111EXI o • an CONOM m ahu 1 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD. FL 32771 Phone: 407-333-2665 Fax: 407.333.38M Web: WWW.DEL-AIR.COM Project• • For: Taylor Morrison Design C• Location: Indoor: Heating Cooling Orlando Intl AP, FL, US Indoor temperature (°F) 70 75 Elevation: 95 ft Design TD (OF) 28 18 Latitude: 280N Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 46.4 Dry bulb (OF) 42 93 Infiltration: Daily range (°F) - 17 (M) Method Simplified Wet bulb (°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 IH aWhM+-'F fP-'FBWh 81uh/112 Stull eWh/Ip 6Wh Walls 13A-7.5ocs: Blk wall, stucco ext, r-9 ext bd ins, 8" thk, 1/2" gypsum board int fnsh Partitions 12C-Osw: Frm wall, r-13 cav ins, 1/2" gypsum board int fnsh, 2"x4" wood frm, 16" o.c. stud Windows 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (4.2 ft window ht, 11.67 ft sep.); 6.67 ft head ht 2A-2ov: 2 glazing, clr low-e ouir, air gas, vnl frm mat, clr innr, 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (6.3 ft window ht, 11.67 ft sep.), 6.67 ft head ht 2A-2ovd: 2 glazing, clr low-e ouir, air gas, vnl frm mat, clr innr, 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.32): 10.67 ft overhang (8 ft window ht, 0 ft sep.); 6.67 ft head ht Doors 11 DO: Door, wd sc type Ceilings 16B-30ad: Attic ceiling, asphalt shingles roof mat, r-30 ceil ins, 1/2" gypsum board int fnsh Floors 22A-tpl: Bg floor, light dry soil, on grade depth n 51 0.095 7.5 2.69 138 1.67 86 ne 22 0.095 7.5 2.69 58 1.67 36 e 431 0.095 7.5 2.69 1159 1.67 719 s 149 0.095 7.5 2.69 401 1.67 249 w 470 0.095 7.5 2.69 1263 1.67 783 all 1123 0.095 7.5 2.69 3018 1.67 1872 221 0.091 13.0 2.58 570 1.44 319 e 7 0.340 0 9.62 67 30.4 213 e 13 0.340 0 9.62 125 30.4 393 all 20 0.340 0 9.62 192 30.4 606 e 39 0.340 0 9.62 374 30.4 1180 s 59 0.340 0 9.62 566 12.2 715 w 39 0.340 0 9.62 374 30.4 1180 all 137 0.340 0 9.62 1313 22.5 3074 s 72 0.580 0 16.4 1182 16.8 1213 ne 25 0.390 0 11.0 272 12.0 296 n 19 0.390 0 11.0 210 12.0 228 all 44 0.390 0 11.0 482 12.0 523 12 0.032 30.0 0.91 11 1.74 21 147 0.989 0 28.0 4126 0 0 wtri htsoft` 2o,7•Feb21 ofi:4e:54 AA9 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 3 lingtonBGRN%Lo1148Thambrooke0arlingionSGRN.rup Calc - M.18 House laces. N wri htsoft` 2017-Feb-2108:48:54 9 Right-Suile® Universal 2017 17.0.16 RSU24011 Page 4 lingtonSGRN\Lo1148ThornbrookeDarlingionSGRN.rup Cale a MJ8 House laces: N 1' DEL -AIR Job: Lot146ThombrookeDarll... Component Constructions Date: 6/4/2014 tEAr -11H4001MIn01IIII10 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 It Design TD (OF) 28 18 Latitude: 280N Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 46.4 Dry bulb (OF) 42 93 Infiltration: Daily range (OF) - 17 (M) Method Simplified Wet bulb (OF) - 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Walls 12C-Osw: Frm wall, stucco ext, r-13 cav, ins, 1/2' gypsum board int fnsh, 2'x4" wood frm, 16" o.c. stud Partitions none) Or Area U-value Insul R Htg HTM Loss Clg HTM Gain M 8WNII+-IF fP-"FBWh BWhlllt Stull BWh/V 8Wh n 240 0.091 13.0 2.58 618 2.34 562 e 470 0.091 13.0 2.58 1209 2.34 1100 s 200 0.091 13.0 2.58 515 2.34 469 w 461 0.091 13.0 2.58 1186 2.34 1079 all 1370 0.091 13.0 2.58 3528 2.34 3210 Windows 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, n 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 it e overhang (5 ft window ht, 1 ft sep.); 6.67 ft head ht s s w all 2A-2ov: 2 glazing, Or low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, e 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 Doors none) Ceilings 16B-30ad: Attic ceiling, asphalt shingles root mat, r-30 ceil ins, 1/2" gypsum board int fnsh Floors 20P-191: Fir floor, frm flr, 12" thkns, r-19 cav ins, gar ovr 30 0.340 0 9.62 289 10.6 317 15 0.340 0 9.62 144 30.4 455 30 0.340 0 9.62 289 10.8 323 40 0.340 0 9.62 385 10.8 431 30 0.340 0 9.62 289 30.4 911 145 0.340 0 9.62 1395 16.8 2438 6 0.340 0 9.62 58 30.4 182 1469 0.032 30.0 13 0.050 19.0 0.91 1331 1.74 2551 1.41 18 0.71 9 C wri htsoft 2017-Feb-21 08:48 54 4m r_ 9 Right-suile® universal 2017 17.0.16 RSU24011 Page 5 IingionBGRN\Lo1148ThombrookeDarlingionSGRN.rup Calc . MJ8 House faces: N Job: LOt148ThorrlbrookeDarll... DEL -AIR Project Summary Date: 6/4/2014 HUM •AM 01111111111 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: LS 2120/17 JA Weather: Orlando Intl AR FL, US Winter Design Conditions Outside db 42 OF Inside db 70 OF Design TD 28 OF Heating Summary Structure 22933 Btuh Ducts 7531 Btuh Central vent (0 cfm) 0 Btuh Humidification Piping Equipment load Infiltration 0 Btuh 0 Btuh 30463 Btuh 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 22821 Btuh Ducts 12263 Btuh Central vent (0 cfm) 0 Btuh Blower 0 Btuh Use manufacturer's data Rate/swing multiplier 1.00 Equipmenf sensible load 35084 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 4164 Btuh Ducts 2582 Btuh Central vent (0 cfm) 0 Btuh Heating Coolin Area (ft2 291 2881 Equipment latent load 6746 Btuh Volume (ft3) 26929 26929 Air changes/hour 0.41 0.21 Equipment total load 41830 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 AH R I ref n/a Efficiency n/a Efficiency n/a Heating input Sensible cooling 0 Btuh Heating output 0 Btuh Latent cooling 0 Btuh Temperature rise 0 OF Total cooling 0 Btuh Actual air flow 0 cfm Actual air flow 0 cfm Air flow factor 0 cfm/Btuh Air flow factor 0 cfm/Btuh Static pressure 0 in H2O Static pressure 0 in H2O Space thermostat n/a Load sensible heat ratio 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. C wf i9 htsoft' 2017-Feb-21 08:48:54 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 1 CA .. lingtonSGRN%Lot148ThombrookeDarlingionOGRN.rup Cale - M.18 House faces, N Job: Lot148ThombrookeDarli DELAIR1Project Summary Date: 6/4/2014 1lAf018. 1u1Cotmrt101a1110 ahu 1 By: FJF DEL - AIR HEATING & AIR CONDITIONING 531 COOISCO WAY, SANFORD, FL 32771 Phone: 407-333.2665 Fax 407-333-3853 Web: WWW.OEL-AIR.COM Project• • For: Taylor Morrison Notes: LS 2/20/17 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 TO 28 OF Design TO 18 OF Daily range M Relative humidity 50 % Moisture difference 46 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 13606 Btuh Structure 12282 Btuh Ducts 3234 Btuh Ducts 5502 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh none) none) Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 16839 Btuh Use manufacturer's data y Rate/ swingg multipplier 1.00 Btuh InfiltrationEquipmenfsensibleload17784Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 2608 Btuh Ducts 1196 Btuh Central vent (0 cfm) 0 Btuh Heating coolingg none) Area ( ft2 146 1Z Equipment latent load 3803 Btuh Volume ( ft3) 13706 13706 Air changes/hour 0.38 0.20 Equipment total load 21587 Btuh Equiv. AVF (cfm) 87 45 Req. total capacity at 0.75 SHR 2.0 ton Heating Equipment Summary Cooling Equipment Summary Make Lennox Make Lennox Trade MERIT Trade MERIT Model 14HPX-024-230-21 Cond 14HPX-024-230-21 AHRI ref 9139471 Coil CBX27UH-024-230'++TDR AHRI ref 9139471 Efficiency 9 HSPF Efficiency 13.5 EER, 16 SEER Heating input Sensible cooling 18900 Btuh Heating output 21800 Btuh @ 47°F Latent cooling 6300 Btuh Temperature rise 24 OF Total cooling 25200 Btuh Actual air flow 840 cfm Actual air flow 840 cfm Air flow factor 0.050 cfm/Btuh Air flow factor 0.047 cfm/Btuh Static pressure 0.30 in H2O Static pressure 0.30 in H2O Space thermostat Load sensible heat ratio 0.82 Capacity balance point = 35 OF Backup: Input = 5 kW, Output = 16909 Btuh, 100 AFUE Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. C wri htsofft' 2017-Feb-21 08 48:54 9 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 2 IingtonSGRN% Lot148ThombrookeDarlingtonBGRN.rup Calc - M,18 House faces N DEL -AIR Project Summary Job: Lot148ThombrookeDarlt... 7 Date: 6/4/2014 tltAtwc' M COtmmaoro 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: LS 2/20/17 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 9327 Btuh Ducts 4297 Btuh Central vent (0 cfm) 0 Btuh none) Humidification 0 Btuh Piping 0 Btuh Equipment load 13624 Btuh Infiltration Method Construction quality Fireplaces Simplified Average 0 Heatin Cooling Area (ft2 1411 1411 Volume (ft3) 13223 13223 Air changes/hour 0.44 0.22 Equiv. AVF (cfm) 97 49 Heating Equipment Summary Make Lennox Trade MERIT Model 14H PX-024-230-21 AHRI ref 9139471 Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat Capacity balance point = 30 OF Backup: 9 HSPF 21800 Btuh @ 47OF 24 0 840 cfm 0.062 cfm/Btuh 0.30 in H2O Input = 3 kW, Output = 11784 Btuh, 100 AFUE Sensible Cooling Equipment Load Sizing Structure 10539 Btuh Ducts 6761 Btuh Central vent (0 cfm) 0 Btuh none) Blower 0 Btuh Use manufacturer's data Rate/swinngg multipplier Equipment sensible load y 1.00 17300 Btuh Latent Cooling Equipment Load Sizing Structure 1556 Btuh Ducts 1386 Btuh Central vent (0 cfm) 0 Btuh gone) Equipment latent load 2943 Btuh Equipment total load 20243 Btuh Req. total capacity at 0.75 SHR 1.9 ton Cooling Equipment Summary Make Lennox Trade MERIT Cond 14HPX-024-230-21 Coil CBX27UH-024-230'++TDR AH R I ref 9139471 Efficiency 13.5 EER, 16 SEER Sensible cooling 18900 Btuh Latent cooling 6300 Btuh Total cooling 25200 Btuh Actual air flow 840 cfm Air flow factor 0.049 cfm/Btuh Static pressure 0.30 in H2O Load sensible heat ratio 0.85 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. t wri htsotit' 2017-Feb-2108:48:54 9 Righl•Suite® Universal 2017 17.0.16 RSU24011 Page 3 Iingtonf3GRN\Lot146ThornbrookeDarlingtonBGRN.rup Calc - M.18 House faces: N j- DEL -AIR anm • al emmmrao Right-J® Worksheet Entire House DEL -AIR HEATING & AIR gNDITIO2NINg531CODISCOWAY, SANFORD, FL 32771 hone: 407- -2665 ax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot 148ThombrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name Entire House ahu 1 2 Exposed wall 316.4 It 147.4 It 3 Room height 9.2 It 9.3 It 4 Room dimensions 5 Room area 2938.3 fR 1469.0 f12 Ty Construction U-value Or HTM Area (It2) Load Area (fig Load number BtutVlt;eF) BlutUfl2) or perimeter (it) atuh) or perimeter (it) Stuh) Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 yl fi 12C-0sw 2A-2ov 0.091 0.340 n n 2.58 9.62 2.34 10.58 270 30 240 0 618 289 562 317 0 0 0 0 0 0 0 0 W 13A-7.5ocs 0.095 n 2.69 1.67 51 51 138 86 51 51 138 86 VL 13A-7.5ocs 0.095 ne 2.69 1.67 46 22 58 36 46 22 58 36 11 11 DO 0.390 no 11.04 11.99 25 25 272 296 25 25 272 296 Vjl I-ff 12C-0sw 0.091 a 2.58 2.34 491 470 1209 1100 0 0 0 0 2A-2ov 2A-2ov 0.340 0.340 a a 9.62 9.62 30.36 30.36 6 15 0 0 58 144 182 455 0 0 0 0 0 0 0 0 0.095 a 2.69 1.67 490 431 1159 719 490 431 1159 719 2A-2ov 0.340 a 9.62 30.36 7 0 67 213 7 0 67 213TE 13A-7.5ocs Vjl 2A-2ov 2A-2ov 12C-0sw 0.340 0.340 0.091 a a s 9.62 9.62 2.58 30.36 30.36 2.34 13 39 270 0 0 200 125 374 515 393 1180 469 13 39 0 0 0 0 125 374 0 393 1180 0 L----( 2A-2ov 2A-2ov 0.340 0.340 s s 9.62 9.62 10.77 10.77 30 40 53 70 289 385 323 431 0 0 0 0 0 0 0 0 yl 13A-7.5ocs 0.095 s 2.69 1.67 280 149 401 249 280 149 401 249 2A-2ov 0.340 s 9.62 12.15 59 0 566 715 59 0 566 715 2A-2ovd 0.580 s 16.41 1&85 72 144 1182 1213 72 144 1182 1213 Vy 12C-Osw 2A-2ov 13A-7.5ocs 0.091 0.340 0.095 w w w 2.58 9.62 2.69 2.34 30.36 1.67 491 30 508 461 0 470 1186 289 1263 1079 911 783 0 0 508 0 0 470 0 0 1263 0 0 783 LG yJ G P L-D 2A-2ov 12C-0sw 0.340 0.091 w 9.62 2.58 30.36 1.44 39 240 0 221 374 570 1180 319 39 240 0 221 374 570 1180 319 1100 0.390 n 11.04 11.99 19 19 210 228 19 19 210 228 C 168.30ad 0.032 0.91 1.74 1482 1482 1342 2572 12 12 11 21 F 20P-191 0.050 1.41 0.71 13 13 18 9 0 0 0 0 F 22A-ipl 0.989 27.99 0.00 1469 147 4126 0 1469 147 4126 0 61 c) AED excursion 101 0 Envelope loss/gain 17224 16018 10894 7628 12 a) infiltration 5709 1808 2711 859 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 6 1380 6 1380 Appliances/other 3615 2415 Subtotal (lines 6 to 13) 22933 22821 13606 12282 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 22933 22821 13606 12282 15 Duct bads 1 33% 540/6 7531 12263 24% 1 45'/6 3234 5502 Taal room bad 30463 35084 1 16839 17784 Air required (cim) 1680 1680 1 840 840 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft- Right -Suite® Universal 2017 17.0.16 RSU24011 2017-Feb-21 08P8: IingionSGRN\Lot148ThornbrookeDarlingtonSGRN rup Calc = M.18 House faces: N DEL -AIR amm • M WQ11O.0 Right-J® Worksheet Entire House DEL -AIR HEATING & AIR P9NDITIgflINq531CODISCOWAY, SANFORD, FL 327hone: 407- -2665 ex. 407.333-3853 Web WWW.DEL-AIR.COM Job: Lotl48ThombrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name ahr2 2 Exposed wall 169.0 1t 3 Room height 9.0 11 4 Room dimensions 5 m Rooarea1469.3 It2 Ty Constriction U•value Or HTM Area (III Load Area Load number Btuh/ Il;•F) at III or perimeter (fl) Bluh) or perimeter Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 Vy f--G 12C-0sw 0.091 n 2.58 2.34 270 240 618 562 2A•2ov 0.340 n 9.62 10.58 30 0 289 317 W 13A- 7.Socs 0.095 n 2.69 1.67 0 0 0 0 11 VjI L- 0 13A-7. 5ocs 1I DO 0.095 0.390 ne ne 2. 69 11.04 1.67 11.99 0 0 0 0 0 0 0 0 Vjl 12C- 0sw 0.091 a 2.58 2.34 491 470 1209 1100 II----GG 2A•2ov 0.340 e 962 30.36 6 0 58 182 2A•2ov 0.340 a 9.62 30.36 15 0 144 455 13A-7. 5ocs 0.095 a 2.69 1.67 0 0 0 0 2A-2ov 0.340 a 9.62 30.36 0 0 0 0 2A•2ov 0.340 a 9.62 30.36 0 0 0 0 2A•2ov 0.340 a 9.62 30.36 0 0 0 0 Vjl 12C- 0sw 0.091 s 2.58 2.34 270 200 515 469 2A•2ov 0.340 s 9.62 10.77 30 53 289 323 2A•2ov 0.340 s 9.62 10.77 40 70 385 431 13A•7. Socs 0.095 s 2.69 1.67 0 0 0 0 2A•2ov 0.340 s 9.62 12.15 0 0 0 0 2A•2ovd 0.580 s 16.41 16.85 0 0 0 0 1y 12C- 0sw 2A-2ov 13A-7. 5ocs 0.091 0.340 0.095 w w w 2. 58 9.62 2.69 2.34 30.36 1.67 491 30 0 461 0 0 1186 289 0 1079 911 0 G yl 2A- 2ov 12C4)sw 0.340 0.091 w 9. 62 2.58 30.36 1.44 0 0 0 0 0 0 0 0 P L-0 1100 0.390 n 11.04 11.99 0 0 0 0 C 166. 30ad 0.032 0.91 1.74 1469 1469 1331 2551 F 20P- 19t 0.050 1.41 071 13 13 18 9 F 22A4p1 0.989 27.99 0.00 0 0 0 0 61 c) AED excursion 10 Envelope losstgain 6330 8390 12 a) Infiltration 2998 949 b) Room ventilation 0 0 13 Internal gains: Occupants @ 230 0 0 Appliances/other 1200 Subtotal (lines 6 to 13) 9327 10539 Less external load 0 0 Less transfer 0 0 Redistribution 0 0 14 Subtotal 9327 10539 5 Duct loads 1 46% 64% 4297 6761 r Total room bad 13624 17300 Air required ( clm) 840 40 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. WNghtsOft' 2017• Feb 21 08 Righ1•Suite® universal 2017 17.0.16 RSU24011 g. 2 ICGA...IingtonBGRN1Lot148Thombrooke0arlinglonSGRN. rup Cal = MJ8 House feces, N QEL-AIR ramm • ai rarmnweo Right-J® Worksheet ahu 1 DEL -AIR HEATING & AIR C9NDITIQ NINC 531 CODISCO WAY, SANFORD, FL 32771 hone: 407.3 -2665 ax: 407-333.3853 Web: WWW.DEL-AIR.COM Job: Lot 148ThombrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name ahu 1 mstr nn 2 Exposed wall 147.4 1t 42.0 It 3 Room height 9.3 it 9.3 It heat/cool 4 5 Room dimensions mRooarea 1469.0 ft2 17. 0 x 15.5 it 263. 5 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/Il;•F) Btuh/lt2) or perimeter (It) Btuh) or perimeter (It) Btuh) Heal Cool Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 V11 120-0sw 0.091 n 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2ov 13A- 7.5ocs 0. 340 0. 095 n n 0. 00 2. 69 0. 00 1. 67 0 51 0 51 0 138 0 86 0 0 0 0 0 0 0 0 WIf 13A- 7.5ocs 11 Do 0. 095 0. 390 no no 2. 69 11. 04 IV 11. 99 46 25 22 25 58 272 36 296 0 0 0 0 0 0 0 0 12C- Osw 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 2A- 2ov 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 13A- 7.5ocs 0.095 a 2.69 1.67 490 431 1159 719 159 159 426 264 2A- 2w 0.340 a 9.62 30.36 7 0 67 213 0 0 0 0 TE 2A-2ov 2A- 2Dv 0. 340 0. 340 a a 9. 62 9. 62 30. 36 30. 36 13 39 0 0 125 374 393 1180 0 0 0 0 0 0 0 0 Vy 12C-0sw 0.091 s 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2ov 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 CC2A-2ov 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 Vjl 13A-7.5ocs 0.095 s 2.69 1.67 280 149 401 249 145 86 231 143 2A- 2Dv 0.340 s 9.62 12.15 59 0 566 715 59 0 566 715 I( 2A-2ovd 0.580 s 16.41 16.85 72 144 1182 1213 0 0 0 0 V I 12C-Osw 2A- 2ov 13A- 7.5ocs 0. 091 0. 340 w w w 0. 00 0. 00 2. 69 0. 00 0. 00 1. 67 0 0 508 0 0 470 0 0 1263 0 0 783 0 0 89 0 0 89 0 0 238 0 0 148 G t- G0.095 2A- 2Dv 12C- Osw 0. 340 0. 091 w 9.62 2. 58 30. 36 1. 44 39 240 0 221 374 570 1180 319 0 0 0 0 0 0 0 0 PL- D 11D0 168. 30ad 0. 390 0. 032 n 11.04 0. 91 11. 99 1. 74 19 12 19 12 210 11 228 21 0 0 0 0 0 0 0 0 CF 2OP-191 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-tpi 0.989 27.99 0.00 1469 147 4126 0 264 42 1176 0 61 c) AEO excursion 10 97 Erlvelope loss/gain 10894 7628 2637 1172 12 a) Infiltration 2711 859 772 245 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) 1 13606 122821 34091 2247 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 13606 12282 3409 2247 15 Duct loads 1 24°/a 45% 3234 5502 241/6 45% 810 1007 Taal room load I 16839 17784 4219 3254 Air required ( cfm) 1 1 840 840 1 1 210 154 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Alm wrightsoft' Right -Suite® Universal 2017 17.0 16 ASU24011 2017-Feb-21 0 : 8: lingionBGRN%Lo1148ThombmokeDarlingionSGRN rup Calc - MJ8 House faces: N DEL -AIR slam • = eormtoi o Right-J® Worksheet ahu 1 DEL -AIR HEATING & AIR 531 COOISCO WAY, SANFORD, FL 3277`1'PhNDa07333- N Fax: 407.333.3853 Web: WWW.DEL-AIR.COM Job: Lot148ThombrookeDartingt... Date: 6/4/2014 By: FJF 1 Room name mstr blh mstr wic 2 Exposed wail 12.0 It 0 It 3 Room height 9.3 It heat/cool 9.3 It heat/cool 4 5 Room dimensions Room area 12.0 x 8.0 It 96.0 ft2 6.5 x 7.5 It 48.8 f12 Ty Construction U-value Btuh/I12-•F) Or HTM atuh/ft2) Area (III I or perimeter (It) Load atuh) Area (10) or perimeter (It) Load Btuh) Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 Val I--fi 12C-Osw 2A•2ov 13A-7.5ocs 0.091 0.340 0.095 n n n 0.00 0.00 2.69 0.00 0.00 167 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0W 11 Vy l_0 13A-7.5ocs 1100 0.095 0.390 ne ne 2.69 11.04 1.67 11.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vjl I--C 12C-Osw 2A•2ov2A•2ov 0.091 0.340 0.340 a a a 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 0f 13A-7.5ocs 2A•2ov 0.095 0.340 a e 2.69 9 62 1.67 30.36 112 0 112 0 301 0 187 0 0 0 0 0 0 0 0 0 2A-2ov 2A-20v 12C-Osw 0.340 0.340 0.091 e a s 962 9.62 0.00 30.36 30.36 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 0v 2A-2ov 2A-2ov 0.340 0.340 s s 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I--fi C 13A-7.5ocs 2A•2ov 2A-2ovd 0.095 0.340 0.580 s s s 2.69 9.62 16.41 1.67 12.15 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 1/W 1-6 12C-Osw 2A•2ov 13A-7.5ocs 0.091 0.340 0.095 w w w 0.00 0.00 2.69 0.00 0.00 1.67 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2A-20v 12C-0sw 0.340 0.091 w 9.62 2.58 30.36 1.44 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 G P LO 1100 16B-30ad 0.390 0.032 n 11.04 0.91 11.99 1.74 0 0 0 0 0 0 0 0 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 22A4pl 0.989 27.99 0.00 96 12 336 0 49 0 0 0 61 c) AED excursion 1 29 1 1 Envelope loss/gain 637 157 0 1 12 a) Infiltration 221 70 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 1 1 5 Subtotal (lines 6 to 13) 858 227 0 4 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 858 227 0 4 15 Duct bads 24% 45% 204 102 24% 45% 1 0 2 Taal room bad 10611 329 0 6 Air required (cfm) 53 16 0 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft' 2017-Feb-21 08:48 54 Right•Suile® Universal 2017 17.0.16 RSU24011 Page 4 IingionSGRN%Lot148Thombrooke0ariingtonSGRN.rup Calc . M.18 House faces: N DEL-AIR at eamoro Right-J® Worksheet ahu 1 DEL -AIR HEATING & AIR PqNDITIO NINC 531 CODISCO WAY, SANFORD, FL 327hone: 407.3 -2665 ax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: LotUSThombrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name mstr we den 2 Exposed wall 0 it 10.5 it 3 Room freight 93 it heat/cool 9.3 fl heat/cool 4 5 Room dimensions m Rooarea5.5 x 3.5 It 19.3 It2 10.5 x 11.5 it 120.8 IR Ty construction U•value Or HTM Area (ft2) Load Area (10) Load number BtutVit2•• F) 81uhlfl2) or perimeter ((t) Btuh) or perimeter (it) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W 12C-Osw 0.091 n 0.00 0.00 0 0 0 0 0 0 0 0 f 2A• 2ov 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 W 13A• 7.5ocs 0.095 n 2.69 1.67 0 0 0 0 0 0 0 0 1 1 Y L-013A-7. 5ocs 11 DO 0.095 0.390 no ne 2. 69 11.04 1.67 11.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vjl 12C- Osw 0.091 a 0.00 0.00 0 0 0 0 0 0 0 0 1-CG 2A-2ov 0.340 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 Vp 13A• 7.5ocs 0.095a 2.69 1. 0 0 0 0 98 59 15 99 2A•2ov 0.340340 a 9.62 30.3636 0 0 0 0 0 0 0 0 02A-2ov 0.340 a 9.62 30.36 0 0 0 0 0 0 0 0 2A-2ov 12C-Osw 0.340 0.091 a s 9. 62 0.00 30.36 0.00 0 0 0 0 0 0 0 0 39 0 0 0 374 0 1180 0 V) I2A-2ov 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 I-fG 2A•2ov 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 13A•7. 5ocs 0.095 s 2.69 1.67 0 0 0 0 0 0 0 0 2A-2ov 0.340 s 9.62 12.15 0 0 0 0 0 0 0 0 F--CfGG2A• 2ovd 0.580 s 16.41 16.85 0 0 0 0 0 0 0 0 V1l 12C- Osw 2A-2ov 13A-7. 5ocs 0.091 0.340 0.095 w w w 0. 00 0.00 2.69 0.00 0.00 1.67 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 G Vy t- G 2A•2ov 12C-Osw 0.340 0.091 w 9. 62 2.58 30.36 1.44 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 P 11DO 0.390 n 11.04 11.99 0 0 0 0 0 0 0 0 c 16B- 30ad 0.032 0.91 1.74 0 0 0 0 0 0 0 0 F 20P- 19t 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A- Ipi 0.989 27.99 0.00 19 0 0 0 121 11 294 0 61 c) AED excursion 11 1253 Envelope loss/ on 0 1 827 1531 12 a) Infiltration 0 0 193 61 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 5 0 Subtotal (lines 6 to 13) 0 4 1020 1592 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 0 4 1020 1592 15 Duct bads 24% 45% 0 2 24'e 450/6 242 713 Taal room bad 0 6 1262 2305 Air required ( cfm) 0 0 63 109 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft' Right - Suite® Universal 2017 17.0.16 RSU24011 2017-Feb-21 08 ap b IingionBGRN\Lotl48Thombrooke0arlingionBGRN. rup Calc - M.18 House faces: N 1 DEL -AIR VUM• M corn Right-J® Worksheet ahu 1 DEL -AIR HEATING & AIR ND03265 3531CODISCOWAY, SANFORD, FL 32771h47-665 Fax: 407.333.3853 Web WWW DEL•AIR.COM Job: Lot148ThombrookeDarlingit Date: 6/4/2014 By: FJF 1 Room name ulil pwdr 2 Exposed wall 6.5 It 12.0 It 3 Room height 9.3 it heal/cool 9.3 It heat/cool 4 5 Room dimensions Room area 6.5 x 6.5 It 42.3 I12 6.5 x 6.5 It 42.3 It' Ty Corrstruotion U•value Or HTM Area (ftq Load Area (III Load number Btuh/Iti•F) Btuhlfig I or perimeter (ft) Stuh) or perimeter (II) Stuh) Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 VIIL-( 12C-0sw 2A-2ov 13A-7 Sacs 0.091 0.340 0.095 n n n 0.00 0.00 2.69 0.00 0.00 1.67 0 0 0 0 0 0 0 0 0 0 0 0 0 0 51 0 0 51 0 0 138 0 0 86W 11 vy L_ -0 13A-7 5ocs 11 DO 0.095 0.390 no ne 2.69 11.04 1.67 11.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yl I--G G 12C-0sw 2A-2ov 2A-2ov 0.091 0.340 0.340 a a a 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 Val C 13A-7.5ocs 2A•2ov 0.095 0.340 a a 2.69 9.62 1.67 30.36 61 0 48 0 128 0 80 0 61 7 54 0 144 67 89 213 I----((' 2A•2ov 2A•2ov 12C-Osw 0.340 0.340 0.091 a a s 9.62 9.62 0.00 30.36 30.36 0.00 13 0 0 0 0 0 125 0 0 393 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2A-2ov 2A-2ov 0.340 0.340 s s 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0fGG Val fa f 13A-7.5ocs 2A-2ov2A•2ovd 0.096 0.340 0.580 s s s 2.69 9.62 16.41 1.67 12.15 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 yy I O 12C-0sw 2A-2ov 0.091 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 yI f 13A-7.5ocs 0.095 w 2.69 1.67 0 0 0 0 0 0 0 0 2A•2ov 12C-Osw 0.340 0.091 w 9.62 2.58 30.36 1.44 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0P LD 11130 0.390 n 11.04 11.99 0 0 0 0 0 0 0 0 C 16B•30ad 0.032 0.91 1.74 0 0 0 0 0 0 0 0 F 20P-19t 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A•ipl 0.989 27.99 0.00 42 7 182 0 42 12 336 0 61 c) AED excursion 1 91 1 21 Envelope loss/gain 435 481 685 408 12 a) Infiltration 120 38 221 70 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 600 0 Subtotal (lines 6 to 13) 554 1119 906 478 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 554 1119 906 478 15 Duct bads 1 24% 45% 132 501 24% 45% 215 214 Total room bad 686 1621 1121 693 Air required (cim) 34 77 56 33 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. A - Orl- wrightsoft- 2017•Feb-21 08:48:54 Right•Suite® Universal 2017 17.0.16 RSU24011 Page 6 IingionSGRN%Lo1148ThombrookeDarlinglonSGRN.rup Cale . MJ8 House faces: N D.EL-AIR at aatttntoao Right-J® Worksheet ahu 1 DEL -AIR HEATING & AIR C NDITIQNINC 531 CODISCO WAY. SANFORD. FL 32771 hone:'TO -2665 ax: 407.333-3853 Web: WWW.DEL-AIR.COM Job: Lot148ThornbrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name family rm dining rm 2 Exposed wall 35.0 it 10.0 It 3 Room height 9.3 It heat/cool 9.3 It heat/Cool 4 5 Room dimensions mRooarea 20. 5 x 14.5 it 297. 3 ft2 1. 0 x 210.0 it 210. 0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (I42) load number Bluh/fl2.OF) Btuhlfig or perimeter (Il) Stuh) or perimeter (It) Stuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heal Cool 6 W 1210-0sw 0.091 n 0.00 0.00 0 0 0 0 0 0 0 0 C 2A-2ov 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 W 13A•7.5ocs 0.095 n 2.69 1.67 0 0 0 0 0 0 0 0 13A• 7.5ocs 0.095 no 2.69 1.67 0 0 0 0 0 0 0 0 11 11 DO 0.390 ne 11.04 11.99 0 0 0 0 0 0 0 0 Vjl 12C-0sw 0.091 e 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 2A• 2ov 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 13A• 7.Socs 0. a 2.69 1. 0 0 0 0 0 0 0 0 2A• 2Dv 0.340340 a 9.62 30.3636 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 2A- 2Dv 120- 0sw 0. 340 0. 091 a s 9. 62 0. 00 30. 36 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vjl2A• 2ov 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 1_-( r 2A•2ov 0.340 s 000 0.00 0 0 0 0 0 0 0 0 Val 13A-7.5ocs 0.095 s 2.69 1.67 135 63 170 106 0 0 0 0 2A• 2ov 0.340 s 9.62 ills 0 0 0 0 0 0 0 0 22A-2ovd 0.580 s 16.41 16.85 72 72 1182 1213 0 0 0 0 yI mil' 12C- Osw 2A- 2ov 13A- 7.5ocs 0. 091 0. 340 0. 095 w w w 0. 00 0. 00 2. 69 0. 00 0. 00 1. 67 0 0 191 0 0 191 0 0 514 0 0 319 0 0 93 0 0 54 0 0 146 0 0 91 2A- 2ov 1210- 0sw 0. 340 0. 091 w 9.62 2. 58 30. 36 1. 44 0 0 0 0 0 0 0 0 39 0 0 0 374 0 1180 0 PL- 0 IIDO 168-30ad 0.390 0.032 n 11. 04 0.91 11.99 1.74 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C F20P• 19t 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A- tpl 0.989 27.99 0.00 297 35 980 0 210 10 280 0 61 c) AED excursion 1.3141 1 438 Envelope loss/ gain 2846 1323 800 1708 12 a) Infiltration 644 204 184 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) 34M 2447 1 984 1997 Less extemal load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 3489 2447 984 1997 15 Duct loads 24% 45% 829 1096 24'/6 45% 23 4 894 Total room bad 4319 3543 1218 2891 Air required ( clm) 215 167 61 137 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. t= _01. 1l- wrightsoft' 2017•Feb-21 08:48:54 AM Right• Suite® Universal 2017 17.0 16 RSU24011 Page 7 IingionBGRN\Lot148ThombrookeDarlingionSGRN. rup Calc = MJ8 House faces: N DEL -AIR 11111auo • M comma Right-J® Worksheet ahu 1 DEL -AIR HEATING & AIR C NDITIQNINC 531 CODISCO WAY, SANFORD, FL 32771 hone: 407-3 -2665 ax: 407.333.3853 Web: WWW.DEL•AIR.COM Job: Lot148ThombrookeDarlingt... Date: 6/4/2014 By: FJF I Room name pantry kitchen 2 Exposed wall 0 It 19.4 It 3 Room height 9.3 It heat/Cool 9.3 It heat/Cool 4 5 Room dimensions mRooarea 6. 0 x 3.5 It 21. 0 Ile 1. 0 x 308.0 It 308. 0 fill Ty Construction number U- value BIutVltzeF) Or HTM Bluh/ ltx) Area ( It2) or perimeter (It) Load Btuh) Area ( fig I or perimeter (11) Load Stuh) Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 yl G 12C- Osw 2A- 2ov 13A• 7.5ocs 0. 091 0. 340 0. 095 n n n 0. 00 0. 00 2. 69 0. 00 0. 00 1. 67 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W1i yI I - a 13A• 7.5ocs 11DO 0. 095 0. 390 no no 2. 69 11. 04 1. 67 11. 99 0 0 0 0 0 0 0 0 46 25 22 25 5e 272 36 296 yl 12C-Osw 0.091 a 0.00 0.00 0 0 0 0 0 0 0 0 2A• 2ov 2A- 2ov 0. 340 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 L--! 13A• 7.5ocs 2A- 2ov 0. 095 0. 340 a a 2. 69 9. 62 1. 67 30. 36 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 G2A- 2ov 2A- 2ov 0. 340 0. 340 a a 9. 62 9. 62 30. 36 30. 36 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12C- Osw 0.091 s 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2ov 2A- 2ov 0. 340 0. 340 s s 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13A- 7.5ocs 0.095 s 2.69 1.67 0 0 0 0 0 0 0 0 CGGi 2A- 2ov 2A- 2ovd 0. 340 0. 580 s s 9. 62 16. 41 IZ15 16. 85 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Y- 0 yl G P LD 12C- Osw 2A- 2ov 13A- 7.5ocs 2A• 2ov 12C- Osw 0. 091 0. 340 0. 095 0. 340 0. 091 w w w w 0. 00 0. 00 2. 69 9. 62 2. 58 0. 00 0. 00 1. 67 30. 36 1. 44 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 135 0 240 0 0 135 0 221 0 0 364 0 570 0 0 226 0 319 11130 0.390 n 11.04 11.99 0 0 0 0 19 19 210 228 C 16B•30ad 0.032 0.91 1.74 0 0 0 0 12 12 11 21 F 20P•191 0.050 0.00 000 0 0 0 0 0 0 0 0 F 22A-tpl 0.9m 27.99 0.00 21 0 0 0 308 19 543 0 61 c) AED excursion 1 1•278 Envelope loss/gain 0 1 2028 848 12 a) Infiltration 0 0 358 113 b) Room ventilation 0 0 0 0 13 Imemal gains: Occupants @ 230 0 0 0 0 Appliances/ other 5 1200 Subtotal ( lines 6 to 13) 0 4 2386 2161 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 0 4 2386 2161 15 Duct loads 1 24% 45% 0 2 24% 45% 567 968 Total room load 0 6 2953 3129 Air required (cfm) 0 0 147 148 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrlghtsoft' 2017•Feb-21 08.48.54 AM Right -Suite® Universal 2017 17.0.16 RSU24011 Page 8 IingtonSGRN\ Lot148ThombrookeDarlingionBGRN.rup Calc - MJ8 House faces: N 1 DEL -AIR rrr a o • M omomo o Right-J® Worksheet ahu 2 DEL -AIR HEATING & AIR C9NDITq INC531CODISCOWAY, SANFORD, FL 32771 hone: 407.3 -2665 ax 407-333.3853 Web WWW DEL-AIR.COM Job: Lott 48ThornbrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name ahu 2 rm 2 2 Exposed wall 169.0 it 39 5 It 3 Room height 9.0 It 9.0 It heat/cool 4 Room dimensions 14.5 x 15.5 It 5 Room area 1469.3 W 224.8 It2 Ty Construction U-value Or HTM Area (ft2) Load Area (10) Load number Btuh/It2-*F) atuhlfl2) or perimeter (ft) Btuh) I or perimeter ((t) Stuh) Heat cod Gross N/P/S Heat cool Gross N/P/S Heat Cool 6 VII G 12C-0sw 2A-2ov 13A-7.5ocs 0.091 0.340 0 095 n n n 2.58 9.62 0.00 2.34 10.58 0.00 270 30 0 240 0 0 618 289 0 562 317 0 0 0 0 0 0 0 0 0 0 0 0 0W 11 13A•7.5ocs 0 IIDO 0.095 0.390 ne no 000 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 120-0sw 0.091 a 2.58 2.34 491 470 1209 1100 131 131 336 306 2A-2ov 2A-2ov 0.340 0.340 e a 962 9.62 3036 30.36 6 15 0 0 58 144 182 455 0 0 0 0 0 0 0 0 V l I--C 13A-7.5ocs 2A-2ov 0.095 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 I----(f^ 2A-2Dv 2A-2ov 12C-0sw 0.340 0.340 0.091 a a s 0.00 0.00 2.58 0.00 0.00 2.34 0 0 270 0 0 200 0 0 515 0 0 469 0 0 140 0 0 110 0 0 282 0 0 257 2A-2ov 2A•2ov 0.340 0.340 s s 9.62 962 10.77 10.77 30 40 53 70 289 385 323 431 30 0 26 0 289 0 323 0 G 13A-7.5ocs 2A-2ov 2A-2ovd 0.095 0.340 0.580 s s s 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 VII Y--0 12C-Osw 2A•2ov 13A•7.5ocs 0.091 0.340 0.096 w w w 2.58 9.62 0.00 2.34 30.36 0.00 491 30 0 461 0 0 1186 289 0 1079 911 0 86 0 0 86 0 0 220 0 0 200 0 0yl 2A-2Dv 12C-Osw 0.340 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 L-0 P L-D 11 DO 16B•30ad 0.390 0.032 n 0.00 0.91 0.00 1.74 0 1469 0 1469 0 1331 0 2551 0 225 0 225 0 204 0 390C F 20P-191 0.050 1.41 0.71 13 13 18 9 0 0 0 0 F 22A-tpl 0.989 0.00 0.00 0 0 0 0 0 0 0 0 61 c) AED excursion 10 1 1-81 Envelope loss/gain 6330 8390 1330 1395 12 a) Infiltration 2998 949 701 222 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 1200 0 Subtotal (lines 6 to 13) 9327 10539 2031 1617 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 9327 10539 2031 1617 15 Duct bads 1 46% 64% 4297 6761 46"/e 64% 936 1037 Taal room bad 13624 17300 2967 2654 Air required (cim) 840 840 183 129 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft' 2017-Feb-21 08:48:54 AM Right -Suite® Universal 2017 17.0.16 RSU24011 Page 9 IingtonBGRN\Lotl48ThombrookeDarlingionBGRN.rup Calc = M.18 House faces N DEL -AIR Right-J® Worksheet ahu 2 DEL -AIR HEATING & AIR C9NDITI( INCH531CODISCOWAY, SANFORD, FL 32771 hone: 407.3 -2665 ax: 407.333.3853 Web: WWW.DEL-AIR.COM Job: Lotl48ThornbrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name bth 2 blh 3 2 Exposed wall 9.0 it 11.5 It 3 Room height 9.0 It heat/Cool 9.0 It heat/cool 4 5 Room dimensions Room area 9.0 x 6.0 It 54.0 It2 11.5 x 6.0 It 69.0 I12 Ty Construction U•value Or HTM Area (III Load Area (ft2) Load Bluh f(2••F) atuhlft2) or perimeter (it) Btuh) or perimeter (ft) Bluh) Heat Cool Gross N/P/S Heat cod Gross N/P/S Heat Cod 6 C W 12C4sw 2A-2ov 13A-7.5ocs 0.091 0.340 0.095 n n n 2.58 9.62 0.00 234 1058 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 1 1 Vy L-0 13A-7.5ocs 11 DO 0.095 0.390 no no 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 v I-C f 12C-0sw 2A-2ov2A•2ov 0.091 0.340 0.340 a a a 2.58 9.62 9.62 234 30.36 30.36 81 6 0 75 0 0 193 58 0 176 182 0 104 0 0 104 0 0 267 0 0 243 0 0 yyyll/ vh2A-2ov 13A-7.5ocs 2A•2ov 0.095 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 2A•2ov 12C-0sw 0.340 0.340 0.091 a a s 0.00 0.00 2.58 0.00 0.00 2.34 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0v 2A-2ov 2A-2ov 0.340 0.340 s s 9.62 9.62 10.77 10.77 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 F--C VLC l 13A-7.5ocs 2A-2ov 2A•2ovd 0.095 0.340 0.580 s s s 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I-f I :2 yI 12C-Osw 2A-2ov 213A-7.5ocs 12C-Osw 0.091 0.340 0.095 0.340 0.091 w w w w 2.58 9.62 0.00 0.00 0.00 2.34 30.36 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 G yI d1--A•2ov P L-0 11 DO 168-30ad 0.390 0.032 n 0.00 0.91 0.00 1.74 0 54 0 54 0 49 0 94 0 69 0 69 0 62 0 120C F 2012-191 0.050 1.41 0.71 0 0 0 0 0 0 0 0 F 22A-tpl 0.989 0.00 0.00 0 0 0 0 0 0 0 0 61 c) AED excursion 1 32 29 Envelope loss/gain 300 483 329 333 12 a) Infiltration 160 51 204 65 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 1 459 534 533 398 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 459 534 533 398 15 Duct loads 1 469% 649/. 212 343 4W. 641/. 246 2% Total room load I 671 877 1 7791 653 Air required (cim) 1 1 41 43 48 32 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. A - wrightt:soft- 2017•Feb-21 08:48:54 Right-Suile® Universal 2017 17.0.16 RSU24011 Page 10 IingionSGRN\Lotl48ThornbrookeDarfingtonBGRN.rup Cale - MJ8 House faces: N 1' DEL -AIR r - M aarlm o Right-J® Worksheet ahu 2 DEL -AIR HEATING & AIR C9NDITK INC531CODISCOWAY, SANFORD. FL 32771 hone: 407.3 -2865 ax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot14ffThombrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name mt 4 rm 3 wic 2 Exposed wall 28.0 it 7.0 it 3 Room height 9.0 it heat/cool 9.0 it heat/cool 4 5 Room dimensions Room area 14.0 x 14.0 it 196.0 ft2 9.5 x 5.0 it 47.5 f12 Ty Constriction U-value Or HTM Area (III Load Area (It2) Load number BtutVft2••F) at III or perimeter (it) atuh) or perimeter (it) Btuh) Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 W l-.G W 12C-0sw 2A-2ov 13A•7.5ocs 0.091 0.340 0.095 n n n 2.58 9.62 0.00 2.34 10.58 0.00 126 15 0 111 0 0 286 w 0 260 159 0 45 0 0 45 0 0 116 0 0 105 0 0 11 yI D 13A-7.5ocs 1100 0.095 0.390 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 12C-0sw 2A•2ov 2A•2ov 0.091 0.340 0.340 a a a 2.58 9.62 9.62 2.34 30.36 30.36 126 0 15 111 0 0 286 0 144 260 0 455 18 0 0 18 0 0 46 0 0 42 0 0 13A•7.5ocs 2A•2ov 0.095a 0.340340 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 2A•2ov 2A•2ov 12C-Osw 0.340 0.340 0.091 a a s 0.00 0.00 2.58 0.00 0.00 2.34 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0v I---C 2A•2ov2A•2ov 0.340 0.340 s s 9.62 9.62 10.77 10.77 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0t yl 13A-7.5ocs 2A•2ov 2A-2ovd 0.095 0.340 0.580 s s s 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I--C Vy G yl 12C-0sw 2A.2ov 0.091 0.340 0.095 w w w 2.58 9.62 0.00 2.34 30.36 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 0213A•7.5ocs A-2ov 12C-Osw 0.340 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 0P 1100 16B•30ad 0.390 0.032 n 0.00 0.91 0.00 1.74 0 196 0 196 0 177 0 340 0 48 0 48 0 43 0 82C F 2OP-191 0.050 1.41 0.71 0 0 0 0 11 11 16 8 F 22A-tpl 0.969 0.00 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 42 19 Envelope loss/gain 1038 14M 221 219 12 a) Infiltration 497 157 124 39 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants ® 230 0 0 0 0 Appliances/other of 0 Subtotal (lines 6 to 13) 1 1535 1591 3451 259 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1535 1591 345 259 15 Duct bads 469/6 64% 707 1020 460/4 64% 159 166 Total room load 2242 2611 504 425 Air required (cfm) 1 138 127 31 21 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. AM wrightsoft' 2017-Feb-21 08:48:54 Right•Suite® Universal 2017 17.0.16 RSU24011 Page 11 Iingion8GRN1Lotl48ThombrookeDarlingionSGRN.rup Calc = M,18 House laces: N DEL -AIR r.uM! - of ooiorror o Right-J® Worksheet ahu 2 DEL -AIR HEATING & AIR PqNDITIO NINC 531 CODISCO WAY, SANFORD, FL 327hone: 407• 2665 ax: 407-333.3853 Web: WWW.DEL-AIR.COM Job: Lotl48ThornbrookeDarlingt... 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 It heat/cool 4 5 Room dimensions Room area 13. 0 x 11.0 11 143. 0 It2 11. 5 x 11.0 It 126. 5 It2 Ty Corstruction U-value Or HTM Area (III Load Area (III Load number BtuW1l2••F) at III or perimeter (11) atuh) or perimeter (It) Btuh) Heat Cool Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 12C.Osw 0.091 n 2.58 2.34 99 84 216 197 0 0 0 0 2A- 2ov 0.340 n 9.62 10.58 15 0 144 159 0 0 0 0 W 13A-7.5ocs 0.095 n 0.00 0.00 0 0 0 0 0 0 0 0 13A• 7.5ocs 0.095 no 0.00 0.00 0 0 0 0 0 0 0 0 I' ll 11 DO 0.390 nB 0.00 0.00 0 0 0 0 0 0 0 0 Vjl IL--- ff 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 2A• 2Dv 0.340 a 9.62 30.36 0 0 0 0 0 0 0 0 yl 13A•7.5ocs 0. a 0.00 0.00 0 0 0 0 0 0 0 0 2A• 2ov 0.340340 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 2A• 2ov 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 12C- Osw 0.091 s 2.58 Z34 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 2A• 2ov 0.340 s 9.62 10.77 0 0 0 0 0 0 0 0 yl 13A•7.5ocs 0.095 s 0.00 0.00 0 0 0 0 0 0 0 0 lC 2A-2ov 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 2A• 2Dvd 0.580 s 0.00 0.00 0 0 0 0 0 0 0 0 yy Y- C 12C- Osw 2A• 2DV 0. 091 0. 340 w w 2. 58 9. 62 2. 34 30. 36 117 0 117 0 301 0 274 0 104 30 74 0 189 289 172 911 13A• 7.5ocs 0.095 w 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2ov 12C- Osw 0. 340 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 PL- O IIDO 0.390 n 0.00 0.00 0 0 0 0 0 0 0 0 C 168. 30ad 0.032 0.91 1.74 143 143 130 248 127 127 115 220 F 20P- 191 0.050 1.41 0.71 1 1 2 1 0 0 0 0 F 22A• tpl 0.989 0.00 0.00 0 0 0 0 0 0 0 0 61 c) AED excursion 1-691 1 407 Envelope loss/ on 793 810 593 1710 12 a) Infiltration 426 135 204 65 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) 1219 M1 796 1775 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1219 945 796 1775 15 Duct bads 1 46% 641/6 561606 461/6 64% 3671 1139 Total room bad 1780 1551 1163 2913 Air required ( clm) 110 75 72 141 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Alm WrightSOft' Right•Suite® Universal 2017 17 0 16 RSU24011 2017 FeD 21 0 a0e 12IingionBGRN\Lot148ThombrookeDarlingtonBGRN. rup Cale . MJ8 House laces. N QEL-AIR t ow • M 000l..o Right-J® Worksheet ahu 2 DEL -AIR HEATING & AIR C9NDITIQ N119531CODISCOWAY, SANFORD, FL 32771 hone: 407.3 26 ax: 407-333.3853 Web. WWW DEL-AIR.COM Job: Lot148ThombrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name bonus stairs 2 Exposed wall 35.0 It 3.5 If 3 Room height 9.0 It heat/cool 9.0 It heat/cool 4 5 Room dimensions Room area 20.5 x 14.5 It 297.3 W 1.0 x 311.3 It 311.3 It2 Ty Construction U-value Or HTM Area (III Load Area (III Load BfuWft2-*F) a[ It2) or perimeter (It) Btuh) I or perimeter (It) Btuh) Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 VL_f 12C-0sw 2A•2ov 13A-7.5ocs 0.091 0.340 0.095 n n n 2.58 9.62 0.00 Z34 10.58 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 0W If yI D 13A•7.5ocs 11 DO 0.095 0.390 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 I- ( I--C 12C-0sw 2A.2ov 2A-2ov 0.091 0.340 0.340 a a a 2.58 9.62 9.62 234 30.36 30.36 0 0 0 0 0 0 0 0 0 0 0 0 32 0 0 32 0 0 81 0 0 74 0 0 Vy l 13A-7.5ocs 2A-2ov 0.095 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 2A-2ov 2A-2ov 12C-Osw 0.340 0.340 0.091 a a s 0.00 0.00 2.58 0.00 0.00 2.34 0 0 131 0 0 91 0 0 233 0 0 212 0 0 0 0 0 0 0 0 0 0 0 0 LLL------2 2A-2Dv 2A•2ov 0.340 0.340 s s 9.62 9.62 10.77 10.77 0 40 0 35 0 385 0 431 0 0 0 0 0 0 0 0 VjJ I--( I =2 13A•7.5ocs 2A-2ov 2A•2ovd 0.095 0.340 0.580 s s s 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 Vy YLC yI 12C-0sw 2A-2ov 13A-7 5ocs 0.091 0.340 0.095 w w w 2.58 9.62 0.00 2.34 30.36 0.00 185 0 0 185 0 0 475 0 0 432 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2A-2Dv 12C-Osw 0.340 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 L-6 P L-D 11 D0 168-30ad 0.390 0.032 n 0.00 0.91 0.00 1.74 0 297 0 297 0 269 0 516 0 311 0 311 0 282 0 540C F 2OP-191 0.050 1.41 0.71 0 0 0 0 0 0 0 0 F 22A-tpi 0.989 0.00 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 157 43 Envelope loss/gain 1362 1434 363 571 12 a) Infiltration 621 197 62 20 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 1200 0 Subtotal (lines 6 to 13) 11983 2831 425 591 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1983 2831 425 591 151 uct bads 1 46%i 64% 914 1816 46% 64% 196 379 Total room load I 2897 4647 621 970 Air required (dm) 1 1 179 226 1 38 47 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft- 2017-Feb-21 08:48 54 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 13 lingtonBGRN\Lo1148ThombrookeDarlingtonl3GRN rup Calc - M.18 House faces: N 1' DEL -AIR Duct System Summary Job: Lot IWhom brookeDarli... Date: 6/4/2014 tE"'° 1 *m ahu 1 By: FJF DEL- AIR,HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD. FL 32771 Phone: 407-333-2665 Fax, 407.333.3853 Web: WWW DEL -AIR COM For: Taylor Morrison External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 0. 30 in H2O 0. 06 in H2O 0. 24 in H2O 0. 120 / 0.120 in H2O 0. 148 in/100ft 840 cfm Cooling 0. 30 in H2O 0. 06 in H2O 0. 24 in H2O 0. 120 / 0.120 in H2O 0. 148 in/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 c 2305 63 109 0.164 6.0 Ox 0 VIFx 36.2 110.0 st3 dining rm c 2891 61 137 0.196 6.0 Ox 0 VIFx 27.1 95.0 SO family rm h 4319 215 167 0.183 8.0 Ox 0 VIFx 36.2 95.0 stl kitchen c 3129 147 148 0.212 7.0 Ox 0 VIFx 18.0 95.0 stl mstr bth h 1061 53 16 0.160 5.0 Ox 0 VIFx 40.3 110.0 st3 mstr rm h 4219 210 154 0.148 8.0 Ox 0 VIFx 52.0 110.0 st3 mstr we c 6 0 0 0.163 4.0 Ox 0 VIFx 37.5 110.0 st3 mstr wic c 6 0 0 0.159 4.0 Ox 0 VIFx 41.1 110.0 st3 pantry c 6 0 0 0.209 4.0 Ox0 VIFx 19.6 95.0 stl pwdr h 1121 56 33 0.199 4.0 Ox 0 VIFx 25.5 95.0 stl util c 1621 34 77 0.199 5.0 Ox 0 VIFx 25.5 95.0 SO Trunk Htg Clg Design Veloc Diam H x W Duct Name Type cfm) cfm) FR fpm) in) in) Material Trunk st3 Peak AVF 326 279 0.148 598 10.0 0 x 0 VinlFlx st1 stl Peak AVF 840 840 0.148 602 16.0 0 x 0 VinlFlx 2017- Feb-21 08 48 56 c wrightsoft' Right -Suite® Universal 2017 17.0.16 RSU24011 Page 1 IinglanOGRN\ Lotl48Thombrooke0arlingtonSGRN rup Calc - MJ8 House laces N Name Grille Size (in) Htg cfm) Clg cfm) TEL M 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 wri htsoft• 2017-Feb-2108:48:56 9 Right -Suite® Universal 2017 17.0.16 RSU24011 Pape 2 A...IingionSGRN\Lo1148Thornbrooke0arhngionBGRN.rup Calc a MJ8 House faces: N DEL -AIR Duct System Summary HUMO-V"00111111111MM 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 Job: Lotl48ThombrookeDadi Date: 6/4/2014 By: FJF Heating Cooling External static pressure 0.30 in H2O 0.30 in H2O Pressure losses 0.06 in H2O 0.06 in H2O Available static pressure 0.24 in H2O 0.24 in H2O Supply / return available pressure 0.120 / 0.120 in H2O 0.120 / 0.120 in H2O Lowest friction rate 0.202 in/100ft 0.202 in/100ft Actual air flow 840 cfm 840 cfm Total effective length (TEL) 119 ft Name Design Btuh) Htg cfm) Clg cfm) Design FR Diam in) H x W in) Duct Matt Actual Ln (ft) Ftg.Egv Ln (ft) Trunk bonus c 2323 89 113 0.274 6.0 Ox 0 VIFx 17.5 70.0 bonus -A c 2323 89 113 0.286 6.0 Ox 0 VIFx 14.0 70.0 bih 2 c 877 41 43 0.318 4.0 Ox 0 VIFx 5.5 70.0 bih 3 h 779 48 32 0.311 4.0 Ox 0 VIFx 7.1 70.0 loft c 2913 72 141 0.203 7.0 Ox 0 VIFx 33.0 85.0 st2 nn 2 h 2967 183 129 0.270 7.0 Ox 0 VIFx 18.8 70.0 rm 3 h 1780 110 75 0.206 6.0 Ox 0 VIFx 31.5 85.0 st2 rm 3 wic h 504 31 21 0.202 4.0 Ox 0 VIFx 33.7 85.0 st2 rm 4 h 2242 138 127 0.281 7.0 Ox 0 VIFx 15.5 70.0 stairs c 970 38 47 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 213 237 0.202 537 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 Wri hftsoft' 2017-Feb-2108:48:56 9 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 3 IingtonBGRN1Lotl48ThombrookeDarlingtonBGRN.rup Calc - MJ8 House faces: N FORM R405-2014 TABLE 402.4.1. AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot148ThombrookeDariingtonBGRN Builder Name: Taylor Morrison Street: Permit Office: City, State, tip: 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 2/20/2017 4:23 PM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 RESIDENTIAL ENERGY CONSERVATION CODE DOCUMENTATION CHECKLIST Florida Department of Business and Professional Regulation Simulated Performance Alternative (Performance) Method Applications for compliance with the 2014 Florida Building Code, Energy Conservation via the residential Simulated Performance method shall include This checklist A Form R405 report that documents that the Proposed Design complies with Section R405.3 of the Florida Energy Code. This form shall include a summary page indicating home address, a -ratio and the pass or fail status along with summary areas and types of components, whether the home was simulated as a worst -case orientation, name and version of the compliance software tool, name of individual completing the compliance report (1 page) and an input summary checklist that can be used for field verification (usually 4 pages/may be greater). Energy Performance Level (EPL) Display Card (one page) Mandatory Requirements(three pages) Required prior to CO for the Performance Method: Air Barrier and Insulation Inspection Component Criteria checklist (Table R402.4.1.1 - one page) A completed Envelope Leakage Test Report(usually one page) If Form R405 duct leakage type indicates anything other than default leakage", then a completed Form R405 Duct Leakage Test Report (usually one page) EnergyGauge® - USRCSB v5.1 2/20/2017 4:23:14 PM Page 1 of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Lot 148ThornbrookeDarlingtonBGRN Builder Name: Taylor Morrison Street: Permit Office: City, State, Zip: FL, Permit Number: Design Location: FL, Orlando Jurisdiction: 691500 Cond. Floor Area:: 2881 sq.ft. Cond. Volume: 26369 cu ft. Envelope Leakage Test Results Regression Data: C n: R: Single or Multi Point Test Data HOUSE PRESSURE FLOW: Leakage Characteristics CFM(50): ELA: EgLA: ACH: ACH(50): SLA: R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved 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: VRESTgrF rs X 2/20/2017 4:23 PM EnergyGaugeO USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 Florida Department of Business and Professional Regulations Residential Whole Building Performance and Prescriptive Methods ADDRESS: Permit Number: FL. MANDATORY REQUIREMENTS See individual code sections for full details. 0 401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law Section 553.9085, Florida Statues] requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings. The EPL display cans contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit. The building official shall verify that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate compliance for the building. A copy of the EPL display card can be found in Appendix C. 0 R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.1 through R402.4.4. O R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. R402.4.1.1 Installation. The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance with the manufacturer's instructions and the criteria listed in Table 402.4.1.1. as applicable to the method of construction. Where required by the code official, an approved 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, 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. O R402.4.2 Fireplaces. New wood-buming fireplaces shall have tight -fining 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. 0 R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. 0 R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load. 0 R403.2.2 Sealing (Mandatory)kll ducts, air handlers, and filter boxes and building cavities that forth the primary air containment passageways for air distribution systems shall be considered ducts and plenum chambers, shall be constructed and sealed in accordance with Section C403.2.7.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria by post -construction or rough -in testing below. Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by either an energy rater certified in accordance with Section 553.99, Florida Statutes, or as authorized by Florida Statutes, to be "substantially leak free" by either of the following: 1. Post -construction test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. All register boots shall be taped or otherwise sealed during the test. Rough -in test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25Pa) across the system, including the manufacturer's air handler enclosure. All registers shall be taped or otherwise sealed during the test. If the air handler is not installed at the time of the test, total leakage shall be less than or equal to 3 cfm 85 Umin) per 100 square feet (9.29 m2) of conditioned floor area Exceptions: The total leakage test is not required for ducts and air handlers located entirely within the building envelope. 2. Duct testing is not mandatory for buildings complying by Section R405 of this code. 2/20/2017 4:23 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 1 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) R403.2.3 Building Cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. O R403.3 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carving fluids above 105•F (41•C) or below 55•F (13•C) shall be insulated to a minimum of R-3.. R403.3.1 Protection of piping insulation. O R403.4.1 Circulating hot water systems (Mandatory). Circulating hot water systems shall be provided with an automatic or readily accessible manual switch that can turn off the hot-water circulating pump when the system is not in use. O R403.4.3 Heat traps (Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a downward and upward bend of at least 3 Y2 inches (89 mm) in the hot water distribution line and cold water line located as close as possible to the storage tank. O R403.4.4 Water heater efficiencies (Mandatory). O 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. O R403.4.4.2 Water heating equipment. Water heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water heating category. Solar water heaters shall met the criteria Section R403.4 4.2.1. R403.4.4.2.1 Solar water heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors, and SRCC Standard TMA , Solar Domestic Hot Water System and Component Test Protocol, Collectors in installed solar water heating systems should meet the following criteria: 1. Be installed with atilt angle between 10 degrees and 40 degrees of the horizontal; and 2. Be installed at an orientation within 45 degrees of true south. p R403.5 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the Florida Building Code, Residential or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. p R403.6 Heating and cooling equipment (Mandatory). The following sections are mandatory for cooling and heating equipment. O R403.6.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1. This code does not allow designer safety factors, provisions for future expansion or other factors which affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. R403.6.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load, but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.6, or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the equipment shall not be less than the calculated latent load. 2/20/2017 4:23 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 2 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) O R403.6.1.1 Cooling equipment capacity. (continued) The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacture's expanded performance data shall be used to select cooling -only equipment. This selection shall be used to select cooling -only equipment This selection shall be based on the outdoor design dry bulb temperature for the load calculation (or entering water temperature for water -source equipment), the blower cfm provided by the expanded performance data, the design value for entering wet bulb temperature and the design value for entering dry bulb temperature. Design values for entering wet bulb and dry bulb temperature shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space. Exceptions: 1. Attached single- and multi -family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. 2. When signed and sealed by a Florida -registered engineer, in attached single- and multi -family units, the capacity of equipment may be sized in accordance with good design practice. O R403.6.1.2 Heating equipment capacity R403.6.1.2.1 Heat pumps. Heat pumps sizing shall be based on the cooling requirements as calculated according to Section R403.6.1.1 and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load. R403.6.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.6.1. R403.6.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric bumers 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. O 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. 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 oilfired 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 2 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 verity procedure compliance Geothermal swimming pool heat pumps are not required to meet this standard. O R403.9.2 Time switches. Time switches or other control method that can automatically turn off and on heaters and pumps according to a preset schedule shall be installed on all heaters and pumps. Heaters, pumps and motors that have built in timers shall be deemed in compliance with this equipment. Exceptions: 1. Where public health standards require 24-hour pump operations. 2. Where pumps are required to operate solar- and waste -heat -recovery pool heating systems. 3. Where pumps are powered exclusively from on -site renewable generation. O R403.9.3 Covers. Heated swimming pools and inground permanently installed spas shall be equipped with a vapor -retardant cover on or at the water surface or a liquid cover or other means proven to reduce 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 O R405.2 Performance ONLY. All ducts not entirely inside the building thermal envelope shall be insulated to a minimum of R-6. O R405.2.1 Performance ONLY. Ceilings shall have minimum insulation of R-19. Where single assemby of the exposed deck and beam type or concrete deck roofs do not have sufficent space, R-10 is allowed. 2/20/2017 4:23 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Cam Page 3 of 3 nuAFf I I Y-4' H.T. MT. I a:\9R oett alaw jrot 16x16 rag 16x16 rag 42X42 A/C SLABo TMA r(;rJ4Y-s• MT ctr14x8 lw BY BLDR MIN< 2' FROM WALL F----1 r--- I btlD I I btlD 2.0 TON V/5KV @240V 1PH 18x10 plea platform by bid r 8scale1/8'=1'0' 155 Transfer ducts/grilles sized In compliance with Florida Residential Building Code - M1602.4 Balanced Return Air, exceptions 1-3. Builder must provide unrestricted 1 Inch under rcut on doors to habitable 1 rooms, r ix N7 orw II II II FAWY ROOM I ra-s.rs-o' 14xe sw I D G Y-s• MT nF. 165 Y-• T cm I I 135 II lox I I C3II 6' II TOOTS I I WMLL MaITAi fTyN i I (OItR/IIfJJ rN(tl ll 6101 I ra 80An I T st nnwwne a I as I I I lid F= I as wMK= 9+ I1 c dY F I wte r--------- almomm0 I I I IIOdOqNN 1 I I — 12x6 1wc5d I Y-a• MT a.a Nl4Q I aNu I i Illl GARAGE I I 1 I tY-o•a I 18'xl2' i 11 Y-+' m.T. T. MTMT. U V I I Ni71 NWG L-J jam I I VW V4 0113 O I ROORAIN 7 I 4 Sam W"N V, o p IL--------' RMA11M.. 4 lox lwcd 12 ap 11q D 6' 18x rag M.8A1H 4 o•-e' 5' 4 wC Tul 10' I I w 15 r x4' LTt: M aplttauu WISH x I Itl 175 Hat Tep TL MMK49N T1. ONV6t 'ILL tld RT71 twelllaale 3' bath duct to wall cap w/fan tone 696RNB TYPICAL MASONRY WINDOW SQiEDULE WINDOW WIDTHS w, I rr 1 31• • WINDOW CALL-01lTS QSM tR3ISM DSM 3TsM ru 3s' D sM 14133514 2359 3359 gSIP 1114 113454 14 5M 315M Z 63' 6 SM 10 * 5M S sM * 5M 3 4' am_ W * 5M 16 SM 1 36 5M 7 r GG VSWT MAS W OFT3M FOR ALL WU 01UWI510 NO NSTHIATKN MAT YAR( FM KWACPM *V 6FIEM411M Z FACER TOFIAORRMFOR M112OFW= tLED ( SNJE W&SR C SM- CK OR FDED CS. Ad• FW II ENTRY Y- s• m.T. MT. ynlslrR, vE , IOMITitte I rat 3' bath duct to wall cap fan Nutone 696RNB g rot e ocwar NSrolrwnNrNln ae\ esr f gNQ OMidt Must have a minimum clearance of 4 Inches around the air handler per the State Energy code. All duct has an r=6 Insulation value. v ON\ O C5 V A L g s mAATiI ON1Ellb1O N111C l. F21 0 m U Q O N Ln V) D Z a Pq Z 0 0- p I -- I L J Z Y o a HATCHING LEGEi1D a o X r7 M y0a/ VWMa —I J - J Q MAN HOOK U61 $F. UPPER FLOOR 14W SF. Q I— Q Q a = TOTAL LTVWs 18BI $F. A —J p L L_ Z LANENTITRatit . TOTAL 0 N m MAIN FLOOR P TES UJ > j a m O _ I O 5 CO CL -J cn Z a Q D-' 0 0 aab W-re GWGE RIGHT ueerec. ecveno(aat A9Y'd li41 QlRT W 1 F9! IEC-101811i Gl aau TYPICAL WOOD FRAME WINDOW SCHEDULE WINDOW WIDTHS 3a T4• 36• 4e• WNDOW CALL-0lTTS 30• CIS F& WO M 3M F& 4M F& 24, ON F& MO F& 30T0 F& 4010 F& g36• WO SH VV 54 3030 W 4030 SH Z 45• g 00 511 W 54 3010 54 4W SW 3 W5H WSH MO5H 400SM 9V. 1 00 SH 1 MOEN I 3050 $41 4NO 54 ac. YERfT MW CK WCA FOR ALL MOM' , aW00 510 dIC l5TAL1ATM VATYAW Flat MWACPJV NO STOICf6 4n ZREFFJt TO FLOOR RA* FOR STILE CF IIINXIII UW (%W 064%C4WW- CK.OR FM aA56- W Transfer ducts/ grilles sized In compliance with Florida Residential Building Code - M1602.4 Balanced Return Air, exceptions 1-3. Builder must provide unrestricted 1 Inch undercut on doors to habitable 2.0 TON V/5KV E240V 1PH 18x10 pten platform by zz bldr scale 1/ 8'=1'O' Must have a minimum clearance of 4 Inches around the air handler per the State Energy code. All duct has an r=6 Insulation value. v C) Ns\ 06 0Nap to S Z O C) L V) a L J Z Y p 0L3ODZ CD O1.. Z( U QQ~a= Q J ~ 0 L.L- Rating Z O } N m W > Z Z o iu O Q O: Q cr mCLJ(n00 k DESCRIPTION AS FURNISHED: Lot 148. THORNBROOKE PHASE 4, as recorded in Plot Book 81, Pages 70 thru 71, Public Records of Seminole County, Florida. PLOT PLAN FOR/CERTIFIED TO: Taylor Morrison of Florida, Inc. RECORD COPY NARCISSUS AVENUE (R/W VARIES) N 89°58' 38" E,? 40.00 rm 10' LANDSCAPE, WALL, FENCE ESMT: p1 19.80' 19.80' ee 5.14, LOT 148 — — — 5 14' 3.O X3.0' AC (2-TYP.) 5.00' 15.75.00' COVERED of PATIO 14. 3 LOT 148 M W W PROPOSED RESIDENCE v 04 L O MODEL: DARLINGTON- CLASSIC- 8 Cq J Q O 2 CAR GARAGE RIGHT N O vLOT 149 CV OQO O ' CO 5.00' S.0' Sco ENTRY 5. 00' 8.7' 0 O 21. 3' 5. 00' 16' ORIW 25. 20 5.20' a 10' UTIL. ESMT. DATA— .- ( PC) 6120NIN5' CONC. WALK 3' FLARES . N O CAL ULATIONS: r' toconstructSingleFamilyhomewithsetbacksand'UR 9yr, LOT 4,467 SO.FT. impervious area shown on plan. B•) N 89°58' 38" E GARAGE -'ass 7 so:FT. 40. 00' 139 SOXT. LANAIBREEZEWAY- N/A SO.FT. RED ROSE LANE DRIVEWAY - 403 SOFT. A/ C PAD - 18 SO.FT. p 50' R/W) .TRACT I WALKWAY - 70 SOFT. 0- y` IMPERVIOUS- 54.6 Z UTILITY do ACCESS R - 2.623 SOFT. 9 SOD - 2177 SOFT 1 N PROPOSED - FINISHED SPOT GRADE ELEVATION 440 APRON - 110 SOFT. NISHEDSOFT. PERDRAINAGEPLANSBUILDINGSMACKS, "PLOT PLAN ONLY* SIDEWALK - 200 SO T. PROPOSED DRAINAGE FLOW FRONT - 25' (NOT A SURVEY) SOD - 130 SOFT. LOT GRADING TYPE A PROPOSED F.F. PER PLANS - 25.0' REAR - 15' PROPOSED INFORMATION SHOWN AREA - SIDE - 5.0' 5,240 BASED SOFT. PROPOSED GRADE PER CONSTRUCTION PLAN ++ SIDE CORNER - 10' ON SUPPLIED PLAN DRIVEWAY- 513 ANDIORPERSIDEWALK - 270 STfi•LC77ONS SO. FT. NO OS 7 SO.FT. CRUS"E'NMEYETR- SCOTT & ASSOC, INC. - LAND SIURVEYORS LEGEND - LEGCILD - P PLAT 04L POINT ON LILAC 5400 E. COLONIAL DR. ORLANDO. FL. 32807 (407)-277-3232 FAX (407)-658-1436 r MOTV. TYPICAL IP. UIOI rIPE PR. 0 . POINT K RCVERSC CURVATUkC IRON ROD Pj=RAD. • POUR COPWND CURVATURENOTES I. IW W/ DOMCMED DOES Now Cowr 1NAr T105 SURVEY NEETS OIE srmaAR05 or PRACTCE SEr mm BY INE ILOomm OOARO OF e SE CONCRETE LI 4" NA0. • RADIAL SET LR. . IZ' IR •/ RlD Qfi NA PRp MMOW' SURVEIORS AND " APPERS IN CHAPTER W-17 FLORIOL AW10TIPAW CODE PURSYAM W SECTION 472.027 FLOR101 snncs 2. U10ES9 OIDOSSED LTRII SURVEYOR'S SP mnw AND OMMUM RAISED SCAL 1HI3 SURVEY MAP OR COPIES ARE NOT V%LIO. VIINEAOAL POINT ROC. - RCCOVCRCOCWP.AL • CALCULATED PAL • OINt KGONING CAIc • CALCI4AT[D 3 TUTS SURKY WAS PREPARED FROM MLE WORAMTION FURNISHED 10 INC SURVEYOR. MERE MAY BE OrkW RESIIWC11ONS OR EASEiIEM3 11Mr AFFECr 1105 PROPER/Y. rMC. . POW Or COMCKCNaR PXX • PCRMANCNT RErERO CE NO UKEHT t rr. rINISWO 4. MO UNDOMOUND Ad"" DM HAVE OUN LOCATED WOM OTHERWISE SNOWN. CEMLRLDE • rLOaR EL,CVATIOI NAIL L DISK LTJM • SETBACK L116 0. 11115 SURVEY IS PREPARED FOR INC SOLE BENEFIT of 1NOSE CERTIFIED TO AND SHOULD Nor BE REM UPON Yr ANY onto? EMrrr R/ R/V . $-VAT LN. DASCIDIAWC KNBUILDING K4 0. DOIEMIONS910RNFOR THE LOCAWN Or 01PROWN&M HEREON SHOULD Nor BE USED M REMN-M= &KNOW LINE& CASERUGH CDRAIK . DRAI DADA . 9ASCEAROG7. DEARO10S. ARE BASED ASSUMED aLTLAI AND ON OIE LIVE SHOWN AS 844E DEAAM (BABL) urn. UTILITY 0. 0" ATIOn Or SNOWARE allW ON 941101WL GEOOQIC DAIUAI OF 1929. UNLESS OTNaMW MW CLfc • CHAIN LINK Fa1CC 9. CERRFTd?r Or AUD40MUTIDN No. 4500. VDrc • WOOD roce C/R • CO CRCTC BLOCK P.C. • POINT Or CURVATURE SCALE Imo- 1' 20'— DRAWN BY:P. P.T. • PONT OF TANGDACY DESC. • DESCRIPTION CERnnED ar DATE ORDER No. R • RADIUS L • ARC LENGTH D • DELTA PLOT PLAN 02- 28-17 780-17 C • CHORD REVISED PLOT PLAN 05-31-17 C.S. - aNmLO BLARING NORTH THIS BUILDING/PROPOW DOES. NOT UE WMIIN THE MASUSHED 100 YELR FLOOD PLANE AS PER 'RRAI' T X GRUSENJCVM. R.L.S. / 4714 ZONE X' MAP l 12117E 0055 F. W SCOTT. R.LS• l 4801 t Cn TAYLOR MORRISON coo THORNBROOKE S.F. O c pHOUSE TYPE: OARLINTON z a LOT 140 FIRST FLOOR 40k; i jx I IQ 3" s4ac-tt Front X'd Floor ot AA41 3° wto a E N N f Al3" I aµ v Paw ctc 134j1 1 vi 5 TAYLOR MORRISON THORNBROOKE S.F. HOUSE TYPE: DARLINTON LOT 1 4t SECOND FLOOR From a.^d fo Z 1-t F(oo r Lad m RECORD COPY i Eta uaae'LVZaai,Jna. 2153 Premier Row Orlando, FL 32809 407- 812-1822 Fax 407-812-7171 LOAD CALCULATIONS ONE FAMILY DWELLING WITH HEAT PUMP NEC CODE #D2 0) BUILDER TAYLOR MORRISON HOUSE PLAN DARLINGTON 2585 SOFT GENERAL LIGHTING X 3 VA PER SO FT 7755 VA 2 20 AMP APPLIANCE CIRCUIT AT 1500 VA EA 3000 VA 1 LAUNDRY CIRCUIT AT 1500 VA 1 RANGE AT NAME PLATE RATING OR COOKTOP AND OVEN 12000 VA 1 WATER HEATER 4500 VA 1 DISHWASHER 1200 VA 1 CLOTHES DRYER 5000 VA 1 DISPOSAL (1/3 HP) 246 VA VA VA SUBTOTAL OF GENERAL LOAD 35201 VA FIRST 10 KVA OF GENERAL LOAD AT 100% 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 ISO AMP SERVICE SANF ORDh ( I PAR 2 7 r • Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® RECORD COPY RE: TBO148 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Tampa, FL 33610-4115 Customer Info: Taylor Morrison Project Name: T130148 Model: Darlington Lot/Block: 148 Subdivision: Thornbrooke Address: City: Sanford State: Florida Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 139 mph Roof Load: 40.0 psf Floor Load: 55.0 psf This package includes 58 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# I Truss Name I Date I No. I Seal# I Truss Name Date 1 I T10551802 1 CO 3/1/17 118 1 T105518191 F15 3/1/17 12 1 T10551803 I CO2 1 3/1/17 119 I T10551820 I F16 13/1/17 13 I T105518041 CO3 1 3/1/17 120 I T10551821 I F17 1 3/1/17 4 IT105518051FOl 3/1/17 121 1 T10551822 1 HR01 3/1/17 I 5 IT10551806IF02 3/1/17 122 1 T10551823 HR02 3/1/17 I 6 IT10551807IF03 3/1/17 123 1 T10551824 1 HR03 3/1/17 7 IT10551808IF04 3/1/17 124 1 T10551825 HR05 3/1/17 18 I T10551809 I F05 1 3/1/17 125 I T10551826 I J01 1 3/1/17 I 19 I T10551810 I F06 1 3/1/17 126 I T10551827 I J02 1 3/1/17 I 10 IT10551811IF07 3/1/17 127 IT10551828IJ03 3/1/17 11 IT105518121F08 3/1/17 128 IT10551829IJ04 3/1/17 1 12 1 T10551813 F09 3/1/17 129 IT10551830IJ05 3/1/17 13 IT105518141FIO 3/1/17 130 IT10551831IJ06 3/1/17 114 I T105518151 FI l 1 3/1/17 131 I T10551832 J07 1 3/1/17 15 IT10551816IF12 3/1/17 132 IT10551833IJ08 3/1/17 16 IT10551817IF13 3/1/17 133 IT10551834IJ09 3/1/17 17 IT10551818IF14 3/1/17 134 IT10551835IJ10 3/1/17 I The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource - Plant City. Truss Design Engineer's Name: Lee, Julius My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/rPI 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. SVLIUS• OFF i N 3486 2 = S ATE F c OR1 P\2` Julius Lee PE No.34869 Mrrek USA, Inc. FL Cott 66M 6904 Pa b East Blvd. Tampa FL 33610 Date: Lee, Julius March 1,2017 1 of 2 RE: TBO148 - Site Information: Customer Info: Taylor Morrison Project Name: TBO148 Model: Darlington Lot/Block: 148 Subdivision: Thornbrooke Address: City: Sanford State: Florida No. Seal# Truss Name I Date 35 T10551836 J11 3/1/17 36 T10551837 J12 3/1/17 137 I T10551638 I J20 1 3/1 /17 1 138 I T10551839 I J21 1 3/1 /17 1 139 I T10551840 I R01 1 3/1 /17 140 1 T10551841 1 R02 1 3/1/17 1 141 1T10551842I R03 1 3/1/17 142 1 T1 0551843 1 R04 1 3/1/17 143 1 T1 0551844 1 R05 1 3/1/17 144 1 T105518451 R07 1 3/1/17 1 45 1T105518461 R08 1 3/1/17 1 146 1T105518471 R09 1 3/1/17 1 47 1 T10551848 1 R10 3/1/17 48 1 T1 05518491 R11 3/1/17 49 1 TI 05518501 R12 3/1/17 50 1 T1 05518511 R13 3/1/17 51 1 T1 0551852 1 R16 1 3/1/17 1 152 1 T 105518531 R 17 1 3/1 /17 1 53 1 T10551854 1 R18 13/1/17 1 54 T10551855 R19 3/1/17 55 T10551856 RF01 3/1/17 56 1 T1 05518571 RF02 3/1/17 57 IT105518581VOl 3/1/17 58 1 T10551859 1 V02 3/1/17 2of2 Job russ Truss Type ' ty, ply TIOSSIS02 780148 C.01 GABLE 1 1 739766001 Job Reference (optional) ounvsw rvawua:e. iv ryv. rem a.uy, r,wnw a.wwv om 1 2 28 27 26 25 3 4 ID:Zl7yacft3rgtSyObDEG68uzOUt6-aL6yaLvFAKmO?TgM4 O kY6ij N4kS6M8TJgBzfFlO 0148 Scale = 1:25.5 3X3 = 5 6 7 a 9 10 11 24 23 22 21 20 19 to 17 16 3x3 = 12 13 30 4ap 29 15 14 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) rVa n/a 999 MT20 244/190 TCOL 10.0 Lumber DOL 1.00 BC 0.01 Ven(rL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) -0.00 17 n/a n/a BCDL 5.0 Code FBC2014f rP12007 (Matrix) Weight: 79 lb Fr = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 10.0.0 oc pudins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. OTHERS 2x4 SP No.3(ffat) REACTIONS. All bearings 15-6-8. lb) - Max Grav All reactions 250 lb or less at joint(s) 26, 14, 25, 24, 23, 22, 21, 20, 19, 18, 17, 16, 15 FORCES. (lb) - Max. Comp./Max. 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)'Seml-rigid pitchbreaks with fixed heels' Member and 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 T) nails. Strongbacks 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." A WARNWO - Varlfy dadQn parameters and READ NOTES ON THIS AND INCLUDED IIITEK REFERANCE PACE MD7473 rev. IA&Ai2015 BEFORE USE Design valid tot use only Win Mllok®connoclom Ms de"i Is bawd only upon paamefors shown. and Is for an IndlNWtal txdc lnp component, not a huss sysfan. Befae use. Ina, Ixddng designer must verify Ito oiNAlcotAlly of dosign paanetors a cJ Ixoforly klcogototo mS design Into Ine ovotall bradng design. flracing hltllcotod is to rxrck of trrtlNklud Inns web and/a chord members only. Additional lemrotaty and pormalenl Ixacklg Welk' ptovenl ft b dways rood fa sktAlly and to rxovonl collapse with posltblexe pwsorvJ tVray and properly Mintage. For genera grldalco rogadrlg the lab wflon, staago. deltvefy. orocllon a1C1 bracing of tnrssos and tuns systems. weANSVM I Quality Criteria, OSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avCDable from truss Ralo kWlkde. 218 N. Lee Sheet. Srlle 312. Aloxavlrks VA 22314. Tanga. FL 33610 Job rWS Truss Type oty ply T1055t803 T80148 CO2 Floor Truss 1 1 739768002 Job Reference (optional) ou„u•,• ru•,ann,.e. ,u„Vu. rw,,, —Y. r,u,wu — Ofi 1 2 3 4 1 I 18 0 17 r ID:217yacf13rgf5yObDEG68uz0Uf6-aL6yaLvFAtt; ?TgMTOU NiJ.ipL kTDM8TJgBzIFtO Scate - 1:17.0 5 6 7 a 16 15 14 13 12 11 10 9 LOADING (psf) SPACING- 2-0-0 CSI. OEFL. in (loc) Well Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Ven(LL) n/a n/a 999 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Ven(TL) n/a We 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(rL) 0.00 9 n/a rVa BCDL 5.0 Code FBC2014/rP12007 Matrix) PLATES GRIP MT20 2"/190 Weight: 45 lb FT = 20%F, 11ISE LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except SOT CHORD 2x4 SP No.2(Ilat) end verticals. WEBS 2x4 SP No.3(Ilat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 9.0.7. lb) - Max Grav All reactions 250 lb or less at )oini(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 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. 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.' Q WARNING - Vortry dedgn parnnWars and READ NOTES ON THIS AND fNCLUDED WTEK REFERANCE PAGE MA7472 rev, tag MIS BEFORE USE Doslgn vcDd to use orgy vAth Mliok® connoctors. D* desIM Is Resod orgy Won peso meters sllowrl, aril ISra on frtdvkW txdding compxent. not imatruss system. Before use. Ite txllcbg doalgret must verify the %.plicofAlty of designI:,aametots and ptoredy frlcortetate Mis design Into the overdl btldng desktn. BrackV InUlcalod Is to twckthro of IndNkWcl truss web and/ot chord members orgy. Acldllond tomr"ory ail permanent brac V WOWpoveni Is always requited for stalAny caxl to povenl colkpse with possM personcl N+y and poperty clomWo. rot goncxal QUkknce rerladfg 9e 6904 Park* East Blvd. fclxlcatlorx storage. dellvery, crocllon and txaclng of tnmes coil truss systems, soeANSI/lPl I Quality Criteria, 0$9-69 and BCSI Building Compon*nt Tonga. FL 33610Saroty, Iudormatlen ava0atAe from truss Pkrto InsBMe. 218 N. too Street. suite 312. Alexa sift VA 22314. Job cuss ruse Type y 780148 C.03 GABLE I 1 Job Reference (optional) riosslea r..—... ,..w., r®m —Y. 0148 ID:ZI7yacf13rg15yObDEG6Buz0Uf6.2XILnhwuxautcdFY06?OGIhUdY9cpBiNaoCsCdzfF 1 P Scale . 1:23.4 1 2 3 4 63x4 = 6 7 a 9 10 11 12 lap 24 23 22 21 20 19 to 3x4 = 17 16 is 14 13 1.4.0 2•a-0 a•0.0 s4-0 8d-0 8.0-0 9.4-0 10.8.0 12-0-0 13.4-0 14.2.12 t l.n 1111 1.eJh r.d/d r.e.A 1.eth t.d1h 1.d.A 1.d11 1.d.n M1tA19 Plate Offsets ()(,Y)-- 5:0.1-8,Edael.119:0-1-8,Edne) LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) We n/a 999 MT20 244/190 TCDL 10.0 Lumber OOL 1.00 SC 0.01 Ven(TL) n/a We 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(fL) •0.00 15 n/a We BCDL 5.0 Code FBC2014frP12007 Matrix) Weight: 72lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc puffins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(ffat) BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 14-2-12. Ib) - Max Grav All reactions 250lb or less at joint(s) 24, 13, 23, 22. 21, 20, 19. 18, 17, 16. 15. 14 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8) 1) All plates are 1.5x3 MT20 unless otherwise Indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 6) Recommend 2x6 slrongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3.1 Od (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 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.' Au WARNING . Vod* deekti panurwten and READ NOTES ON THIS AND INCLUDED AMK REFERANCE PAGE MD-7472 mv. faO2,20I5 BEFORE USE Design valkt for use orgy wpm MI loW connoctom M design Is based orgy upon p wa noters shown. and Is for an IndMdual txBdIng component. not S o fuss system. Belau tno, the IxBdng desIgnet must verity the aprAlcatAlly of design paunoters and Ixorxxly Incorporolo this design Into the overall txlding design. Bracing Indicated Is to pxovont buckling of Individual miss web and/or chord members only. Additional tomperay, and p wma rent txactrng MiTek' Is always roc"ed for stability and to povonl eollarm Win posst Ae perrsornd"and pxop edy darnage. For aunoral gtkkmo reduding the tabdcalbn sterago. delivery, eteclion and Wicing of pusses and tans systems weANSVIPI I Quality Criteria. OS11149 and SCSI Building Component 6904 Parka East Blvd. Safety Informaton avalic"o tan truss Rate Vsstlluto. 218 N. Lee Slreet. Solo 312. Alexandria. VA 22314. Tonga, FL 33610 Job I russ Truss Type y Ply T1055t805 780148 FO1 FLOOR TRUSS I's, 1 1,39"" Job Reference (optional) 0.1.8 H 2.6-0 1-3-0 3tr4 = 2 ID:Zl7yactf3rgi5 bD66ta0Uf6-2XILnhwuxeutcdFY069DGIhUY_4p5_NaoCs dzfF,PEG 2.3.8 3X3 = 3 4 5 2.6-0 0 " Sc e . 26.0 3x3 = 3u4 = 6 7 6 30 = 3x3 = 30 = 30 = 30 = 3X4 = 156.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.67 Vert(LL) -0.15 12.13 >999 360 MT20 2"/190 TCDL 10.0 Lumber DOL 1.00 BC 0.75 Vert(TL) -0.20 12.13 >925 240 BCLL 0.0 Rep Stress Incr YES WB 0.40 Horz(rL) 0.04 9 n/a We BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 82 lb FT = 20%F, I I%E LUMBER- BRACING - TOP CHORD 20 SP No.2(Ilat) TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc pudins, except SOT CHORD 20 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (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=0/539, 3.13=-490/0, 3-12=0/502, 4.12=-293/O 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 3.1 Od (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING - Vedly design pan meters and REAO NOTES ON THIS AND INCLUDED MHEK REFERANCE PAGE MD-7472 tev. 141163/101S BEFORE USE Design Volkt lot use orgy with Mllek® convectors. lags deslf;l is based only upon parameters shown. and is lot an Individual bulldlrtg component. rat a itttss system. Below uso. Its "ding doskmi must very, One a111lk:a1Aty of dc--AW pxaameters and ptopxxly, Incogwralo this design Into the, ovotall txAdtng design. Bracing Indicatod Is to Ixsclding of Individual truss web and/ot chord memtxxs only. Additional temporary and peananont txocVQ M!Tek' fxevent is always nedp8otl lot slatAy and to rxevenl collcVw with possible, personal tVtey and popery durnago. rq goretai gtldanco te"ciing mo 6904 Parke Easl Blvd. IaUrlcall m. storago. Wlvoty. orocilon and txacUq of trues and Truss systoms. seeANSVIPI I Dually Criteria. OSR-89 and SCSI Building Component Tamps. FL 33610SafetyInlormallonavallotlogramItrgPlatedtsllhde. 218 N. Leo Stroot. Sulto 312. Alerandrkt VA 22314. Job Truss Trusts Type oty ply T10551806 T80148 F02 FLOOR TRUSS I4 1 739768004 Job Reference (optional) auxaeta rnalaource, ranpa, rmnr t,ny, ranaa auoo 0.1.8 I t i 2--0 1 1.3-0 1.SX3 II 1.Sx3 = 1.5x3 = 30 = 1 2 10:z17 acfi3r f5 OEG668uz0Uf6-W O'91xWixOkEn qka WS zDXY 4YYIW S k4zfFiOY9YObIIQPPYLPYO 1.11-12 3x3 = 1.5x3 II 1.50 It 3x3 = 3 4 5 6 26o olire edl6- jj 1:26.3 1.5x3 II 30 = 1.Sx3 = 7 8 30 = 30 = 3x3 = 30 = 3x3 = 3x6 = 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 Ven(LL) -0.13 10.11 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.70 Vert(rL) -0.17 10-11 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.04 9 n/a We BCDL 5.0 Code FBC2014/rP12007 Matrix) Weight: 82 lb Fr = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purllns, 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=814/0-3-8, 14=820/0-7-4 FORCES. (lb) - 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=0/1168, 12-13=0/1795, 11.12=0/1960, 10.11=0/1806, 9.10=0/1189 WEBS 2.14=-1363/0, 7.9=-1374/0, 7-10=0/515, 6-10=-464/0, 6-11=-14/453, 5.11=-261/0, 2.13=0/523, 3-13=-474/0, 3-12=-3/464, 4.12=-266/0 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) Bearing at joint(s) 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 3)'Seml-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 4) Recommend 2x6 stiongbacks, 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.' Q WARNWO - VarUy dedgA ParometSn and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MD-7472 rov. 10022015 BEFORE USE Design valid Not use orty with MlloM connectors. Ibis design Is based only upon p marneters shown. and Is for an Individual "ding component. not a bras system. Bolote use. the Ix&dnp deslgnet r nusl verity iho ga111ccdA1ly of design Iotamolers and Ixopody incortorote min design into the ovatall building design. Bracing Indcalod Is to rxovont buctding of Individual truss web and/or chord members only. Additional lemlotary, and rxm onent Mating WOW is always tagr4ed la stab8lty crwJ to rxovont colkWAe with possOlW porsonal"and rxop eny danage rot ganetal Utikl nce taWding ttwr 6904 Parke East Blvd. k1xlCalbrt slonage. delivery. etocilon and boating of trusses and Inns systems, SWANSUVI I Quality criteria. OSS-89 and SCSI Sulding Component Tarr9a. FL 33610SafetylfdofnrallonavailablefrombrasNabUuBMe. 218 N. Lee Skeet. Stlto 312. Alexandria. VA 22314. ruse ruse I ype ty T1055t(x17rT81D14aF03lopTruss11739768005 Job Reference (optional BuIldets PiroSource. Tampa. P1aral Cay. Florida 33566 7.ow a Apr 11r 2016 mir ex inousuaa, irc. Wed Met Or *46A 3 207 rage i ID: Z17yactf3rgf5yOb0EG6Buz0U16-W iDi? 1 xWixOkEngkapWSpzOROyKdYVFWpSyOk4ziF 10 0. 1.8 H 1 26-0 1-11.12 2-6-0 I . 1:26.3 1. Sx3 II 1. Sx3 = 1.5x3 II 1. 5x3 = 4x4 = 3x6 = 1 Sx3 11 1 5x3 II 3x3 = 4x6 = 1.5x3 = 17 3x3 = 4x4 = 3x4 = 3x3 = 4x6 = 36 = 2- 9-0 2- 9.0 12- 5.12 9 & 12 i lb- z-1z 2. 9.0 Plate Offsets (X,Y)-- 112.0-1-8 Edgel LOADING( psf) SPACING- 2-0-0 CSI. OEFL. In (roc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip OOL 1.00 TC 0.98 Vert(LL) 0.25 10-11 706 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.73 Ven(TL) 0.36 10-11 495 240 8CLL 0.0 Rep Stress Incr NO W B 0.59 Horz(rL) 0.04 9 n/a We BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 82lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.l (flat) TOP CHORD Structural wood sheathing directly applied or 4.5.7 oc puffins, except BOT CHORD 2x4 SP SS(Ilal) end verticals. WEBS 20 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. ( lb/size) 9=1201/0.3-8, 14=95610.7.4 FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2.3=-1323/0, 3-4=-2626/0, 4.5=-2626/0, 5-6=-2626/0, 6.7_ 1811/0 BOT CHORD 13-14=0l772, 12.13=0/1870, 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 3.1 Od (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) 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 face of the truss are noted as front (F) or back (B). 7) - This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead * Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pll) Van: 9.14=-10. 1-8=-100 Concentrated Loads (lb) Van: 6— 523(F) 0 WARNWO - VedlY lotion Parametwe and READ NOTES ON THIS AND WCLUDEO M?EK REFERANCE PAGE M67473 rev. IWZM16 BEFORE USE Desltyn valid for use only with Milek®CorxocloM Mali cktslgn Is lased only upon paameters shown. and Is fa an Yx9Ndal IxWlrng component, not o truss system. Before use. the Ixlldrng designer must vodfy the a4x1lCal7111y of dodM paametors and popetty hColaxalo this desion Into rho overcall txlUng Biachg IrWlcated Is to bucking of hcMsdual lam web and/or chord members arty. Addlio nal for npoaty and permanent txachg MiTe k' akeslgn. prevent fs always locphod for skdAty and 10 prevent collapse wfrh possUe personal " 01YJ proprMY ckrnago. For gen0lal gtldcnco laaardl ng the 6904 Parke East Blvd. ktxlcallon. stomoo, dollvety. etocllofn and txackV of tames and tam ryskmns soeANSI/1PI I Ctraaly CdtefW, OS949 and SCSI Building Component Tampa, fl 33610 SafelyInformationavalfdAofrombrasPlatehstlMe. 216 N. Leo Strout. Stalto 312. Alexandria. VA 22314. Job I russ runs ype ry ply Ttoss,so9 T80148 f04 FLOOR TRUSS 2 1 Job1739768006RJobReference (optional) ID:217yacff3rgf5yObDEG68uzOU16•_wn5CNx8TF8bsxPx8X2hiar;.T WiY 17g26hzGW2fF1N 0.1.8 H 2-6-0 2-6-0 1 e•a 0H Side . 1:19.9 1.50 If ISO= 1 Sx3 = 3x3 = 1.50 II 1.54 II 3x3 = 3x6 II 1 2 3 4 5 6 7 3x3 = 11.0.12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Well Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.63 Vert(LL) 0.12 11-12 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.62 Vert(TL) 0.2611-12 501 240 BCLL 0.0 Rep Stress Incr YES W B 0.29 Horz(TL) 0.03 7 rVa n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 20 SP No.2(flat) WEBS 2x4 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=-103l/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=0l784 WEBS 2-12=-915/0, 2.11=0/369, 7.9=0/61S. 5.9=•598/0, 5-10=0/487, 4-10=-273/0 PLATES GRIP MT20 244/190 Weight: 61lb FT = 20%F, 11 *SE Structural wood sheathing directly applied or 6-0.0 oc puffins, except end verticals. Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) 'Semi-dgid 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. a) Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5) CAUTION, Do not erect truss backwards. 6) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING- Vedry design peremetws and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MD-7473 rov. 1402COIS BEFORE USE Design valid lot use only wpm MI lek®connoctots. R* cWdgn !t based oNy upon paamotots gx wn. and b fa an kndMdual lxddlr0 component. nut o puss system. Beloso use. the bulking doslgnct must verify lho q?1)iiccl llty of daOM loianoloa and Ixopeny tncapoualo it* design Into the overall txBdhg design. Bracing indicated Is to ptovent bucklIng of o-ndlvldu l Russ web and/ot Chard merntxxs only. AdallloMl tomWary and pmtnanonl txocing MOW Is always tec"od fa slatAfy and to ptevont collapse wlin possible potsontl "Ary and puoporty dasnogo. foc Ganotal guidance regading Itio l l dcallort storage. delivery. etocllon anal blacbV of trusses and truss systotns. s0eANSI/fPl1 Quality CdtefW, OSS•89 and SCSI SuNing Component 6904 Parke Ems Blvd. Safety INoanatlon ovWc"o nom Irm Plato institute. 218 N. Leo Sttoot. Suite 317- Alexandria, VA 22314. Torrtpa. FL 33610 Job Truss Truss Type Uty ply T1055t808 T80148 Fay FLOOR TRUSS 5 1 739768007 Job Reference (optional) wmuws rns auu m. wnµw, r.m ..ar.r„w. o..aw 0.1.8 H 2-" 3x3 = 2 ID:Zl7yacf13rgf5yObDEG68uzOUf6•_wn5CNx8TF8bsxPx8X2hMAmg9MhiH 1 6g2666WZiF l N 1- 10.12 1. a scale 1. scaale1. I : t 8.6 1. 5x3 II 1. Sx3 II 1.50 11 30 = 1.Sx3 = 3 4 5 6 r r r r r @ Q EO @ 9 8 3x3 i a. a = 3x3 = 3x6 = 11- 4-12 r 11.4.12 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.72 Ven(LL) -0.15 9.10 >917 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.61 Ven(rL) -0.28 9-10 >468 240 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(rL) 0.02 7 n/a We BCDL 5.0 Code FBC2014/rP12007 Matrix) Weight: 61 lb FT = 200oF, 11IsE LUMBER- BRACING - TOP CHORD 2x4 SP No.2(11at) TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. ( Ib/size) 7=603/03.8, 10=610/0-7-4 FORCES. ( lb) - Max. Comp./Max. 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 NOTES- ( 5) 1) Unbalanced floor live loads have been considered for this design. 2) ' Semi -rigid pitchbreaks with fixed heels' Member and fixity model was used In the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) ' This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNINO - VSAry dadBn Pennteran and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PACE M6T473 rev. IO03/1015 BEFORE USE DesIW1 valid tot use only with MlleW connectors. 1111s design Is based only upon paamoters shown. and Is lot anindNkAKs building component, real o nun system. Before use. the buddlreg designer must verity, the oWicablilty, of design patamoters and I)IOMIY Incoq,aoto link design Into the ovatdl building design. Broc ng Indk;alod Is to rxovont bucaing of individual! hiss web and/or ctxxd members only. Addition! temporary, and prmareeni Macs ng M iTek' Is always te"od for sladOtly and to prevent collapse wllh possible parsonal"area popeny damage. For general guidance regarding Ono 6904 Parke East Blvd. fdxlcotbn. slotago, delivery. otoclion and beaci g of misses and fnrss system& sooANSI/1PI I Quality CdIerto, DS6d9 and SCSI Building component Tampa. FL 33610 Safety InlarmallonavallablofromtrussNatoInstitute. 2M N. Lao Street. Suite 312. AtexaW4a. VA 22314. Job ruse Truss Type Qty Iy Tt05518t0 T80148 FOS FLOOR TRUSS 3 1 173970008JobReference (optional) rx..ov. —, —V., 1-1. —Y, r..n.w a.aavv 0.1-8 H 2-6-0 2-6-0.1' 1 1.3-0 26-0 2 6 0 qo ID:Zl7yacif3rgf5yObDEG6BuzOUf6-S6LTPiymEZGSTS 7iEZwuOJodm?ROOIpGmRXpyzfFIM 1 86 If 2-" 2-6-02 a1: Sea 1:SOb 3x3 = 3x3 = 30 = 40 = 3x6 FP = 2 3 4 5 6 7 8 9 3x3 = 3x3 = 3x4 = 10 11 12 13 14 3115 30 9 29 i T 26 25 24 23 22 21 20 19 16 17 16 30 = 3x3 = 30 = 3x6 = 3x6 FP = 3x3 = 3x3 = 36 = 3x4 = 3x4 = 4x4 = 11.3.4 29-10-8 Plate Offsets (KY)-- 124:0.1-e.EdOel LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.93 Vert(LL) -0.19 25.26 >699 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.70 Vert(rL) -0.37 25-26 >361 240 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.06 16 n/a n/a BCDL 5.0 Code FBC2014/rP12007 Matrix) Weight: 154 lb FT = 200%F, 11%E LUMBER- BRACING - TOP CHORD 20 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 2x4 SP No.2(flat) 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 16.22: 2x4 SP No. 1(flat) 6.0.0 oc bracing: 24-25,23-24. WEBS 2x4 SP No.3(flat) REACTIONS. (Ib/size) 16=945/0-7-4, 23=1802/0-4-0. 26=498/0.7-a Max Grav 16=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-e=-149810, e-9=-1498/0, 9-10= 2306/0, 10-11=-2715/0, 11-12=-2715/0, 12.13_ 2715/0, 13.14=-1855/0 BOT CHORD 25-26--0/774, 24-25=-165/992, 23-24_ 443/685, 22-23=0/956, 21-22=0/956, 20.21=0/2007, 19.20=0/2589, 18.19=0/2715, 17-18=0/2273, 16-17=0/1401 WEBS 6.23=-299/0, 2.26=-903/0, 2-25=-206/255, 5-23=-1099/0, 5.24=0/734, 4.24=-444/0, 14.16_ 1635/0, 14-17=0/721, 13-17= 664/0, 13-18=0/629, 7.23=-1830/0, 7-21=0/911. 9-21_ 863/0, 9-20=0/522, 10-20=-50e/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 sirongbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with 3-1Od (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) 'This manulactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNINO. Valry do0on Pammtent and READ NOTES ON TMS AND iyCLUDED N/7EK REFERANCE PACE MD•7473 rev. 1603MIS BEFORE USE Design vdkl lot use only wim Mtlek®corvwclors. IhIs design Is based only upon parameters shown. and h lot an hdvldrd txdding component. nei S a buss system. Boloto use. Iho IxLdtq dosigr»t must verity the apfAicalAlly of design parameters and Ixopody hcogetate this design Into the ovetdl buldhg design. Bracing kKncated Is to ixrcahg of hdlvidxa mm web and/oc cttord members only. Addlio nal ternporary and partnawnt bracing WOWrAevonl Is always tocttrod tot skdAlty cNW to pceveni collalm with possUe petsaKl lr*ry end properly darnago. For general gu ld nce cogatc n the faltdcalkxL slorogo, dedvery. eroctlon and tracing of Misses arW Inns systems seeANSVfP1I Quality Criteria, OS6.89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avail lAo from truss Plato i nsilMo, 218 N. Leo Strout. Sulla 312. AloxorWtkx VA 22314. Tanya. FL 33610 Job Truss russ type 0ry Ply T10551811 T80148 F07 FLOOR TRUSS 2 1I 1739760009JobReference (optional) 1. rus--. —W.. ream —y, r,anaa .auavv at$ H 26-0 2-6-0 '— 1 t 26 3x3 = W., ray. 10:Z17yaclf3rgf5y0bDEG6Buz0Uff3-xlvrd3zO sOJSEYJFy49Rbr_n9JAlu7yVOA4LOzf F 1 L 2-6-0 2-6-0 2 a 12-&0 2-6-0 O Sea 1:50.8 30 = 34 = 34 = 3x4 = 3x6 FP = 3x4 = 2 3 4 5 6 7 89 10 11 3x3 = 3x4 = 12 13 14 3115 291c? 25 24 23 2221 20 19 18 17 16 3x3 = 30 = 3x3 = 3x6 FP = 3x4 = 30 = 3K3 = 3x3 = 3x4 = 3x6 = 13.3.4 29-1 a8 Plate Offsets (XY)-- 119:0-1-8,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 40.0 Plate Grip OOL 1.00 TC 0.84 Vert(LL) -0.25 17-18 >784 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.86 Vert(TL) -0.38 17-18 >523 240 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(rL) 0.05 16 rVa rVa BCDL 5.0 Code FBC20141TP12007 Matrix) Weight: 154 lb FT = 20%F, t I%E LUMBER- BRACING - TOP CHORD 20 SP No. 1(flat) TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc puffins, except BOT CHORD 2x4 SP No.1(flat) end verticals. WEBS 2x4 SP No.3(ffat) BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing, Except: 6.0.0 oc bracing: 22.23,20.22. REACTIONS. (Ib/slze) 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. (lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1359/0, 3-4=-1359/0, 4-5=-1359/0, 5-6=-1006/28, 6.7=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=-154l728, 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=0/555, 5.23=-539/0, 5.24=0/424, 14.16=-1433/0, 14-17=0/601, 13.17=-515/0, 13-18=-39/276, 8.22— 1606/0, 8.20=0l717, 10.20=a43/0, 10-19=0/755, 11.19=-409/0 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 1.5x3 MT20 unless otherwise Indicated. 3) 'Semi-dgid 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 3.1Od (0.131' X X) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' A WARNING - VaANy dadon parameter, and READ NOTES ON THIS AND INCLUDED AUfEK REFERANCE PAGE MI7479 rev. F&MMf6 BEFORE USE Design Wks for use orgy with Mlfek® connoclom it* design Is bxlsecl orgy upon praaneters shown. and is for an Indivkl al txAdlnp component not a trim system. Before use. the Ixkdng designer must vedfy the c"Aca ilty of de9g1 paanoters and property Y ccq)cxalo this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual Inm web anal/oi chord members orgy. Additional lemixxory and prlrmanenf txockV MiTek' Is aways reWred for sl tAl fy and to prevent cotcgm with postlo prnsorxl"and properly damage. for General gu ldaao rodudng the latxk:ation, storago, delivery, erection and lxackV of trines anal 1nm systems, secANSI/IPI I Qualify Criteria, DSB-69 and $CSI Building Component 6204 Parka East Blvd Safety Information ava lalo from tram Plate institute. 218 N. Lee Street. Suite 31Z AloxanWa. VA 22314. Tampa. FL 33610 Job Truss ruse I ypa oty pry Tt05518t2 T80148 F08 I. flow Truss 1 1 1739768010JobReference (optional) I,,. . Y. 0.1.8 H 2-0 2— 1 24 3x3 = 3x3 = 2 3 4 I D:ZI7yacff3rgf5yObOEG6BuzOUf6-PVTDgP_OmAWAiO7VplbOzp09hZf W UKw6k4wdtrzf F 1 K 1-3-0 )1-3-0 IIs-5 ta 3-0 a Scaf . 1:50.8 4x4 = 3x4 = 36 FP= 30 = 5 6 78 9 3x3 = 30 = 10 11 12 13 2914 28 q R 27 23 22 21 20 19 18 17 16 15 30 = 30 = 34 FP= 4x4 = 30 = 3x3 = 3x3 = 30 = 36 = 12-10-7 29.10-8 1-1 Plate Offsets (XY)-- 118:0-1-8.Edcial.122:0.1-8.Edllel LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.89 Vert(LL) -0.20 23-24 >761 360 MT20 244/190 TCOL 10.0 Lumber DOL 1.00 BC 0.86 Vert(TL) -0.36 23.24 >418 240 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(TL) 0.06 15 We n/a BCDL 5.0 Code FBC2014frPI2007 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 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid calling directly applied or 10.0.0 oc bracing, Except. 6-0.0 oc bracing: 21-22 REACTIONS. (Ib/size) 15=853/0.7.4, 21=1791/0.5.11, 24=602/0-7-4 Max Grav 15=893(LC 7), 21=1791(LC 1), 24=651(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) 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=0/1039, 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, 5-2 1 =-I 23310, 5.22--0/836, 4-22=-351/0, 13-15=-1501/0, 7-21=-1681/0, 7.19=0V797, 9.19=-768/0, 13-16=0/637, 12-16=-575/0, 12.17=-30/428, 9-18=01718, 10.18=-276/0 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 1.5x3 MT20 unless otherwise indicated. 3)'Semi-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) '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 t as referenced by the building code.' Q WARNDIO - Veft detfyn pammetm and READ NOTES ON TNfS AND INCLUDED ABTEK REFERANCE PAGE NQ7473 rev. IGOYlOIS BEFORE USE Doslat vWd to use only wIm MlloW conneclom this cleslM Is based only t4bn trsatetots shown. and Is fa an kWhAducd building component net a hues system. 8efolo use. the building deslgnet must verity the ofAAcalAlty of doslfln paamotots and ptopetly lncogxroto this doslon Into the ovotdl btlldkng desiM. Bocktg IrKllcolod Is to ptovont bucakt0 of WKRvkW nuns web and/of chotd momtwts only. Adclflonal lempotay and pounanent bracing MiTek' Is always tepWed Ise stability and to prevent collapse wtih r>os *Ae petsona l ##Ay aW pltopeny clanago. tot gnats guklahce tegacang the kdxk:atlon, storago. dollvoty, otedbn arW tracing of tnnsescmd httassystemi soeANSI/FPII Quality Critedo. OSB-89 owl SCSI Butidlng Component 6904 Parks East Blvd. Satety Information ovcllaMo horn huss Nate Institute. 218 N. trio Shoot, StLe 312. Alexandria. VA 22314. Tart9a. FL 33610 Job Truss Truss Type Qty My TtO55t913 T80140 F09 Floor Truss 1 1 739768011 Job Reference (optional) ouuusa ruaauun:e. w npo, rem a.n7. rwnua .a.a000 0.1-8 H 24-0 2-" 16-11 1-3-0 i 24-0 F 2-6-0 I.- ID:217yacf(3rgf5y11bDEG6Buz0Uf6-PVT&cW 6W;W; j07Vpfbd7p u2dX* Ji; k4wdtrzlFIK 3x3 = 3x3 = 30 = 4x6 = 34 FP= 2 3 4 5 6 7 a 9 Seal 1:50.8 3x3 = 3x3 = 30 = 10 11 12 13 14 3115 30 qP 29 26 25 24 23 22 21 20 f9 to 17 16 3x3 = 3K3 = 30 = 3K6 = 3x6 FP= 3x3 = 3x3 = 30 = 3x4 = 30 = 40 = LOADING (psi) SPACING- 2.0.0 CSI. DEFL. in (loc) Well Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.88 V@rt(LL) -0.22 17-18 >999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.98 Vert(TL) -0.33 25-26 >304 240 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(rL) 0.07 16 n/a n/a BCDL 5.0 Code FBC2014lrP12007 (Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.I (flat) TOP CHORD BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. (lb/size) 16=948/0-7-4, 23=1864/0.5.11, 26=434/0-7-4 Max Grav16=961(LC 7), 23=1864(LC 1), 26=548(LC 3) FORCES. (lb) - Max. 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=0/1198, 6-7=0/1198, 7.8=-1307/0, e-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=0/1854, 19-20=0/2509, 18-19=0/2698, 17.18=0/2267, 16.17=0/1398 WEBS 6.23=-299/0, 2-26=-826/66, 2.25=-290/174, 5-23=-1162/0, 5.24=0/765, 4-24=-456/0, 14-16=-1632/0. 7.23— 1897/0, 14-17=0/720, 13-17=-660/0, 13-18=0/621, 7-21=0/956, 9-21=-908/0, 9-20--W562, 10-20=-552/0, 10.19=0/561, 11-19=-316/0 PLATES GRIP MT20 244/190 Weight: 154 lb FT = 204eF, 114oE Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verticals. Rigid ceiling directly applied or 2.2-0 oc bracing. NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 1.Sx3 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 t as referenced by the building code.' 0 WARNING - Verily deNpn porartabn and READ NOTES ON INS AND INCLUDED AVIEK REFERANCE PAGE N67473 rev. IM01MIS BEFORE USE DedW valld for use orry vAm MI left® connectors. Ihls design Is based oNy upon pcoomelers snowrl, and is tot an Indlvkkxl ImIding component, rx" o truss system. Before use. Iho txAdrlg desfgnot must vedfy, the applircd AlN of doslM I>mametors aid Ixopeny Incoilmate this dosMn Into the over,, txddkV Bracing hx9cated Is to txsckikV of IndlvkW Muss web anti/or chord members only. AdcAlbnul temrxxary anal permanent txocing MiTek' design. Ixovent Is ahvays regWotl tot statAty cant to prevent edlepso with posd)le persotKA Adtry urxl property dernoge. roe gorxx, gulclalee nog ding to 6904 Parks East Blvd. kAxlcaftx storage. dollvery. aoctlon and Lxacblg of tnmas arty tnar system& sooANSlfn4I Quality Criteria, DSB-69 and SCSI enticing component Tarrpa, FL 33610SafetyInformationavtlle"o from truss Rene Institute. 218 N. Leo Shoot. SrLe 312. AloxcrKkkL VA 22314. Job I ruse ruse ype ry Ply Tt0551874 780148 F10 FloorTtuss 1 t 739768012 Job Reference (optional) aumere rueta9urce, tarrpa, rwnt t ay, rrwraa aaa99 0.1-8 H 2-6-0130. 2 O I 260 2-6-0 I D:Zl7yacff3rgf5yOb0EG68uzOUf6-th l c2l_eXUe 1 KYirNNBdWOxJ t z0101EFzkfBPHzfF 1J e . t:50.7 30 = 3x4 = 3x6 FP= 30 = 3x3 = 4x4 = 7 8 9 10 11 12 13 14 3215 jap 27 26 25 24 23 22 21 20 19 to 17 16 3x3 = 3x3 = 06 = 4x4 =3x6 FP= 3x4 = 3x3 = 30 = 4x4 = 3x6 = 30 = 8-10.7 29-1" 0_1n_7 91.n1 Plate Offsets (X Y)-- 120:0.1-8.Edael LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.92 Ven(LL) -0.27 20-21 >926 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.80 V@rt(TL) -0.43 20.21 >588 240 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.09 16 n/a n/a BCDL 5.0 Code FBC2014/fP12007 Matrix) Weight: 155lb FT = 20%F. I I%E LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, except 1-8: 20 SP No. I(flat) end verticals. BOT 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.I (flat) 6.0.0 oc bracing: 26-27,25-26,24-25. WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 16=1079/0.7.4, 24=1847/0.5-t t, 27=319/0.7.4 Max Uplift27_ 38(LC 4) Max Grav 16=1092(LC 7), 24=1847(LC 1), 27=447(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) 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=-2751A 8-9=-2751/0, 9-10=3500/0, 10-11=-3500/0, 11-12=-3500/0, 12-13=3019/0, 13-14=-2171/0 BOT CHORD 26.27_ 138/533, 25-26=-369/543, 24.25=-369/543, 23-24=0/1072, 22-23=0/2328, 21-22=0/2328, 20-21=0/3145, 19.20=0/3500, 18-19=0/3331, 17-18=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--W702, 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)'Seml-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 suitabflfly 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.' Q WARNWO - Ve fry dedpn peratnWen and READ NOTES ON THIS AND INCLUDED AMEK REFERANCE PAGE A/D717J m: 1003 IS BEFORE USE Design Valid for use only VAth MlieM connoclors. 1ltls dale ;n It based only upon parcrnoters shown. and b for an hdllvkAral building component. not a buss systom. 8ofae tao, the b uildnp designof must vedty the al4xlaal7llly of design l,uomoton and Ixoperly lncd4lxxato ht6 design Into Ito ovotall brdlrtg deslpn. tracing Indicated Is to bwcldbV of Individual buss web and/ot chotd mdxnb/x3 only. Addlllortnl lom"ary and pemtanenl txdrtng MiTek' Ixovent Is always reclrLeds for stability and to ptovenl cdlafxe with possblo personal trtR+y and ptopeny dkrnago. lot graretal gtlrJrnce tegdad ino Ilo fabxlaallm sloccgo. delivery, oroctbndnd bxactng of 1111SMdrKt fluss systems. SoeANSVIWI Quality Cdtedo.OSS-89 and SCSI BulldingComponent 6904 Parke East Blvd. Safety IrdomtaBon avc>OciAe from IRAs Plato trutlMe. 218 N. too Shoot, srLe 312. Aloxandrkt VA 22314. Tampa. FL 3360 Job fuss fUS3 ypety Ply T1O551815 T80148 1:11 FloorTwsa 110 11 1739768013JobReference o tiona ouuwn rauouu.c...—V... r.um —y. r.w,vu a.vv 0.1•a Hi2-" 1311i 1 t 26 3x3 = 3x3 = 3x3 = 2 3 4 ID:Zl7yacff3rgf5yOb0EG68uz0U16-Ltb_F4?HlnmuyiHux4ds3ETZiNPi yW;PBOPkyizfF 1 I 2i-- 11-11-0f— :r- Sca1L50.9 3x3 = 3x3 = 34 FP = 3x4 = 3x3 = 5 6 7 a 9 10 11 12 13 14 3115 25 24 23 22 21 20 19 is 17 16 3x6 = 30 = 3x6 FP = 3x6 = 30 = 30 = 3x3 = 3x3 = 6. 10-7 17-4•12 29.10-6 30 Q R 29 Plate Offsets (X,Y)— 118:0-1-8.Edoel LOADING( pSf) SPACING- 2-0-0 CSI. OEFL. In (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.60 V@n(LL) -0.14 16-17 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.59 Ven(rL) -0.27 16-17 >556 240 BCLL 0.0 Rep Stress Incr YES WO 0.32 Horz(TL) 0.03 16 rVa We BCOL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 152Ib FT=20%, F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6.0.0 oc bracing. REACTIONS. All bearings 0-7.4 except Qt=length) 23=0.5.11, 19=0-5-11. lb) - Max Grav All reactions 250lb or less at joints) 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=W521, 11-12=-1249/0, 12.13_ 1249/0, 13-14=-1249/0 BOT CHORD 25.26=-12/364, 24-25=-12/364, 23.24=-12/364, 22-23=0/637, 21.22--0/871, 20- 21=-26/674, 19-20=-26/674, 18-19-0/764, 17-18=0/1249, 16.17=01879 WEBS 4-23=-281/0, 10.19=-282/0, 2.26— 422J14, 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) ' Seml-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) ' This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' A wARNiNG . verify dowea pmmelart and READ NOTES ON THIS AND INCLUDED NREK REFERANCE PAGE MB-7477 rov. Id0Yl01S BEFORE USE DesIgn valid for use only w1n M lerk®connoctors this design Is based only upon palaneten shown. and is ra an fndtvldual txdding component. no, a fruas systom. Bofore use. the IxAdtng doslgrer mtst verity Ina a'4xk:alAlty or daslgn paanefers and lxopetly Incoltorate R* design Into 1ho overall building dos pn. Bracing Indicated is to budding of UldlvkAsal truss web aril/or chard rnomtors only. Additional fornporay and pdxmanenl txadrlg M iTek' IxovontIs always roc"od for slab98y and to prevent collapse with poss4110 poisonall tdrayand proporiy danago. For general guidance regadirng the 6904 Parke East Blvd. fatxlcallon, storage. delivery. erectlon and bracho of trusses and miss systems seeANSI/IPI I Quality Criteria, DS8.69 and SCSI Building Component Tampa. FL 33610 Safety InlomtaMonovdlablefromtrussPlatoInstlRAo. 218 N. Leo Street. Suite 312. Alexandria VA 22314. o es rasa ype ryply T1OSSla16 T80146 1:1-2 Fbor Truce 1 1 1739768014JobReference (optional) Builders FkatSource, Tampa. Plans City. Flando 33M 1.942 1 1.5)0 II 6 2 3X3 = 7.fi40 a 19 2016 Mimi Irdustriee. Irtc. Wed Mar 01 16 46:19 2017 Pugs I 10:Zl7yacff3rgf5y0b0EG68uz0Uf6 Ltb_F4?HlnmuyiHux4ds3ETWhNUryJGPBOPkyjziFtl 3 l.Sx3 II Seale . 1:10.0 3tr3 = 31r3 = LOADING (psf) SPACING- 2.0-0 CSI. OEFL. in loc) I/defl L/d 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 Vert(rL) 0.05 4-5 >929 240 BCLL 0.0 Rep Stress Incr NO W B 0.17 Horz(rL) 0.00 4 n/a r1/a BCDL 5.0 Code FBC2014/rP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP N0.2(flat) WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. (Ib/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, II*SE Structural wood sheathing directly applied or 3-10-8 oc punins, 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 3-1" 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 3-1Off (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) Vert: 4-5=-10, 1-6=-100, 3.6=-353 WARNWO - Vedly daslgn parrm tem end READ NOTES ON THIS AND AVCLUDED MREK REFERANCE PAGE MQ7472 rev. 1691101E BEFORE USE Oe*p valid lot (W orgy v4h Mllek®coruW WM Ms CLI*p Is based orgy tupon paametem Yawn. andis form kKgvkkKd bidding comjxxml, rat a truss system. Soloto uso. the bullring doslpncr must verity, the cg4Acab111y of deApl Momefers and Ixopedy hcogwrale ibis doslan Into Ida ovwall bulla& V clostAn. Brocho hdicatod Is to provont bucldhA of IndNkkral truss wob and/of ctard members only. Adcltlorlal loinMory and pwmanont brackV WOW Is always toclrhed for slablilry and to provont cogapso with posslNe pwsortal"arvJ properly tkrnago. roe gwwal et/aalce roWxdkV Ow kJnk: ollorl, slotcW, dollvery, etectlon and bxacho of Inures and truss systorns, tooANSVIPI I Quality Criteria, OSB-69 and SCSI liutldlrtg Comporwnt 6904 Parke East Blvd. Safety Information avalla le ruin truss Plato trutlMe. 218 N. too Strool. Sullo 312, Alecamida. VA 22314. Tampa. FL 33610 Job runs fussoc ype ry ply T80148 F13 flTrust t 1 66wisrlossle,7Reference optional) Bremen FIrsiSource. Tampa, Plain City. Florida 33566 1. 10.8 1 1.SX3 II 2 3X3 = 7 640 a Apr 19 2016 MIT4k Industries. Inc. Wad Mar 01 16A6:20 2017 Papa 1 ID: 217yacf13rgl5yObDEG68uzOU16-p48MTOOv35ulass4Un85bROhpngfhlcYO281UAzIF 1 H 3 I.SYJ II Scale. 1:10.0 34 = 3x3 = LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.77 Ven(LL) 0.00 5 "" 360 TCDL 10.0 Lumber DOL 1.00 BC 0.25 Vert(TL) 0.05 4-5 >962 240 BCLL 0.0 Rep Stress Incr NO WB 0.23 Horz(rL) 0.00 4 n/a n/a BCDL 5.0 Code FBC2014lrP12007 Matrix) LUMBER- BRACING - TOP CHORD 20 SP No.I (flat) TOP CHORD BOT CHORD 2x4 SP No.1(Ilat) WEBS 2x4 SP No.3(tlal) BOT CHORD REACTIONS. ( lb/size) 4=648/Mechanical, 5=863/0.7.8 FORCES. ( lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-5=-342/0 SOT CHORD 4-5=0/753 WEBS 2.4=-904/0, 2.5=-904/0 PLATES GRIP MT20 244/190 Weight: 22 lb FT = 20%F, 11%E Structural wood sheathing directly applied or 4-0-0 oc puffins, except end verticals. Rlgid 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-dgid 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) Vert- 4-5=-10. 1.6= 449, 3-6=-100 WARNINO - Varrfy desryn Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PACE MO.74TJ rev, 8403MIS BEFORE USE Design % Old tot use orgy vAth Miler connectors. IhIs design Is based My upon pmaunoters awwn. and is for an kx2vidtial IxAding comtwnnt, rot o buss syslem. Before use. the IxAdhg designer must vodty Ise o;4fto1AIfV of design lxaaretors o d ptopetly Incorixxote this design Into the over'. b lc&V design. Bracing hdicatad Is to proven bmirting of frdkAdlu' truss web and/or chord members ody. Addflor" temporary and pmma ont txacing WOW Is atwtrys ioqtred for skitAlty ad to provent cd.arze wllh possMe petsonJ fr1kaY and rxopwty danoge. For gene(d OukAnco regadfrlg he 6904 Parke Eam Blvd. lcdxicalkxLslorage. dellvoM erection and bracing of trmas and truss syslenns, seoMSI/IPI I Quality Criteria, DS&49 and &CSI Building Component Tampa. fL 33610 SolelyInfamatlanavai.atxo from Truss Plato fruOMe. 218 N. Loa Street. Sulle 312. Alexadrku. VA 22314. Job ruse ruse Type ry ply t10S51919 T80148 1:14 flop Truss t t 739768016 Job Reference (optionap Wlq v rlrq ce. r.mP., rqm 1+Iry, rgrq. JJa.. 0.14 Fi 2-6-0 1.3-0 I.Sx3 II 1.5x3 = 1.Sx3 = 3x4 = 1 2 v...,w , —1.m,.,q..rro.. .. y., 10:Zl7yacff3rgf5yObDEG68uzOUf6-p48MTOOv35ulass4Un85bR;;VnkZh ' 281UAzlFtH le . 1:28.2 3x3 = 1.5x3 11 t.Sx3 II 3x3 = 3x3 = 4x6 II 3 4 5 6 7 a 9 R 30 = 3x3 = 13 = 3x3 = 13 = 4x4 = I.Sx3 II 14$12 14r10•d 2 1AJL17 A Plate Offsets (X Y)-- 19:0-3.O.Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.40 Vert(LL) -0.09 14-15 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.58 Ven(rL) -0.12 14-15 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(TL) 0.01 9 We We BCDL 5.0 Code FBC2014/rP12007 Matrix) Weight: 81 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(ffat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9=787/0-3-8, 16=787/0-7-4 FORCES. (lb) - Max. 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=-589/0, 8.9=-596/0 BOT CHORD 15.16=0/1112, 14-15=0/1687, 13-14=0/1812, 12.13=0/1688, 11-12=0/1110 WEBS 2-16=-1298/0, 9.11=0/888, 7.11=-827/0, 7-12=0/476, 6.12=-442/0, 2.15=0/482, 3.15_ 431/0, 3.14=-41/383, 6-13=-43/386 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design 2) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of (his truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5) CAUTION, Do not erect truss backwards. 6) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' A WARNING - Verily dedyn Parsmerere end READ NOTES ON THIS AND INCLUDED WrEK REFERANCE PAGE M116747J rev. 1403,20IS BEFORE USE Design vdltl for use ordy with Mllekt9 cort eclats. Inls design b bored only trpon paanolon sfawn. and Is nor an Individual txdding component nor a htm system. Bolero use. tho Ixallding doslgna must vority Iho cy:lxlccdAIfy of design puunetrns and Ixopony hcotlxxato this design Into Iho overall btdcatg design. erackV VKkotod Is to povonl fwcaing of kvdMd xf inns web and/or chord mombers only. Additional lomWary and prtnar e l Ixacov MOWIsalwaystoclWecdlaslaUllyoWtopovenicdtafmwllhposblorxxsorKA ##W and poperly damage. nor gaxKxU gukkrteo toWding Ite ksxl¢atbn, storcpe. delivery, owctlon cM txockng of trusses atd truss systems. soeANSI/IPI I Quality Criteria, OSS-89 o W SCSI EuUftg Component 6904 Parke East Blvd. Safety Inlarmaaon avauahle from truss Plato Institute. 218 N. too Strool. Sulto 312. Alexandria. VA 22314. Tampa. fl 33610 fuss Trusee Type ty T10551819 M148 FIS FloorTmas t 1 1".M" Job Reference (optional) twoaars rrrvJ ree. rampa, — terry. rorrae,s0000 0.1-8 I I 2.6-0 1.3-0 r....-..... __.. — ID:Zl7yacff3rglSyllbDEG68uz0U16-HGikgmIXpP1cBORH2VgK8fZryA7 UtihurOczlFIG 2-" 1 2.6-0 18 1:32.5 1.5x3 II 1.5X3 = 4X6 = 1.5X3 II 1.5X3 = 4X6 = 3x6 FP = 1.5X3 11 1.SX3 II 3X3 = 4X4 = 5X6 = 1.5X3 = 1 2 3 4 5 6 7 8 9 10 ItJ1 f f 17 16 15 14 13 12 1 36 = 4X4 = 4x4 = 3X3 = 3X8 MT20HS FP = 5x6 = 4x6 = 3x3 = 18-9.4 a 18.9.4 Plate Offsets (X Yl-- f 11 •Edge 0-1-81 (16.0.1-e Eduel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In loc) Udell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.87 Ven(LL) -0.35 14-15 >626 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.92 Vert(rL) -0.54 14-15 >412 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.76 Hotz(TL) 0.08 11 n/a We BCDL 5.0 Code FBC2014ITP12007 Matrix) Weight: 100 lb Fr = 20%F, 1 I%E LUMBER- BRACING - TOP CHORD 2x4 SP SS(flat) 'Except' TOP CHORD Structural wood sheathing directly applied or 5.10-1 oc pudins, except 13: 2x4 SP No.2(flat) end venlcals. BOT CHORD 20 SP SS(flat) 'Except' BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. 11.13: 2x4 SP No. 1(flat) WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 18=1151/0.7-4.11=1521/0-4-0 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) 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 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 3-10d (0.131' X X) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 648 lb down at 14.9.0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) *This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 11-18=-10,1-10=-100 Concentrated Loads (lb) Vert: 8=-648(F) O WARNING. Vedly dodgre peramoten and READ NOTES ON THIS AND INCLUDEO MITEK REFERANCE PAGE A07477 rev. IODYIOIS BEFORE USE Leoslgn valid for use only with KlekS connoctols. Ms deslgrl b,x ned only upon Parameters shown. and Is foe an kid h4aKsl WIding componenl. not bxatrusssystem. Buloto use. the Ldng designer must vodfy the c"AlcalAlry of design I.ametem and Ixopetly hcogxHatO this design Into the over,., txldkg design. 9rocing Indicated Is to Ixovent budding of Individualual truss web and/or chord mernlxxs only. Additional temporary and petmanont txaCUg M iTek' Is always tw4ked la ski Alty and to Ixovent eoadereso with possble personal Uvuy and rxoreeny darndgo. Foe genetal duldkneo togaidUw the 6904 Parke Ease Blvd. kltxlcallon . storage, delivery, dxocllore and txaci g of trusses alai truss syslems. sooANSI/IPI I Quality Cello ta, OSSd9 and SCSI Su9ding Component Tampa, FL 33610SafetyIntormallonavalablefromtrimPlateInsflMe. 218 N. Lee Street. SUte 312. Alexdadela. VA 22314. Job I russ russ type Qty Ply TWSS1820 T80148 F16 flow Truss 1 1 739768018 Job Reference (optional) ounuen rns auu w. anyu, rw,v a.,ur, rwnuw .raavv 2 I D:217yacff3rgf5ytlbDEG68uzOUf6-HGikgm 1 XpP 1 cBORH2VgK8fZwJA7HOCaifhurOezfF 1 G 0.1-8 F-I 2.6-0 1." 2.56 1-3-0 Scale . 1:18.2 1.60 II 1.50 = t.5x3 = 3x3 = 1-50 II 1.Sx3 II 3x3 = 1.Sx3 II 1 2 3 4 5 6 3x3 = LOADING (psi) SPACING- 2-0.0 CSI. DEFL in loc) Well Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.53 Ven(LL) 0.08 9.10 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.42 Ven(rL) 0.11 9-10 999 240 BCLL 0.0 Rep Stress Incr YES W B 0.25 Horz(rL) 0.01 7 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD SOT CHORD 20 SP No.2(flat) WEBS 20 SP No.3(flat) BOT CHORD REACTIONS. (lb/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=-922/0, 3.4=-922/0, 4.5= 92210 BOT CHORD 9-10=0/736, 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 F 18 PLATES GRIP MT20 244/190 Weight: 55 lb FT = 209SF, 11%E Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3') nails Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI I as referenced by the building code.' 0 WARNWO - Veft deetQn parnmetere and READ NOTES ON THIS ANO INCLUDED NflEK REFERANCE PAGE MO-7472 rov. 169MIS BEFORE USE Design vdld for tie oroy vAlh Ml lek8 connoctors. IMs dosign b lased oNy upon paanotens Yawn, and k la On kxllvkand building Component not a hum system. Bofao use. It* b lk&V dwr oslgrmustvoitty the %vicd711ty of duslan Paanolets axl rxotxdly Incorporato 01h design Into the ovorall bulling cosign. 8nacltg Indicated is to pnevonl txnIdIng of WKffvaucd Buss web all/a chord Inelnbels only. Acdbonos teenpaay and pennc enl Ixoctrlg Welk' Is dways rec"ad to skitAty and to Ixovent colicirm with possUe porsadl Ir*" and rxopeny can age. For gorord guldatee tegadlrtg the ldxlcallam stordgo. delivery. erection and bacing of tames and inm systems, soeANSI/TPI I Quality Cdheda, OS869 and SCSI BuWhg Component 6204 Parke East Blvd. Safety Irdamwtlon awAcible Item laws Pate IruIIMe, 218 N. toe Sttoel. Suite 312. AlexaKift VA 22314. Tampa, FL 33610 Job Truss fuss ype rypry T1oss, e2, T80148 F17 FLOOR TRUSS 10 Job Reference bone Budder FirsiSourca. Tampa. Plant City. Fbrido 33566 al-e 2.6.0 13-0 I.Sx3 II 1.5x3 = i.5x3 = 16 15 7 640 a Apr 19 2016 Wrote Industries. Inc. Wad Met 01 16:46:22 2017 Page 1 ID:Zl7yaclf3rgf5y0bDEG68uz0U16-ISG616 t gat9TpAOTeCBZgs56xaOt19dhrtLdOZ2zf F IF 1-7-12 2.6 0 1re I-- tale . 1.25.7 1.5x3 II 1.54 II 8.4-12 _ 14.10-12 8-4-12 "_0 1.Sx3 II 1.5x3 = 3x6 = 17 Plate Offsets (X Y)-- 111:0.1-8.Eduel. (12:0.1-B.Edae) LOADING(psf) SPACING- 2-0.0 CSI. DEFL. In (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.47 Ven(LL) -0.10 10.11 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.63 Vert(rL) -0.15 10.11 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(TL) 0.04 9 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 81 lb FT = 204bF, 1145E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 20 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 14=802/0.7-4, 9=796/0.3.8 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-1452/0, 3.4_ 1678/0, 4-5=-1678/0, 5-6=-1878/0, 6-7— 1468/0 BOT CHORD 13-14=0/1137, 12-13=0/1736, 11.12=0/1878, 10-11=0/1746, 9-10=0/1158 WEBS 2-14=-1327/0, 7.9=-1338/0, 7.10=0/492, 6-10=-441/0, 2-13=0/500, 3.13=-451/0, 3.12=-26/417, 6-11=-37/407 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 30 MT20 unless otherwise Indicated. 3) 'Semi -rigid 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.' uA WARNING - Vedry dedges paramerare and READ NOT£s ON THIS AND INCLUDED M EK REF£RANCE PAGE Y67473 mv. 8000210115 BEFORE USE Design valid for use orgy Wife Miler connectors. Ihh design b based only upon patamalors shown. and is lot on IndMdterlf building Component. not a hens system. Bolan use. the IxAdhg designee must verify the olaxtdbIlty, of dosigre potarnolers and piopody klcorpxato Ode design Into the over, txAding design. Bracing Indlcalod It to Ixevont bucWhlg of Individual Miss web and/ot chord members only. AdclBonrl lemporary, and pamai ont txochtg MiTek' is always retphed let sl"ty and to Ixeverel collapse with poss"a potsorot kW y and Property darnage. Fot garetal geldrnee regarding t o fabrication. slonage. delivery. eroclan and ixachq of teases cod truss systems so0AN51/IPI I Quality Criterlo, DSB-89 and SCSI Building Component 6904 Pauke East Blvd. Safety Information avallatlo team Inm Rate Institute, 216 N. Leo Sheet. SUte 312. Alexanciria. VA 22314. Tanga. FL 33610 Job Truss TrUSS Type Qty Ply T10551822 T00140 HR0I Diagonal Hp Girder 1 1 1,39768019 Job Reference hone aueaars rn111bource. ramps. Aunt 1-ffy, aroma 33sss / -. npr 1Y --, mawnm., mc. • Y ID:Zl7yactf3rgf5yObDEG68uzOUf6-ISG6t61ga19TpAOTeCBZgs542aNp9g; Ld6 2ztFIF 1-5-0 7.1.5 _ _ 8.9.5 1.10 7-1.5 2.6 0 Scale. 1:21.0 2x4 II 3x6 = 3x6 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In loc) I/dell Ud TOLL 20.0 Plate Grip DOL 1.25 TO 0.59 Vert(LL) 0.15 5-8 771 240 TCDL 10.0 Lumber DOL 1.25 BC 0.78 Vert(TL) 0.48 5-8 243 180 BOLL 0.0 ' Rep Stress Incr NO W B 0.16 Horz(rL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix-M) LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/slze) 2=421/0.10.15, 5=592/Mechanical Max Horz2=143(LC 4) Max Uplift2=-143(LC 4), 5=-212(LC 8) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.9=-1075/29, 2.3_ 653/225 BOT CHORD 2.5=-311/612 WEBS 3-5=-662/387 PLATES GRIP MT20 244/190 Weight: 39 lb Fr = 20%. Structural wood sheathing directly applied or 5.3-13 oc purlins, except end venicals. Rigid calling directly applied or 10-0.0 oc bracing. NOTES- (8) 1) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psh 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 five 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 143lb uplift at Joint 2 and 212 lb uplift at joint 5. 6) 'Semi -rigid pltchbreaks 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: 1-2=-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)-to-5_ 49(F=-14, B=-14) 0 WARNING. Yearly, design pamnefent and READ NOTES ON THIS AND INCLUDED AIIYEK REFERANCE PAGE A19.7472 tev. IMMMIS BEFORE USE Doslgn valld for use only vAlhMIIeW connaclors. Ihh design Is based only upon parameters shown. and Is got an trxBvkIIal IxAdina component. not a Inns system. Moro uso. lho IxAc&V dosignor must vodty Iho cp plicabBly of dosltIl paamoters and txopotty Incapaate this design Into the over, b ldlrlg design. Brocing Indicated Is to bxucklbV of UWlvklurl truss web and/or chord members only. Additional temporary and rxnrnonont txactrrg MiTek' preventb always tw4ukod for stability and to prevent eo9gno with possible personal "and properly danage. Fa gentxd guklance regad&V lino 6904 Parke East Blvd. fabrication, stoago. dollveey, ooctlon and bracing of tenses and truss systoms soeANSV PI I Quality Cdfetla, OS"9 and SCSI Building Component Tampa. FL 33610 Safety1nlarflalfanavok"o non mass Plato Ins11Mo. 218 N. Lee Streot. S11to 312. Aloxandda. VA 22314. Job cuss runs Type 0N TtO55t823 T90140 HR02 itlagonal HIP Gkilm 1Ply t 73976e020 Job Reference (optional) MHKWa hIrstbo rrce, rampo, Pram imy, 1-rorm SAaa f.04U S APf IV ZV I* MI I ex Ill USIntl . IM. WOO Mal V 1 r rage d ID:Zl7yactl3rgt5yObOEG68uzOUf6-ISG6t618at9TpAOTeCBZgs558aPY9tgrtLdOZ2zfF IF 1.6-0 6.11.6 I.5-0 6.11.6 3x4 II 20 = 2x4 II LOADING (psi) SPACING- 2-0-0 CSI. OEFL. in loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) 0.06 2-4 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.67 Vert(rL) 0.15 2-4 513 ISO BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(rL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix) LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/size) 4=293/Mechanlcal, 2=264/0-11-5 Max Horz 2=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. Scale . 1:17.0 PLATES GRIP MT20 244/190 Weight: 27 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purllns, except end verticals. Rigid telling directly applied or 10.0.0 oc bracing. NOTES- (e) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCOL=4.2psf; BCDL=6.Opsf: h=25ft: Cat. II; Exp B: Encl.. GCpl=O 18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 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 Ib 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 + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1.5=-60 Trapezoidal Loads (pit) 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 WARNp10 • Vedly design parameters and READ NOTES ON THIS AND WCLUDED NITEK REFERANCE PAGE M67479 rev. #MI MI$ BEFORE USE Design vdkl tot use only with MI Io1A conractors. 11M design Is Lxned only upon paameters Mown. and Is for an ndtvidual b uldtrng component. rat a hrm cystom. Wow use. the txLdrlp designee must vedty the cq:pllcalAilty of design pxaamoters and Ixopetty ncatorote this design Into the ovmdl butdng design. 9rocnp nc9coted b to prevent twcatrlg of ndlvfducl hue web and/a cnad momtx3n only. Additional lernwary end Wnrcononl txacng M iTek' Is always roa.IWod lot stability and to rxevent colleirm wlln possItAe rxnsorKd"and ptopetty darnage. Fa goneral guidance regaadng as labdcatbn, staago. detiveM etocllon anal txacng of inmes and truss systorns. soeANSI/IPI I Quality Criteria, DS6-69 and SCSI Building Component 6904 Parka East Blvd. Safety Intormaaan ava0atxe from truss Plato frnstltulo. 218 N. Lee Shool. Srlle 312. Atoxarldria. VA 22314. Tanga. FL 33610 Job russ russ ype ty T1e551624 T80148 HR03 DIAGONAL HIP GIRDER 4 1 1,3976802, Job Reference (opdonag ede0ers Frra15001Ce. Tatrpa. PIOM City. Flonda 33566 7.640 a Apt le 2016 FAIaK IndOaltraa. Inc. WOO Mat 01 15:46:23 2017 Page I ID:ZI7yactf3rgf5yObDEG68uzOU16-OfgV5S2nLOHJRJbfAvno04efv__IGu7O_69Ny5UzIF I E t-5-0 6.2.11 9-9.5 I-506.2.11 3-6-10 2x4 II sm — 36 = LOADING ( psf) 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 Ven(fL) 0.51 5-8 228 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.19 Horz(TL) 0.01 5 n/a Na BCDL 10.0 Code FBC2014/TP12007 Matrix-M) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. ( lb/size) 2=427/0.5-5, 5=600/Mechanical Max Harz2=217(LC 4) Max Uplift2=-111(LC 4), 5=-253(LC 8) FORCES. ( lb) - 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=-53(/351 Scale . 1:23.1 PLATES GRIP MT20 244/190 Weight: 43 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=4.2psf; BCDL=6.Opsf; h=251t; 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 nonconcuffent 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 I I I lb uplift at Joint 2 and 253 lb uplift at Joint S. 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) Van: 1-2=-60 Trapezoidal Loads (pit) Van: 2=0(F=30, B=30)-to-4=-147(F=-43, B= 43), 6=0(F=10, B=10)-to-5=-49(F=-14, B=-14) A WARNING- VeA/y dedgn Paraeeefat and READ NOTES ON THIS AND INCLUDED M17EX REFERANCE PAGE 1107477 rev. Id03/lOIS BEFORE USE Deslgl va lld lot use only w1m MlteW Conreclors. Itnls design Is based only upon parameters shown. and Is for anindividual bLddkng component, not a Ituss system. Before use. the Ixlldkng doskpvn must verity the gltxkalAlty of design paramelors and Ixoprxly kncogxxate W& design Into tie overall bxldkng design. Bracing Indicated Is to prevent buckling of IrnclIvid sal tills wob and/or chord members only. Additional lemMofy and permanent tracing WOW S always teclWed tot stab0tly and to fxovonl collapse with possblo personal "and property damage. for generd guld ncc toparcfing Ilro ktlxlcatbn. storage. delivery, erection and Ixackng of misses and Muss systems, weANSI/TPI I Quality Criteria, OSB-69 and SCSI SuOding Component 6904 Parke East Blvd. Safety Information ava able from truss Plato institute. 218 N. Leo Sheet. Suite 312. Alexandria. VA 22314. Tampa. FL 33610 Job Puss Truss Type oty ply T10551825 T80140 HROS DIAGONAL HIP GIRDER 4 1 739768022 Job Reference tional tsudaem 1-nibource. t arrpa. Pram cay, rgtras 7;swm. ^F' IV " ^ ID:tl7yacff3rgf5yObDEG68uzOUf6-DfgV5S2nLOHJRJbfAmoD4eMs_vzu9w 6?Ny5UzfFIE 1.5-0 141-0 1-5-0 10-0 Seale . 1:6.4 20 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Ven(LL) 0.00 5 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 8C 0.02 Ven(TL) 0.00 5 999 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.00 Horz(TL) 0.00 2 n/a We BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 5 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 20 SP No.2 REACTIONS. (Ib(slze) 2=175/0.5.5, 4=-11/Mechanical, 3--O/Mechanlcal Max Horz2=45(LC 8) Max Uplift2=-123(LC 8). 4=-11(LC 1) Max Grav2=175(LC 1), 4=19(LC 8), 3=8(LC 8) FORCES. (tb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1.0.0 ON: puffins. SOT 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.Opsh h=25ft: 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.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) Rater to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 123lb uplift at joint 2 and 11 lb uplift at joint 4. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) -This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING - Vorfly design patumters and READ NOTES ON THIS AND INCLUOEO N17EK REFERANCE PAGE N9.7179 mv. IM212016 BEFORE USE Design wild for use only vAlh MlloW conneclots. INs doslgl k basod only upon pmometen shown, aril k for anY1tlMdual txAdhng component. rat a hum syslem. Before use. the lxAdng designer must verify the gq>flcatAlly of doslgr poiclnelors and polxxty Incogxrato this doslgn Into the overall txfic& V design. Bracing Incilcatod Isto piovent Oucahng of In clMdual he uwebaryl/or ctand members only. Addilonal temporary and rxxmanont txockv WOW is always toWred lot s1t"Ity and to pxeveni collarm wlhn possible petsorvJ k11uy and property dcsnug0. For general utldcnce nogercling the ratxlcaflort storage, delivery, otoctl n and txachng of trusses and M m sysfottn. soeANSWPI I Gua01y Criteria, DS111-69 and SCSI SulldN Component 6904 Parke East Blvd. SWoty INormallon OwAcItAe horn truss Plato Institute. 218 N. Lee Street, Sulle 312. Atesandria. VA 22314. Taupe, FL 33610 Job Truss russ Type oty ply TtO5at828 T80148 Jol JACK -OPEN TRUSS 2 1 739768023 Job Reference lions esuagers rrstsource. ronpa. rtant .ny. rtontm suoo ..p.... .o....ft...........,.... ... . , .. .. y. , 10:Zl7yacff3rgf5yObDEG6Buz0Uf6-ir0llo3P6KPA2TAsidOIIHAYl0f dcABLI6VdxzfFID i t4-0 t•tOns t•o-0 t•to-ts 20 = LOADING (pst) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 TCDL 10.0 Lumber DOL 1.25 BC 0.04 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. Qb/slze) 3=36/Mechanical, 2=156/0-8.0, 4=18/Mechanical Max Horz2=47(LC 8) Max Uplift3=-28(LC 12), 2=-87(LC 8) Max Grav3=36(LC 1), 2=156(LC 1), 4=37(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. Scale . 1:7.7 w a DEFL. In (loc) Well L/d PLATES GRIP Ven(LL) -0.00 2 >999 240 MT20 244/190 Vert(TL) -0.00 2-4 >999 180 Horz(TL) -0.00 3 n/a We Weight: 8 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 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; MWFRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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 28 lb uplift at joint 3 and 87 lb uplift at joint 2. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) -This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING . Vedly design per WWOM and READ NOTES ON THIS ANDWCLUDED MIFEK REFERANCE PAGE MD-7472 rev. IaVVAIS BEFORE USE DOSW Vail/ far use only with Mflek® ConneCtors. Ihb do4n Is Wised ordy upon paiamolors stxmn, and It tot an hdMdal IXAdIng component. not a huss system. Below use. the txddrlg designee must vedty Ito a/a111cab11ty of design I.aarnolors and properly Incogoato bk design Into the overall txldng design. Bracing IraOcatod Is to rxevent Ixicatng of 8ldvkhKi inns web aaf/ar chord members arty. Addtloncl tornWary and potmarxmt tx=WQ MOW Is always requited rot stability and to rxevenf collapw with possble persona/ inlay arvJ pop edy darnago. Foe genetal grlckatce toge:adytg the 6904 Panke East Blvd. fdxicalbn slotage. delivery, atecllon and txacirV of htrsses and tnt= solomi secANSI/Fpl I GuaBfy Criteria, DS9-69 and SCSI Building Component Tampa, FL 33610SafetyinformationavallatAoaomfit= Rate InstlMo, 218 N. too Stroal. Suta 312. AlaxonrJda. VA 22314. Job I fuss ruse ypety ply T10551927 T80146 302 JACK•OPEN TRUSS 120 11 1739768024JobReference Donal Builders FsatSource. Tampa, Plant Gay. Florida 33566 7.640 a Apr IV 2015 NUI OK Inacelrrae. Inc. WOO Mar 01 16:46 Z4 Z01 r 1•oge I ID:217yacff3rgf5yObDEG6BuzOUf6•ir011o3P6KPA2TAsjdD 11HAY90ERdcASL16Vdxz(F 10 1-0-0 2-10-15 l-0-0 2.10.15 2x4 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Ven(LL) 0.00 2-4 999 240 TCOL 10.0 Lumber DOL 1.25 BC 0.07 Ven(rL) 0.01 2-4 999 180 BCLL 0.0 ' Rep Stress Incr YES W8 0.00 Horz(TL) 0.00 3 We n/a BCDL 10.0 Code FBC2014/rP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=54/Mechanical, 2=202/0.8-0, 4=25/Mechanical Max Horz 2=61(LC 8) Max Uplift3=-42(LC 12). 2=-108(LC 8) Max Grav3=54(LC 1), 2=202(LC 1), 4=50(LC 3) FORCES. (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 Fr = 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=4.2psh 8CDL=6.Opsf; h=25fl; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interlor(1) zone; cantilever left and right exposed ;C-C for members and forces 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 42 lb uplift at joint 3 and 108 lb uplift at joint 2. 6)'Seml-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code Q WARNING - Vedily dedyn parameters and READ NOTES ON nOS AND INCLUDED AMEX REFERANCE PAGE A111.7479 rev. 1002MIS BEFORE USE Oaslan valid lof use ordy vAth fAllek®connoctots. Ms deslQl a based oily upon paamotem shown. and is lot on frxilvlWcl txAcgW component. not a feus system. Before tae. the txdc&V doslgnet must verify the cjA)1lCa1Alry of dotIM p xamoters and profxxly Ulcogototo ads doslgn Into the ovorall txdding doslgn. gracing Uldicalod Is to txucMbV of Individual truss wob and/of Chord momlxxs only. Atlaldortal tompaay and romtarlerlf IxacUlg M iTek' pxovenl Is always toptlied for stab6l fy and to pavent collcrrtse wllh rosdNe potsonal"and fxapady drlfnage. For gwwlal gukkinco tocpatc& g Ow kixlcallm staago, delivery. erocllon and txacUlg of tames cnd Inns syslerns. swANSI/IPI I Quality Criteria, DS9.69 and SCSI Subding Component 6904 Parke East Blvd Safety IrMorrltatlon avcAable Uom truss Plato Outiltdo, 218 N. Lee Street. Stlto 312. Alexandria. VA 22314. Tampa, FL 33610 Job fuse Truss Type aty r1o551e2e T80148 J03 JACK -OPEN TRUSS 2 1 739768025 Job Reference(optional) duttdere F1rstsource. ianpa, Pant City, Florida 33566 7.640 a Apr 19 2016 MiTek Induattiea. Inc Wed Met 01 16,46.25 2017 Page 1 ID:217yactf3rgf5yObDEG6BuzOUf6-A 1 yF W841 tdX 1 gdk2HLkGl VlgsoYtM3OHaJs29NzfF IC 4-04 4.10.15 1-0-0 4.10.15 Scale . 1:12.7 20 = LOADING(psf) SPACING- 2-0-0 CSI. OEFL. In loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) -0.02 2.4 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.25 Vert(TL) -0.06 2-4 >869 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(rL) -0.00 3 rVa rVa BCOL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 17lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10.15 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (Ibdslze) 3=124/Machanfcaf, 2=272/0.8-0, 4=45/Mechantcal Max Horz2=91(LC 8) Max Uplifl3=-88(LC 12), 2=-118(LC 8) Max Grav3=124(LC 1). 2=272(LC 1), 4=90(LC 3) FORCES. (lb) - Max. CompJMax. Ten.. All forces 250 (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.Opsh h=25ft; Cal. 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.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 I IS lb uplift at joint 2. 6)'Seml-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - Veft dazign perwmters and READ NOTES ON THIS AND INCLUDED NrfEK REFERANCE PAGE M67472 mv, 80O20015 BEFORE USE DosW vdld for use only elm Wick® connectors. ills cWJW Is based only upon Ixramoters shown. and k for on 11Glvldual Lxddh o component. no, o hum system. Before use. the Ixrtidrlg designer must verify the glprloabtilty, of desIM pxaornelers and piopetly, Incalxxote this doslgn Into the overdl Ixdding design. Bracing Irritated k to prevent buckWlg of hxlP4dtxl nuns; web and/or chord members only. Addlionri lornpotory and permanent Ixachlg MiTek' Is arways rogJted Iot stability and to prevent collapse with pxmibkr p ersoncl k*ty arW propertyty dcmnage. for gonetc/ grlckince tojadhlg the tMili atbn storage. dcWery, erection cW lxochmg of If asses and tans systems. sooANSI/IPI I Gua9ty CrlterW. OSS49 and SCSI Building Component 6904 Parke East Blvd. Salary INanmaftan avotiablo from tars Hate Institute. 218 N. Leo Street. Sulto 312. Alexondria. VA 22314. Tampa, FL 33610 Job I lust TrUSS Type ty Ply noss1e29 T80148 J04 JACK -OPEN TRUSS 114, 11 739768026 Job Reference bona Buddem Flrstsource, Tarrpa, Plant city. Ronda 33556 r Wu Is qpr le ZV to M.I eR ,noun ms. nip -00 Nqr VI I0^0;4o [V I i F.q. I ID:2I7yactf3rgf5yObDEG68tu0U16-A 1 yFW 841 tdX 1 gdk2HLkGIViaKoU2M3OHaJs29Nzf F 1 C 100 7-0-0 Scale: 3/4'. V N N 3x4 = 700 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.08 2.4 >976 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.49 V@rt(TL) -0.25 2-4 >321 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 23 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. (Ib/size) 3=177/Mechanical, 2=352/0.8.0, 4=79/Mechanical Max Horz 2=121(LC 8) Max Uplilt3=- 1 12(LC 12), 2=-135(LC 8) Max Grav3=177(LC 1), 2=352(LC 1), 4=123(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown NOTES- (7) 1) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opst; h=2511; Cat. If: Exp B; Encl.. GCpl=0.18: MW FRS (envelope) gable end zone and C-C Intedor(1) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) - This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 112 lb uplift at joint 3 and 135 lb uplift at joint 2. 6) 'Semi -rigid pltchbreaks with fixed heels' Member and fixity model was used In the analysis and design of this truss. 7) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' WARNING - Verily deden pamneten end READ NOTES ON INS AND INCLUDED MI/EK REFERANCE PAOE M67477 rev. I&MMIS BEFORE USE OeriM valid for use only vAm MI lek® connectors Ms closign Is based only upon parameters shown, and is lot an hallvldtxl Ixrtlding component. not a hum system. Bolow use. the txAdIng designer must verily Me cplpllecdAUty of de* r tpornotots and ptopetly heorporato this design Into the ovmdl txBcWQ design. Braohhg tnracalod B to txrciMrvj of hhdlvidual trim web cmd/oil chord members orgy. Additional temporary and porrnaasnt Mating MOWrxovent Is always required for skfi8ty a%d to rxovonf collapse wllh possble rx"sonal Injury, and piorx'rly ddrnago. For goned guiclarhce regc dIrV am 6904 Parka East Blvd. lalhricatlorn storage, dolivory, eteclion and Machlg of lamos axi trim systems sooANSI/IPI I Quality Critenh, DSB-69 and SCSI Building Component Tampa, FL 33610SafetyInformationavalic"o horn truss Plate Institute. 216 N. too Street. Suite 312. Alocaatna VA 22314. Job russ Truss Type ty T10SSiS30 780148 JOS JACK -OPEN TRUSS 120 1 1,30"", Job Reference eons tludders I-Uttsource. IOn4a, cram Cray, I-wnoa 33566 r b4V a Apr 1V [Ufa MI aK UlaUalrlaa, IM. WOO Mar VI 16A6:LS'[ul r raga 1 10:Zl7yacff3rg15yOb0EG68uzOU16-Al yFW841 tdX 1 gdk2HLkGl VljAobJM3OHaJs29NzfF 1 C 1-0.0 0.10.15 100 0.10.11 0 e 20 = Scale . 1:6.9 LOADING(psf) SPACING- 2-0-0 CSI. OEFL. In loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) 0.00 4 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 SC 0.03 Ven(rL) -0.00 4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hor2(rL) -0.00 2 n/a n/a BCDL 10.0 Code FSC20141TP12007 Matrix) Weight: 5 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0.10-15 oc purtins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/slze) 3=-6/Mechanical, 2=137/0-6-15 Max Horz3=39(LC 12) Max Uplift3=-6(LC 1), 2=-82(LC 12) Max Grav 3=35(LC 16).2=137(LC 1) 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=4.2pst: BCDL=6.Opsh h=2511; Cat. II; Exp B; Encl., GCpi=0.18: MW FRS (envelope) gable end zone and C-C Intedor(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber OOL=1.60 plate grip OOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other five loads. 3) ' This truss has been designed for a live load of 20.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 6 lb uplift at joint 3 and 82 lb uplift at joint 2. 6) ` Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) ' This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' A WARNING - Verify dedpn parnmWore and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MO-7472 rev. 10030016 BEFORE USE Design wild lot use only with Mlfokb connoclam this design E hosed orly Won paanelers shown. and Is for an I ndlVlduixl txMIng component, not a tries system. Bofote use. the txlldng designer must verity the cyYtllcotAfty of design 1xlanoters ad poporty Incotrotato this design Info the overall ding design. Btachg Indicated Is to povenl budding of Ind Ivlducl lam web and/or chord mofntxxs only. Additional tomMory and permanent txocelp MiTek' Is always tepJted for slc"fly and to pevenl coBdpse wllh poss"o rxnsorxl"and porx-My, danago. Foe genetal guidance rogad ing the fabticalbn, storage, duNNery, eractlon arldt txacfrng of itlrsses and truss systems seeANSVMI Quality Cdtallo, OSS-89 and SCSI BuUftg Component 6904 Parka East Blvd. Saroty, Irdoanallon avc0clblo from truss Ploto Wituto. 218 N. We Shoot. Slllo 312, AlexcI ncift VA 22314. Tampa, FL 33610 Job rues TrUSS Type ty Ply TIOSSIS31 T80148 J06 JACK -OPEN TRUSS 2 1I 739768028 Job Reference(optional) tsuraess mrsiboutce, r aapa, ram Gay. mono 33bbb i - • npr cv ro mn •R mau:u,•.. •.. • o. y I D:Zl7yacff3rg15yObDEG68uzOU16-eDW dfUSgexfulnJEr2FVriGuaBwv5W IRozbcipzfF 1 B 1-0-0 2.10.15 too 2-10.16 Scale: 1'.I g 20 = 0 2.6.15 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Ven(LL) 0.00 2.4 999 240 MT20 244/190 TCOL 10.0 Lumber DOL 1.25 BC 0.07 Ven(TL) 0.01 2.4 999 180 8CLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(rL) 0.00 3 rVa rVa 8COL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 11 lb FT = 20°e LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP N0.2 REACTIONS. (lb/size) 3=54/Mechanical, 2=202/0.8-0, 4=25/Mechanical Max Horz2=82(LC 12) Max Uplift3=-52(LC 12), 2=-62(LC 12) 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. 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=4.2psl; BCDL=6.Opsl; h=251t; Cal. 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 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 it 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 wARN9yG . vedty dedpin parwwtem and READ NOTES ON THIS AND WCLUDED ANTEK REFERANCE PAGE M6T4?2 mv. IM2020IS BEFORE USE DQtlgn Valld for use orgy with Mllek$ core cIO . MIS dosWn Is lased orgy upon paamelors shown. and Is (a at kxlMdtrb building Comporwnf. not o buss system. aefao usu. Me building design must vod(y the apl)IkalAlly of design lxxamefers and Ixolotty Incotlomfo 016 dedM Into the overall txld design. Stachg frxIlcatod Is to bucldblg of kx9vidual buss wet) axf/ot Chad members orgy. A.ddlllonal tempotay and permanent txocbtg MiTek' noproveniis always tecphed to slcaAlty tixl io prevent coll(4m wnh ros5411e petsorxf klfaay caVJ rxoperly damage fa gerxxul grJfkrxre tel7adtrtg Itw 6904 Parke East Blvd. knxlcatkmstooge. delivery, etectlon aril lxacktg of trusses arxl huss systems soeANSVM I Quality Cdtedo. DS8.89 and SCSI SuOding Component Tampa. FL 33610 SolelyIrdormaflonavailablekombussNatebullMo. 218 N. Lee Street. Srlle 312. Alexa cida VA 22314. Job Truss Truss Type oty Ply r,oss,e32 T80148 J07 JACK -OPEN TRUSS 2 1 7397680291JobReference(optional) auaaers rxelsource. larrpa, want t:ay, rlonoa aaabb r.bau a Apt 1r zulb IwreX mausuws. Inc. vvea Doer O1 1b:40:z6 "Le1 r rage 1 ID:Zl7yacff3rgf5yObDEG68uz0Uf6•eDW diUSgexfulnJEr2FVriGgJBbr5W iRozbeipzfF 18 1-0-0 5.0-0 100 500 Scale . 1:17.3 2X4 = 0.4-0' 44W LOADING (psi) SPACING- 2-0.0 CST. DEFL. in loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 0.03 2.4 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.26 Vert(rL) 0.07 2.4 820 ISO BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 rite n1a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 18 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No-2 BOT CHORD 2x4 SP N0.2 REACTIONS. (Ib/size) 3=127/Mechanical, 2=276/0-8.0, 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. CompJMax. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5.0.0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4 2psf; BCDL=6.Opsf; h=25fh Cat. II; Exp 8; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Intedor(1) zone; cantilever left and right exposed ;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 girders) 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) 'Seml-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' A WARNING . Vadry dedpn peronw en and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE M67472 rov. I003WI6 BEFORE USE Deslgn vdk, for use Orly w11h Mflok8 conroclots. 91h dedM k 1.>ased only tpon patamolon Yawn. and Is lot an Indlvlckrd building component, not o hum system. Before, use. the IxAdr,g closignor must verity the g:gAedAlty of design lxaometers and ptopwly hcotpotato mk ck Wgn Into Ito overall txAckV design. Brocing trlclicded b to Ixovont bucNitV of fndNkhral huts web dW/ot chord members orgy. AddOorol lemporary, and permanent txocbv WOW Is always retched tot sk"tty, dW to rxovoni collcimo wllh posstAe rwtsoro t1May artrl proporly darnage. rol Wnerd guickme regddhU Ow k lxlcallm sloe Wo. delivery. orocllon and Ixoclrlg of Inures and lnm systems, seeANSI/n4I Quality Criteria. OSS-89 and SCSI Sullding Component 6904 Parke East Blvd. Safety Information avdlable from buss Mato Ins1IMo. 218 N. Lee Street. Stlto 31 Z Alexandrkl VA 22314. Tampa. FL 33610 Job I ruse Truss Type oty ply TtO55t833 T80148 JOB JACK -OPEN TRUSS 8 1 739760030 Job Reference (optional) tsuxaers 1-asuloufce. tovpo, ram tsy, ntmra a.uoo w• • •• • 10:217yacff3rgf5yObDEG6Buz0Uf6.603?xg51PFnkvxuRPlmkNwo2zbG7gzv;;d6 GzfFIA 1I" 0.10.15 I.0.0 5-10-15 LOADING(psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 TCDL 10.0 Lumber OOL 1.25 BC 0.01 SCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC20141TPI2007 Matrix) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. Qb/slze) 3=-1 I/Mechanlcal, 2=134/0.4.0, 4=9/Mechanical Max Harz 2=39(LC 12) Max Upl1113=-I I(LC 1), 2=-57(LC 12) Max Grav3=12(LC 8), 2=134(LC 1). 4=17(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. 20 = OEFL. in (loc) Well Ud Vert(LL) -0.00 2 >999 240 Ven(rQ -0.00 2 >999 180 Horz(rL) -0.00 3 Na n/a Scale • 1:6.9 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=4.2psf; BCDL=6.Opsf; h=251t; 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 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 11 lb uplift at joint 3 and 57 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.' I& WARNINO • Vodry dedgn pwamofsn and READ NOTES ON THIS AND INCLUDED AB7EK REFERANCE PAGE MB•7473 rev. t6A1/2016 BEFORE USE DeAin void lot trio only vdm Mnek6 connockxs. M design Is txaed only upon patomelaa stlown oncl Is lot anIrldlvldtfal UuIdtng component. not a hues system. 8ofao tao. the Ixlldrlg designor must verity lho o14pllcalAlty of do*fn lxaanolors and ptopetty Incorlwtato M design Into ttlo ovaeall lxic& V Wskin. Bfaehg Inclicated Is to rxovent bucatrlg of Individual ttum web a d/ot chord members only. AdUllorw temporary and permanent txocbV MiTek' S olwuys two lted (of sk itAty and to govonl eollapw with ponblo pefsorxl hM/y atrJ rxopedy damage. Foe genotal Cukknee fagac9rtg me INxlcaflom Staago, delivery. etociton onn txadng of felines and tnas SyslemA WoANSIjrWI I Quality Criteela, OS111489 and SCSI Building Component 6904 Parke Eosl BMd. Safety Information avclk"o from buss Plato hulltute. 218 N. Lee Strool. Sulto 312, Alexandria. VA 22314. Tompa• FL 33610 Job I fuss Truss Type tY TIOSSIS34 T80148 J09 JACK -OPEN TRUSS ISO 1 1739768031JobReference clonal Bulldeis Flrst$aufce. I ompa, plant a:lty, 1.10naa ;f:t666 f "us nP, .6,6cu- r ID: Zl7yacli3rgf5yObDEG68uz0Uf6.603?xg51PFntwxuRPlmkNwo2lbF_gzva 1 dL9EGzlF 1 A 1- 04 2-10.15 1 0 0 2.10.15 Scale: V-1, 20 = 2- 10.1 S LOADING ( psf) SPACING- 2-0-0 CSI. OEFL. In hoc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) -0.00 2-4 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.08 Ven(TL) -0.01 2.4 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 rVa n/a BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 11 lb Fr = 20% LUMBER - TOP CHORD 2x4 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 Uplift3=-57(LC 12), 2=-58(LC 12) Max Grav3=65(LC 1). 2=193(LC 1), 4=54(LC 3) FORCES. ( lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10.15 oc puffins. BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- ( 7) 1) Wind: ASCE 7-10: Vul1=139mph (3-second gust) Vasd=f08mph; 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 Inteffor(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=L60 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 57lb uplift at joint 3 and 58 lb uplift at Joint 2. 6)' Seml-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) ' This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING. VaAfy dedgn panunafae and READ NOTES ON THIS AND INCLUDED IWTEK REFERANCE PAGE US-7477 rev. 1602020r6 BEFORE USE Deslpn vdid fa use only Witt Mflekb cormoctom 0nh deslgt Is bawd orgy upon parameters shown. and blot at hdMdral txAdng component. not a truss system. Bofao use. the IxAd1 ng doalpnot must verify fro c7•rxicd711tyof design I.aanoters and Ixopeny Incapaato 0% design Into the over., txldng design. Bracing Irndlcated is to buck rV of In dMrnul truss web and/a chord mombers orgy. Additional temporary and permanent brackV MOW povontIs always loetulred lot sk*Ahy orvJ to pfevenl eokg)se with possible p-fsowA k*xy o d rxopedy, damage. Fa genetal guidance tegaldrng the 6904 Parke East Blvd. faixicaltalstaago. detNery, erection axt txaceng of trusses and tars; systems, seeANSI/IPI I Quality CAtedo, DSb-89 and SCSI building Component Tanpa, FL 33610 SafetyInformationavallatletramtrussPlateetsllMe. 218 N. too Street, Suite 312. Alexandra. VA 22314 Job T fuss Truss Type City Ply TIOSS183S T80148 Jto JACK -OPEN TRUSS 8 1 739768032 Job Reference (optional) tsudders ftrstboufce, t arrpa, ralat Gay. Mona 7:f066 r.wv np, rY [V HI mi roR mausrrres. mc. wee mar v i ro[o.zr zv i r rays 10:Zl7yacff3rg(5yObDEG6BuzOUf6.603?xg51PFntwxuRPlmkNwo dbCOgzvaldL9EGzfF1A 1 O4 4.10-IS 14}0 4.10.15 20 = 4-10.15 Scale. 1:17.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.03 2.4 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.27 Vert(TL) -0.07 2-4 >780 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 17lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-15 oC puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ob/slze) 3=132/Mechanical, 2=266/0.4.0, 4=47/Mechanical Max Harz 2=126(LC 12) Max Uplitt3=-107(LC 12), 2=-67(LC 12) Max Grav3=132(LC 1), 2=266(LC 1). 4=94(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=2511; Cat. II; Exp 8; Encl., GCpl=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 OOL=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 lit between the bottom chord and any other members. 4) Refer to glyder(s) for thus to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 107 lb uplift at joint 3 and 67 lb uplift at Joint 2. 6) -Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) *This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNWQ - Vedly dadyn parameters and READ NOTES ON THIS AND INCLUDED Nr7EK REFERANCE PAGE ND7477 rev. to odr1015 BEFORE USE DmIgn vdkl got use only vAm Ml lokS connectofs. inls design h Ltasocl only upon pararnolon shown, and is fop an Individual b ulding component. rot a truss sysfotn. Before we. Ina, txBdhg design must vedfy tho c4AAlcdAOly of drukln I,aamofem and Ixopetty Incogoroto 91ts design Info tho ovc o.. tx/ding dosign. Bracing Vacated Is to budding of Individual truss web aril/a chord mompxns only. AdA9onri lempotary and permanent txacklg MiTek' pxevent It always toWted for stal:Ay and to pxovent edkpse with posdAe petsord"and rxopedy damage. Fa genrxd guidance tegaid rV ale falxkatlon, storage. dellvety. erocilon anal Lxactng of Mrs=and Inter systems. sooANSI/pPI I Quality Cdteda, OSad9 and SCSI Sulic" Component 6904 Parke East Blvd. Safely Intamlatlon avallable 8om Infer Plato Institute. 218 N. too Slroot. Suite 312. AlexandfkL VA 22314. Tampa FL 33610 Job cuss Truss Type oty ply TIOSS1ri38 T80148 ill JACK -OPEN TRUSS 10 1 739768033 Job Reference(optional) twKwarxatsaace, lamp*, rraM"N.rtota*:robbb o 4- 1.-1..iw .: v.. ID:Zl7yacff3rgf5yOb0EG6Bia0Uf6-acdOS96wAYvcXSTdyTlzw7L4s9UAZO9iGH4imizff 19 7.0-0 30 = 7-0.0 7-0.0 1 m Scale . 1:22.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Ven(LL) 0.10 2-4 >777 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.53 Ven(rL) -0.28 2.4 >291 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(rL) -0.00 3 n/a We BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 24 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (lb/size) 3= 18 1 /Mechanical, 2=347/0-4.0, 4=83/Mechanical Max Horz 2= 1 72(LC 12) Max Uplift3=-133(LC 12), 2=-78(LC 12) Max Grav3=181(LC 1), 2=347(LC 1), 4=127(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- (7) 1) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=2511; Cat. 11; Exp B; Encl., GCpl=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 thus 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 78lb uplift at Joint 2. 6)'Seml-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) -This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' A WARNING - V*Ary dedyn par mslays and READ NOTES ON TNIS AND INCLUDED MnEK REFERANCE PAGE U1167472 tov. IA1 III$ BEFORE USE Design valkl lot use only wllh fvtilekS connectors. this design Is Lxaed only upon pa<ameters shown, and is la an Individual binding component, not a liuss system. Below uso. the IxAk&V deslpror must vedfy the a(:rxlcab/lly of design paamotats and Ixopaly lncorlxxate this design Into the ovaatl building design. Bracing kX11catod Is to bucll of IndiAducl truss web and/a chard members only. AcUllorx1 tansxxaly and permanent txacing MiTek' rxevent V Is always negJred lot sk"Ity and to prevent collapw vAm pos5911e porwrat Inf"and properly darnago. Fa garowal QU1d nc0 regaadtrlg me 69N Pork* East Blvd. kQnlcalbn storage. delivery, erection and txacing of husses and truss sysle ns, seeANSVIPI I Quality Criteria. DS"9 and SCSI Btutiding Component Temps. FL 33610Safetyint(wm Ben ava is mo hom tins Rate histltrno. 218 N. Lee Street. Suite 312. Aloxandda. VA 22314. Job ruse Truss Type ty Ply Tt0551637 T80140 J12 Jack -Open True III' tI 1,39"" Job Reference Gone tsunasts 1-astbource. leaps. Flom %ay. I-Wnaa aaaoe . "us 'p, . tyro mn ar mausums, ram. w mar ui o:,o:co cvi. ray. ID:Zl7yactf3rgf5yObDEG68uz0U16.acdO896wAYvcX5TdyTlzw7LBr?TNZKZjGH4jmizlF 19 4-1.7 7.0-0 4-1.7 2.10-9 Scale . 1:22.4 30 = axe rr 30 = 4.1.7 7-0-0 e-1.7 2.111.9 Plate Offsets (KY)- 15:0-4-4.0-1-81 LOADING (psi) SPACING- 2-0.0 CSI. DEFL. In loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(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 W B 0.42 Horz(rL) 0.01 4 n/a rVa BCDL 10.0 Code FBC2014/TPI2OO7 Matrix) Weight: 40 lb FT = 20% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=1138/0.8.0, 4=1008/Mechanlcal Max Horz 1=149(LC 8) Max Uplift s=-260(LC 8). 4=-305(LC 8) Max Grav i=1254(LC 15), 4=1102(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1353/250 BOT CHORD 1.5=-321/1173, 5-6=-321/1173, 4-6=-321/1173 WEBS 2.5= 226/1279, 2.4=-1457/399 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-9 oc puffins. BOT CHORD Rigid telling 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.Ops1; 11=251t; Cat. II; E)p 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 for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-0-0 wide will 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 260lb uplift at joint 1 and 305111 uplift at joint 4. 6) Glider cables tie -In span(s): 15.8-0 from 0.4.0 to 6-4-0 7) 'Semi -rigid pilchbreaks 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) Van: 1-3=-60, 1-6=-291(F=-271), 4.6=-20 Q WARNING - Ve ft desrpn Parameters and READ NOTES ON THIS AND INCLUDED N/7EK REFERANCE PAGE NO.7472 rev. IWIMIS BEFORE USE Design velkt tot use only Win Milek®Conroclors. M design b bused only upon paramoters shown. anal Is rot an IndivIcU31 lxdding component. not a eras system. Before use. the Ixldng designer must verify Bo agXftaI)llay of doslgn Ixxanotors and properly Incorporate V& design Into the overall building design. Bracing Inc6colocl Is to bucalrlg of Individual truss web axl/ar chord members only. Addriorxl fornMory and rAmmar eent txoc:VQ MOWprevent Is always required let siM48y and to rxovenl collapse wlm possUe potsomil tVtay axl rxopeny damage. For gores i guidance regarding the fabrlcolbn storage, dollvory, otectlon and btacGlg of Inures anct Inns systems, soeANSI/iP1I Quality Critodo. OS$49 mW ECSI aubftg component 6904 Pork& East Bkrd. Salary InfonnaBon awAalle from truss Rate GuIIMo. 218 N. too Street. Suite 312. Afoxaldria. VA22314. Torrpa. FL 33610 Job Truss type yPly TtO55t838 T80140 J20 jr. sS JACK -OPEN TRUSS 20 1 1739768035JobReference o bona BUlldert 1`961SOUKe. Talapo. Plant Gay, Honda 33566 r.wv a npr Iv "m mil ea mvuavwa, me ev mur v. 6..6:cv iv. 7 rays i ID:Zl7yacff3rgtSyObDEG6BuzOU16.208mLV7Yxs 1 T9E2pW ApCSLuOUPyA1tPtUxgGl8zf F 18 t-0-0 0.8.12 1-0-0 0-8-12 Scale - 1:6.4 2x4 = LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Ven(LL) 0.00 2 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.03 Vert(TL) 0.00 2 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(rL) 0.00 n/a tea BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 4 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0.8-12 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/slze) 2=136/0.4.0, 4-19/Mechanlcal Max Horz 2=36(LC 9) Max Uplilt2=-69(LC 9), 4=-19(LC 1) Max Grav2=136(LC 1), 4=20(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- (7) 1) Wind: ASCE 7-10; VUII=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Opsl; h=25I1; Cat. 11; Exp B; Encl., GCpl=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 psi bottom chord live load nonconcurrent with any other live loads. 3) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 4) Refer to glyder(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 plichbreaks with fixed heels` Member end fixity model was used In the analysis and design of this truss. 7) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING • Vedly dedgn parematera and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M9-702 mv. 14WIMIS BEFORE USE Doslgn valkl for use only vAm MIIe1d9 corxleclom tltk desflal Is based only upon parameters shown. and Is to an hdlvkArd txdcWQ component, not a buss system. Beloto use. the IxLdxtg doslgnof must varly the alipllccdAly of design lxaunotots and polxxly Incogwtate 01h ck--4n Into the ovetal. txlding dosign. 8tachg Indicated Is to prevoll bucldbV of IrldlAclual Inn web and/or chord members only. Additional temporary and permanent lxacbtg Welk' R always rcrWtod tof stab0lty and to prevent collapw with possmlo personal Inlay and pfoporfy damage. Fof general guktalce teWdV* the kltxlcatIm sloago. delivery. otectlon and bracblg of trusm and nits systems. seeANSI/IPI I Quaily Criteria, OSS-89 and SCSI Building Component 6904 Parke East Blvd. Safety INofnallon avcoablo from Inns Plato butlfute. 218 N. too Street. SUte 312, Aloxandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type ry Ply TtoSS1639 T80148 J21 Jaek-Open Truse 1 1 739768036 Job Reference(optional) eudders Flrsisource, I arropa. Plant Gay. Fiona 33566 1.04V a Apo lr ZV lO MIOK IOOu1lllea, IIIL. WOO W1 V 110 40 Zr ZV I r 1-4396 1 ID: Z17yacff3rgtSyOhDEG68u70Uf6.2oBmLV7Yxs 1 T9E2pW ApCSLuMRPIgImYIUxgGl8zfF 18 4. 1-7 7-0.0 4- 1.7 2-10.9 Scale - 1:22.4 30 = 3xb II US 4. 1.7 7-0.0 e. I.7 9.1n.11 Plate offsets (KY)-- 5:0-4.8,0.1.81 LOADING ( psi) SPACING- 2-0-0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 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 Incr NO W B 0.50 Horz(TL) 0.01 4 rVa rVa BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 40lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. ( Ibtsize) 1=845/0-4-0, 4=1326/Mechanical Max Horz 1=149(LC 8) Max Uphill=-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=-333/1323, 2.4=-1535/506 Structural wood sheathing directly applied or 4-8-11 oc puffins. Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- ( 9) 1) Wind: ASCE 7-10: Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=2511; Cat. If: Exp B: Encl., GCpi=O 18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 3) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 213 lb uplift at Joint 1 and 432 lb uplift at Joint 4. 6) ' Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection devlce(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) A WARN/NO - Vodfy dadyn petomateto and READ NOTES ON THIS AND INCLUDED NI EK REFERANCE PAGE Nff-Un tor./00202015 BEFORE USE Design valid too use only elm MlloM convectors. [his design Is trod only Mon parameters shown. and a la on Individual bulicIng component. rat a lugs systemp dm . Wrote use. thetrlldnoslgnelustverifythe alYAlcod111ty of design Imarneloom and rxotxxly Incortwrato it* design Into the overdl b ldtrng design. 9rockV trrdlcoled b to t=IdI lg of tndNldu(1 puss web and/or chord mornbas only. Additional lom"c ry and pormuanf bracing MiTek' prevenf is <lwaysrequired for slatAlly and to prevent Co9apso with possible twtsoncl f*XY and properly danage. for general guidance rogad1W lta latxkbatkxl. storage. delivery. onoc"M and broalrrg of mosses and truss sysloons. sooANSI/TPI I Quality Cdtedo, OS1149 and 6CSI 8ullding Component 6904 Parke East Blvd. Safety IrAnxmallon available from truss Rate tru1lMe. 218 N. too Strool. Sidle 312. Aroxandria. VA 22314. Tampa, FL 33610 Job russ russ I ype 0ry Tt055t840 T80149 R01 Hatl Hip Truss t 1 1,3976M, Job Reference(optional) t5u404n HMMOercO. IOtipa, plant Goy, rondo 33556 r.WIV a Apr IV ZVIa PA ex InaViVNf, Inc. WOO Mat V 1 16:1a:Ze ZVI I page 1 I D:ZI7yaclf3rgf5yObDEG68uz0U16.208mLV 7Yxs 1 T9E2pW ApCSLuEhPlmg2lUxgG18z1F 18 I-0-0 7-0-0 10.6.8 14.2.8 1-0-0 7-0-0 3.5.8 3.9-0 5x6 = 30 = Scale . 1:26.3 2x4 = US = 3XS = 7-0-0 14.2.8 7-0-0 7-2-8 Plate Offsets (KY)-- f6:0.4.8,0.1.61.f7:0.3-8.0.3-01 LOADING (psf) SPACING- 2-0.0 CS1. 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 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.89 Ven(TL) 0.36 6-7 452 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.66 Horz(TL) 0.05 6 n/a n1a BCOL 10.0 Code FBC2014/TP12007 Matrix) Weight: 63 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except' TOP CHORD 3.5: 2x4 SP No.2 SOT CHORD 2x4 SP N0.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1082/0.8.0, 6=1302/Mechanical Max Horz2=123(LC 4) Max Uplilt2=-372(LC 4), 6=-428(LC 4) Max Grav2=1082(LC 1), 6=1355(LC 18) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2521/649, 3-4=-2282/655 BOT CHORD 2.7=-653/2312, 6.7= 573/1569 WEBS 3-7=0/512, 4-7=-118/853, 4-6=-1797/698 Structural wood sheathing directly applied or 3-0-5 oc puffins, except end venirals. Rigid calling directly applied or 7.1-0 oc bracing. NOTES- (11) 1) Wind: ASCE 7.10; VU11=139mph (3-second gust) Vasd=108mph; TCDL=4.2psh BCOL=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 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed fora 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 372 lb uplllt 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/seiection 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 (Ib) Van: 7=-513(F) wARNwa . vedry deNyn pmunwere and READ NOTES ON MIS AND INCLUDED AUTEK REFERANCE PACE MO-7473 rev. IMMIS BEFORE USE Design vdkl to use only wllh Mltekb connoclos. this do*p Is tamed only u f= paaneters spawn. crud Is to an BWMdral bu0 limp component, not a huss system. Beloto use. the IxAdrlg designer must verify theayxxa lcabAltyofdesignIranetoalp s antoprrlyIncopotaleMb design Into the ovordl building design. Bracing Indicated Is to prevent bucatng of trldvldual Inm web ald/ot chord memlxr3 only. Additional temporary and permanent Ixacing M iTek' Is always tecliAred torn statAlh and to prevent collapse With posstble personal N9u<y and ptopany danage. For general guidance nce regardingthe kAxbatbn shape. dolNoy. otocllon and Lxacing of Irtam and hiss systomt soeANSI/TPI I Quality Criteria, OSB-69 and SCSI Su9ding Component 6904 Parka East Blvd. Safety Information ovdklxo from Inns Plate InsllMo. 218 N. Lee Street. Sulle 312. Alexatdit VA 22314. Tsrrtpa. FL 33610 I cuss Truss Type oty pry T10551847jJobT80148R02HaftHipTruss1t739768038 Job Reference (optional) BUdders 1`04150=6, Tampa. PIar11 city. Fonda 33566 7.640 a Apt le Z016 NUI eK IndUbUge, Inc. W!a Mal el 16 n6:30 ZUl I V006 1 ID:ZI7yacft3rg15yObDEG6Btu0Uf6-W?18Zr8Ai99KnOd?4uKR?YOSOpAW I6201bZprazfF 17 1 - 0- 0-0 7.2.7 9-0-0 14.2.8 1-0 7.2.7 1.9-9 S-2.8 30 = 3x4 = 2x4 II 3x6 7.2-7 2 14-2.8 7.2-7 lu 5.2.8 Scale . 1:26.4 3x4 II v, ChA Plate Offsets (KY)-- 14:0-2-0,0-2-131 LOADING (psi) SPACING- 2.0.0 CST. DEFL. in loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Ven(LL) 0.07 2-7 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.54 Ven(rL) 0.17 2-7 963 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.94 Horz(rL) 0.03 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 62 lb Fr = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 2=633/0.8.0, 6=545/Mechanical Max Horz2=152(LC 8) Max Upl1112=-219(LC 8). 6=-175(LC 8) FORCES. (lb) - Max. CompJMax. 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 purlins, except end verticals. Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (8) 1) Wind: ASCE 7.10, Vult=139mph (3-second gust) Vasd=108mph: TCDL=4.2psf: BCDL=6.Opsf; h=25ft; Cat. 11; Exp B; Encl., GCpl=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) 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 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) lot truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 219lb uplift at Joint 2 and 175 Ib uplift at joint 6. 7) 'Seml-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.' Q WARNOVG - Vodly dmdgn peramatart end READ NOTES ON TNIS AND INCLUDED MITEK REFERANCE PAGE MDJQ3 rev. 8002MIS BEFORE USE Design valid lot use only w11h MlloM connectors. it* cleslgn k bawd only upon parameters shown. and is lot an Individual txdck g component. rat a Ines system. Betelo use. the IxAcbV doslprwt must vedry the alptlicalAlry, of dasiM txaamelers and taopatly klcor olafo this design Into the oveldl b11ca1g design. Racing Indicated Is, to prevent budding of Individual Irm web and/ot chard members only. /1c1Atkxnal temporary, atul pontlulenl txacing MOW Is always tocl lred tot stahOfty aril to prevent collapse with posWAo personal h'ry, anal ptoperly darnoge. Fot gonotal gtkia ee reg it" the latxlcallon, storage. delivery. election and txacing of trusses and truss systems seeANSI/iPl1 Quality Wade, OSS-89 and SCSI SuOding Component 6904 Plate East Blvd. Safety Int"whon avallc"e from Truss Plate Ins9lute. 218 N. too Shoat. Sulle 312. Aloxc fsUda. VA 22314. Tanga. FL 33610 Job ruse TrUSS Type oty Ply rloss1e42 T80148 R03 Special Truss 1 1 1739768039JobReference (optional) OU110e0 1•U{IZ~Ce. I arlpa. plant Gay, 1-101100 7Jtititi /."v a mpr I V "m -.0. Inovsums. Inc. Y1OU met V Iv-+vsl zvl / sago 1 ID:Zl7yacff3rgf5yObDEG6Buz0Uf6_BJWmBBoTTHBOYCCebrgYmzdvCRYmc8AyFJNN1zIF16 r1 00 6-0.14 10 8 0 16.4-0 20 8-0 21,4-0 25-04 30-" 31.0-0 110-0 6.9•14 3102 58.0 4.4.0 0 4-0 400 5-0.0 Scale . 1:54A 06 = 3x6 = 34 = 4x6 = 3x8 = 2x4 II 30 = 10.8-0 16.4-0 2f 00 2s-0-0 29-8-0 3Q.0-0 r in" t.A f a.e.o A4-0 Plate Offsets (KY)-- 12:0.2-0.0.1-81.17:0-3-0.0-2-01 LOADING (psi) SPACING- 2-0-0 CSI. OEFL. in (loc) Wait Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Ven(LL) -0.18 13-16 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.87 Veri(rL) -0.49 13-16 >516 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.75 Horz(TL) 0.03 8 We We BCDL 10.0 Code FBC2014/rP12007 Matrix-M) Weight: 154 lb 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 REACTIONS. (lb/size) 2=812/0.8-0. Max Horz 2=-111(LC 9) Max Upiift2=-197(LC 8), Max Grav2=812(LC 1), 11 =264 2/0-8-0, 8=467/0.8.0 11=•818(LC 9). 8- 190(LC 9) 11=2789(LC 15), 8=514(LC 16) BRACING - TOP CHORD Structural wood sheathing directly applied or 4.9.6 oc puriins. BOT CHORD Rigid telling 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=-1026/238, 3.4=-738/171, 4.5=-752/160, 5-6=-165/708, 6.20_ 165/708, 7.20=-1651708, 7-8=-687/220 BOT CHORD 2.13=-213/845, 12-13=-49/503, 11.12=-49/504, 11-21=-130/537, 10-21=-1301537, 8.10=-138/579 WEBS 4-13=-31/411, 7.10=-148/723, 6.11_ 343/223, 7-11=-1291/443. 5.13=0/260, 3.13=-333/246,5-11_ 1370/378 NOTES- (11) 1) Unbalanced 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=251t: 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.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 197 Ib uplift at joint 2, 818 Ib uplift at joint 11 and 190 Ib uplift at joint 8. 7) Girder carries hip end with 5-0-0 right side setback, 22.0.0 left side setback, and 5.0-0 end setback. 8)'Seml-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) 325 Ib down and 91 Ib up at 25-0.0, and 1430 Ib down and 401 Ib 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 lace 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 continues on Dane z Q WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED WrEK REFERANCE PAGE N97473 rev. IWV2015 BEFORE USE Design vdki for use only vAth lvBlekS connectors. Ihfs design Is lxised only upon parameters shown. and Is for an Individual txdd ng component. not a hue system. Before use. the I"ding doslgnei must verity the d )jAca llly of do*l n paametets and IxoMrly InCalxllato mis design Into Ile o=, buildingng design. flfaci ng Indicated 1s to buelding of kidlvldual has web and/a chard members only. Additional tanwary and Itelmonmt bracing MOWrxovenl Is always fepWed lei sk"lly and to rxovenl collatrxso with po%Uo potsonol it" and proporty damage. For geretd guidance rogadhg the fdxlcatbn, storage, delivery, erection and broclno of trusses and truss systems, scoANSUTPI I Quality Criteria, OSS-69 and SCSI Building Component 6904 Parke East Blvd. Safely Information avdlo AG from truss Plato tns111uto. 218 N. Loa Street. Sulto 312, Alexandria. VA 22314. TafMa. FL 33610 Job Truss Truss Type Qty ply r,osste.2 T80148 R03 Special Truss t 1,39768M Job Reference (optional) uuuaen 14(6150UM6. Pampa, ram city. rasa 44abb w• •• •• - • w - IO:Zl7yacff3rgf5yOb0EG6BuzOUf6-_BJW mB8oTTHBOYCCebrgYmzdvCRYmcBAyFJNN I zfF 16 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 (Ib) Vert: 10=-233(F) 21=-1027(F) Q WARNING - Verily design pammetwe and READ NOTES ON THIS AND INCLUDED Mr7EK REFERANCE PAGE M67477 mv. IMI0201S BEFORE USE OesIQ, valld for use orly W th Mmok® corinoclors. IM Ueslg, Is bawd orgy lawn fxatttrwlofs shown. tnd Is tot a1 trWlMdual ulcers compwrwnl. not o htas system. Botore wo. tho blldrla doslanm must vedty iho aq,llealAlty of de*p paamelors OW probody hcorlxxoto mk dosfan Into the overall b ldna ck sWr%. Socha Wftafed is to IKovent tAwA* a of tndvkk,u truss web cncl/or ctwtd members ordy. Addtbnal lemporosy and riettrKnont trockV M iTek• Is tlways rot8thed for sttdAlly cnU to ptovent collapse with possbto persorKS N*" and property cknno0e. For genetal GukW tce teaGsdna 9w icdrlCttflorl, atmttao, dellvmy. meCllm, cruet L'sacha of maws cne fna systoms. seeANSU PI I Quality Cdteda, OSS-89 and SCSI euedbng Component 6904 Parka East Blvd. safety Intarmallon crvclallo from truss Pklto hstlkdo. 218 N. too Sheol. SJto 312. Alecctrxifla. VA 22314. Tampa. FL 33610 Job ruse ruse type ty TIOSSIS43 T80148 R04 Common 2ply 1 68040 Job Reference(optional) Job Refer tsuaaem F1rsiboums. Iamps, rani Gny, rorwa umbb r.WW a RPr lY ZVI* MIOK inousirtes. Inc. woo mar vi lo:4o:71 Zvi t rage 1 ID: 217yactf3rgl5yObDEG6BuzOUf6=BJWmSSoTTHBOYCCebrgYmzgXCOwmk5AyFJNN 1 zfF 16 1- 0-0 6.9.13 10.8-0 14 83 21.4-0 1- 0 0 6.9.13 3-10-3 3.10 3 6 9-13 Scale . 1:38.3 4x6 = lg 3x6 = Sxe = 3x6 = 10. 6.0 21.4-0 t". A 104e.0 Plate Offsets (KY)-- 12:0.2-0.0.1-81,16:0-2-0.0-1-81,(7:0-4-0,0-3-0i 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 0.35 Vert(LL) 0.16 7-10 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.91 Ven(rL) 0.44 7-10 586 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.24 Horz(TL) 0.04 6 n/a IVA BCDL 10.0 Code FBC2014/rP12007 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. ( lb/size) 6=853/0.8-0, 2=914/0.8-0 Max Horz 2=121(LC 12) Max Upli116=-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 pudins. BOT CHORD Rigid ceiling 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=4.2psf: BCDL=6.Opsf: h=25ft: 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 & 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.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 194 lb uplift at joint 6 and 224 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' 0 WARNING - Vedly dedgn pemmetwu and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE MD-7473 mv. 1802W IS BEFORE USE Dedgrl valid lot use only Win Hlok®conrnectors. kls Uorlgln Is based only upon pomlmotors shown, and h (of an WMdrwl buldirnp coinpornent, not a Itus syslenn Befoto Ina. Me Ixlld ng designet must verify the ap:tllibalAity of dodgrn IXJanolels and polerty Yncogotalo Inh doslpn Into 1110 oveldl trldkV doslgn. IkocW Indicated Is to rxovont tAicitift of IrntlMdual tables web and/ot chord members only. Adclilortal Wnlotay and potmanent Imaclrt; MiTe k' S cswcrys tectttrecl tot stability, anti to Ixevent collapse with possible personal "and p(OM-fty drrnago. ra rlortetl Quid rtco Iey cft Itie k1xlC011011. slaaLlo. delivery. erection and btacki0 of fnmas and Inns systems. sooANSI/FPI I Quality Criteria, DS8.89 and SCSI Building Component 6904 Parke East Blvd. Safety Itlromnallon available hom Ir1m Plate insatuto. 218 N. Leo Street. Stifle 312, Aloxalclda. VA 22314. Tampa. FL 33610 Job Truss truss type oty Ply TIOSSIS44 T80148 ROS Cotnnlon 6 1 739768041 Job Reference(optional) BVddete Faelsource, Tanpa, Plant Gay. Flonda =66 1.04V a Apt IV 2V 10 MII ee Inauetrtes, Inc. wea Mai u1 l O:4o:A[ [V I t rage 1 ID:217yaclf3rgf5yObDEG6BuzOUf6-TNtu_X90EnP20inOSJMv4zWrLcmBVBMJBv2wvTzfF 15 6.9.13 10.8-0 146.3 21.4-0 , 22.4-0 6-9.13 I 3.10.3 3103 6.9.13 1-0-0 Scale . 1:38.4 06 = 3x6 = SxB = 3x6 = 10.8-0 21-4-0 I 0•a•0 - - - 10.8-0 ' Plate Offsets MY)— f2:0.2-0.0.1-81,f6:0-2-0.0-1-81.f8:0.4.0.0.3-01 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 B-11 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.91 Vert(TL) 0.43 8-11 593 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.24 Horz(rL) 0.04 6 n/a n/a BCDL 10.0 Code FBC20141TP12007 Matrix-M) Weight: 93 lb FT = 21AS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=913/0.8-0, 6=913/0.8-0 Max Harz 2=-111(LC 17) Max Upl1112_ 224(LC 12), 6=-224(LC 13) FORCES. (lb) - Max. CompJMax. 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 ceiling 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=4.2psf; BCDL=6.Opsf: h=25ft; Cat. II; Exp B; Encl., GCpl=0.18: MWFRS (envelope) gable end zone and C-C Interfor(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurcent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to beating 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 WARNING . Vedfy dedgn parenwfae and READ NOTES ON TMS AND INCLUDED MHEK REPERANCE PAGE 607477 ray. 1002MIS BEFORE USE Leslgn valid tot use only with M110 5 connectors. this design 6 txaed only upon parameters shown. and Is tot do IndMdal bolding component. nod gnign Ixealletets orld pto1mily I crxpaate Oils design Into the ove." o fous system. Bofoto use. the ixAd1rV drslgnw must verify, the q)dk;alAilly, desi tHldng design. Bracing Indicated is to lxtdding of Individual truss wet) 0nd/a ctlotd momters only. Additional temporary and permanent txacing MOWrxevenl Is always required lot skIDatiy and to prevent collaMi wpm possible personal fnfury and property carnage. For gxnaral guidance teged ing Ino 6904 Petite East Blvd. k1xicallon. slotage. ddellvery. eroctlon and Ixaci ng of tnases aKl trim systems seeANSI/M I Quality Criteria, OSS-69 and SCSI Building Component Tortpa, FL 33610SafetyInformationavdDaslofromtrussPlatoInstiMe. 216 N. Lee Skeet. Suite 312. Aloxandria. VA 22314. Job Truss I rusS I ype N Ply T10551645 T80146 R07 Hip Truss 110 11 1"",,2 Job Reference (optional) Uuedefs rrtsibource, I affpa. rani tsy. I.10"Ga 33066 r "U a .P w. "wa ........ w..a mausao., woc. ev mar v w--.5. 5 caw r ray. w inOBJMv4zWID:217yacf13rgf5yObDEG68uz0Uf6-TNtu_XOOEnP20jlcoIVA7J8v2.TzIF 15 1.0.0 7-0-0 6-e-0 15-8.0 16-6-0 I-0-0 7-0-0 1-0-0 7-" ` 1-0-0 ` Scale . 1:29.5 Sx6 = Sx6 = 3x4 = 3x6 11 3x6 II 30 = 1 7.MA I 1.A.a 7-0-0 --- Plate Offsets (Y Y)- f2:0.0.12.Edael.13:0-3-0,0.2-01.14:0-3-0.0-2-01.15:0-0-12,Edael LOADING (psi) SPACING- 2-0-0 CS1. DEFL. In loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Ven(LL) 0.13 2-8 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.81 Vert(TL) 0.28 2-8 663 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.27 Horz(rL) 0.06 5 n/a We BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 62 lb FT = 20% LUMBER - TOP CHORD 20 SP No.1 'Except' 3-4: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/slze) 2=1281/0.4.0, 5=1281/0-4-0 Max Horz 2=-77(LC 13) Max Uplift2=-398(LC 8). 5=-398(LC 9) Max Grav2=1367(LC 15), 5=1367(LC 16) FORCES. (lb) - 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 puffins. 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=4.2psh BCDL=6.Opsf; h=251t: Cat. 11; 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 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will it between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 398 lb uplift at joint 2 and 398 lb uplift at joint 5. 7) Girder carries hip end with 7-0.0 end setback. 8) 'Semi -rigid pilchbreaks 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 suppon concentrated load(s) 715 lb down and 200 lb up at 8.8.0, and 715 lb down and 200 lb up at 7-0.0 on bottom chord. The deslgn/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, 3.4=-133(F_ 73), 4-6=-60, 2-8=-20, 7.8=-44(F- 24), 5-7=-20 Continued on Daae 2 Q wARNtNG . v dty dedpn par ~ws and READ NOTES ON THIS AND INCLUDED AUYEK REFERANCE PAGE M67472 rev. FOW0201S BEFORE USE Design vdld log use only wllh MI lok®Connoeta s. ft design is basod only upon 1 arnolors shown. and Is lot an Individual txddng Component. not a Mm System. 801010 Wo. the WdIr g C10569 cg must vollty the apAkalAllty of design parameters and Ixormtly Ilcatpotato M design Into the owxall folding design. Bracing Indicated Is to budding of Indk4dud puss web and/ot chord members only. Addlbrnsl lemr"ary and permanent Ixaci ng Welk' txovonl 6 always ropgLed la snts6lty and to ptovonl Collapse with possItAe rwrsorial h'ay and Ixoperiy damage. For Licq •+v ghee teg+din1 the 6204 Parks East Blvd. talxtcatbn. slotogo. dolNaty, election aril Lxachg of trusses and burs& systems socANSI/M I Quality Criteria, 01111-89 and SCSI Building Component Tampa. FL 33610Safety1NormatlonavailablefromtrussPlateInstitute. 218 N. Lee Shoot, Sulto 312. Alexarv:fdo. VA 22314. Job Truss Truss ype oty ply TIOSSIS45 T80148 A07 Hip Truss 1 1 739768042 Job Reference (optional) Budd*($ FdfiSourca, lartpa, plant Gay. Fgtrda 33565 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 8_ 513(F) 7— 513(F) r.b+u s Apr iv zurb muex rnausums, inc. wea mar ar raps z ID:Zt7yactt3rgf5yObDEG6Buz0Ut6-TNtu_X9OEnP20inOBJMv4zWjkoiVA?JBv2wvTzIF 15 Q WARNING - Verify desgn paramatem and READ NOTES ON THIS AND INCLUDED ABTEK REFERANCE PAGE M11-7l77 rev. 1002MIS BEFORE USF- Deslgrl vabd lot use arty wtlh Mlloh® connectors. IMs design Is based orgy upon fxaameles Mown, arid Is lot an hdlvlduol Ixddtrlg component. not a truss system. Below use. Ito OxOdng doslgrvx must verify the appllcaRlfy of desgan parameters and propefty Yoorporato 01k design Into Ito overall tx41dh1g design. Bracing trxkolod Is to rxretdhtg of h dMdu tl truss web and/ot chord members orgy. Addtlonul temporary aril permanent Ixaehtg M iTek' ptovent Is always rogrhed far stab8lty and to prevent cdlarAs whh pos&Ao perseyl SWy aryl properly, dt+nage. Far genetd Ukkkme rogadhlg the 6904 Perks East BNd. latxicallem storago. dollverv. ooctbn aryl lxaclng of tames aryl buss syslens. sooANSI/lPl I Guallty, Criteria, DSO-89 and SCSI building Campomnt Tampa. FL 33610SateryInformationovdlablehorntrussPlatohu0tule. 218 N. lee Street. Stlto 312. AloxayMa VA 22314. Job Truss Truss Type ry Tt0551946 T8014e Rob COMMON TRUSS 4 1 739768013 Job Reference (optional) mmera "61bo e, 1 ampa. rMM (:Ily, I-WM SSObb I."V a I1P1 10 [V IO MI I eR Inousllna, Ile. WOO MOf V 1 10.10 ss LV I I -9. 1 ID:217yactf3rgf5yObDEG68uz0U16•xaRHB"4XvesMalOtBdB2ucO92EfATP2oURvzfF 14 1-04 7.10-0 16-8-0 1 0 0 7.10-0 7.10-0 Style . 1.28.7 4x6 = 1 0 16 = 2x4 II 3x6 7.10-0 7.10-0 LOADING (psf) SPACING- 2-0-0 CSI. OEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.13 4-5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.68 Vert(rl-) -0.29 4-5 >636 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.14 Horz(TL) 0.02 4 n/a We BCOL 10.0 Code FBC2014/rP12007 Matrix) Weight: 57 lb Fr = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/Size) 4=615/Mechanical, 2=690/0.4.0 Max Horz 2=93(LC 16) Max Uplift4=- 1 37(LC 13), 2- 172(LC 12) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2.3=-895/181, 3.4=-892/176 BOT CHORD 2.5= 95/703, 4-5- 95l703 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=4.2psf; BCDL=6.Opsf: h=25ft; Cat. 11; 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 & 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.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 137 lb uplift at joint 4 and 172 lb uplift at joint 2. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 8) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - Verily design paronWore and READ NOTES ON THIS ANDWCLUDED AMK REFERANCE PAGE N67477 mv. 1602MIS BEFORE USE Design vd,d for use only wilh MileW connoctors. Ihlt deslgt Is lased only upon patamotors shown. and h (of an indlvIdual IxAdtng componenl. not a truss system. Befae uso, tho "ding doslpnet must vedfy the gXxlcalAlty or design pmamolers and pfol"ly Incorl"ato this dos,gn Into tho ovoid, Ixlding dosipn. Racing Indicated Is to rxevont buddlrV of trWlvlchsd truss web aKf/a Chad mombots only. Addtlonal lomrmary and pefmanont txocbng M iTek' o always tocpAed fa sk"lfy av] to pfovc-nl edlgtsv vAti POss"e rmsorKl bguy aW rxopeny Ckvnage. FM Ua Wfd Oulckwo fcgtxdn0 lta kmricatlon, storago. dd,very. efoceon CW txacbn0 of Ihrssos cW truss systems. seeANSI/IPI I QuaON Cdledo, OSa-a9 and SCSI Building Component 6904 Parke Essl Blvd. safely Information avdktllo from truss Plato budluto, 218 N. Leo Slroot. Sulle 312, Aloxandda, VA 22314. TamPe. FL 33610 Job rua8 Truss Type 0 ry T1055ta47 T80140 R09 Hip Truss 1 t 739768044 Job Reference(optional) Builders FsatSoutC*. Tortpa, Fiord Orly, Florida 33566 r wv s Apr le zV 10 Mn ex mvusares, arc wev mar v r woos+ zv r r ape i 10:Zflyacff3rgf5yObDEG68uzOUf6•Pm')fPDBhm0imFOwnJkON9Ob4lOT2zwXceDXt MzfF13 r 3.11 • 7-0-0 12.4.9 17.7.7 23-0.0 26-0.12 MO 31.0.0 1-0.0 3.11.4 3412 S 4.9 5 2.13 5.4-9 3-0 12 3.11.4 1-0-0' 6xe = CMr.-7 4x10 = 2x4 11 ex10 = Scale . 1:53.5 01M g 3x6 = 400 = 7x14 MT20HS = 6xe = 3x4 = 4x10 = 2x4 II LOADING (psf) SPACING- 2-0.0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 TCDL 10.0 Lumber DOL 1.25 BC 0.82 BCLL 0.0 ' Rep Stress Incr NO WB 0.90 BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 'Except' 4.7: 2x6 SP No.2 SOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 OEFL. in (loc) Wait L/d Vert(LL) 0.3012-14 >999 240 Vert(TL) -0.75 12-14 >478 180 Horz(TL) 0.15 9 n/a rVa PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 188 lb FT = 209e BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD Rigid telling directly applied or 8-10-1 oc bracing. WEBS 1 Row atmidpt 5-15 REACTIONS. (lb/size) 2=2163/0-4-0.9=2687/0.8-0 Max Horz 2=76(LC 8) Max Uplift2=-420(LC 5). 9_ 509(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-4339/914, 3-4=-4154/885, 4.5=-3763/822, 5-20=-6735/1446, 6-20=-6735/1446, 6.7= 6740/1448, 7-8=-5342/1078, 6-9=-5510/1104 BOT CHORD 2-15=-814/3855, 14.15=•1292/5981, 13-14=-1292/5981, 13-21=-1292/59ei, 12-21=-129215981, 11-12=-881/4793. 9.11= 940(4899 WEBS 4. 15_ 281/1621, 5-15=-2708/687, 5.14=65/572, 5-12=-152/955, 6-12=-747/322, 7-12=- 608/2373, 7.11=•60741 NOTES- (11) 1) Unbalanced root live loads have been considered lot this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psh BCDL=6.Opsh h=25f1; Cat. If: Exp 8; 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) 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.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 420 lb 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 devlce(s) shall be provided sufficient to support concentrated load(s) 513 lb down and 153 lb up at 23.0. 0, and 1102 lb down and 328 lb up at 15-8-0 on bottom chord. The design/selection of such connection devices) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied t9 the lace 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 + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 continued on Daae 2 Q WARNING • Verlry dedgn Paramefere and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE M&7477 mv. IMIMIS BEFORE USE Design v lld for trse only v4m Ml lok®connectots. fhls doslgn Is based orgy upon pczamelen stwwn. and is an hdlvldu l Lxrldng Component. not a trim system. Wforo hero. Ita txadrtg designer mamn must verity the appllCalAltyofdesignpaoteandpropertyIncogwrate011sdesign Into the overall txdcalg design. Wachg hdcated Is to prevent buciding of hdvldua him web and/or chard members only. Additional lemnotay and permanent txachg MiTek' Is always required fa skdAfy axl to prevent collapse whh possible personal "and property clasnago. Fof genotal guidance rogachtg 0w 6904 Pork* East Blvd. kdxtcaleix sterago. aelNory, otoclion arxltxactrlgoftamesctrxlIrtmsystems, sooANSI/rPI I Quality Criteria, DSS-69 and SCSI flut ding Component Tanya. FL 33610 Safety Information ovcactAo from trimPlatefru9lule. 218 N. Leo Street. SUte 312. Alexandriaa, VA 22314. Job Truss Truss Type oty ply TIOSSIS47 T80148 Roo Hip Truss 1 1 739768044 Job Reference (optional) Builder* FrritSotrreo. Tanga. PIard Gay. Fbrrda 33565 r.76u a Apr iv Cum M,r ex 1nauSVNe, inc. woo Mar a1 le:4e:j4 zvi I rage ID:217yacff3rgf5yObDEG68uzOUf6-Pm9fPDBhm0fmFOwnJk0N9Ob41OT2zwXceDX1 MzIF13 LOAD CASE(S) Standard Uniform Loads (pit) Vert: 1.4=-60, 4.20— 60, 7-20= 133(F=-73), 7.10=-60, 2-21= 20, 11-21=-45(F=-25), 9-11=-20 Concentrated Loads (Ib) Vert: 11=-513(F) 21=-1102(F) 0 WARNING - VMy design Puemamn and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE M6T4?3 rev. 16010015 BEFORE USE Design will for use only vAth M11ekO connoctas. Ms design Istxisod only upon parameters Mown. and Isfa an IndlAdlal buldI ng compononl not a mas system. Bofae use. tho txBdng desig of must verify the g)IAIcaIAlty of doslgn paameters and Ixoprxly Inwixxate this design Into tho overall bldrg design. BrOCIng Indicated b to bUcW ng of Individual host web and/or chard members only. AddOond temporary and potmaant txactng MiTek' fXOVenI Is always teWtird lot slablilty, and to prevenf collapse wrih possible poisor" It" and property damage. For gonefal gu6danco togading tho 6904 Parke East Blvd. tabricatlon. storage. dolNery. erection and txacltg of musses and miss systomt sooANSI/IPI I Cuallry, Criteria. OS649 and SCSI Building Component Tampa. FL 33610SafelyIntormarfanavallablefrombrasPlateIns9luto. 216 N. Lee Sheol, Srlle 312. Alexandria. VA 22314. Job Truss rasa ype ty ply TWSSM48 T80148 Rif) HIP TRUSS 2 1 739768046 Job Reference o done tlV4aers httti50UKe, 1 arlpa, dent Illy. hlanaa 33566 7.64a {Apr 111 Ye16 hUl eK InaUslrbf, Irtt. Weer N1af Vl 16:46 :I4 LceDXe1rappe1 ID: 217yac113rgf5yObDEG6BuzOU16-Pm?fPDBhmOfmFOwnJkON9Ob98OUzz0e1 MZIF13 6 9-0-0 15-0-0 W:,2 23.5.10 30-0-0 31-0.0 r1 00 66.6 2:521% 6-0_0 6-0.0 2.5-10 6.6-6 44 = 3x6 = 4x6 = Scale . 1:53.5 I`? 9 3x6 = 3x8 = 3x4 = 3x6 = 3x6 = 2x4 II 9. 0-0 15-0-0 21 0-0 30-0-0 o. nft A.ttlt A.nrt atilt Plate Offsets (XY)- 12:0.2-8.0-1-81.(8:0.2.8.0-1-81 LOADING ( psi) SPACING- 2-0-0 CSI. DEFL. In (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.12 10-19 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.76 Vert(TL) -0.35 10-19 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.51 HOfz(TL) 0.11 8 n/a Na BCDL 10.0 Code FBC2014/fPI2007 Matrix-M) Weight: 148 lb FT = 2M° LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.8-15 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 9.6.8 oc bracing. WEBS 2x4 SP No.3 REACTIONS. ( Ib/size) 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. pb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2046/450, 3-4=-1832/427, 4.5=-1618/396, 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=4.2psh BCDL=6.Ops1; h=251t; Cat. If; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interlor(1) zone; cantilever left and right exposed ;C-C for members and forces S 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-" wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 242 lb uplift at Joint 2 and 242 lb uplift at joint 8. 7) ' Seml-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 • Vedly design Perorneren and READ NOTES ON THIS AND INCLUDED WEI( REFERANCE PAGE N67473 rov. 1AWMIS BEFORE USE Design valid for use only wtm M11ek® conrwclors. iMs design Is Lined only upon parameters shown. and Is let an Individual "clhto component. not a truss syslenn. Beloro use. the IxAdhto dostonet must vodry the gAftalAltr of deslpyl lxratnofots and Ixopedy lncogaxate 9t6 action Into llte overall txBdhto deslon. Bracing htdlcated Is to prevent Iwcld to of Indlvktrlal truss web and/or chord members only. Addtkmal temperay aril pompaltent txocVV MiTek' is always tet}lred kx skb0lly and to rxovenl collatm wllh poss"o prosonCd fury and properly dalnaoe. For general gukknce reoalding 910 Idxpcotbn slorage. dollvoty, erection and Ixacno of trusses and tans systems, seeANSI/IPI I Quality CdtorW, DS11-69 and BCSI Building Component 6904 Parke East Blvd. Salety Information avallaUo noun buss Nate nstltrno. 218 N. Lao Street. Su lle 312. A1oxandfla, VA 22314. Tampa. FL 33610 Jobas Truss Type oty Ply r,oss, B,e T80148 RtI HIP TRUSS 2 1 173971,8046 Job Reference(optional) Buildecs FlrstSOulee. Taupe. Fiord Cey. Fiona 33566 7.6.40 O Apr 19 2016 MI I OK IAOuetrlOO. Inc. WOO Mar 01 15:46:3b 2011 rays 1 ID:Zl7yacff3rgtSyObDEG6Buz0Uf6-tyY tcZCJ W indt9VztRwcic8CWgmRiYMlttHaWozfF 12 7 00 7.6-0 1t00 8-0-0to-" 2280 11 30-0-0 3100 100 7.6.0 36-0 80 o 7.6-0 100' Scale . 1:53.5 I0x10 MT18H 2x4 // 2x4 \\ 1000 MT 18H C 0)q 0 30 = 4x6 = 3x4 = 3x6 3x6 1000 + t l 19-0-0 OOOf 30-" 1 a-0-0 100 a00 1-0-0 10-0-0 1 Plate Offsets O,Y)-- 2:0.2-9.0-1-81.f9:0-2.9.0.1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Udell L/d 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) 1.1411-13 316 180 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 FBC2014lrP12007 Matrix-M) Weight: 136 lb Fr = 20% LUMBER - TOP CHORD 2x4 SP No.2 'Except' 4.7: 2x6 SP No.2 SOT CHORD 2x4 SP No.2 'Except' 2-12: 20 SP No.I WEBS 2x4 SP No.3 REACTIONS. Qb1slze) 2=1260/0-4-0, 9=1260/0-4-0 Max Horz 2= 1 13(LC 12) Max Uplift2=-264(LC 12), 9=-264(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 1.4-12 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 23=-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 BOTCHORD 2-13=-294/1596, 13-20=-189/1337, 12-20_ 189/1337, 12-21 =- 189/1337, 11-21=-189/1337, 9.11=-256/1595 WEBS 5-13=-86/432,6.11=-88/428 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psh BCDL=6.Opsh h=25ft; Cal. II; Exp 8; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Intedor(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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 20.0psf on the bottom chord In all areas where a rectangle 3-6.0 tall by 2.0.0 wide will fit between the bottom chord and any other members, with BCDL = 10 Opsl. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 264 lb uplift at Joint 2 and 264 lb uplift at Joint 9. 8) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 9) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' A WARNING . Vedy dedyn /Mrometere and READ NOTES ON THIS AND INCLUDED W7EK REFERANCE PAGE 1,67472 mv. 1693MIS BEFORE USE Design valid for use only vAlh Mlteke connectors. Ms design Is based only upon parameters snown. and Is lot an hdlvtdtsal building component. not a truss system. Before taro. the Ixadrg designer must verify the cyXftadMiy of design parameters and Ixopedy lncogxxoto fr1h design Into the overall rxithlg design. 9actlg Indicated Is to ptovoni budding of Individual tn,ss wen andfix chord members only. Adclllordl fern"ary, and Ix;tmanenl bracing M iTek' Is c wcrys tecROed ter skfiAlly and to rxevenl edlarxa with possible personal "and pgx.My damage. Foe geetal gtldanco toWclrg the fabrication, storage. delivery. erection and bracing of trusses and truss systems. soeANSI/TPI I Quality Criteria. DS11-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from bus Plate Institute. 218 N. Lee Street. SWe 312. AtoxarKWA VA 22314. Tampa. FL 33610 Job Truss TrUSS Type oty ply T1055450 T80140 R12 HIP TRUSS 2 1 1139168047JobReference(optional) Buddeta FrtatSOU(Ce. Tar pa. Plant cdy. FlOeda 33566 i.oau a npi iv zwo Nut ex mausmee, nrc, vvea mar yr ro.+o..fo zv i r rape i 10:Zl7yacff3rgf5yObDEG6BuzOU16-L96PquCxH')vTVJ4908RrfpgPtD6GR_Wv5X082EzfF 11 1-0-0 7-"13-" 17 0 0 I 226-0 I 30-0-0 314)-0 7-" 5.6-0 4-0-0 S6-0 7.6-0 Scats . 1:53.5 3x6 3x6 // 3x6 \\ 3x6 3x6 G 3x4 = 4x6 = 3x4 = 3x6 10-0-0 iI13-0-0 17-0 0 I 20-0-0 t 30-0-0 tn.n.n 3-0-0 4-0-0 3.0-0 104-0 Plate Offsets (XY)-- 12:0-2.9.0.1.81, f4:0.3-O.Edoe), f7:0-3-0.Edgel. f9:0-2-9.0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.89 Vert(LL) -0.45 11-13 >808 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.97 Vert(rL)-0.9011.13 >399 180 BOLL 0.0 ' Rep Stress Incr YES W B 0.23 Horz(TL) 0.08 9 n/a We BCOL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 133 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 'Except' 4.7: 2x4 SP No.1 BOT CHORD 20 SP No.2 'Except' 2-12: 20 SP No.I WEBS 2x4 SP No.3 REACTIONS. (Ibdsize) 2=1260/0.4.0, 9=1260/0-a-0 Max Horz 2=- 1 34(LC 17) Max Uplifl2= 284(LC 12). 9=-284(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. 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 23=-1976/409, 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 roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph: TCDL=4.2psf; BCDL=6.Opst; h=25ft; Cat. If: Exp 8: Encl., GCpi=0.18: MW FRS (envelope) gable end zone and C-C Interlor(1) zone; cantilever left and right exposed ;C-C for members and forces 8 MW FRS for reactions shown; Lumber OOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will it between the bottom chord and any other members, with BCDL = I O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 284 lb uplift at joint 2 and 284 lb uplift at joint 9. 7) 'Semi -rigid pllchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - VeAry deafen Pane WNW and READ NOTES ON TM AND INCLUDED MITEK REFERANCE PAGE MD7472 rev. 100YMO1S BEFORE USE Design valkl lot tao Only Win Mllek® cm W101a. this design R used only upon Ixaamotors shown. and Is la an indIvkAral btAdktg Compxxlant, not a Ifuss system. Betmo us0. the IxAding deslgrwt anal vodry, Into g4)1ICa1AIty of design pao7nolets and Ixopoily hcotImate fth design Into Ina ovoKal txld k Bracing frtdlcatod Is to txlclatrtg of tnravldsal puss web and/ot Chold membm Only. Acidhlonal lemr coy and pmrnuwnl btackV WOWVdesign. proven S u ways tecitow Im s"Ally and to prevent collai o with possble rxnsonul"uxl property dkanage. Foi genmdl guidance tegcsdting trw k"IcalWt, slmage. adlvery. efection and txoci ng of Misses and Miss systmns. seQANSI/IPI I Quality Cdteda, DS869 and SCSI Building Component 6904 Parka East BNd Safety Infoanadan avdOdhllo from Inns Plate InstiMe. 218 N. Lee Street. StLe 312. Atexdndda. VA 22314. Tampa, FL 33610 Job runs russ ype ty ply T1055t851 T80148 R13 COMMON TRUSS a 1 739768048 Job Reference o tiona tsuswra rasrsource. Iaftpa, rmm ctry. morraa jsa00 .w. —W. ,. N,o -- U....e..,..., V. —.o— &..,. .y. ID:Zl7yacff3rg(5yObDEG68uzOU16-L96PquCxH?vTVJ4908RrFpgOBD68RzLvgx082EiIF 11 7.6-0 1 S-" 22.6-0 30-0-0 31-004tl-0-0 7.6-0 7-" 7-" 7.6.0 Pt-0-0 4x6 = 6.00 52 Scale . 1:53.3 Y 0 30 = 4x6 = 3z4 = 3x6 = 3x6 = 10-0-0 20-0-0 30.0.0 1n.n.n I 10-0-0 1040 Plate Offsets ().Y)-- 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 (psf) SPACING- 2.0-0 CSI. OEFL. in Qoc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.40 8-10 897 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.97 Vert(TL) 0.73 8-10 495 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.31 Horz(TL) 0.08 6 n/a We BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 137lb FT =20% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP N0.2 'Except' 2.9: 2x4 SP No.I WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1260/0.4-0, 6=1260/0-a-0 Max Horz 2=-153(LC 13) Max Up1lft2=-299(LC 12), 6=-299(LC t 3) 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=139rnph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft: Cat. 11; Exp 8; 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 3) This truss has been designed fora 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, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 299 lb uplift at joint 2 and 299 lb uplift at joint 6. 6) 'Seml-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' WARNavo - v#dy dadgn pwwwtws and READ NOTES ON THIS AND WCLUDED MIIEK REFERANCE PACE ND7472 tev. IMINI S BEFORE USE De*p vclkl for use only vAth ANIekb connoclom 1Ms dasfgn h based only trpotl Mameters sflown. anti is tot on trxflvldual LxAding componeril. not o fruss systom. Befao tee. the l"cOtg Uosklnet must vedfy Iho alallcolAlly of deslgn pxaaneters and ptopotly incortwrole this doslpn Into the ovrn08 txldng d:slon. llrocW trWlcotod Is to buclding of UxBvIdK1 puss web orWot chord members only. AdUtbnrl tempaory and tw rnonont txactrQ M iTek' pevenl Is always to"od la skIDBtly and to pevenl eoflcgxe wtth rws*Ao pofsonxl k*" art popery danago. rot gon erd gflrkneo fo0udng the 6904 Paake Etts1 Blvd. fa xicallon. stof000. clellvery. erectlon antl brocing of tnnses a1d fruss systems. socANSI/TPI I Quality Cnleda, 0SB49 and SCSI Building Component Tampa. FL 33610SafetyIngamalonava0cfblofromIfussPlateInstitute. 218 N. Leo Streel. Sole 312. Alexaldtla. VA 22314. Job russ Truss Type oty ply Tt0551852 T80148 A16 GABLE 1 1 739768049 Job Reference (optional) Buddars FuslSource. Tampa. Plan Day, Fonda 33565 i.O.V 6 npr I z w mn ea mausVas. mc. W.a mum v t 16A6 ar zw i i M. ID:Zl7yacif3rgf5yObDEG6BuzOUf6-pLgn1EDZ2J2K6TfM sy4nlDhFdSxARb2KBmhagzfFIO 6-9.13 _ 10.8-0 14-6.3 21.4-0 , 22 4-0 , T 100 6.9-13 3-10.3 3.10.3 6-9.13 t-0-0 Scale . 1:38.4 4x6 = Ig 3x6 = 5x8 = 3x6 = LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Ven(LL) -0.16 8-27 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 1.00 Vert(rL) -0.43 8-27 >593 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.24 Hofz(rL) 0.04 6 Na n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 124 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-7 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. WEBS 20 SP No.3 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 Upllf12=-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 NOTES- (10) 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=6.0ps1; h=2511; Cat. II; Exp 8; Encl., GCpf=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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the (ace), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1. 4) All plates are 2x4 MT20 unless otherwise Indicated. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) 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.' Q WARNING - Vedly daNyn parameter and READ NOTES ON THIS AND INCLUDED MnEK REFERANCE PAGE MB-7472 rev, IMMIS BEFORE USE Design vdld for use only Win Ml lok® connectors. this design Is Lxned only upon paatetors shown. and If tot an Individual building component, not a trim System. 801e8 uso. Iho building designer Inust voilfy, the a;XAcalAity of design potosneteis and Ixoiotiy l ncugototo this doslgn Into the oveai building doslgn. Biocing bndfcated Is to buckling of Irx9vaua truss web and/or chord mentors orgy. Addtiona temporary and rAxmanont b iocing M iTek' pxavent is always toc'Led er sk4s98y and to pxevent edlafm with possIblo P ersetcl Injury and Ixopeny darnago. Foe W-Mold Uuldcnee tegardtrng Ife 6904 Parke East Blvd.ICQxicalkxL storage. dolivoty, otocilon cfnd bxaci ng of misses and truss sysfom; soeANSI/TPI1 Quatliy, Criteria, DSO-89 and SCSI 8u0dlng Component Tampa, FL 33610SafetyInformationavclablefromInnButeInstilute. 218 N. Lae Street. Suite 312. A/exanditm VA22314. Job T ruS6 I ruse I we ty TfO55t853 T80146 R17 Special Truss t 1 t 1,39""" Job Reference(optional) Builders FastSoutee, Tsnpa, Plant City, Florida 33566 7.640 6 Apt 19 2016 MITek Industries. Inc. W44 Mar 01 16:45.38 2017 Pape 1 I D:Zl7yacff3rgf5yObOEG68uz0U16•HXEAEaEBpdABkdEYYZTJKEmis t p3vjNCZrVE77z1F P r100 34i-0 7-04 f3.10-0 20.8-0 21.10-0 253.5 3000 3100 1-0-0 343-0 3.6-0 fa•10-0 6-10-0 ' 1.2-0 3.5.5 4.8-11 '100' Scale . 1:54.4 06 11 5x6 = 3x4 = 6x8 = 7 Sx8 = 6x8 = 7x10 = 8x8 = 6x8 = 3x8 - 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/fP12007 CSI. TC 1.00 BC 0.94 W B 0.91 Matrix-M) DEFL. In Vert(LL) 0.32 Vert(fL) -0.78 Horz(TL) 0.17 loc) Well Ud 13 >999 240 13 >464 180 9 n/a rVa PLATES GRIP MT20 244/190 Weight: 185lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied. 4-6: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-2-2 oc bracing. BOT CHORD 2x6 SP No.2 'Except' WEBS 1 Row at midpt 5-14 2-12: 2x6 SP M 26 WEBS 2x4 SP No.3'Except' 7.11,5.14,6-13: 2x4 SP No.2 REACTIONS. (Ib/size) 2=2746/0.4.0, 9=2172/0-4-0 Max Horz 2=-87(LC 13) Max Upllft2=-675(LC 8), 9=-447(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) 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; Vult=139mph (3-second gust) Vasd=108mph; TCD(-4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp 8; Encl., GCpf=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 (fuss 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 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 device(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 desigiVselection of such connection device(s) Is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (6). 10) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard Continued on Daae 2 Q WARNO/G - VeA/y dedon paranWers and READ NOTES ON THIS AND INCLUDED AU EK REFERANCE PAGE A07473 rev. fous"I5 BEFORE USE Design valid lot use only Win MIIekA coruwclofs. this design Is based orgy upon p morneters shown. and Is rot an InclMdual bultding component. not a trim system. Before rag. the building dosilit" must verity the of)jAcdflity, of design Morneters and Iropefty heogxxate this design Into the overall brld',ng design. eating hdfcatod Is 10 peovenl txrclding of IrnAvidu l tfuss web and/ot chord members only. Additional temporary and r"monenl trcfche WOW Is always reyihed for skfilfry and to prevent co9ap50 with possible pddsonol f y"<md property dunarp. roe gerwu9 gtJWnce fegordi ng the fabrication, storogo, dolivery, election and tracing of trusses and tnts systems seeANSI/RI I Quality Cdtodo, DSB-a9 and SCSI Bu9ding Component 6904 Parke East Blvd SofNy, Information ovallo le from Tans Rate Institute. 218 N. Lee Street. ;rite 312.'Plexa ndria VA 22314. Tampa. FL 33610 o russ Truss Type oty ply T10551853 T80148 JR17 Special Truss t t 739768050 Job Reference(optional) Sudden FirgSourca, Tarrpa, Plant Gay. Florida 33565 r wu a wpr re zvro Mir eR mausawe, rrK. vvea mar v r ro:w:w dw r rage" I0:II7yacft3rgf5yObOEG6Buz0Uf6-HXEAEaEBpdABkdEYYZTJKEmie 1 p3viNC2rVE77zfF 17 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Unilonm 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) aL WARNAVG - verily desvn peremeten and READ NOTES ON TN/S AND INCLUDED AUTEK REFERANCE PAGE A07473 rdv. 1003WIS BEFORE USE Do*p vaM to trio only wlih Mllek®connoctots. fats deslgt istxwd only ttpon paanWles allowrl. axt fs to an hdMckx9 bLddrtg comixxlett, not a huss system. Wrote use. the tx&drtg designot must verily If Walalflccl llty of design Ix7p amotors aWIxoelyhcogxxoto91k design Into lho ovoiatl txldng design. 9tachg M12cated Is to ixovont bucldbV of kldlvkivail Muss web and/or CWd morllborS only. AckJ r"" temporary amd pormalonl txachtg M iTek' Is always roclWod for stafAlty, and to prevent colkirm wlm possbte pcnorlu"arvJ property damage. Fo Ueneai gtkkme toWc2M tf o k1xicatim staago, delivery, etectkxt load txoclrlg of masses and truss systems. socAN31/FPI I Qua ft Criteria, OSS-89 and SCSI Sullding component 6904 Parke East Blvd. Smell Information avallabie Mom Muss Plate hatute. 218 N. Lee Street. Sulte 312. Alexancida, VA 22314. Tempa, FL 33610 Job ruse I ruse I ype aly T10551854 780148 R18 Common 4 1 739768051 Job Reference bona esuaaers u-estbo ice, r on9a, rmm '.ay. moan nabob r.b+v • npr - w ro — •R ,•ate, ws. — — —1. I I.— ID:Zl7yacft3rg15yObDEG68uzOUWHXEAEaEBpdABkdEYYZTJKEmjjlsGvv!6i V 77zlF1? 1-04 4-4-4 8.2-0 11.11.12 i 16.4-0 1•PO 4.4.4 3.9.12 3-9.12 4-4-4 Scale . 1:29.8 4x6 = g 3x6 = Sxe = 3x6 8-2-0 16.4.0 9.9.0 a-2-0 Plate offsets (xY)-- 15:0.4-0.0-3-01 LOADING(psf) SPACING- 2-0.0 CSI. DEFL. In loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.15 4-5 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.74 Vert(TL) 0.34 4-5 565 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.15 Horz(rL) 0.02 4 n/a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 59 lb FT = 20% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=642/Mechanical, 2=717/0-4-0 Max Horz 2=96(LC 12) Max Uplifl4=-143(LC 13), 2=-178(LC 12) 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 SOT CHORD 2.5=-99/735, 4.5=-99/735 WEBS 3-5=0/392 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (8) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp B: Encl., GCpl=0.18; MW FRS (envelope) gable end zone and C-C Interfor(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 pst 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 girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 143lb 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' Nwa . verity derrpn permneten and READ NorES ON THIS AND INCLUDED AUrEK REFERANCE PAGE N11674n eov. IOO MIS BEFORE USE valid lot use orty with Wok1S connoctas. this design Is based only ulm parameters shown, orKt b form tndlvldual building component. not a Mars system. Befae use. the Irldhg dosgnol must vedly the alAAlca filly of design txaanolors and property hcopototo In6 design Into the overall building design. Bracing irxllcatod b to tx IdN of WKR* rsri puss web and/or toad members only. Addaoal lempotay and pomanenl bracing MOWprovonl Is (Sways roqulod la stability and to proven collapse with rwssble persor""and rxopedy damage. For general guidance tegatltrng Ito 6904 Parke East Blvdfctrkalbnstorage. delivery, aocllon and bracing of tnnsasand Imss systems. sooANSI/IPII Quality Criteria, DSB-89 and SCSI BullOng Component Tampa. FL 33610safetyInformationavalialxefromtrussPlateInstitute, 218 N. Lee Street. Sulto 312. Alexandria. VA 22314 Job I fus6 truss type oty ply T10551855 T80148 Me GABLE 1 1 1739768052JobReference(optional) esuamse t-astaoucce, tanpa, rtant may, t-ioncia a:s000 r.wa a P. r• zaro -eR matrstrws, M. vvea mar a t - i -9. . ID:L7yaclt3rgf5yObDEG68uzOUf6•IkoYSwfpawl2Mnpk6H YsS131RD5eM5LoVFofZzfF1_ 1.0.0 4.4.4 8-2-0 1 1.1 1.12 16-4-0 17.4-0 1-0-0 4.4-4 3.9-12 3.9.12 4.4.4 1-o-o Scale . 1:30.4 4x6 = Ig 3x4 = Sx8 = 3x4 = 8-2-0 16.4-0 a2n I e-2.0 Plate Offsets (Y Y)-- 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) Udell 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(rL) 0.21 6-8 898 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.18 Horz(rL) 0.03 6 We n1a BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 90 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5.6-3 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. WEBS 2x4 SP No.3 OTHERS 20 SP No.3 REACTIONS. (lb/size) 2=708/0-4-0, 6=65310-4-0 Max Horz 2=87(LC 8) Max Uplift2=-173(LC 8). 6=-173(LC 9) FORCES. (Ib) - Max CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-1041/250, 3-4=-784/165, 4.5=-783/165, 5.21=•999/250, 6.21-1009/236 BOT CHORD 2-22=-235/890, 8-22=-235/890, 8.23=-148/883, 6-23=-148/883 WEBS 4.8=-36/470, 5-6=-280/205, 3.8=-288/205 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=4.2ps1; BCDL=6.Opst; 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 3) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) All plates are 2x4 MT20 unless otherwise Indicated. 5) Gable 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.Opst on the bottom chord In all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 173 lb uplift at joint 2 and 173 lb uplift at joint 6. 9) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 71 lb down and 59 lb up at 15.8-0 on top chord, and 21 lb down and 11 lb up at 0.8-0, and 21 lb down and 11 lb up at 15-8.0 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 12)'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1.4=-60, 4.7=-60, 2-6- 20 Continued on oaae 2 WARNING • Vedry deslpn parrnsters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M10,7072 mv. 149Y201S BEFORE USE. Design valid for use orgy w11h MlleW con noclom Ms design Is txned orgy upon pczamOters shown. and IS for an bWlvkkral txddrnd Companonl. not a htas system. 801ao use. the Ixmdhg dasolot must vedN cgthe xllk;arb0ly of design lxrametors anpx dopody Incogotato 11* doslpn Into the overall buIcling doslpn Bractnp hWlcatod b to tmMbng of kxnvid xl buss weu aril/a chord mombars orgy Adclbonal temMciry oW pormanent txockV MiTek- txovoniIs always wtulred for skt Ally o W to fxovonl coflapso Win rossble lotsonrl N*sy and rxoperly cicrnage. for general gut lance regcndbvj the kaxlcatlon stotago, deltvory. atoctlon aria bracbng of Inasos and truss Systems. sooANSU1141 Quality Criteria, OSB-89 and SCSI Building Component 6904 Parka East Blvd. Safety Information avallable from Truss Plate Mkile. 218 N. Lee Sheet. Stllo 312. Nexandda. VA 22314 lanpa, FL 33610 Job I rush Truss Type Oty Ply T1OSS18SS T801e8 Rig GABLE t t 739768052 Job Reference (optional) Buldsm FinlSource. Tampa. Plan] Cdy, Florida 33566 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 21=58(B) 7.6e0 a Apr 19 2016 fATak Industries. Inc. Wed Mar 01 16:46:39 2017 Page 2 10:Z17yaclt3rgf5y0b0EG6Buz0U16-(koYSwFpaw12Mnpk6H YsSI31RD5eM5LoVFofZzfF1_ Q WARNING • V* ft destgn Pararnetma and READ NOTES ON THIS AND INCLUDED MMK REFERANCE PAGE 1107479 rev. 160210I S BEFORE USE Design valid lot use, only vAth tAlfekS oonnocto s. Itls Cleslgri Is brood only upon paianotels shown, and Is let an l ndlvlducd txddlno component not a truss syslern. Bolan use. the Ix"vj closignot I null vodtV the aprrllco l ity of dex-Agn Iraaneters and piolxnrty Incoilxrato this doslpn Into 1110 ovetcdl txadrQ design. ®acing Inckated Is to Ixovont t=MUig of Individual truss web and/a chord members only. Adclitlonal temporary aW lxnmcmeil txacbv MiTek' 6 always regWeul fa sklbNly and to pievent edlapso wllh possbio personal In uy aW properly damage. roe genetal guidance iogacBrg the fabrication, slaago, delivery, orocllon anal txackng of trusses ax1 Inra syslems. soeAN51/IPl l Quality Criteria, OSS-89 and SCSI SuShcnp Component 904 Parke East Blvd. Safety Information aveOcM from Truss Plate Inslikne. 218 N. Lee Street. Suite 312. AlexaWft VA 2231 A. Tampa, FL 32610 o ruse Truss Type ty y T10551656 780148 Rf01 Plot Tress 1 f2 lob Reference Gone tsuaaers t-"moucce, f orlpa. YtaM lay, fIonoa :Babb r."u a'p, I e 2 1 e "l ex I.Q=mv, DIG. WOO N . Q I , 9[7a:1a —I r rape , 10:Zl7yacff3rgf5yOb0EG6BuzOUf6-EwMwfGFSLEOvzxOwf_VnPfrDgr2 NlfU09_LA?zfFOz 2-1-12 4.1.12 6.1.12 &8.4 t1.2-tt 13.2.11 15.9-3 18.5-7 2.1.12 2-0-0 268 26a 2-0-0 2$8 2e4 Scale . 1:31.6 30 — 3x4 = 3x4 = 5 6 7 19 8 20 9 30 = 30 = 3x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Ven(LL) 0.06 12 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.60 Ven(TL) 0.15 12 983 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.41 HOrz(TL) 0.04 11 We n/a BCOL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 164 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5.5-14 oc puffins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6.0.0 oc bracing. REACTIONS. All beatings 6-3-6 except (Jt=length) 11=0.4.2. lb) - Max Uplift All uplift 100 lb or less at joint(s) except 11=-175(LC 4) Max Grav All reactions 250 lb or less at Joints) 18 except 11=1475(LC 1), 17=972(LC 1), 16=372(LC 1), 14=2771(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) 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 BOT CHORD 13-14=-75/2838, 12-13=-266/4442, 11-12=-304/2529 WEBS 2-17=-831/0, 3-16=-458/0, 4.14=-985/0, 8-12=-1008/97, 7-13=-814/71, 6.13=-218/1825, 6.14_ 3346/80, 9-12=0/2175, 9-11— 2808/342 NOTES- (13) 1) 2-ply truss to be connected together with 1Od (0.131-x3-) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0.9-0 oc. Bottom chords connected as follows: 20 . 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) face In the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. 3) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; Cat. II; Exp B; Encl , GCpl=0.18; MW FRS (envelope) gable end zone; cantilever left and tight exposed; Lumber OOL=1.60 plate grip DOL=1.60 4) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 5) Provide adequate drainage to prevent water ponding. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 2.0.0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 9) . This truss has been designed for a live load of 20.0psl on the bottom chord In all areas where a rectangle 3-6-0 tall by 2.0.0 wide will lit between the bottom chord and any other members. 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 design/sefeclion of such connection device(s) is the responsibility of others. 13)'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard Continued on Daae 2 Q WARNING - Verfry deden peronaren and REAO NOTES ON TM AND INCLUOEO AUTEK REFERANCE PAGE N967472 rov. 10113WIS BEFORE USE Dedgt valld tot lno only with MI10M Conrecla s. Itls deslgl b basod only upon paameters shown. and b fa at kxf vkflx>I buiding component not a Truss system. Befao uso. Oho IxBdng doslgxtt must vodfy Ino cq)iOCabAllly of dosigt paamoters andIxgxnly Incapefalo frtb de*fn Into the ovofdl txAC&V design. Brochg to cticatod is to pioveni bucldIng of IrxavkAx! Ifuss web arxi/a chord members only. Ad dtbrxl tempotay and rermaont btactrtg WOW Is always reclWod lot s"Ally arxJ to prevent eotlapee with resslAo pxesonal"and poperly darns go. fa goreral gulcl nee regaUrtg the fabrlcatim stotaoo. dollvory, oroctlon arxt txacklg of fnrsses anal Was systems weANSIMIJ Quality Cdterlo, DSB-89 and SCSI luBNng Component 6904 Parke East Blvd. ScrtNy Information ovalla ble from Uuss Plate Institute. 218 N. Lee Street. Suite 3 Q. Alexandria. VA 22314. Tampa. FL 33610 Job I russ Truss Type oly Ply TtO55t856 TBOteB RfOt flat Truss t A2 Job Re ence tiona Buddars F1rstsoutco, Tampa, Plant Gay. Floods 33566 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced). Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-19-330(F— 96), 19-20=-156(F= 96), 10-20=-60, 11-18-20 Concentrated Loads (lb) Vert: 20=-845 r.o4u s Apt tY !V m mrr ax Inclusions, arc. was moo or 16:4a:,rV Zer r raga L 10:ZI7yactf3rgf SyODDEG6Btnz0Uf6-EwMwIG FSLEOvzxOwf__VnPfrDgrZ_NIIU09_LA?zfFOz WARNING - Varrty design parematers and READ NOTES ON DM AND INCLUDED MM!K REFERANCE PACE MI167l73 rev. IM20015 BEFORE USE Deslatt valld for use only with Mltok® conractors. Itnh ctesl t Is based only tnlon Mannoters shown. and Is lot an hcBMdttal lAddkng component, not a nun system. Bofao use. Ina bxAdhg designer must vedly the ol:rltica tAlly of design feramotors and lxoperly fncogxxoto this design Into the overall MBdkng design. Brachg trtdicatod is to bmWrvj of kKflvk txi buss web once/ol Chad members only. A&Illonal temporary and permanent txacing MiTek' rxevent Is always required kx skfidtty and to prevent cotiat)w wllh possble r"sortti kr'ay and properly danago. For general grJtWtce tegacHrtg the 6204 Patka East Blvd. kAXICatlon sterago, clollvoly, clecllon art bracing of Inates and tnrA systems soeANSI/rPI I Cuagty Cdterla. 036-89 and SCSI Sullding Compdrnrtl Taff". FL 336t oSalaryInformationavalk"o loom tuns Plate Institute. 218 N. Lee Street. Sato 312. Alexaklda, VA 2231 A. Job Truss russ ype ty ply TtO55t857 T80148 RF02 Hod Hip Truss t t 73976eOS4 Job Reference (optional) Builders FketSoutce, Tar pa. Plant City. Florida 33566 7.640 a Apr 19 2016 MTek Industries, Inc Wed Mar 01 16.46:41 2017 Page t ID:Zl7yactf3rgf5yobDEG6BuzOU16•i6wllcG46YYmt>iz7Di t OytOJ?Et367mefpkviSzfFOy t-0-0 7-0-0 1O-4-0 13.8-0 15.10.7 1a-2-10 20.8.9 1-0-07-0-0 34-0 34-0 2.2.7 2.4.3 2.5IS 10x10 MT18H = 3x8 = 2x4 II Scale . 1:38 1 e — 3x4 = — 3x6 = 2x4 II 3x8 = 3x1 = 3x4 = 2x4 II LOADING ( psf) SPACING- 2-0-0 CSI. OEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) 0.07 13-14 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.73 Ven(TL) -0.20 13-14 >795 180 MT78H 244/190 BCLL 0.0 ' Rep Stress Incr NO W B 0.74 Horz(TL) -0.02 17 n/a n/a BCDL 10.0 Code FBC20141TPI2007 Matrix) Weight: 113 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 4-1-15 oc puffins, except 1. 4: 20 SP SS end verticals. BOT CHORD 20 SP No.2 BOT CHORD Rigid telling directly applied or 4.4.7 oc bracing. WEBS 20 SP No.3 SLIDER Left 20 SP No.2 3.7.5 REACTIONS. ( lb/size) 11=1469/0-4.15, 2=-525/0-8.0, 17=2571/0-11-5 Max Horz 2=291(LC 8) Max Uplift2=-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=0/1897, 4-5=0/1689, 7-14=0/453, 7.18=-1232/41, 18.19=-1218/39, 8- 19=-1213/45, 8-20=-1711/0, 9-20=-1711/0, 9.21_ 1711/0, 10.21=•1711/0. 10. 11=-1495/0 BOT CHORD 2.17_ 1645/0, 16.17=-554/0, 15-16=-34/1073, 14-15=-34/1073, 13-14=0/1711, 12- 13=0/1711 WEBS 4.17=-1167/110, 5-17=-1699/3, 5-16=0/657, 5.7=0/697, 7.16=-1726/0, 8-14=-625/0, 9- 12=-807/0, 10.12=0/1944 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.Opsf; h=15ft; 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) 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 Ib 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 devices) shall be provided sufficient to support concentrated load(s) . The design/selectlon 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 i as referenced by the building code.' LOAD CASE(S) Standard Continued on Daoe 2 Q wARNWO . veriry dadpn paremorere end READ NorES oN THIS AND INCLUDED WTEK REFERANCE PAGE N67473 rev. 140"IS BEFORE USF- Deslgt vdkt lot use only with fAl leM conneclots. Ills design Is boson only upon parametersshown, arld Is for an Indlvklud IxAdIng component. nol Et a trusssystem. Before use. the Ix&*V dosigrtet must verily the orAAIcoIAIty of doslgt Ixaamolets and properly Incotlxxoto this design Into the overall txddlrtd design. bating malcaled Is to ptovent buckling of IndlvkW truss web and/or chord momtxxs only. Adclbor d temloruy and permanent IxacVQ M iTek' S always rocltltod lot stalxdly chid to prevent collapse vAth possble personal Inpey and ptopedy ekirnagu. For Donald 9tkknee tege,dng Ito k"IcalkxL storogo. dollvory, erection and txaclng of tnrssos and Inns systems seeANSI/IPI I Quality Criteria, DSB-89 ands SCSI Building Component 6904 Parke East Blvd Safety information avallatxo from truss Plate Insit 218 N. Lee Street.:Mte 312. Alexarxlria. VA 22314. Ti.aq ri, FL 33610 o russ TrUSS Type aly ply T10551957 T80148 RF02 Hall Hip Truss 1 1 730768054 Job Reference (optional) BYddan FlrelSoulea, Tonpa, Plant udy. Mrida 33566 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 (Ib) Vert: 10=-347 18— 200 19— 134 20— 193 21=-266 104V O Apr 1V LV 10 NYi OK inousir es, inn. Woo Mar V I Io:40 41 LuI i ra90ID:217yactf3rgt5y0bDEG68uz0Uf6-i6wltcG46YYmb4z7Di 10yt0J7Et367meFpp ' ZIFOy 0 WARNING - Verily dedgn pramrMtan and READ NOTES ON THIS AND INCLUDED MNEK REFERANCE PACE MO-7472 mv. IMMI S BEFORE USE Design vdk-I for use only vAm Mllekr9 connoctom. R* design Is I.txod only upon paramotots shown. OW Is for an Individual txdding component, not a truss system. Before use. the IxAdng doslpnw must verify the cq:gl1ec9Al1y of design puamotots and propedy, Incor{xxalo Mils design Into the ovordl Ixldrlg design. Bracing indicated Is to txicatng of kblvkAKA truss web and/or chord membets only. Additional temporary and r"manenf txocing MiTek' prevent S always toc"od IN stability, and to prevent eo0q)w vAlh possible petsond kdaY and properly damage. for gonord guidance egoidkng the 6904 Parks East Blvd. Idxlcalkan, storage. deltvery. erection and bracing of misses and Inns systems. seeMSI/TW l QuaOM Criteria, OS849 and SCSI Building Component TaeNa, FL 33510SootyInlormatlonavc0ableRomtrussPlateknsOtrAo. 218 N. Lee Street, sidle 312. Atezarndda. VA 22314. Job I ruse Truss Type ty T10SS1858 T80148 Vol VALLEY TRUSS t 1 739768055 Job Reference (optional) Builders Fust5ource, Tonga, Plant city. Fonda 33566 2x4 i 2-" 2.00 7.640 is Apt 19 2016 MTek Industries. Inc. Wed Mat 01 16 46:41 2017 Pape t 10:Z17yacff3rgf5yObDEG68uzOU16-i6wltcG46YYmt>/z70110ytOSME 1 X61NefpkvtSzfFOy Scale . 1:7.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) -0.01 3 >999 240 MT20 244/190 TCDL 10.0 Lumber OOL 1.25 BC 0.13 Vert(rL) -0.01 3 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(rL) -0.00 2 rVa rVa BCOL 10.0 Code FBC2014frPI2007 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 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (lb/size) 1=54/1-10.0, 2=55/Mechanical Max Horz 1=30(LC 12) Max Uplifil=-9(LC 12), 2=-24(LC 12) FORCES. (lb) - Max. 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; BCOL=6.Opsh h=25fl; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip OOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 9 lb uplift at joint 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.' A WARNING • Vodty des/pn peenwtere and READ NOTES ON THIS ANO INCLUDED MfTEK REFERANCE PAGE MD•7473 tev, faV2,2015 BEFORE USE Design vaild lot use only with MlteW connoclom M design is based only upon poranelers sttown. and Is for an YWMCAtaI IxAdi ng component not a truss system. Before we. the IxAdlrnp deskinel must verify fro aqAlcal1Q fy of design paaneters and 1xoPerly I ncogorato Infs design Into Ite overall b LddU t design. Bachg UXACatod IS to rxevonl tucking of Individual trim web and/er cbad members only. Adaaonal lomforay and pormanenl txoctng M iTek' Is always te«lted ter stab0lty and to rxevonl eoucpse with pos*Ao pxnsalal Y1 uy axl Txoreny, ckanago. For gernorrl glrJanee togading the Iatxiccatbn, slotago, dolivety, et croon and txacfng of misses and trim systems, seeANSI/TPI I Quality Weida. OSS-69 and SCSI Building Component 6904 Parke East Blvd. Solely INotmatlon avc0a1:Ae from trim Plate InAltute. 218 N. Lee Street. Suite 312. Alexandaa. VA 22314. Tanga, 1. 33610 Job Truss Truss Type ty Ply T10551859 T80140 V02 VALLEY TRUSS 110 11 1739768066JobReference Bona tsuaaars rrrsraource. r arrpa. rram "ay, ronoa :nuaoo r oxu s Apr iv zero my ex mauarms, inc. urea mar ur io:4o:4z zur r rage i 10:Zl7yactf3rgfSyObDEG68uzOUf6•AITg4yHitrgdDEYJnPYFU4wd4eNXritnUTTSFuzf FOx 2.11.1 4-0.0 2.11•I TV 2X4 i 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Ven(LL) 0.00 3 n/r 120 TCOL 10.0 Lumber DOL 1.25 BC 0.08 Vert(rL) 0.00 2 n/r 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(rL) 0.00 n/a rda BCDL 10.0 Code FBC2014/rP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 1=71/3-11-8, 5=198/3-11-8 Max Horz 1=71(LC 12) Max UplltlS=-76(LC 12) FORCES. (lb) - Max. CompJMax. 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 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=4.2psf; 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 & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.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 S. 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.' WARN6yG • Vartly desryn Pnanrsters and READ NOTES ON THIS AND INCLUDED AMK REFERANCE PACE M9674T7 mv. 1603MIS BEFORE USE Design valld for use only with IAItMA commlors. B4s design k based only agxxh parameters shown. and b for an IndhAd al Wilding component. nor a hrm system. Before use. the 1xLUng designer must verity the g4ftdAllty of design p ornoters and Ixopofly Wotxxo W this design Into the ovotall lxidng design. Bracing hhdicatod Is to povonl budehhg of individual Inrss wob and/or chord mernlxins only. Addlionrl WmWW and perrnanont txocfrg M iTek' is always regaled WI sksb0ty and to prevenl collapse with pos*Ao Wson l tNay and property damage. for general guidance regarding the latxlcotim storage, delivery, erectlon and txalcing of trusses and truss systems seMNSI/1141 Quality CriterW, 0$9-89 and BCSI Butdhhg Component 6904 Parka East Blvd. Safety information avcflWe from truss Plate tnstlkde. 218 N. Lee Street.:ulle 312. Alexancift VA 22314 Tanya, fL 33610 Symbols I Numbering System JA General Safety Notes 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. 011 dr For 4 x 2 orientation, locate plates 0-144' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings supports) occur. Icons vary 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. SCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 dimensions shown in ft-in-sixteenths Drawings not to scale) 2 TOP CHORDS M JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSAETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR 1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 2012 MiTek® All Rights Reserved W1 0 MiTek' MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-brocirg, is always required. See SCSI. 2. Truss bracing must be designed by on engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design 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 ogoinst each other. 6. Place plates on each face of truss of each joint and embed fully. Knots and wane at joint locations ore regulated by ANSI/TPI 1. 7. Design assumes trusses will be sultobly protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shoo not exceed 19%at time of fobricotion. 9. Unless expressly noted. this design Is not applicable for use with fire retardant, preservative treated. or green lumber. 10. Comber is a non-structural consideration and Is the responsibility of truss fabricator. General practice Is to comber for dead load deflection. 11. Plate type. site, 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 purlins provided of spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is Installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and lood vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental health or performance risks. Consult with project engineer before use. 19. Review oil portions of this design (front, back words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. A 52-04-00 to O, m CD CD m m m m m m — — — — — — — — — — — — — — CD I N I I II N N I II d N II Np II II I N N I I J0 II— A 9 JI p JI JI I J CDm I m 7-00-00 II NI 7-00-00 JI JI I J J I hI J0 II JO IUQ2 R II H J2e J20 HI 2qIIIJ12 9 -' JI 0 ZT J20 9 J I II II I J20 cp J20 7-00-00 9 J 1 J20 .o 7 J1 J20 jo J20 J20 II II II N I q I II II II II I II q I N II n0 O-LUC-LULU eS m o, m 0 a0 o, I m -1 tr w C tr 1r Lill-L70-OL1 II u, 'L i. n FYI f o\\_.:.; I ti: mod 7-100-tltl d4-Ud-U0 2tl-tl7-tltl 64-tltl-tltl ' RECORD COPY DEARWG HEIGHT 56HEDL LE 9 4 20'-3/y- 0 0 Hanger List H1 HTU26 H2 THA422 NOTE5: L) REFER TO HID HMAL" INST1ALLAT ION AA I OM FOR TE WORARY DRAGW6.) REFER TO EMNEEM DRAWNGS FOR PERMANENT DMIN6 REOHRED 2) ALL 10055E5 (INLLUOIN6 TRUS%5 UNDER VALLEY FRAMM) MUST DE CaWLETELY DECKED OR REFER TO OETAIL VI05 FOR ALTERNATE DRACU+6 REaRRENFN15. 3.) ALL VALLEYS ARE TO DE CONVENTIONALLY FRAMED DY DWDER. 4) ALL TRUSSES ARE OE516NEO FOR 7 mc. MAX" SfACO16. UNLESS OTHERWISE NOTED. 5.) ALL WALLS SHOWN ON PLACEMENT FLAN ARE (ONSD7ERED TO DE LOAD OEARIN& UNLESS OTHERWISE NOTED 6) 5Y42 TRU55ES MUST DE INSTALLED WITH THE TOP KING UP. 7.) ALL ROOF TRUSS HAN M TO DE SIMP50N HTU26 U f&E% OTHERWISE NOTED. ALL FLOOR TRUSS HANGERS TO DE 50APSON THA422 UFLE55 OTHERWISE NOTED. 6) DEAWHEADERA.INTEL (IOR) TO DE FURNSHED DY REM. SHOP DRAWIN6 APPROVAL THIS LAYOUT IS TIE 50.E %UPCE FOR FABRICATION Of TRUSSES AND VMS ALL PREYM ARMTECTIR,AL OR OVER TRU%LAYOUTS REVIEW AND APPROVAL OF THIS LAYOUT 1U5f DE RECEIVED WORE ANY TOMAS RL DE OULT. VEGFY ALL COURIITIONS TO via A6Amf CHA $ THAT RL RESULT IN EXTRA 0UR6ES 10 YOU 14-uA 0d.a1 Ga 048uildierS FlrstSource Orlando PHONE:407-851-2100 FAX:407-851-7111 Plant City PHONE: 815-759.5951 FAX 815.7-32.1552 ER Taylor Morrison Darlington B U A7111%. Lot roc 1-6-16 Rick RECORD COPY City of Sanford Building and Fire Prevention Product Approval Permit # # 1 7- 1 8 5 9 Project Location Address 44 f red f-as'', Specification Form NG oSANFOFtO As required by Florida Statute 553.842 and Florida Administrative Code 9N-3, please provide the information and product approval number(s) on the building components listed below if they are to be utilized on the construction project for which you are applying for a building permit. We recommend that you contact your local product supplier should you not know the product approval number for any of the applicable listed products. Be aware that windows, skylights, and exterior doors must be tested in accordance with the Florida Building Code, Section 1714.5. More information about Statewide Product Approval can be obtained at www.floridabuilding.org. The following information must be available on the jobsite for inspections: 1. This entire product approval form 2. A copy of the manufacturer's installation details and requirements for each product. Category / Subcategory Manufacturer Product Description Florida Approval # include decimal) 1. Exterior Doors Swinging herma Tru Swinging Ext. Door (front door) FL15225-R3 Sliding MI Windows Sliding Ext. Door FL15332.9 Sectional Arnarr Garage Doors Sectional Ext. Door (Garage SF) FL5302.10-R6 Roll U Automatic Other 2. Windows Single Hung MI Windows Block Single Hung FL17676.2,9,16 Horizontal Slider Casement Double Hun Fixed Awning Pass Through Projected Mullions MI Windows Mullion FL15333.04 Wind Breaker Dual Action Other June 2014 I Category / Subcategory Manufacturer Product Description Florida Approval # including decimal 3.Panel Walls Siding Soffits Alpha Aluminum, Inc. Soffits FL12019-R5 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4.Roofing Products Asphalt Shingles Atlas Roofing Shingles FL16305-R4 Underla ments InterWrap, Inc. Underlayments FL15216-R2 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shinales Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofing slate Cements/ Adhesives / Coating Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E. P.S. Roof Panels Roof Vents Weather Vent Roof Vent Miami Dade Approved Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # include decimal S. Shutters Accordion Bahama Colonial Roll u Equipment Other 6.Sk li hts Skylights Other 7. Structural Component Wood Connectors Anchors Truss Plates MiTek Industries Truss Plates FL2197-R5 Engineered Lumber Railing Coolers/Freezers Concrete Admixtures Precast Lintels Insulation Forms Plastics Deck / Roof Wall Prefab Sheds Other 8. New Exterior Envelope Products HVAC Tie Down BMP International HVAC Tie Down FL14239-R3 Applicant's Signature Applicant's Name Please Print) June 2014 s I »vr.c I Issvr.c I rwaarEoy IrnlsFrf« I I IFOOD I L---J L----T ATuOW W. Tom•' sur. I I I 1 .•- s•. lo_s. 4PLY. Hr. I 1 TcwrT. aatc I O1 I 1 1 I T'• MASIER WE r-•• n. r ac It r 840co "emso 301 ael wAua000. Tt m" lurranwtoRlaa/wt TYPICAL MASONRY WINDOW SCHEDULE WINDOW WIDTHS 7k 10' 1I' 31' S7' WINDOW CALL - OUTS 76' LA D91 W315H 1191 31SH USN 07U59 1394 3354 g11. w 1491 W 34 SH N aH 3494 Nw Y, 5H N 7S SH 7i X li SH 7k 4GtifF5FTMa5RRY0PENtT+ SFORdLLlR1p0.'S. UVW SUES kD L'YAALLAIILN 1NT WIT PER KWAUJU AIO 6FEOFGST06 op ZFAM10ROW FLAX5FOR $MEOFa4= IEFD (MAE "'SR CA'. F38TI. O5ML OR FIXED GLAW- FG) . I r• G• aaw I . ari as I ifF QLIOi td a~ a. M. BATH V-e FLAT Or. RRR RIRRG 1Y iaenwaaae 1 • s!1 r--, ran! aaorcuw L I /'M• /IlT• Ingo,,/ Grr. •.. DINING OW- 6 '""Cr r- v FIAT as Ir o4 IaulI•nr- sr_ eFLATQO. LE L mou vr 1•»xI - --- O - awc- O aA Ir--------' uw.m 1 oltI1i61R. R 1 ImFraor.w 1 I refs I AT as 1 cuts . 1 I ! L 1 CsARAGE 1 1 1 11 sr- our-o• I a'-.• vu. nT I aaf gqnl I a= GRr I j 141 J u. 1 ratira laww C OA losw I 0. aiol6t YL--------- t4a Q FOYER IluA ' FLAT oc. rats T. r ' T•s• s Q° ralanl lmaw I JT-0l yt{ y T_ G, as I[1 as n 1 u'a'm— w. Fr1 Laura l KsF l T umfLoI tTLnoi...-li 1 V- 4, rm PLI. HT.I rofto OC4ffA1 rR 1 ntclnlwoar Fo• t SOIIpO( I f-P _ FQI — — — — G< Ytlrt RRRRr rlwml aArlfran IraDouWicswBso vr m QAT•fr.6TrA3T atwtinna GrGG HEROIN IFGRC4R aa.Z+. Goo T6. w'M1vMv 1 Lu Y 0 z 0o 0 all Z c_n O 0 1 OC J O J HAMONG LEGEND td1Ar OYt ® 1'' O MAW FLOOR u61 5F. 2585 ' uFPEIx rtooR uu OFTOTALLIVW61MOF. GARAGE 456 5F. R LANAI 133 5F. stw noon wi! roes ENTRY 11 OF _- TOTAL SQ. FT. 3546 OF. MAIN FLOOR PLAN NOTES ' Ai raaw•.ra 1 GARAGERIGHTi ALL V[ WJ= WA-E OO R.T6E a eam6ml.amfumloo fMFaC.R • VN W=000 TYPICAL WOOD FRAME WINDOW SCHEDULE WINDOW WIDTHS 0 1 14 36' .r WINDOW CALL-0UrS 0' I re, 10K 30 % /03F0L J/' is VOK IMOU. 300K 4010F4 p36' We 59 203059 3030 W 4030 SH WSW )BOSH 3W69 4NO50 1. 46. 65O5N M 03N 3050'J! .fb0'J1 C605R )1605H 30605H 10605H C. VEXFT R0tC1L0F40CAr FFCR ALL 9.WA NW Cf)100F 5W AND06FALLAID4 Mr YAR(FER O NA`!FACM0 RO SPECHCATift z FVER10PXMFW6FOR MECF&DOW USED ( S.MEW6-SKCASENENI• M.ORFluE0 GLASS Fb) T Lit 1 0 /wL 4.., aw0PE1LtY, H uns mamo t• aae aau RnMM *VM fVAr SIMF.'WWIF A I tG1014E1 amm0m Q00 W0AXAGROtrtwr 11NXl6tC RC9W,to= IUtFSat • W W=(W000 I0 MJ COME / L07 014 m amm 02- 1f17 AV" Zi D2V1` S S m.rwrs rerun w. w..a. uoo m. m.J.. f.00 FNR 11 N' 0 0LMl0QI I U) uj o 2 z Imo O ° C O 0 oQ J P ARC Isa naae n, te rora UPPER FLOOR PLAN NOTES 9RF 1 RIGHT GARAGE 1 Florida Building Code Online gom-T C'CR Page 1 of 3 Professional it pe(1azMXnjd SOS Home I tog In I user Registration Hilt Tops I SuOMt Surcharge 1 Stall 6 Facts 1 Publications I Fac Stag I acts Ste Map I units I searta I Busdes a) Proessirial product Approval Unit: PuOIk User Regulation product Aeernval Menu i Praduet or AealKatlen S•arth > AedNtatlmt Usti APpicrtan D"I FL # FL15225-R3 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission If necessary. Comments Archived Product Manufacturer Therrna-Tru Corporation Address/ Phone/Email 118 Industrial Drive Edgerton, ON 43517 419) 298-1740 rickw@rwbldgconsultants. com Authorized Signature Vivian Wright rlckw@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 Usting Certification Agency National Accreditation & Management institute Validated By Ryan 3. King, P.E. e, Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Vear 101/ I.S.2 1997 ASTM E1886 2002 ASTM E1996 2002 ASTM E330 2002 TAS 201, 202, 203 1994 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 06/13/2015 Date Validated 06/28/2015 https:// www.tloridabuilding.org/pr/pr_app dtl.aspx?param=wGEVXQwtDgv3yVVKJZIQ... 7/20/2015 Florida Building Code Online Page 2of3 Date Pending FBC Approval Date Approved 07/05/2015 Summery of Products FL # I Model, Number or Name Description 15225.1 a. 'Classic -Craft" and 'Benchmark 6/8 and 8/0 Opaque and Glazed Fiberglass Door with and by Thenna-Tru' without Sidelites. inswing and Outswing Limits of Use Certification Agency Certificate Approved for use In HVHZ: No Fr 1 S225 R3 C CAC 15225.1 NAMI certe.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 12/31/2021 Design Pressure: N/A Installation Instructions Other: See INST 1S225.1-68 (6'8 Door Products), INST FLIS225 R3 11 INST 15225.1.N.odf 1S22S.1-80 (8'0 Door Products) and INST 15225-68M (6'8 Ft 1522S R3 It INST 1522S.1-80.odf Door Products Direct to Masonry) for Installation FLIS22S R3 It INST IMS-68M.odf Instructions. (Note - Glazing Shall comply with ASTM E1300- Verified By: Lyndon F. Schmidt, P.E. 43409 04) Created by independent Third Party: Yes Evaluation Reports FI 1S2z5 R3 AE Eval L5225.1-68.odf EVAL 1S225.1-80_edfFLIS22SR3AE FLIS225 R3 AE EVAL 15225-68M.odf Created by Independent Third Party: Yes 1522S.2 b. 'Construction Series- and 6/8 Opaque Steel Door with and without Sidelites. Inswing Benchmark by Therma-Tru" and Outswing Limits of Use Certification Agency Certificate Approved for use is HVHZ: No FLIS22S R3 C CAC 1S22S.2 NAMI certs.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: Yes 12/31/2021 Design Pressure: N/A Installation Instructions Other: See INST 1S225.2-68 (61 Door Products) and INST FLIS225 R3 It INST 1522S.2-68.odf 1522S-68M (6'8 Door Products Direct to Masonry) for FLIS225 R3 li INST IS22S-68M.odf Installation instructions. (Note - Glazing Shall comply with Verified By: Lyndon F. Schmidt, P.E. 43409 ASTM E1300-04) Created by Independent Third Party: Yes Evaluation Reports FLIS22S R3 AE EVAL 1522S.2-68.odf. ELIS225 R3 AE EVAL IS22S-68M.odf Created by Independent Third Party: Yes 1522S.3 c. 'Fiber -Classic' and "Benchmark 6/8 and 8/0 Opaque and Glazed Fiberglass Door with and by Therma-Tru" without Sidelites. Inswing and Outswing Limits of Use Certification Agency Certificate Approved for use in HVHZ: NO Fhis»5 R3 C C9C 1522S.3 NAMI certs.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 12/31/2021 Design Pressure: N/A Installation Instructions Other: See INST 1522S.3-68 (6'8 Door Products), INST FLIS225 R3 11 INST 1522%3-68.odf• 15225.3-80 (8'0 Door Products) and INST 1S225-68M (6'8 FLIS225 R3 11 INST 1S225.3-80.odf Door Products Direct to Masonry) for Installation Ft S22S R3 11 INST 1522S-68M.odf instructions. Note - Glazing Shall comply with ASTM E1300- Verified By: Lyndon F. Schmidt, P.E. 43409 04. (This product approval requires the use of "7' part Created by Independent Third Party: Yes number doors and sidelites, which have been stained or Evaluation Reports painted within 6 months of installation - Excludes Opaque FLIS22S R3 AE EVAL 1S225.3-68.odf Benchmark Door Panels.) FLIS22S R3 AE EVAL 1522S.3-80.odf FLIS225 R3 AE EVAL 1Su M.edf_ Created by Independent Third Party: Yes 15225.4 d. 'Premium Series' and Benchmark by Therma-Tru' 6/8 and 8/0 Opaque and Glazed Steel Door with and without Sidelites. Inswing and Outswing Limits of Use Certification Agency Certificate Approved for use in HVHZ: No a MaZ R3 C CAC 1522S.4 NAMI certs.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: Yes 12/31/2021 Design Pressure: N/A Installation Instructions Other: See INST 15225.4-68 (61 Door Products), INST FLIS22S R3 11 INST 1S22S.4-68.odf 15225.4-80 (8'0 Door Products) and INST 15225-68M (61 FLIS22S R3 11 INST 1522S.4-80.od/ Door Products Direct to Masonry) for installation FLIS22S R3 If INST_1S225-68M.odf instructions. (Note - Glazing Shall comply with ASTM E1300- Verified By: Lyndon F. Schmidt, P.E. 43409 04) Created by Independent Third Party: Yes Evaluation Reports FLIS22S R3 AE EVAL 1S22S.4-f18.Odf FLIS22S R3 AE EVAL 1S22S.4-80.odf FLIS225 R3 AE EVAL 15225-68M.odt Created by Independent Third Party: Yes 115225.5 I e. "Smooth -Star' and "Benchmark 16/8 and 8/0 Opaque and Glazed Fiberglass Door with and IbyTherrna-Tru" without Sidelites. Inswing and Outswing hops://www.iloridabuilding.org/pr/pr_app_dtl.aspx?paratn=wGEVXQwtDgv3yV VKJZ 1 Q... 7/20/2015 Florida Building Code Online Page 3 of 3 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A Other: See INST 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 of "J' part number doors and sidelltes, which have been stained or painted within 6 months of installation - Excludes Opaque Benchmark Door Panels.) Certification Agency Certificate FL15225 R3 C " 1522S.S NAMLCerts.ndf Quality Assurance Contract Expiration Date 12/31/2021 Installation Instructions fLL5225 R3 11 INST 15225-68M.Od( Verified By: Lyndon F. Schmidt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports FLIS225 R3 AE EVAL 15225.5-68,Ddf FLIS225 R3 AE EVAL 1S22S.S-80.odf FLIS22S R3 AE EVAL 1522S-68M.odf Created by Independent Third Party: Yes 15225.6 f. "Premium Series", "Construction 6/8 and 8/0 Opaque and Glazed Steel Door with Transoms. Serles" and 'Benchmark by With and without Sidelites. Inswing and Outswing Therma-Tru" with Transoms Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLIS22S R3 C CAC 1522S.6 NAMI certs.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 12/31/2021 Design Pressure: N/A Installation Instructions Other: See INST 15225.6-68 (6'8 Door Products) and FLIS225 R3 If INST 15225.6-68.odf 15225.6-80 (8'0 Door Products) for installation instructions. FLIS22S R3 It tS22S.6-80.odf Note - Glazing Shall comply with ASTM E1300-04) Verified By: Lyndon F. Schmidt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports FLIS22S R3 AE EVAL 1522S.6-68.Ddf ELIS225 R3 AE EVAL 1S225.6-80.0f Created by Independent Third Party: Yes Contact Us :: 1940 North Monroe SUM. Tallahassee FL 32299 Phone- aS0.4117.1824 The State of Florida Is an AA/EEO employer. fnr,vrlaht 2007.2013 State of Florida_ :: PHvacv Statement :: AcAc eesibnir y StAtemrerd :: Mund Statement Under Florida low, emtab addresses are public records. It you do not want your e-mall address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office try phone or by traditional mall. It you have any questions. Please contact 650.407.139S. 'Pursuant to Section 4SS.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter ass, F.S. must provide the Department with an email address r they have one. The emals provided may be used for oTcral 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 an to mode available to the public. To determine It you are a licensee under Chapter 45S, F.S., please click UM. Product Approval Accepts: o® Cre CNIWE https://www.floridabuilding.org/pr/pr_app_dti.aspx?param=wGEVXQwtDgv3yV V KJZ 1 Q... 7/20/2015 NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: N1005327-115 108 Mutzfeld Road Certification Date: 10/15/2003 Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: FiberClassic/Smooth Star Glazed Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Benchmark by Therma-Tru Series Glazed Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330 The "Notice of Product Certification" Is only valid If the NAMI Certification Label has been applied to the product as described within this document. The certification label represents product conformity to the applicable specification and that all certification criteria has been satisfied. This product has been approved for listing withinNAMI' C rNticatloo Pro ram is accredited bv The American National Standards Institute (ANSI). NAMI's Certified Product L fina at Inswing ewainmicerti6cati Glazed n.com. s e Design Missile Test Report Number Configuration or Outswine or O s ue Maximum Size Pressure Pos/Neg Impact Rated Comments X I/S Opaque 3'0" x SW 47/-47 No NCTL-210-1940.1.2.3.4MF-257F Single X O/S Opaque 3'0" x 8'0" 47/- 47 No NCTL-210-1940-1.2.3.4li'TF-257F Sin le XX 1/S Opaque 6'0" x 8'0" 40/-40 No NCTL-210-1940-1.2.3.4/7-TF-257F Standard Aluminum Astragal Double XX O/S Opaque 6'0" x 8'0" 40/40 No NCTL-210-1940-1.2.3.41i'TF-257F Standard Aluminum Astragal Double XX 1/S Opaque 6'0" x 810" 47/47 No NCTL-210-1940-1.2.3.4fFrF-257F Coastal Aluminum Astragal Double XX O/S Opaque 6'0" x 8'0" 47/47 No NCTL-210-1940-1.2.3.4=F-257F Coastal Aluminum Astragal Double OXO/OX/XO I/S Opaque Door 5W$ x 810" 40/40 No ETC-01-741-10593.0/L-2173MF-257F Single w/Sidelites OXO/OXXXO O/S Glazed Sidelites Opaque Door 5'4" x 8'0" 40/-40 No ETC-01-741-10593.0/L-2173/I-TF-257F Sin le w/Sidelites OXXO 1/S Glazed Sidelites Opaque Door 8'4" x 8'0" 40/-40 No ETC-01-741-10593.OM2173/iTF-257F Double w/Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO O/S Opaque Door 814" x 8'0" 40/-40 No ETC-01-741-10593.0/L-2173=F-257F Double w/Sidelites Glazed Sidelites Standard Aluminum Astra al OXXO I/S Opaque Door 814" x 810" 47/-47 No ETC- 57F Double w/Sidelites Glazed SidelitesT Aluminum AstrapalCoastalAluminumAstraalCoastal OXXO O/S Opaque Door 8'4" x 8'0" 47/-47 No 57FETC-01oast Double Glazed Sidelites m AstragallAluminumCoastalAluminumAstragal w/Sidelites M-.. —t.s ut .. U... VA TAM National Accreditation & Management institute, inc.dq/ry VCVfgC vvaaumsav" 1—... v.. ••- Tel: (804) 684-5124/Fox: (804) 684-5124 NAMI AUTHORIZED SIGNATURE: NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: N1005329-114 108 Mutzfeld Road Certification Date: 10/15/2003 Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: FiberClassic Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Benchmark by Therma-Tru Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330/E331/TAS202 The "Notice of Product Certification" is only valid if the NAMI Certification label has been applied to the product as described within this document. The certification label represents product conformity to the applicable specification and that all certification criteria has been satisfied. This product has been approved for listing within n_ .c- to A UP !`..4M, I*nn P aamm is operMapd by The American National Standards Institute (ANSI). NAMVS Certified Product Configuration linp NJ Inswing or Outswine Glazed or O s ue Maximum Size Design Pressure Pos/Neg Missile Impact Rated Test Report Number Comments X 1/S Opaque 3'0" x 6'8" 67/-67 No ETC-01-741-10703.0/L-2097=F-253F Sin le X O/S Opaque 3'0" x 618" 67/-67 No ETC-01-741-10703.0/L-2097/ITF-254F Single XX I/ S Opaque 6'0" x 698" 40/ 40 No ETC-01-741-10703.0/L-2097/iTF-253F Double Standard Aluminum Astragal XX O/S Opaque 6'0" x 618" 40/40 No ETC-01-741-10703.0/L-2097/I'i'F-254F Double Standard Aluminum Astragal XX 1/S Opaque 6'0" x 618" 47/47 No ETC-01-741-10703.0/L.2097/1TF-253F Double Coastal Aluminum Astragal XX O/S Opaque 6' 0" x 6' 8" 47/47 No ETC-01-741-10703.0/L-2097f TF-254F Double Coastal Aluminum Astra al OXO/OX/XO US Opaque Door 594" x 6'8" 40/40 No ETC-01-741-10593.0/L-2097=F-253F Sin le 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 1/S Opaque Door 8'4" x 6'8" 40/-40 No ETC -Standard Double w/ SidelitesGlazedSidelitesinumAstragalAluminum Standard AluminumAstraalOXXOO/S Opaque Door 8'4" x 6'8" 40/ 40 No ETC-Standard0 I Double w/Sidelites Glazed Sidelites Astragal Standard Aluminum AstraalAluminumOXXOI/S Opaque Door 8'4" x 6'8" 47/-47 No ETC-01-741-10593.0/L-2097/iTF-253F Double w/Sidelites Glazed Sidelites I I I Coastal Aluminum Astragal OXXO O/S Opaque Door 8'4" x 6'8" 47/-47 No ETC-01-741-10593.0/L-2097/1TF-254F Double w/Sidelites Glazed Sidelites 1 Coastal Aluminum Astraptal vA 'f1WTV National Accreditation & Management institute, tncA 794 George wasniogtdn trtem',.,vyp, Tel: (804) 684- 5124/Fax: (804) 684-5122 NAMI AUTHORIZED SIGNATURE: NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: N1005330-RS 108 Mutzfeld Road Certification Date: 10/15/2003 Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: FiberClassic/Smooth Star Glazed Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Benchmark by Therma-Tru Series Glazed Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330/E33IfIAS202 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 Wv JLA»- r._.n--..... o- i. nserwUfnri Av The American National Standards Institute IANSM NAMI's Certified Product L lingat Inswing www.Namccronc" Glazed lull - cull'. llluv,.......A........,..a....,..--.-....-- Design Missile Test Report Number Configuration or or Maximum Pressure Impact Outswin O a ue Size Pos/Nea Rated Comments X I/S Glazed 3'0" x 698" 47/47 No NCTL-210-1940-1.2.3.4/T7F-256F Single X O/S Glazed 3'0" x 6'8" 47/47 No NCTL-210-1940-1.2.3.4/iTF-255F Single XX US Glazed 6'0" x 6'8" 40/-40 No NCTL-210-1940-1.2.3.4/TTF-256F Standard Aluminum Astragal Double XX O/S Glazed 690" x 6'8" 40/-40 No NCTL-210-1940-1.2.3.4MF-255F Standard Aluminum Astragal Double XX 1/S Glazed 6'0" x 6'8" 47/-47 No NCTL-210-1940-1.2.3.4/ITF-256F Coastal Aluminum Antra al Double XX O/S Glazed 6'0" x 618" 47/47 No NCTL-210-1940-1.2.3.4/ITF-255F Coastal Aluminum Astraptal Double OXO/OX/XO US Glazed Door 5'4" x 618" 40/40 No ETC-0 1 -74 1 -11 008.0/L-21 5 1 =-256F Sin le w/Sidelites OXO/OX/XO O/S Glazed Sidelites Glazed Door 5'4" x 6'8" 40/-40 No ETC-01-741-I 1008.0/L-2151/1'fF255F Single w/Sidelites OXXO US Glazed Sidelites Glazed Door 8'4" x 6'8" 40/-40 No ETC-0tanda-I -2151/1 F Double w/Sidelites Glazed Sidelites AluminStandardAluminum Astragal OXXO O/S Glazed Door 8'4" x 6'8" 40/-40 No ETC-01-741-I 1 55F Double w/Sidelites Glazed Sidelites AstragalStandardAluminumAntraAluminum OXXO I/S Glazed Door 8'4" x 6'8" 47/-47 No F -256FETC-01-741-11008.0M2151/1'TF Double w/Sidelites Glazed Sidelites Coastal Aluminum Astragal OXXO O/S Glazed Door 814" x 6'8" 47/47 No ETC-01-741-11008.0/L-2151/TTF255F Double w/Sidelites Glazed Sidelites Coastal Aluminum Astra al 1 /Ha at VA 21n71 National Accreditation &Management Institute, Inc./4794 George Washington M%allus Y Tel: (804) 684-5124/Fax: (804) 684-5122 NAMI AUTHORIZED SIGNATURE: NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: N1005331-115 108 Mutzfeld Road Certification Date: 10/15/2003 Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: FiberClassic/Smooth Star Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Benchmark by Therma-Tru Series Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330/E331/TAS202 The "Notice of Product Certification" Is only valid If the 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 o..-. r :.•:... • ....., run...:w.rf:Cwe inn afn NAMite d arfinrafian Praoram is accredited by The American National Standards Institute (ANSI). 1\AAIf-b L.eRnlcu r Vuu•:a a•uun a• Inswing Glazed Design Missile Test Report Number Configuration or or Maximum Pressure Impact Outswine Opaque Size Pos/Nez Rated Comments X i/S Opaque 3'0" x 6'8" 67/-67 No ETC-0I-741-10702.0/L-2096/ITF252F Single X O/S Opaque 3'0"x 6'8" 67/-67 No ETC-01-741-10702.0/L-2096/1TF25IF Single XX I/S Opaque 690" x 6'8" 40/40 No ETC-01-741-10702.0/L-2096fM252F Double Standard Aluminum Astragal XX O/S Opaque 6'0"x 6'8" 40/-40 No ETC-0I-741-10702.0/L-2096=F251F Double Standard Aluminum Astragal XX 1/S Opaque 6'0" x 6'8" 55/-55 No ETC-0I-741-11008.0/L-2151/iTF252F Double Coastal Aluminum Astra al XX O/S Opaque 6'0"x 61" 55/-55 No ETC-0 1 -74 1 -11 008.0/L-21 5 1 MF25 I F Double Coastal Aluminum Astragal OXO/OX/XO I/S Opaque Door 5'4" x 6'8" 40/40 No ETC-0 I -741-11008.0/L-21 5 IMF252F 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 FETC-01-741-110uminumDoublew/Sidelites Glazed Sidelites AstragalStandardAluminumAstragal OXXO O/S Opaque Door 8'4" x 698" 40/40 No ETC-01-741-11008.0/L-2151/iTF251 F Double w/Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO VS Opaque Door 8'4"x 6'8" 55/-55 No ETC-01-741-11008.0/L-2151/1TF252F Double w/Sidelites I Glazed Sidelites I I Coastal Aluminum Astragal OXXO O/S Opaque Door 8'4" x 6'8" 55/-55 No ETC-01-741-11008.0/L-2151/ITF251F Double w/Sidelites I Glazed Sidelites Coastal Aluminum Astragal ap, ft9aRA National Accreditation & Management institute, sinc 4-/74 tseorge wasmngion memvrfaJa yinayra, .., Tel: (804) 684- 5124/Fax: (804) 684-5122 NAMI AUTHORIZED SIGNATURE: THERMAITRU" THERMA TRU DOORS I % ,i.Due"ww Do.. CDCC o". ON 43e17 Smooth -Star" and "Benchmark by Therma-Tru" 6'8' SINGLE AND DOUBLE OPAOUE OR GLAZED PANELS W/ & W/OUT SIDELITES INSWING / OUTSWING INSULATED FIBERGLASS DOOR WITH WOOD FRAMES General Notes 1, This poduct OnChorirg drowing has been developed in complance with the Sfh Edition 12014) Rondo luldmg Code pq awAx ng the vo VebcBy Hurricane Zone. See the Certification Agency Certificate for sRes, specifications end ratings. 2. Product anchors she$ be as fisted and spored as shown on detats. Anchor embedment l d stucco foam brick and other wol fas.so•nux. ovFRAu titAME vtlont y s I i1 1t tFirtSri.sf Li Lj OOUBLE W/ SIDaIrrs orXO MAX DESIGN PRESSURE SS.O -SS.O to base moteriol shot be beyond wa nessmg coverings. .+{ 3. Wood screws shol be Installed folowirg kWolotion I shuCtiors of ANSI/AFdPA NDS 2012. AD other fastener types to be instated following fastener manufacturers Installation instructions. 37-W MAX OVERALL I WIDTM I Kt Kt A. Fastener embedment depths, edge dstonces and center -center distonces shol be as l _r specified by the fastener manufacturer but in no instance shot they be less than shown in g i; i' 'i this drawing. g S. Where shft are used. they must be o Tgid Jr st,H' material Rat complies with the s rF' rFit requirements of the FtC. 6. Posltive and negative design pressure requirements lot use with this drawing shot be determined DY offsets for specific jobs In accordance with the governing code. 7. Site Conditions not covered by this drawing are subject to further engineering arsalysis. TAKE OF CONIENR SHMT • I DESCtDIION 1 Typicar elevations. design pressures a gerwal notes 2 Buck ona 1 hams onehoruglaAnO 4 Fronre onchoshp a bil of motwft S Hwgwjw&weltdavasections 6 V am sections SINGLE X MAX DESIGN PRESSURE 67. 0 .67.0 6B. SQ htAx ovERAu wen+ t i J s s s SINGLE W/ SIDELOES OXO MAX DESIGN PRESSURE 40. 0 40.0 I DOUBLE ) O MAX DE UGN PRESSURE 5S. 0 -SS.O IOC[ MAWWAM MPG • MM KWUMUMMATUMI slurs LAMM RWUMU 86NA1YK forts M OLADSOlr SS. 0(r MAX. OVERALL WIDTH I 2 J t s s- rt Kt r-- p r r SINGLE W/Sroaff OX MAX DESIGN PRESSURE 40. 0 -40.0 t , II ttt*l • MULLION ULLIONM RMASONRY I SHOWN FOR MASONRY t SHOWN FOR MASONIREFERENCE REFERENCE NG TYP. HEAD OPENING P OPENING EAOPENIIIED 'k JAMBSHDIIgWJAMBS & JAMBS o a 2X BUCK I I 2X BUCK I t I I v i 2X BUCK J/, I e SHOWNNFOR I I a L; II d II REFERENCE II - d II II 11 r SINGLE DOOR ' SIN . F W/SIDELITE W, Y SINGLE W/ SIDELITES BUCK ANCHORING BUCK ANCHORING BUCK ANCHORING I e MASONRY OPENING NOTES: t. YXbuckn* LS. G.2QSS. 2X BUCK ODNCRETE ANCHOR t+ OIQ: I. Comet---- t 51 a at aro rsntrten may be odtusted to mc*ihmh the nim edge dhtance to hlwf r jatnIL z c4ncrate andror ktcoriom noted as 7MX. ON CENIEJi• ffdM be OC@Afed to maintain no rNn ado* dafanco to mo lm OWL oddtfonat carxXote and= rraV be teadeo to onture me %"X ON CEMdi• cOrm b, ono not excoaded. a Conc+eto - Ct or tons. ANCHOR ANCffOR MfN MOCCLEARANCE MfN.C1EARANCE S72E EMUOMEM 1DMASONRI IDADJAa 1YPE EOOE ANCHOR a 1/P 1.1/P T TA W llCOCON 1/ r 1.1/P 1' UURA 4 4 t, 4. T N I I I I i o t1 II t (I SHOWNNFOR 1 11 I MUOWNNFOR IIzTYP. HEAD TYP. II REFERENCE SH 1 JAMBS IASTRAGAL HEAD REFERENCE it e SHOWN FOR d JAMBS II REFERENCE 2X J1 II 1 x BUCK 1 I I x Q II d ASTRAGAL II 1 FOR 1 o it SHOWN REFERENCE II ci 1 II II 1 11 1 II z Yt[ r 2121112 W-0 WTI 72 II omor: JK 7--7 tna. or. LFS DOUBLE DOOR RUCK ANCHORING MASONRY DOUR F BUCK WISIDFLITES ANCHORING OPENING FL- 1S225. 5-68 L- rm aor 8 rw R ,o N IN C 0 A" • B" A" Of s t it pCof t pAAfLyonPAIRSJO3" : v • $ F;3 F+•-i F-J. 3 TYP.1 1 3•--1 73• 6• L Tt _ _ y T O w7-tt I W/2% BUCK E $ o or MULLION ~ 6 MULLION MSTALLATON p o tto iii ? ° W SHOWN FOR ° n ddd Q£ SHOWN FOR _ IH; _ = o - - - w/Ix BUCK - REFERENCE REFERENCE >. 9 INSTALLATION I°f A /2X BUCK INSTALLATION n }4. TYP. HEAD A ° A w/2X BUCK INSTALLATION J _ ep C = DI 9 /1X BUCK INSTALLATION ti n 9 W/1X BUCK INSTALLATION ± pV' TYP. HEAD AJAMBS - p • TYP. HEAD @ JAMBS do SEE 'n 5 N 16 18 IN 16 nI _ t6 DETAIL "4• c + OETUEIN - - W h - 16 tp 16 - SEE - - DETAILL-1 . o N 5 n" Y i 12 iu 5 et n„ , 6, - I t2 iii 5 DETAIL "2 1 III 12 1 1 1 T- VIEW c'-'C' SING r DOOR w/SIDELITES_ NEW Y"-"E• NEW "D'- A" SINGLE DOOR_ W/SIOwTE VIEW a' -'a • SINGLE DOOR VIEW A' -A' sswN / ovlanL wxslsalm FAS1aOM r113l /Jo MP. ALL want to wort A" CONLivrow W/2X BUCK 2 INSTALLATION SIDHJTE NOTES: 1. lho side6te is direct set into the jamb with (12) 98 x T Pill. . wood screthere are (I) Of each B W/ I X BUCK it varfltoljamb. Rom the top down at 13.S: 31•. AB.S & 661. there are 12) of the header at 4' from INSTALLATION the outside comets of the Rome. there ore (2) of the sR C from Me outside corners. 2, For ophonol slde6fe construction with sroptes, side6te Is direct set Into the jomb with (q %' x 1- s/; 16 go. staples alono each jamb (6' from ends and equc* shed thereafter). CONCRETE ANCHOR NOTE: DETAIL "6' DIIBIL Z t. Corloefe or>chor locollors at the corners may be o*nftd to molntaln the nYn. edge distance to mortcr)oints. 2 Concrete anchor loca8ons rated os'MAX. ON CENTER• must be 00A1ed to W/2X BUCK 2 maintainthemin. edge distance to mortar)Clnh, additional concrete onchoo INSTALLATION B may be required to ensure the'MAX. ON CENTHY CW*nsbn are not exceeded. 1 Concrete on" table., W/Ix BUCK 12 C ANCHOR JAN5HOR MIN. MIN. CLEARANCE 10 MASONRI' MIN. CLEARANCE TD AWACENT TYPE SIZE fMBfDMENF EDGE ANCHOR ffw 1/1. 7 TAPCON* ITw e S 16" 1.1/t' r TA CON INSTAWTIO t 1 t t DETAIL ' 1• DETAIL •.• ANIF I Al z I 2 21 t2 N. T.S. `. or. X t: eI L.FS l X0 w, a 15225. 5-68 c C' 7' 4 = 3• 7 Tp fF t`•3 I SEE NOTE 3B A SHEET 3 p SEE DETAIL '3' 1 y ASTRAGAL) O MULUON SHOWN FOR 1 SHOWN FOR _ REFERENCE p REFERENCE ONLY p r _ 16 1 p 16 5 p 5 12 1 1 E' DOUBLE ODOR WISIDELfTES IN ngN PAIRS 30 j.^ ai TYP. W/2x BUCK IF INSTALLATIONWIX BUCK INSTALLATION TYP. HEM N In JAMBS 1 N SEE 1 DETAIL '4 • 12W 9 p WIx N1N T Poem W/ amp COVIL040 ASIMM IMI w ". ALL mum to Wall +ups wwxnae) Iteml DESCRIPTION Material A 1#10 x 2-112 PFH OD SCREW STEEL. g 1#10 x 1— 4 PFH WOOD SCREIV Sim C JIOX 1 P H WOOD SCREW Sim 1 10 x 4 L Hin a to rome STEEL 10 x 2 LG. PFH WOOD SCREW STEEL 3 x— i 2 L H R STEEL 4 1 4 x 2-3 4 PFH ELCO OR ITW CONCRETE SCREW STEEL 5 1 4 x 1-3 4 OW PFH CONCRETE SCREW STEEL 9 11 4 x 3-3 4 ITW PFH CONCRETE SCREW STEEL 11 3 16 x 3-1 ITW PFH CONCRETE SCREW STEEL 12 1 4 x 3-1 4 ITW PFH CONCRETE SCREW STEEL 13 MASONRY — 3000 PSI MIN. CONCRETE CONFORMING TO ACI 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 CONCRETE 16 t 4 X 2-1 4 PFH ITW CONCRETC SCREW T L 20 NEAD£R JAMB SUGAR PINE SG >= 0.34 WOOD 21 3 4 THK. PRESSURE TREATED SIDELITE PAD WOOD 30 1 2 X 1 X 25 C.A. CORRUGATED FASTENER STEEL W/ 2X BUCK 2 INSTALLATION r6' i I I I SEE DETAIL 1 W/2X BUCK A INSTALLATION J W/IX BUCK 9 ASiRACALJ INSTALLATION c SHOWN FOR HEAD dt 1 O C of REFERENCE JAM85 ONLY 1 1 i SEE 16' UL DETt6c 5 ; 5 1 A' DOUBLE DOOR NEW A'— A• sita 1:1. l ZP 1"i O y Cpllllll! yN•. zu r 06T, W/ IX BUCK INSTALLATION 12 1 C W/ 2X BUCK 3 ri z INSTALLATION E t 0 W/ IX BUCK 11 ° DETAIL ' I' INSTALLATION x 51MAIL B ATTACH ATCRIKPLATE TO FRAMEOLT STRIKEASSHOWN. 1 C ( -i ow22t 12 scw[ N.i.S. 1 onu er. JX DETAIL ' 4' onwno w FL— t 5225.5-68 i 1x BUCK ;ml hI 9 A INTERIOR EXTERIOR 1 HEAD JAMB To 1x buwing town ljg- iAda 0 INTERIOR EXTERIOR 4 HEAD JAMB lSha^ BUCK INTERIOR EXTERIOR IV MAX S BM SPACE 1.1SMIN. 12SMIN. EMB. EMB. TI'P. 41 VERTICAL SIDE JAMB INTERIOR EXTERIOR BUCK y{ fn INTERIOR EXTERIOR 3 HEAD JAMB S 'wbqxct hs*t g C-SWK 0.4SMAX SMM SPACE lJS, MIN. EMB. S VERflCAI IDEJAMB S 10 V#Wo limns Gi A MINE I , 4 0 g clu om 2121112 = suu, N.T.S. 9 a'c. W. Jx o ou. W. LFS % Wkwm W. F L-15225.5-68 c tw Or-rL 0 INTERIOR I' I-*N VERnCAI CROSS SECTION 6+ VERTICAL CROSS SECTIONSECTION H e INTERIOR EXTERIOR EXTERIOR INTERIOR i i ! U 20 11 21 12 ? 3n 11 16 u 2 VERTICAL CROSS SECTION 6 oV1T"cwffiwcfw 3 VERTICAL CROSS SECTION EXTERIOR INTERIOR 1VERMCAL CROSS SECTION J umw v cmvwm EXTERIOR INTERIOR 6 VERTICAL CROSS SECTION 6 ovirwo cont'g mton Amor i u 2 2t 12 N.T.S. j m. JK • n: Li5 n 15225.5-68 c 6 orb 0 THERMAITRU a THERMA TRU DOORS I 1 B IMDYfT11.\L a"., CH 43e17 Smooth -Star" and "Benchmark by Therma-Tru" SW SINGLE AND DOUBLE OPAQUE OR GLAZED PANELS W/ & W/OUT SIDELITES INSWING / OUTSWING INSULATED FIBERGLASS DOOR WITH WOOD FRAMES General Notes 105-<r MAX. OVERALL FRAME WIDTH 1 3 s s s 111111 II u II 1 1 1 1 1 1 1 11 11 s Ir 11 d I Irk :1r Y. Jy Irk LJ=:s 1. This product anchoring drawing has been developed In compliance with the Sth Edition 2D14) Rorido Buldhg Code jFBC) excluding the lilgh velocity Hurricane tone'. See the Certification Agency Certificate for saes, specifications and ratings. 2 Product anchors shoo be as listed and spaced as shown on details. Anchor embedment to base material shot be beyond wall dressing. stucco, loom, brick and other wall covelings. 3. wood screws shot be instated tofowing installation instructions of ANSUAF&PA NOS 2012. At other fastener types to be instated following lostener manufacturers installation instructions. 4. Fastener embedment depths. edge distances and center -center distances shot be as specified by the fastener manufacturer but In no instonce shot they be Less than shown In this drawing. S. Where shims ore used, they must be o Ygld / sfitr material that compiles with the requirements of the FBC. 6. Positive and negative design pressure requirements for use with this drawing shot be determined by others lot specific)obs In accordance with the governing code. 7. Site conditions not covered by this drawing ore subject to Whet engineering analysis. TABLE Of cONIBAt MEET• OESCMMON I typicd elevations. design Ix;N—m & generd notes 2 Buckowl%W omen 4 kmtrroorichaft d bN Of moleAob S HoArontd & verticd cross seclbro 6I VW am "Coons 68W MAIL. - E1VOIALL WIDTHF-Es' s s K71 Is n 11 r 1 n u 11 II 11 11 1' 111 11 11 II '1 11 1' 1 1 1 II 1 11 11 II 11 124 2 24 3 4 3 e t Yzy J 3 Y S 6 e 6 6 8• 6 6• 6 8 6 6 B DOUSLE W/SIDEUTES oxxo SINGLE W/SIDEUTES OsrO MAX DESIGN PRESSURE I to" MAwwAff Moo • so= MAX DESIGN PRESSURE 47.0 -47.0 1 ONJISPSIONAlDff IBM LAMM +40.0 -40.0 RIMr#r SGMAfYff SWU Tfe IXAMD 37.90' MAIL SJW MAX sOVERALL 743? MAX. OVERALI WIDTH OVERALL WIDTH WIDTH s s/511 5ss s s T-- i::, r J .•J l'_ =4J L' ={J 1 t' ' 4 1r l' L! 11 11 I I I I Ir YI I%YI it-YI IY-YI 11 I 1 I 1 i, s 11 ;; 11 11 11 11 Ij• 11 1 1 I I 1L1I Iyy111 1y I el_- Y C-I Ij_,tl `y_Jr J1}_{ 1 Il_1 e\.. J --J u n 11 11 1' Y1r eC-- Y 4 ti-' r IY- YI iY-YI r Y- lYIlY-YI n n 1 f KLY' m 1' 11 11 to u 11 11 11 1 I 1 1 J. SINGLE x DOABLE xx SINGLE W/SIDEIJTE Ox MAX DESIGN PRESSURE MAX DESIGN PRESSURE MAX DESIGN PRESSURE 67. 0 -67.0 +47.0 -47.0 +40.0 -40.0 S ti 3C N 9, y2wO:0 gai J c u 2 1 12 i N. T.S. ° fr. JK a W LFS 3 OF MASONRY J I I v OPENING • F#EAO JAMBS 2X BUCKS " t1 0 V — T I I' It > s MULLION MASONRY 4 11 SHOWN FOR MASONRY I I I I ' i •«......• ` 0> a o OPENING 0 i i REFERENCE OPENING MEAD Y 8 •: i JAMBS & JAMBS II • 11 II IIN il2RZti O I I n j 2X BUCK/ v ee W p MULLION J 3d b II Ilk SHOWN FOR II II REFERENCE 2X BUCK I I I I I I n` u II II II Z 4.1i SINGLE W/SIDFLITE SINGLE W/SIDELITES ~ 1 m BUCK ANCHORING BUCK ANCHORING I HULK ANLnUKINU MASONRY I 1 I' `MULLION I I SHOWN FOR I 11 I MULLION A OPENING HEAD,Ij 1YP. (1 REFERENCE I SHOWN FOR 11 REFERENCEJAMBSIASTRAGALHEADI II 1 SHOWN FOR JAMBS 1 II REFERENCE 1 I) NOES' 2X BUCK 1 11 1 I 1. 4xbuCe„Cr n in. s.G. x O.dS. 1 I I 1 1 II II`ASTRAGAL II CONCRETE ANCNORN0113: 1' 2X BUCK 11 I SHOWN FOR 11 1. Conontre anchor locaff t at the Cornea may be odJtated to matMain the aft 1 I I I REFERENCE I 1 edge dlsta ce to mortajoinn. CIDOW be to 1 I I I I I 2 Concrete onch0l locaffm noted as 7AAX ON must odjtated I I 1 I IndntaarMemhedgedistance10mortorlotno. odcObnat concrete archon 1 wt may be requied to enn" the "MAX. ON CENTER'• dumrtsion we not ercocdcd. D. Concrete anchor tabb: a o I I I 11 ANCHOR ANCHOR MIN. MK CILIRANCf' MOL C9ARANCf IyIE SlIE fMBfDMEM 10 MASONRY fedl 110 AOJACtM ANV OR aw • 1/t 1.1/1• r TA CON Co ut,"CON 1 1 II 1 11 DOUBLE DOOR MASONRY DOB OEM RUCKBUCK ANCHORING OPENING BUCK ANCHORING t nv no A IV, a ti e t:y.. N.T.S. 9 co In JK e one R. Lf5 ; tam e, FL-15225.5-80 e txn a 0 C, j3. 71F7* H--IIM- 3" I I I I I I 1 11 MULLION ' Its SHOWN FOR 111 - REFERENCE Z of - A W/2x BUCK INSTALLATION - 1 o O 9 W/Ix BUCK INSTALLATION TYP. HEAD a JAMBS — n 2 W IV 3" MULLION SHOWN FOR REFERENCE z W TWIT BUCK INSTALLATION BUCK INSTALMTIDN HEAD a JAMBS _ 1 SEE MOTE i rrj 6" 7 N IS t6 t2 t6-DETAIL18SEEoIN.1 _ I 12iu5iiy iii d 111WOW C' ro• E" i C. 'D' A' VIEW 'C'-•C• SINGLE DOOR W/SIDELfTES VIEW •E•-'E• VIEW 'D•-*0• SINGLE DOOR W/SIDELRE ENaw •/ ME" aolae paD rAflDQDIJ, rrPl jj f++P Als+oom 10 aooll tu° COwlaer'err) MRWDARE NOTES: I. Is CaWI set Into the)omb with 112) #8 x 2• pfh. wood screws. Them are (4) of each B veAicd)omb. from the top down or I3.5•. 31' 48.5.3 W. There we (2) of the header of C from Me outside comers of the Rome. There are (2) of the ILL 4• from the outside comers. 2. For optionol sldeLle eonshuctbn with stoplft sldelle is drect set Into fhe)arni) with (3) li, x 1 C I -s/i 16 go. stoplet along, ecch)omb (6' horn ends and equally spaced therectief). 3. lotch. deadbdl and hkW loeottm vory. See Certification Agency Cerlik0t9 and corresponding test reports for specific dimensions and design pressure mtings. t CONCRETE ANCHOR NOTES: 1. Conerefe anchor locations of the comers may be odAnted to mdntafn the m1n. DETAIL •4' edge distance to markw)oinfs. 2. Concrete onchor baations noted as MAX. ON CENTER• must be odAuted to mclhtain the mi*k edge durance to mOncrjotntsw oddionol concrete anchors moy be required to ensue the WAX. ON CENTER• dirrle Won are not exceeded. A A 3. Concrete anchor roWe: ANCHOR ANCHOR MIN. MimMA ONRY MIN. CLEARANCE t f TYPE SRE EMBEDMENT 1D MAroANCHOR A A TAICON° 1/ Y T•1/1• Y d' 1 I ITw T, Tn. DETAIL '1" TA CON° VIC T•1p' r w/Ix euCK - SEE WSTALLATK)N TYP. NEAR a O A t JAMBS rr11 C B" A' SINGLE ODOR VIEW 'A' —A" itX., 21 y W N etc. In: JK I 1 clu. o LFS MM11110 uDt 1 FL- 15225. 5-BD q } 3' 3.W 1 3. 1 II 11 I 11 Ili 1 SEE DETAIL ' 111 A SEE NOTE 3 1IqSHEET31 I 9 1 MULLION 1 SHOWN FOR ASTRAGAL 1 REFERENCE SHOWN FOR — REFERENCE 1 ONLY I — I 1 t6 16 ; 16 t6 12 5ci VIEW 'C--I OoUB F OOOR w/SIDELITF w/tx Bucn INVALLAT101 TYP. MEAD h JAMBS SEE OETAIL 4 yin 4' —1 Iteml DESCRIPTION Moteriol A 1#10 x 2-1 2 PFH WOOD SCREW S [EL B C 1#10 x 1_ q iflO X T PFH WOOD SCREW STEEL L 1 10 x 3 a L SCR (Hinge to rome STEEL 4 1 4 x 2-3 4 PFH ELCO OR fTN CONCRETE SCREW L 5 9 1 11 1 4 x 1-3 4 ITW PFH CONCRETE SCREW 1 4 x 3-3 4 17W PFH CONCRETE SCREW 8 X 3 H s 341 6 x 3-1 4 ITW PFH CONCRETE SCREW STEEL STEEL EELST STEEL 12 1 4 x 3-1 4 ITW PFH CONCRETE SCREW STEEL 13 MASONRY — 3000 PSI MIN. CONCRETE CONFORMING TO ACI 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 CONCRETE 16 1 4 X 2-1 PFH fTW CONCRETE SCREWsR L x:HEADE JAMB PINE SG 0.42 WOOD 21 T34THK. PRESSURE TREATED SIDELITE PAD 30 t ' X 1' X 25 GA. CORRUGATED FASTENER2 STEM a- r 1- 6. S: 30 Wz ztT w/2x BUCfc 1 I AL1AT10N A SEE toSEEDETAIL OUCK DETAIL 1- - INSTALLATION n Ci TYP. HEAD & JAMBS p Am- 1 J j, FOORRSHOWN REFERENCE ONLY f6 1 16 5 1 5 3 T — T1 L VIEW A'— A' Wionv" COMA-YrD FAVEM x M /xD fM. Au MCLOf to NO* AMO CMV=TMS) it 0 DETAIL '3' ATTACH ASTRAGAL THROW BOLT STRIKE PLATE TO FRAME AS SHOWN. moor S 5 2 21 12 N.T.S. s. JK c tFS B W. xo_ a 15225.5-80 a IX BUCK INTERIOR 1 HEAD JAMB S lbiIx wb4xa swb povwn a= EXTERIOR A INTERIOR EXTERIOR 2 HEAD JAMB Imwiv ftwn 2X BUCK INTERIOR 1 4 A EXTERIOR S AAA1f. SMM SPACE I.IS MRI. E4. 1.25 MIN. EMB. IYP. i1 VERRCAL SIDE JAMB Jlo2tsuhr,kvb. i INTERIOR EXTERIOR 3 HEAD JAMB l0 2c nb4xct am np shown INTERIOR EXTERIOR 0.1 S MW. CSNI( 0?S MAX. S19M SPACE I.I S MIN. W. VERTICAL SIDE JAMB To wow home InsvOIC shown 40 G i yy J J O 0. Oil *11 r pRo e eppz GSSni N.L& Or A en LF'S 15225.5-80 5 a 6 v in it Pi INTERIOR EXTERIOR 1j1 * 1j l`- I INTERIOR EXTERIOR EXTERIOR INTERIOR r E _ SgggYC; an 9 13 ', i4 13 13 21 12 fJn i 16 16 1 VER11CAl CROSS SECTION 6 aIMCAL C SECTION 6 VERI)C L CROSS SECTION I 120 INTERIOR EXTERIOR EXTERIOR INTERIOR EXTERIOR INTERIOR '^ E Z 16 e 11 k 2 Z °u 4 VERTICAL CROSS SECTION S VERTICAL CROSS SECTION 6 VERTICAL CROSS SEC17ON k,±,J hmwho C0 tion 6 outswiip um puut on 6+ A.u, N. t.S. 5 ofa m: JK o oa,or. LFS 3 CM IMC MD: R n FL-15225.5-W c n m47 40 THERMAITRU THERMA TRU DOORS 1 le wouft l—DR.. cbocw Or,. OH 43517 6'8" SINGLE & DOUBLE OPAQUE OR GLAZED DOORS W/ & W/OUT SIDELITES OUTSWING DIRECT TO MASONRY INSTALLATION General Notes I. Tttis product anchoring drawing has been devebped In comps me with the Sth Edidion 201 ) Rorido Building Code (FBC) exduding the'fttgh Velocity Hurricane tone . See the Ce l&otion Agency CerMicats for sties, specftotions and mfiri% 2. Product anchors shall be as kited and spaced as shown on detok Anchor embedment to Dose mateAd shall be beyond —1 dressing, shlcco, foam, brick and other woo coverings. 3. Fastener embedment depths. edge distances and oenter-center detonces stlol be as spea'Bed by the fastener monutocturer but in no trWonce shall they be less than shown in this drawing. 4. Where shims are used, they must be o ligid / stiff material that complies with the requirements of the FBC. S. Positive and negative design pressure requrements for use with this drawing shall be determined by others for spearrc jobs In occardonce with the goverrllrng code. 6. Site condrlons not covered by Rnts dmwbng are abject to further ernginee ft anoW. tADIE OF GONIEMtS SHw# DESCRMH I TyDW ekvalorls a 9wwd notes 2 Homrmorm"mmmmom 3 - VOftd ayss sell frMle VVftft 5 Fmme aawm a GO ofmar IOS.W MA%. OVERML FRAME W10711 i 2 IE_r LI-it 1! _ill IF_il 1l:il yl DourswisrosuruorXo MAX DESIGN PRESSURE 55.0 -53.0 37M MAX OVERALL WIDTH 1 2 Sw.LF X MAX DESIGN PRESSURE slmmoos,/ +55.0 -55.0 mewls maf +65.0 .65.0 74.R1' MokX. OVBtALt WID1H F Kz;w 1 2 DONW xx MAX DESIGN PRESSURE 55.0 -SS.O t%] aws wr poems oio MAX DESIGN PRESSURE 55.0 -55.0 530 MAX. OVERAU WID1H 1 2 t 1 1 1 1 1 sNwr wrsmem aX MAX DESIGN PRESSURE 55.0 -55.0 IaCR 14RDw fE MPD a SMU xrraet srorutuXe starts u1er1 RwIRSR D6NANXE JttR2 7t0 OGIDXOU Ij 1%1 1° i n 9 Y u e m 21 12 i swc N.T.S. ° oleo.6: JK a n Ifs i A.00 NO. d FL-15225-68M o bw t or 5 _" 1 HORIZONTAL CROSS SECTION 19/ I6'pmb I n INTERIOR 4 HEXTERIOR Z HORIZONTAL CROSS SECTION 2 a/lh6 gg flguotiw j1, G, ira w EXTERIOR 1 HORIZONTAL CROSS SECTION EXTERIOR (Ml I • 4 HORIZONTAL CROSS SECTION 2 609-1 8l0 o t urporlon g INTERIOR N. EXTERIOR 1"N HORIZONTAL CROSS SECTION 2 69/1 d bo "tbn s ra un III Xo• er JK M M Lrs 3 XVAM on: FL-15225-68M EXTERIOR ISMAX INTERIOR T VERTICAL CROSS SEMON 3 (. tjJ ISMAX E 25' I-?- I EXTERIOR INTERIOR 2 VERnCAI CROss SECn0M s) 06`9"ACoCO" -loft EXTERIOR INTERIOR s VERTICAL CROSS SECTIOM ovnw+ ro co EXTERIOR VERDCAL CROSS SECTION cor 10% 0 AA, f'•• a Q' e i 2 8P INTERIOR 4 NQ EXTERIOR INTERIOR p 7 of n: JK 1Fs 7F' L-11=5225-68M a-, S- i s r r D iY49/ISXEADEADHP, O MUWON J SHOWN FOR RuaiNa G 69116•JAMB O IYP.O JAMBS 44/l JAMB _ 16 I6 12 In S OI In 12 I VIEW Y'-"C" SINGLE DOOR W/SIDELI ES fA n rin W e Oi d c SEE h DETAIL'S o I DETAIL•! VIEW "r-"E' VIEW r-"D" CONCREm ANCHOR NOTES: 1. Concrete anchor IDMO M DI the comers may be acMted to maintain me min. edge CFSWCO to mortar joinh. 2 Concrete oncl— Locations noted as 74Ax. ON CEP4W-At be ocousted 10 nxshtan the rnin. edge datonce to nolarlotnIx oddift" concrete andloa may be requied to orwe Iho *mAX ON Ca4Wr dlmention are not exceeded. 1 Concrete anchor more: ANCHOR ANCHOR MIN. MM. CtUUKU tO MAS NRY Mil. CUA ANCE f0 ADJACENT TYPE S/TP EMBEDMENT Eadi ANCHOR ITW 1/'r I•I!f rTAPCONe ELCO ULTUCON m" • VIC 1.1/lr AS SNOWN As SHOWN TAPCON SIDEiIIE NOTES: 1. The rldeEte is dbecf set into the tomb with (12) R8 x? pfi. wood screws There Ore (4) of each vertical Jamb, from the top down of Mr, 3 t , 48.5 6 W. there are (2) of the heoder of 4' from the outside comers of the Rome. There ore 12) of the s1E. 4- from the outside Comers. r! t 71 6. 1 I Yti. J_ I D 9lI6'1sEA0rrfill R 6 1 TYP. O HEAD f 9/If HEAD w e W `• L D 9/ICHEAO 1YP.0ItfA fin oN z EE Z. x Q MULLION SHOWNfOR I_ F 49lIBN[JO n o' V RfiBtENCE ain Q i 6.9/I6'JAMS — t) C G 9l1SJAMB— I IYP. O JAMS rYP. O JAMBS T a 49/t6•JAMB — _ N 49/ICJAM6_ r 1 — A Sff S — SEE c I DEWI.1• a S DETAI?L•Y 1 v SINGLE DOOR W/SIDELI E VIEW "8%'8" SINGLE DOOR VIEW A'= A' fly* '. 1 l' DETAIL'4" 26 O or 24 M DETAIL'S* DETAIL "r 7&—UnF ANNE I sa Z u rrb 2121112 van M.T.S. re. er JK e aK or. LFS ; sw+e kow FL-15225-68M a o[sr 4 or J " p VIEW Y'•'C 1 I SEEOflAI'C 5-9/IA BEAD TYP. ® HEAD 1 19/ICHEA1) ASTRAGALJI MULLION SHOWN FOR 1 SHOWN FOR REFERENCE 1 REFERENCE ONLY 1 1 I 1 S I S1 1 1 i DOUBLE DOOR WISIDEMS 1 ir 6.9/1 C JAW TV. 0 JAMN 4.9/I6" JAM/ i9T r SEE J c WAL'r c 1 VIEW"-* BILL OF MATERIALS OEM ° CGCWK*f MAIfilNL C I Jr MAX. SHIM SPACE p 1/4' X 2/l' ELCO OR IIW PFH CONCRETE SCREW STEEL E MASONRY • 90DO PSI MIN. CONCRETE CONFORMING TO ACI JDI OR HOLLOW BLOCK CONFORMING TO ASTM C90 CONCRETE F 1 /4' x 2.1/r flC0 OR ITW PFH CONCRETE EW STEfl G 3/16' X 2J/r ITW PFH CONCRETE SCREW STEEL H 3/16' X 2-1/r If W PFH CRETE SCREW STEELS1rxIWCELC0ORITWPF11CONCRETESCREWSTEEL 11 J/16' x 11 /4' IIW PFH CONCRETE SCREW STEEL 12 1/rx 3-1/r flC0 R 0W PFH CONCRETE SC STEEL 16 1 /4' X 2 1!r PR1 IIW CONCRETE SCREW STEEL 24 9 X We WS STEEL 2e 09 X 1' PFH WS STEEL 27 N 10 X 1J/r PFH W D SCREW STEEL r 1 I SEEDETAR'd" 1 1 D 69/1CHEAD TYP.O HEAD G N F 4.911CWAD qf o SHOWN FOR 1REfERE17CE ONLY 16.9/16'1AM1 G 1 TYP. m JAMIS 149/ld'JAMB 14 _ 1 1 SEE DETAIL 1• 1 DOUBLE DOOR VIEW A' --"A' 11 0 2i DETAIL "6" ATTACH ASTRAGAL THROW UXT 26 STRIId PLATE TOFRAME As stNDwN. 24 DETAIL'S" H 26 24 DETAIL'1' Ann I w< 2121112 Is L N.T.S. ` ru i ne, IN JK ° Sot. °r. LFS ; soc uw ° FL-15225-68M c R W R W Building Consultants, Inc. B Consulting and Engineering Services for the Building Industry C P.O.Oox 230 Valrico, FL 33593 Phone a13.659.9197 Florida Board of Professional Engiolcus Cenificale of Authorinlion No. 9913 Product Category Sub Category Manufacturer Product Name Thermo Tru Corporation Smooth -Star" and "Benchmark by Therms-Tru" Exterior Swinging 118 Industrial Dr 6'8 Single 6 Double Opaque or Glazed Panels w! 6 w/o Sidelites Doors Exterior Door Assemblies Edgerton. Oil 43517 Inswing / Outswing Phone 419.298.1740 Insulated Fiberglass Door with Wood Frames Scope: Product Evaluation report issued by R W Building Consultants, Inc. & Lyndon F. Schmidt, P.E. (System ID 01998) for Thermo Tru Corporation, based on Rule Chapter No. 61G20-3, Method 1A of the State of Florida Product Approval, Dept. of Business & Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. Umltetlons: 1. This product anchoring has been developed In compliance with the 5th Edition (2014) Florida Building Code (FBC) structural requirements excluding the "High Velocity Hurricane Zone". See the Certification Agency Certificate for sizes, specifications and design pressure ratings. 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing, stucco, foam, brick and other wag coverings. 3. Wood screws shag be Installed following installations Instructions of ANSI AF&PA 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 speckled by the fastener manufacture, but in no instance shall they be less than shown In drawing FL-15225.5.68. 5. Where shims are used, they must be a "rigid / stiff" material that complies with the requirements of the FBC. 6. Positive and negative design pressure requirements for use with drawing FL-15225.5.68 shall be determined by others for spedfic 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 Report No. Test Standard ETC-01-741-10702.0 ASTM E330-02 / TAS 202-94 ETC-01-741-11008.0 ASTM E330-02 / TAS 202-94 TEL 01460147 ASTM E330-02 / E1886-02 / E 1996-02 2. Drawina 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 1 Testlna Laboratory Sinned b ETC Laboratories Wendell W. Haney, P.E. ETC Laboratories Joseph L. Dolden, P.E. Testing Evaluation Lab. Lyndon F. Schmidt. P.E. Stand & Sealed by Lyndon F. Schmidt, P.E. Stoned 3 Sealed by Lyndon F. Schmidt, P.E. t.t elt3A'le t1r sit `' r • . " Lyndon F. Schmidt, P.E. FL PE No. 43409 216/2015 R R W Building Consultants, Inc. W B Consulting and Engineering Services for the Building Industry C P.O. box 230 Voldco, FL 33593 Phone 913.659.9197 Florida Baud or Profcssinoel engineen Cenifieale of Authorization No. 9913 Product Sub Category Manufacturer Product Name Cat000ry Therms Tru Corporation SmoothStaf and "Benchmark by Thentia-Tru" Exterior Door 118 Industrial Or 8'0 Single & Double Opaque or Glazed Panels wl 6 wfo Sldelltes Doors Extterrloorr Bdgerton, ON 43517 Inswing I Outswing Assemblies Phone 419198.1740 Insulated Fiberglass Door with Wood Frames Scope: Product Evaluation report issued by R W Building Consultants, Inc. & Lyndon F. Schmidt, P.E. (System ID f11998) for Thermo Tru Corporation, based on Rule Chapter No. 61G20-3, Method 1A of the State or Florida Product Approval, Dept. of Business tl Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have not will acquire financial Interest in the company manufacturing or distributing the product or in any other entity Involved in the approval process of the product named herein. Limitations: 1. This product anchoring has been developed in compliance with the 5th Edition (2014) Florida Building Code (FBC) structural requirements excluding it* *High Velocity Hurricane Zone'. See the Certification Agency Certificate for strew, 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 NOS 2012. All other fastener types to be installed following fastener manufacture's Installation Instructions. 4. Fastener embedment depths, edge distance and center -center distances shall be specified by the fastener manufacture, but in no instance shall they be less than shown in drawing FLA 5225.6-80. 5. Where shims are used, they must be a 'rigid / stiff' material that complies with the requirements of the FBC. 6. Positive and negative design pressure requirements for use with drawing FLA 5225.5-80 shall be determined by others for specific jobs in accordance with the govemlin code. 7. Site conditions that deviate from the details of drawing FL-15225.5-80 require further engineering analysis by a licensed engineer or registered architect. Supporting Documents: 1. Test Reoort No, Test Standard ETC-01-741-10593.0 ASTM E330.02 / TAS 202-94 ETC-01-741-10703.0 ASTM E330-02 / TAS 202-94 NCTL 210-1940-1,2,3,4 ASTM E330-02 / TAS 202-94 TEL 01460147 ASTM E330-02 / E1886-02 / E1996-02 2. Orawina No. Prepared by No. FL-15225.5-80 RW Building Consultants, Inc. (CA #9813) 3. Calculations Prepared by Anchoring RW Building Consultants, Inc. (CA #9813) Sheet 1 of 1 Testlna laboratory Sinned by ETC Laboratories Mark 0. Passero, P.E. ETC Laboratories Wendell W. Haney, P.E. NCTL Barry Portnoy. P.E. Testing Evaluation Lab. Lyndon F. Schmidt, P.E. Sinned & Sealed_bv Lyndon F. Schmidt. P.E. Stand & Seated by p0 9• ; :. I n, El Lyndon F. Schmidt. P.E. tip• .. 44,• . u fJJIy y Pr Al. Ilea rZo S'ar• Lyndon F. Schmidt. P.E. FL PE No. 43409 2/6/2015 R R W Building Consultants, Inc. W Consulting and Engineering Services for the Building Industry B 4 P.O.Oox 230 Vnlrico. FL 33S95 Phone a 13.639.9197 Florida Board of Professional Engineers Certificate of Authorization No. 9813 Scope: Product Evaluation report issued by R W Building Consultants, Inc. d Lyndon F. Schmidt, P.E. (System 10 N 1998) for Thera Tru Corporation, based on Rule Chapter No. 61G20-3, Method to of the State of Florida Product Approval. Dept. of Business & Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have not will acquire financial Interest In the company manufacturing or distributing the product or in any other entity involved In the approval process of the product named herein. Urritations: 1. This product anchoring has been developed In compliance with the 5th Edition (2014) Florida Building Code (F8C) structural requirements excluding the "High Velocity Hurricane Zone'. See the Certification Agency Certificate for sizes. specificallons and design pressure ratings. 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing, stucco, foam, brick and other wall coverings. 3. Wood screws shall be installed following Installations instructions of ANSI AFBPA NDS 2012. All other fastener types to be Installed following fastener manufacturer's installation instructions. 4. Fastener embedment depths, edge distance and center -center distances shall be specified by the fastener manufacture, but in no Instance shall they be less than shown In drawing FL-15225-68M. 5. Where shims are used, they must be a 'rigid / stitr material that complies with the requirements of the FBC. 6. Positive and negative design pressure requirements for use with drawing FLA 5225-68M shall be determined by others for specific jobs In accordance with the governing code. 7. Site conditions that deviate from the details of drawing FL- 15225-68M require further engineering analysis by a licensed engineer or registered architect. Supporting Documents: 1. Test Report No. Teat Standard TEL 01460145 ASTM E330-02 i E1886-02 / E1996-02 ETC 01-741-11006.0 ASTM E330-02 / TAS 201. 202. 203-94 2. Drawing No. Prepared by No. FL-15225.68M RW Building Consultants. Inc. (CA 09813) 3. Calculations Prepared by Anchoring RW Building Consultants, Inc. (CA 0,9813) Sheet 1 of 1 Testing Laboretory Sinned Testing Evaluation Lab. Lyndon F. Schmidt. P.E. ETC Laboratories Joseph L. Dolden• P.E. Slanod 8, Sealed by Lyndon F. Schmidt, P.E. Signed 6 Seated by Lyndon F. Schmidt, P.E. ttttrrfr Qom,• eir per ' STATE ;` • ` •• it Lyndon F. Schmidt. P.E. FL PE No. 43409 2WO15 NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REOUIREMENTS OF THE FLORIDA BUILDING CODE. 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. 'X BUCK OVER MASONRY/CONCRETE IS OPTIONAL. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SE:ECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 4. ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD OURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. S FRAME MATERIAL: EXTRUDED ALUMINUM 6063-T5. 6. UNITS MUST BE GLAZED PER ASRA E1300-04 WITH SAFETY GLASS. 7. APPROVED WPACT PROTECTIVE SYSTEM IS REOUIRED FOR THIS PRODUCT IN WINO BORNE DEBRIS REGIONS. 8. SHIM AS REOUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/15" OR GREATER OCCURS, MAXIMUM ALLOWABLE SHIN STACK TO BE 1/c•. 9. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EQUAL OR GREATER THAN 1.0 00 NOT REQUIRE WATER INFILTRATION RESISTANCE. OVERHANG RATIO - OVERHANG LENGTH/OVERHANG HEIGHT. iO. FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE 110 WOOD SCREWS WITH SUFFIC17KT LENGTH i0 ACHIEVE A 1 3/8" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 11. FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16- TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4• MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION D_TALS. 12. FOR ANCHORING INTO METAL STRUCTJRE USE #10 SMS OR SELF DRILLING SCREWS WITF. SUFFICIENT LENGTH TO AC.-I:EVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS, 13. ALL FASTENERS TO BE CORROSION RESISTANT. 14.INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STR_NGiH SPECIFIED BELOW: A WOOD - MINIMUM SPECIFIC GRAVITY OF G=0 42 B. CONCRETE - MINIMUM COMPRESSIVE STRENGTH OF 3J92 PSI. C. MASONRY - STRENGTH CONFORMANCE TO ASTM C-90. GRADE N. TYPE I (OR GREATER). D. METAL STRUCTURE: STEEL 18GA. 33KSI OR ALUMINUM 6063-TS 1/8• THICK MINIMUM TABLE OF CONTENTS BEET NO. DESCRIPTION 1 NOTES 2 ELEVATION 3 - 9 INSTALLATION DETAILS Rm", vsavnow a'E AMOVEG ADDED CHARTS 03/06/12 R L REVISED PER NEW TESTING 10/15/13 R.L. ADDED FLANGE INSTALLATIONS I2/06/13 R.L REVISED INSTALLATION DETAILS 08/05/15 R.L SIGNED: 1012712015 D LLCMIWI9oo0LAxEsoWSPDOORS FLOWER MOUND. TX 75028 ft.C70 GENy. 9JI i k• o i *= SERIES 430/440 XIX SGO le-3" x 9 REINFORCED ro 45NNOTES2p TAT OF • E R0"' oRAw'r.• owc wo. rtRv 08 0 i,s/ii0\\ MALE NTS °`¢ 02/23/09 5"EZ 030E 9 6' MAX - 5" I4Ax i L 7- MAX O.0 95" MAX FRAME iEIGHT 1I 1- 6' MAX 143' MAX FRAME WIDTH 6' MAx SERIES 4301440 XIX SGD EMRIOR VIEW DESIGN PRESSURE RATING IMPACT RATING t40.OPSF NONE SEE CHARTS CT AND /2 FOR OTHER UNITS RATINGS REytSI0l.5 REV I OESMPnoN CATE APPWt 0 A ADDEO CFARTS 03/05/72 R.L. 8 REVISEO PER NEW TESTING t0/15/13 R.I. C ADDEO FLANGE INSTALLATIONS t2/06/13 R.L. 0 REVISED INSTALLATION DETAILS 08/05/t5 1-- CHART#1 WHERE WA TER INFILTRATION RESISTANCE IS REOUIREO SEE NOTE 9 SHEET I Design pressure chart (ps0 Frertn SMIe Panel and Total ftfTC LNdth (in) I 0 36.0 42.0 1 47.7 MOO 108" 126,00 143.00 Pos Nag POS Nag Pos Meg Pea Nag 64.0 40.0 60.0 40.0 57.9 40.0 520 a0.0 48.0 d8.0 40.0 60.0 0.0 54.6 40.0 48.9 cUO 45.0 92.0 40.0 9.6 40.0 1 51.7 40.0 1 46. 1 40.0 42.3 96.0 40,0 56.6 a0.0 149.0 40.0 Ia3.7 40.0 40.0 CHAAT #? WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED SEE NOTE 9 SHEET 1 Design pressure chart (pso Frame Sin9'o Vanel and Total Frarre Vadtn (In) I9M 30.0 36A 4L0 47.7 n) 0.00 108.00 126.00 143.00 Pea Neg Pos Meg Peg Nell Pea Neg 1 94A 60.0 60.0 57.9 57.9 52.0 310 48.0 48.0 1 88.0 60.0 60.0 54.8 1.6 a8.9 45.0 92.0 59.6 59.6 51. 51. 46A 6.1 423 42.3 96.0 5 56.6 49.0 49.0 43.1 43.7 40.0 40.0 CHART A3 Number of anchor locations required Rail Shoo Panel and Total Frame WWII (m) It hl 30.0 36.0 42.0 1 47.7 in) 90.0 0d.0 126A 143.0 H65 Jamb Hd5 Jamb Mas Jamb HaS I Jamb 4.0 6 6 7 6 d 6 9 1 6 dd.0 6 6 7 6 8 6 9 1 6 92.0 6 6 7 6 6 6 9 6 46.0 1 6 6 7 6 d 6 9 B T:us an 2"9 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGO 143- x 96" REINFORCED ELEVATIONS MK-% I1110 w. F.A. 08-00503 sou[ NTS wT 02/23/09 -V 2 OF 9 SIGNED: 10/27/2015 J 511R I ILOri'''' Mr,F : 4r Ri . WOOD FRAM114C OR 2X BUCK BY OTHERS 10 WOOD SCREW 110 WOOD SCREW I WOOD FRAMING 03 2X BUCK BY OTHERS z 1/2" MIN. Rn cestluvnoN GATE Ap.Rc p EDGE OISTANCE A ADDEO CHARTS 03/06/12 R.L. 1 8 ' RNSEO PER NEVI TESTING i 10/15/13 R.L. 13g/8' MIN. C ADOEO F'-WGE INSTHdATIONS 12/06/13 R.L. IMF 0 REVISED INSTALLATION DETAILS 08/05/15 R.L. T 1 3/8" six 1/4" MAX. Mo. EMBEDMENT I r SHIM SPACE MAX. oSHIM SPACE 1/2" MIN. INTERIOR EDGE DISTANCE13 E)(TERIOR 11 01 11 11 11 11 INTERIOR cv c via rnt,c VERTICAL CROSS SECTION WOOD FRAMING OR ZX BUCK WSTALLATION NOTES: 1. INTEWAAND EXTERIOR FINISHES. BY OTHERS. NOT SHOWN FOR CLARITY. 2. PERIMETER AIIO JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCOADANCE WTTHASTM E2112 J--0 WOOD SCREW BE SET W F APPROVED MIN. VENT WOOD FRAMING OR 2X BUC< BY OTHERS F EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLA=I F.A. MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND. TX 75028 SERIES 430/440 XIX SOD 143" x 96" REINFORCED FRAME INSTALLATION DETAILS me no. 08-00503 3ATr 02/23/09 s'=E73 OF 9 SIGNED. 1012712015 METAL STRUCTURE BY OTHERS 3/4' 61I.*1. E•OGE OISTANCE 1/4' MAx. SHIM SPACE 1 MAX. SHIMM SPACE 3/4' MIN. 1S OR EDGf- DISTANCE INTERIOR RILUNG t p R L TO 3E SET IN BED OF APPROvEO 4LANT JIO SMS OR SELF ORILUNG SCREW I M_TAL STRUCTURE BY CTHERS 2/4' PAIN. I i EDGE DISTANCE ---- VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOWT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE VATH ASTM E1112 piO SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS EXTERIOR F.A. K'a NTS REMSONS an oF.sclnorou I at vrno o A ADDED CHARTS 03/06/12 R.L. 8 REVISED PER NEW TESTING 10/15/13 R.L. C ADDED FLANGE INSTAUATIONS 12/06/13 i R 1. 0 REVISED INSTALLATION DETAILS 08/05/15 I R.L. J JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATI014 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGO 143" x 96" REINFORCED FRAME INSTALLATION DETAILS 08-00503 o•Ic 02/23/09 1 S"«T A. OF 9 SIGNED. 10/27/2o 15 1f11 11L/off/,i CENSF'9`r 04T(Aipo4Fm F ,<ORIOA • 2`: ssZONA 10\ v` CONCRETE/ MASONRY BY CTHERS OPTIONAL IX BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET t 2 1/2 MIN. EDGE DISTANCE a i 1/4MIN. A• EMBEDMENT i 1/4- MIN. ` T/4' MAX. EMBEDMENT i I SHIM SPACE 2 1/2• MIN. EDGE DISTANCE i • ir 1/ 4" MAX. j . . SHIM SPACE 3/t6' TAPCON a 3/ 16• TAPCON r CONCRETE/ MASONRY BY OTHERS INTERIOR PCIISMS RE+ OSC70T'ON I OATE I P*R:m A ADDED CHARTS I W/06/12 R.L. B R195ED DER NEw TESTING 0/15/:3 1 R.L. C ADDEO FLANGE INSTALLATIONS 12/06/13 R.L D REVISED INSTALLAPON DETAILS 08/05/15 L. EXTERIOR II II II II II II INTERIOR ° I 1, 11 SILLTOBESETINEXTERIORA BED OF A2PROVEO 3/ 16' TAPCON - SEALANT JAMB INSTALLATION DETAIL OPTIONAL IX BUCK CONCR_T&MASONRYWSTALLATTON MASONRY/ TO SE PROPERLY CONCRETE SECURED 9Y OTHERS I SEE NOTE 3 SHEET 1 y - NOTES: 1 1 /4' MIN. 1. WIERIOR ANO EXTERIOR FINISHES, BY O THERS. EMBEDMENT NOT SHOWN FOR CLARITY. 4 ' .. .. 2. PERIMETER AND J0114T SEALANT BY OTHERS TO BE a • DESIGNED W ACCOP.DANCE VlITH ASTfA E2112 VERTICAL CROSS SECTION CONCRETEWSONAYINSTALLATTON 2 1/2_ MiN• EDGE DISTANCE S ` Z SIGNED: 10r2712015 MI WINDOWS AND DOORS LLC \\\Illliitllll 1900 LAKESIDE PARKWAY ` C, 0 FLOWER MOUND, TX 75028 1 v•GENs J+ SERIES 430/440 XIX SGD _*• ,1 p„+5 yr= t 43E 96' REINFORCED ?y;(Gr FRAMEINSTALLATIONDETAILS 0 , $TAT OF IIRAIN:: 7 OiOF••'OlMID" "• ? PNTS °' t 02/23/09 08 zNOr530F 94. 3 RV60"s 1/2" MIN. REv OESCRPTM LATE APPR%CD EDGE DISTANCE A ADXC CHARTS 03/06/12 R.L. B REIAS'_D PEi NEw TESTING 10/15/13 R.L. 3/8" MIN. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. OOD FRAMING EMBE MENT OR 2X BUCK 0 REVISED INSTA ATION DEVILS 06/05/15 R.:. BY OTHERS 3/8" MIN. 1/4' MAX. 1/4" EMBEDMENT SHIM SPACE MAX. SHIM OST- INTERIOR PACE1 / 2' MiN. 10 WOOD EDGE DISTANCE SCREW 1 I G1 1 EXTERIOR 1 INTERIOR 010 WOOD 1 i 1 SCREW 810 WOOD 1 1 SILL TO BE SET IN SCREW1ABEDOFAPPROVEDSEALANT WOOD FRAMING , EXTERIOR 1 OR 2X BUCK BY OTHERS JAMB INSTALLATION DETAIL WOODFRAMINGWOOD FRAMING OR2X BUCKINS,ALLATION ORBY OTHERS 1 3/8' EMMIN. BEDMENT 1/ 2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OA 2X BUCK INSTALLATION 1 SIGNED: 10/27/2015 1i1 WINoOLAKEs oWS D PDOORS LLCARKW\\`\,\ ttl. Lo FLOWER MOUND, TX 750 28 `J.-1;EN*se SERIES 430/440 XIX SGO _*• 0 5 #= NOTES: 143" x96" REINFORCED I. INiEAIOR ANDEXTERIORFINISHES. BY OTHERS. FLANGE INSTALLATION DETAILS A 1 pF NOT SHOWN FORCLARITY. 2. PERIMETER ANO JOBfT SEAiANr OV OTHEAS TO BS y., p„ R C) OESIGNEOINACCOROANCEYMMASTTNE211? lyf. A. 08-00503D %cS•0R5o e1 uxc NTS I ' A" 02/23/09 6 OF 9 METAL STRUCTURE BY OTHERS 10 SMS OR S=LF JRILUNG SCREW METAL STRUCTURE 9Y OTHERS EXTERIOR nr i cnlvn 3/<' MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES' 1. INTERIOR AND EXTERIOR FINISHES. BY OTHEP.S. NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOWT SEALANT 8Y OTHERS TO BE DESIGNED IN ACCORDANCE WTrH ASTM E2112 3/4" MIN. EDGE DISTANCE I 1/4' MAX. SHIN SPACE OR 3/4' MIN. LUNG EDGE DISTANCE 10E J10 SMS OR SELF GRILLING SCREWS L TO BE SET IN 3ED OF DROVED SEALANT METAL STRUCTURE BY OTHERS III... 1/4' MAX. I SHIM SPACE REMSIONS REV 06Cfi/7DN W7E OORMW A ADDED CHARTS 03/06/12 R.E. 8 REMSE0 PER NEW TESTING 10/15/13 R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 R.: 0 1 REVISED INSTALLATION DETAILS 1 05/05/15 R.L, JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATIOV MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND. TX 75028 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS D AW*. 7NO. F.A. 08-00503 W41 NTS "TE 02/23/09 —7 OF 9 SIGNED: 1012712015 CONCRETE/ 2 1/2" MIN. MASONRY EOOE DISTANCE BY OTHHERS , i• •. ..• 1 1/°' MIN. EMBEDMENT OPTIONAL J i% BUCK I ' TO 6_ 1 PROPERLY SOj3 i' I/4' MAX. TE ; NOTE _ SHIM SPACE ISHE=I 1 3/16" TA. -CON EXTERIOR 3/16 TAPCON MASONRY/ CONCRETE BY OTHERS 1/4' MIN. EMB{EDM ENT 2 1/2I EDGE DISTANCE 3/ 16- TAFCON CONCRETE/MASONRY INTERIOR BY OTHERS SILL TO BE SET IN A BED OF APPROVED SEALANT e • 1 i/4" WIN. EMBEDMENT e °: . I VERTICAL CROSS SECTION 2 1/2" MIN. CONCRETE/ATASONRYINSTALLATA EDGE DISTANCE 1/4' MAX. r SHIM SPACE OPTIONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET I REWSIMS NEV OESA7vI10N arz MnRDYS7 A ADDED CHARTS 03/06/:2 R.L. 3 REIASEO PER NEW TESTING 10/i5/13 R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L 0 REHSEO IMSTALLATION DETAILS 05/05/15 R.L. JAMB INSTALLATION DETAIL CONCP.ETSWSONRY INSTALLATION NOTES 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS. NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOWr SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTTA E21 r2 t S 2Q` MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND. TX 75028 SERIES 430/440 XIX SGO 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS OOA. DYlC NO F.A. 08-00503 star NTS °''E 02/23/09 1 '"Er'8 OF 9 SIGNED: l0/27/2015 1 LIO /z GENaF` (p 0. 67-7-4 yr Q; STTAATT; ZORVOl" 1 5/8- MIN DGE GIST. TRIM INTERIOR MASONRY/CONCRETE - BY OTHERS HOOK STRiP a 1 1/4" MIN. EMBEDMENT f IX BUCK BY OTHERS, 1X BUCK TO BE 111 PROPERLY SECURED MI EXTERIOR 'y PANEL INTERLOCK HOOK STRIP INSTALLATION MASONRY/CONCRETE INTERIOR TRIM HOOK STRIP 1/2' MIN. EDGE DISTANCE 1 3/8" MIN. EMBEDMENT I 10 WOOD r I I SCREW EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION 2X 6UCK4VOOD FRAMING REV 3DUS DEscFnpuom DaT WPFyy[p ADDED CHARTS 03/06/12 RL REVISED PER NEW TESTNG 10/15/13 R.L. ADDEO RANGE 1NSTALLATiONS 12/06/13 R.L. REVISED INSTA_1'17N DETAILS 08/05/15 I R.: 3/4" MIN. METAL STRUCTURE S EOCE OIS-ANCE 3Y OTHERS TRIM lNTERfOR L HOOK STRIP \ 10 SELF ORILLIVG SCRCSCP,EW ANEL EXTERIORINTERLOCK HOOK STRIP INSTALLATION METAL STRUCTURE NOTES: 1. INTERIOR AND EXTERIOR FINISHES. 6Y OTHERS. NOT SHOWN FOR CLARITY. 2, PERIMETER AND JOINT S.ALANT BY OTHERS TO 6E DESIGNED IN ACCORDANCE WITHASTM E2112 C U L-0 L SIGNED: 10127,2015 MI WINDOWS D 00 LAKESIDEPARKWAY FLOWER MOUND. TX 75028 r •GENa'.9 1 i 0 5toa* = SERIESZ30/440 XIX SGO 1OK >< TAL REINFORCED HOOK INSTALLATION DETAILS a7 E ;lug pTAOFMaIN08s00r593OF DZ — NTS 02/23/09 9 II0\ 0 Florida Building Code Online G&_6sc cor (Sr ") Page 1 of 4 I Business : Professional Regulation r r®r FbIldJ Domm1 ec15 mome I jog in I Use, Reoiunnon i riot Toga I submit surchugo i sats a Faeta i Pubkauons I Fee sun I SOS she Map I LWM I search I Busines /' Product Approval Professiti'a, ®USER, Putkum Regulation Awdud Aeomal Menu s ftd a or Aoeilntien Search > Aenrnflon tit > Application Oeuui FL # Application Type Code Version Application Status Comments Archived Product Manufacturer Address/Phone/Emall 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 FL5302-R6 Affirmation 2014 Approved Amarr Garage Doors/Entrematic 165 Carriage Court Winston-Salem, NC 27105 336) 251-1309 danny.joyner@amarr.com Brandon Gentle brandon.gentle0amarr.com Brandon Gentle 165 Carriage Court Winston-Salem, NC 27105 336) 251-1308 brandon. gentle elama rr.cOm Danny Joyner Amarr Garage Doors 165 Carriage Court Winston-Salem, NC 27105 d)oyner0amarr.com Exterior Doors Sectional Exterior Door Assemblies Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 1 ° Evaluation Report - Hardcopy Received Thomas L Shelmerdine PE-0048579 Intertek Testing Services NA Inc. - ETL/Warnock Hersey OL/01/2016 Steven M. Urich, PE i ' Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year ASTM E 330 2002 DASMA 108 2005 Equivalence of Product Standards Certified By Sectlons from the Code https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDqunL7seVZMF... 7/20/2015 N 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. DocumentatJon from approved Evaluation or Validation Entity • , Yes ' No N/A Product Approval Method Method 1 Option D Date Submitted 03/30/201S Date Validated 03/30/201S Date Pending FBC Approval Date Approved 03/31/2015 Summary of Products FL # Model, Number or Name Description 5302.1 Stratford (M600); Heritage (M950); Dwg. IRC-6009-1 10-1 1,Thru 9' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No FLS302 R6 11 IRC-6009-110-11 Drawing 7-10 FL.odf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes 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 Evaluation Reports FL5302 R6 AE IRC-6009-110-11 Report 7.10 FLodf Created by Independent Third Party: Yes unless structure Is designed as partially enclosed or door is a replacement door. 5302.2 Stratford (M600); Heritage (M950); Dwg. IRC-6009-100-11, Thru 9' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant. No FLS302 R6 11 IRC-6009-100-i1 drawino 7-10 sealed.odf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Design Pressure: +15.8/-18.7 Evaluation Reports Other: Design Pressure +15.8/-18.7,Not for use In HVHZ. FL 5302 R6 AE IRC-6009-100.11 report 7-10 sealed.odf Created by Independent Third Party: YesGlazingoptionshallnotbeusedinwind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. 5302.3 Stratford (M600); Heritage (M9SO); Oak Summit (M650) Dwg. IRC-6009-120-1S,Thru 9' wide. Limits of Use Installation Instructions Approved for use in HVHZ* No F1,5302 R6 It IRC-6009-120.1iDrawlno 7-10 FL.pdf Approved for use outside HVHZ: Yes Verified By: TON SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +22.8/-26.9 Evaluation Reports Other., Design Pressure +22.8/-26.9, Not for use in HVHZ. FLS302 R6 AE IRC-6009-120-1S 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. 5302.4 Stratford (M600); Heritage (M950); I Owg. IRC-6009-130-15, Thru 9' wide. IOakSummit (M650) Urnits of Use Installation Instructions Approved for use in HVHZ: No FLS302 R6 11 IRC-6009-130-1S Drawing 7.10 FL.odf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 004SS79 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +26.7/-31.6 Evaluation Reports Other: Design Pressure +26.7/-31.6, Not for use in HVHZ. FLS302 R6 AE IRC-6002 130-15 ReppK 7-10 FL.ndf 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.S Stratford (M600); Heritage (M950); Owg. IRC-6009-140-1S, Thru 9' wide. Oak Summit (M6SO) Limits of Use Installation Instructions Approved for use in HVHZ: No 140-1S Orawino 7-10_FL,odf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 004SS79 Impact Resistant: No Created by Independent I hird Party: Yes Design Pressure, +31.0/-3S.1 Evaluation Reports https://www. floridabui l d i ng.org/pr/pr_app_dtl . aspx?param=wG EV XQwtDq un L7seV ZMF... 7/20/2015 Florida Building Code Online Page 3 of 4 Other: Design Pressure +31.0/-35.1, Not for use In HVHZ. FL5302 R6 AE IRC-6009-140-IS Report 7-t0 fl.odf Glazing option shall not be used In wind-borne debris region Created by Independent Third Party: Yes unless structure is designed as partially enclosed or door Is a replacement door. S302.6 Stratford (M600); Heritage (M950); Oak Summit (M650) Dwg. IRC-6009-150-1S,Thru 9' wide. Limits of Use Installation Instructions Approved for use in HVHZ: No fL5302 R6 11 IRC-6009-150-15 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: +35.6/-42.1 Evaluation Reports Other: Design Pressure +35.6/-42.1, Not for use in HVHZ. FL5302 R6 AE IRC-6009.ISO-1S Report 7-10 ft.odf Glazing option shall not be used in wind-borne debris region Created by Independent Third Party: Yes unless structure Is designed as partially enclosed or door is a replacement door. S302.7 Stratford (M600); Heritage (M950); Dwg. IRC-6009-169-15,Thru 9' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No FLS302 R6 Il IRC-6009.169-1S Orawlnp 7-10 FL.odf, Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 004SS79 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +45.3/-51.2 Evaluation Reports Other: Design Pressure +45.3/-51.2, Not for use In HVHZ. FL5302 R6 AE IRC-6009-169-IS Report 7-10 fL odf Glazing option shall not be used in wind-borne debris region Created by Independent Third Party: Yes unless structure Is designed as partially enclosed or door Is a replacement door. S302.8 Stratford (M600); Heritage (M9SO); Dwg. IRC-6016-100-15, 10' Thru 16' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No FLS302 R6 11 IRC-6016-100.1S Drawing 7-10 FL.pdf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure, +15.2/-17.2 Evaluation Reports Other: Design Pressure +15.2/-17.2, Not for use In HVHZ. fL5302 R6 AE IRC-6016-100-15 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. I S302.9 I Stratford (M600); Heritage (M950); I Dwg. IRC-6016-I10-15, 10' Thru 16' wide. IOakSummit (M650) Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +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 FLS302 R6 it IRC-6016-110-1 Drawino 7-10 FL.odf Verified By: TOM SHELMERDINE 0048S79 Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: Yes I S302.10 I Stratford (M600); Heritage (M950); I Dwg. IRC-6016-120-15, 10' Thru 16' wide. IOakSummit (M650) Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +21.8/-24.6 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 F S102 R6 fI IRC-6016-120-IS Drawino 7-10 FL.odf Verified By: TOM SHELMERDINE 0048S79 Created by Independent Third Party: Yes Evaluation Reports FLS302 R6 AE IRC-6016.120-1sBetiort740FLAW 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 FL5302 R6 II IRC-6016-130-IS Drawing 7-10 FL.odf Verified By: TOM SHELMERDINE 0048S79 Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: Yes 5302.12 Stratford (M600); Heritage (M950); Dwg. IRC-6016-140-17, 10' Thru 16' wide. Oak Summit (M650) https://www. floridabuildiiig.org/prlpr_app_dtl.aspx?param=wGEVXQwtDqunL7seVZMF... 7/20/2015 Florida Building Code Online Page 4 of 4 Limits of use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant. No Design Pressure: +30.1/-33.8 Other, Design Pressure +30.1/-33.8, Not for use in HVHZ. Glazing option shall not be used in wind-borne debris region unless structure Is designed as partially enclosed or door Is a replacement door. Installation Instructions Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports FL5302 R6 AE IRC-6016-140-17 report 7-10 sealed.pdf 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 FLS302 R6 11 IRC-6016-140-24 drawino 7-10 sealed.odf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: Yes S302.14 Stratford (M600); Herltage (M950); Dwg. IRC-6016-145-24, 10' Thru 16' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No FLS302 R6 if IRC-6016-145-24 drawlna 7.10 sealed.odf Verified By: TOM SHELMERDINE 0048579ApprovedforuseoutsideHVHZ: Yes Impact Resistant: No Created by Independent Third Party: Yes Design Pressure, +31.9/-37.2 Evaluation Reports Other- Design Pressure +31.9/-37.2, Not for use in HVHZ. FL5302 R6 AE IRC-6016-145-7.4 report 7-19 seale-d.odf Created by Independent Third Party: YesGlazingoptionshallnotbeusedinwind-borne debris region unless structure Is designed as partially enclosed or door is a replacement door. 5302AS Stratford (M600); Heritage (M9S0); Dwg. IRC-6018-110-15, 16'2 thru 18' wide. Oak Summit (M6S0) Limits of Use Installation Instructions Approved for use in HVHZ: No FLS302 R6 11 IRC-6018-110-IS Drawlno 7.10 FL.gfj Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +18.2/-20.6 Evaluation Reports Other: Design pressure +18.2/-20.6, Not for use In HVHZ. f p(iQLIO Fi„p4f 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); Dwg. IRC-6018-120-15, 16'2 thru 18' wide Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No FL5302 R6 It IRC-6018-120-15 Drawing 7.10 FLOW 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.S Evaluation Reports Other: Design pressure +21.6/-24.S, Not for use in HVHZ. FLS302 R6 AE IRC-6018-120-IS Report 7-10 FL.odf Glazing option shall not be used In wind-borne debris region Created by Independent Third Party: Yes unless structure IS designed as partially enclosed or door IS a replacement door. Contan us :: 19e0 NeRR fbmee Street Tallahassee FL 32399 None, OSp.e97.1024 The State of Florida is an AAIEEO employer. CoavrMlit 2007.2013 State of Florida. :: PrWaCy Statenievilt:: AcceWbNlty Statement :: Aefund Statement Under Florida law• email addresses are public records. If you do riot want your e-mail address released In response to a public -records request do not send tlacUMIC mail to this entity. Instead, contact Ule office by phone or try traditional mall. Ir you have any questions, please contact a50.487.139S. 'Pursuant to Section 4SS.275(1), Florida Statutes, effectiva October 1, 2012. licensees lkensed under chapter ass. F.S. must provide the Department with an !mall address if they have one. The emalls provided may be used nor official communication with the licensee. However emall addresses are public record. U you do rat wish to supply a personal address, please provide the oapartmem 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 b=. Product Approval Accept;: 0®®® akruritrw nMtiX https://www.floridabui lding.orglprlpr_app_dti.aspx?param=wGEVXQwtDqunL7scVZMF... 7/20/201 S ADAWAVA nLO CAMP ATTAbaD W TV IW . 1/r nT A W7 LSD RAC%T is j*1 . • Y !WA lTWI3 •t7Ap40 Icwb V/(b V.• A v/ A VP L. L.• Kw c. SCREWEQi Tri11 NCM f7LV! At d ctw 11 'TIE r'lCe, L cL 3L¢ca.{ 1 1 fat r.cc a ru ernora m V•- M w OUTAtMt At X W" tv WWI LID W1IQ •f1A9a7 Amp 1[A I(Aa 7if[ t N.7 \ -COI CAAIDU •TTAPaI 1T6[ IOl IaAD AT m Do 0L, t ' POt CAIiIIG r 7•SALL 3Tm at WRAP SHORTS1T STVI ALLLCDS W ?AV WAD.Et rim O"WEAM O(•rTs U41 11L DUDASWE END MNfiE! i 1 1. JJ LA AATO FAO STD •At0 71331P ON VP De, 7 M elTmtt IS CA Ctwm ! D swv. 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AL Deaa INSERTS NASA uv PROiECnoN wTN uv Ig10TEOnON IN, J/JY ROCK SS9 tp.ASS qY E M r N.' rw Ab• rLQn NR MOLDED INSIDE C tl 1T UDI l•'NT ARp .rWr cnoN s-e_ Li AVARADIE TRA(7A rAN( 1CURAlIDNs M.T.S. ROTHi T 1}k 1,':• V ` •.Aurn re 45 I)(LM Z42 PSrd. r T• h' V TCSI LOADS 12. 7 PST r. r '. c (1;( Li`:;r1xsR17.1 PSry,Ri ; La\`• Ro FL 7 97 tANMMZ cOUII V9470-- Wh NA WAS mom DSO oAz SumaT w/DurSate MODIL /800 SWATFORD ./DeaSat• Sport, L nx. nulb-! Oak Summit Panel's 0 1 IRIS R W Mi M/4O1 D601 -12 8 Omoit AIE DI[ IR63RO IBC-6016-110-15 9m1O1 t, 0 ,. s. • s L::7u A slr, ..... •,' © B MOM LCYIl.u'"""i•LSlI[J'Jt ttt muAMs+=vm*am*,Lm il[7 Cl:r•'-.r-, y7 71tl:Jl fi:1! t!ll tj'-1•t'I^n-a•,I C4!•l tiil't:I.nr.rrnrs,I iFll>•tl]flS7 sir*w Si"i7'-7 C1:71[S:l l:i`_l fi71L'lL Lil•J L1J t7•t taili i WE" ML--71 f l37 KLAMlss rl'+IFLI LEiIi'7 L•7', 1=I132J 1{tj]-Ir.:"E ti L:FIittl:'s r--rI•lre+t aammmgtmm Vr Boa dl t*-E:i1!'L7lT7i3111i7+lJJ== i.B:3GL7t1L"•IL3L7tlt! 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W WYI 7BW BiYZ 88V! YBYI 1pB St? uw R yew ae t!! mW 67 t2 Bt W fB iR t W 113 ti 1? 1Bw 15VI 3evr OYI 51 W 6tYI AY2' m c p7Y! tales t2't ry vr,vlavr W Yt wafvzrswes w vrtt.w tatrl c svr wavr waevzmwa,Yretwesvr+wtapvz+mw yr txs svrtewavrxwnlrrslWettrrnwtstrrmw w wtlsvru[Wtaplrr u US svzte svrtewavr wmvrmwervrmweevrtmwxsvrtawmvzt wtsttrr vr pvl.evz vlervr>swesvrpswtrptrtluwm•rrtatwtae uv svruw vzzivl6®vlWvimweeYl'tetWK61?t7JWmV1'titw>,v Om®0®iF t0 ammo®© STRUCTURAL SOLUTIONS, P.A. tructural EngIneerIng • Invest[gat Ions Consulting GARAGE DOOR STATIC PRESSURE TEST REPORT Garage Door No.: 1RC-6016-120-15 Test Date: 11/8/2012 1 Project No.: 12-114 Design Pressures: 21.8 psf, -24.8 psf Report Date: 12/6/2012 1 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; An of Slo e- Enclosed Building Ex . B, 30' MRH E . C, 15' MRH Ex . C, 25' MRH E . D,15' M Ex . D, 25' MRH 155 mph 141 mph 134 m h 128 mph 122 mph Witnessed By: Brandon Gentle - Amarr Garage Doors; Thomas L. Shelmerdine, PE - Structural Solutions, P.A. Description of Test Specimen: A 16-0" wide x T-0" high residential steel sectional garage door, one section wide by four sections high, each section being 2" thick by 2 1 " high 25 gauge galvanized steel sheet. Each section was reinforced with two 3" 20 gauge galvanized steel struts, except 1 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 1 to 5 minutes. Step 3: Load the door to 100% of the Design Pressure and hold for 60 seconds. Step 4: Unload the door for Ito 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"xT-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) a ieteoena Model 600, 650 and 950 doors with widths up to 16'-0" and heights up to 14'-0" `eoo S L, SNJE(4 o ip Short, Long, Flush, and Oak Summit Panels, which are alternate embossment patterns in the skin ooa°za;.• [ jljv+-,F,Q w 8 short panel (I8-1/8" x 10-5/8') or 4 long panel (38-1/8" x 10-5/8'1 windows (3/32" annealed glass minimum - meets ASTM E1300-04) may be installed in I section , 1JO 00 : F Submitted By: a : STRUCTURAL S- OLUTIONS, 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 a NC Firm #C-1096 i Florida Building Code Online Page 1 of 4 FL17676.2 77::7] r Pd&DPMTW0f SCIS Nome I top In I user Registration I Hot TOPICS I submit surcharge I State IN, races I Publications I r8C start 1 SCIS Site MAP I UnU I search I Busines Product ApprovalProfessibn Regulation Product ADOMval Menu > Product or Apollcalbn Search > Application Usl > 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 n MI Windows and Doors 650 West Market Street Gratz, PA 17030 717)36S-3300 Ext 2S60 bsitlinger@miwd.com Brent Sitlinger bsitlinger®miwd.com Windows Single Hung Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE CJ Validation Checklist - Hardcopy Received Standard AAMA/WDMA/CSA 101/i.S.2/A440 Method 1 Option A 12/03/201S 12/04/201S 12/06/201S Year 2008 https://floridabuilding.orglprlpr_app_dti.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG I ... 5/26/2016 ELEVATION 36' 2' typ. I d I max. 2' typ. TT 8" o.e. / max. / 1_ m d CLEARANCE ALL FOUR SIDES) NAIL F WHICH 12' FRONT FLANGE) r Min Edge 7/16' 1 JAMB DETAIL HEAD DETAIL iIZE HEADER AS NEEDED CAULK UNDER NAILING FIN FWTIBE PERIMETER BEFORE FASTENING. REM AS QUIRED DRYWALL MUST ACHIEVESI SCREW (SHOWNPENETRATION • SHEATHING) INTO STUD.s SILL DETAIL Notes: 1. Installation depicted based off of structural test report 182133.01-109-47. 2. Wood screws shall satisfy the National Design Specification for Wood Construction for material type and dimensional requirements. 3. Wood buck installations are assumed 2x S—P—F (G-0.42) or denser. Buck width shall be greater than the window frame width. Tapered or partial width bucks ore not allowed. Wood buck shall be secured to the structure to resist all design loods. 4. Wood screw lengths shall be sufficient to guarantee 1-1/4' penetration into wood buck. 5. Maximum shim thickness of 1/4' permitted at each fastener location. Slums stall be load bearing, non — compressible type. 6. These drawings depict the details necessory to meet structural load requirements. They do not address the air Infiltration, water penetration, intrusion or thermal performance requirements of the installation. 7. Installation shown Is that of the test window for the size shown and the design pressure claimed. For window sizes smaller than shown, locate fasteners 2' from comers and no more than 8' on center. Design pressures of smaller window sizes are limited to that of the test window. DESM PRESSURE OWtiMTYPEANDSPACINGSHOWNWILLALLOWDESIGN- PRESSURES UP 70 +40.10/-50 LIMPS UP TO 36' x 84' E TEST REPORTS FOR INDIVIDUAL UNIT SIZE AND APPLICABLE DESIGN PRESSURE LIMITATIONS) M a . INSTALLATION INSTRUCTIONS; FASTENER SCHEDULE - FIN— 01AW ee CAM M.R. 12-14-09 R Windows & Doors 3540 Single Hung NONE I WAD . C I tz, PA am 3540-3240 SH FIN — e- Velidator / Operations Administratbr) MI Windows & Doors, LLC P.O. Box 370 Gratz,. PA 17030-0370 Attn: Rick Sawdey AAMA CERTIFICATION PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION The-producidescribed below'is hereby approved for.listlng lh.lhe next'issue of the AAMA CerUfied Prnduds Directory. The eppfova l Is based pn successful oorripletlon t)f tests, and the reporting to the Adminlstratorofthe results -of tests, accompanied by related drawings, by an A" Accredited Laboratory. 1. The listing belovr will be added to the next published-AAMA Certified Products Directory. SPECIFICATION. RECORD' OF PRODUCT TESTED AAMAfWDMA/CSA 101/I.S?JAU"t3 L' C-PG40•-014x2134.(r36x84)-H Negative Design Pressure = -50 psf COMPANY AND CODE cob'NO. SERIES MODEL & PRODUCT DESCRIPTION MAXIMUM SIZE TESTED MI Windows 8r Doors; LLC 3540 SH (FIN) FRAME SASH 7. 166 PVC)(O/X)(IG)(INS GL) 914 mm x 21 4 mm 067 mm X $92 mm Code• MTL REINE)(TILT)(ASTM) 3'0" x 7-0'-) 2110" x 2'11") 2. This Certification will expire.Jufy 27, 2020 (extended from July 27, 20.15 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.: B2133.01-109-47 Date of Report: August 16. 2011 Date: April 16, 2015 Cc: AAMA JGS ACP- 04 (Rev.1/11) Validated for Certification h' 4-iL Tji IeLdLaboratories. Inc. Authorized for Certification T AmeriM Architectural Manufacturers Association Florida Building Code Online Page 2 of 4 Summary of Products FL # Model, Number or Name Description 17676.1 3540 SH 36x74 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH 36 x74 Fin.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.2 3540 SH 36x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40. Units must be glazed in accordance with FL17676 R2 It 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-PG3S. Units must be glazed in accordance with FL17676 R2 It 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.ndf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No OS/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 13540 SH 144x72 Fin Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-47 Other: R-PG35. Units must be glazed in accordance with ASTM E1300.04. 17676.6 13540 SH 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 44x72.odf Quality Assurance Contract Expiration Date 08/01/2017 Installation Instructions FL17676 R2 II Install - 3540 SH Fin 44x72.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 44x84 Fin Frame Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x84.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions Verified By: American Architectural Manufacturers Association Created by Independent Third Party: https:Hfloridabuilding.org/pr/pr_app_dti.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 3 of 4 Evaluation Reports Created by Independent Third Party: 17676.7 3S40 SH 52x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3S40 Fin S2x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No OS/26/2020 Design Pressure: +2S/-25 Installation Instructions Other: R-PG25. Units must be glazed in accordance with FL17676 R2 II FL17676 R1 II Install - 3S40 SH Fin ASTM E1300-04. S2x84.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.8 13540 SH 36x74 Finless Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3S40 FLS 36x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure. +35/-SO Installation Instructions Other: LC-PG35 FL17676 R2 fl 08-012528 7.odf Verified By: Luis R. Lomas, PE PE-62S14 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE S11854B 12S2.odf Created by Independent Third Party: Yes 17676.9 13S40 SH 36x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3S40 FLS 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-SO Installation Instructions Other: LC-PG40 FL17676 R2 II 08-01372 S11989.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE S11989 3S40 FLS 36x84.odf Created by Independent Third Party: Yes 17676.10 13540 SH 44x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3S40 FLS 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-47 Installation Instructions Other: LC-PG35 FL17676 R2 11 08-012478 10.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 51184981247.odf 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 FL 17676 R2 C CAC APC 3S40 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 08-01371E 1I.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 5119888 1371.odf Created by Independent Third Party: Yes 17676.12 13540 SH 52x62 finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL 0676 R2 C CAC APC 3S40 FLS 52x62 odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/27/2017 Design Pressure: +35/-35 Installation Instructions Other: R-PG35 FL17676 R2 11 08-02269A 12.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 I ... 5/26/2016 Florida Building Code Online Page 4 of 4 IFL17676 R2 AE 513015A 2269.odf Created by Independent Third Party: Yes 17676.13 3S40 SH 5202 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVH2: No FL17676 R2 C CAC APC 3S40 FLS 52x72.odf Approved for use outside HVH2: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +30/-30 Installation Instructions Other: R-PG30 FL17676 R2 tt 08-02270A 13.odf Verified By: Luis R Lomas, PE PE-62S14 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE S13016A 2270.odf Created by Independent Third Party: Yes 17676.14 3540 SH 52x84 Artless Frame Limits of Use Certification Agency Certificate Approved for use in HVHt: No FL17676 R2 C CAC APC 3540 FLS 52x84 odf Approved for use outside HVH2: Yes Quality Assurance Contract Expiration Date Impact Resistant: No OS/26/2020 Design Pressure: +2S/-2S Installation Instructions Other: R-PG25, FL17676 R2 It 08-01514 S12141.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE S12141 3S40 Fls S2x84.odf Created by Independent Third Party: Yes 17676.15 3S40 SH 48x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVH2: No FL17676 R2 C CAC APC(1277SIA2726.01-109-47- Approved for use outside HVH2: Yes R2 C7326.01 3S40.AWS.IG.F1N.48x72.R3S.(072016) Impact Resistant: No Rey.nd[ 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 - 3S40 SH FIN 48x72 J,& Tested).odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.16 3S40 Triple SH- I08x74 Fin Frame Triple CHS Limits of Use Certification Agency Certificate Approved for use in HVH2: No FL17676 R2 C CAC APC 3S40 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 It Install - 3S40 SH CHS Fin 10804.anf ASTM E000-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Bad Meal: Contact Us :: 1940 North Monroe Street- Tallahassee FL 32399 Plane: 850-487.1824 The State of Florida Is an AA/EEO employer. Copyright 2007.2013 State of Floras.:: Privacy Statement :: Accesslbllity Statement :: Refund statement Under Florida law, email addresses are public records. It you 00 not want your e-mail address released In response to a public -records request, do not send electronic mail to this entity. Instead, Contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.139S. *Pursuant to Section 45S.275(s), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter ass, F.S. must provide the Oepartment 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, 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: CreditSAFE https:Hfloridabuilding.org/pr/pr_app_dti.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG I ... 5/26/2016 f Florida Building Code Online Fl-7676.9 Page I of 4 RegulationBusiness & Professional F PepM 11td mReg BasHoe Log In I User istration f Hot Topic Submit Surcharge I Stats 6 facts Publications ( FBC stag ` BUS site Map Links Search Busin4Jes I oduct ApprovaPublicUser ProfessiVialUSER: Public Regulation Product AnorWal Menu > Product or Application Smreh > Application List > Application Detail FL 8 FL17676-R2 Application Type Revision Code Version 2014 Application Status Approved Approved by OBPR. 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 Usting Certification Agency American Architectural Manufacturers Association Validated By Steven M. Urich, PE EG Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard AAMA/ WDMA/CSA 101/I.S.2/A440 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 12/03/2015 Date Validated 12/04/2015 Date Pending FBC Approval Date Approved 12/06/2015 X= 2008 https: Hfloridabuilding.org/pr/pf_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG I ... 5/26/2016 Florida Building Code Online Page 2 of 4 N FL !F I Model, Number or Name Description 17676.1 13540 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 It Install - 3S40 SH 36 x74 Fin.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.2 3540 SH 36x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40. Units must be glazed in accordance with FL17676 R2 It 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 3S40 SH 40x66 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3S40 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 3S40 Fin 44x63.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +40/-47 Installation Instructions Other: R-PG40. Units must be glazed in accordance with FL17676 R2 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 3S40 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: +3S/-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 13S40 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 3S40 Fin 44x84.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions Verified By: American Architectural Manufacturers Association Created by Independent Third Party: https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG I ... 5/26/2016 Florida Building Code Online Page 3 of 4 Evaluation Reports Created by Independent Third Party: 17676.7 3540 SH 52x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL1767 I R2 C CAC APC 3S40 Fin S2x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25. Units must be glazed in accordance with FL17676 R2 II FL17676 R1 Il Install - 3S40 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 3S40 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 II 08-01252B 7.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE S118S4B 12S2.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 S11989 3S40 FLS 36x84.odf Created by Independent Third Party: Yes 17676.10 3540 SH 4402 finless Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3S40 FLS 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-47 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-01247B 10.odf Verified By: Luis R. Lomas, PE PE-62S14 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE S11849B 1247.odf Created by Independent Third Party: Yes 17676.11 3540 SH 48x96 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3S40 FLS 48x96.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant, No 08/28/2017 Design Pressure: +30/-30 Installation Instructions Other: LC-PG30 FL17676 R2 II 08-01371B 11,adf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE S119888 1371.odf Created by Independent Third Party: Yes 17676.12 3540 SH 52x62 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x62.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/27/2017 Design Pressure: +35/-35 Installation Instructions Other: R-PG35 FL17676 R2 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 I ... 5/26/2016 Florida Building Code Online Page 4 of 4 IFL17676 R2 AE 513015A 2269.odf Created by Independent Third Party: Yes t 17676.13 3540 SH 5202 Finless Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 G GAG APG 3 i40 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 Venfied 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 G CAC APC 3540 FLS 52x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25 FL17676 R2 II 08-01514 512141.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 512141 3S40 Fls S2x84.odf Created by Independent Third Party: Yes 17676.15 3540 SH 4802 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC(1277S1A2726.01-109-47- Approved for use outside HVHZ: Yes R2 C7326.01 3540.AWS.IG.FIN.48x72.R3S.(0720161 Impact Resistant: No Rev.odf Design Pressure: +35/-35 Quality Assurance Contract Expiration Date Other: R-PG35. Units must be glazed in accordance with 07/20/2016 ASTM E3300-04. Installation Instructions FL17676 R2 II Install Instructs - 3S40 SH FIN 48x72 (As Testedl.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.16 3540 Triple SH 108x74 Fin Frame Triple CHS Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APG 3540 CHS Fin 108x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3S40 SH CHS Fin 108x74.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Next Contact US :: 1940 North Monroe 4tren_ Tallahassee FL 32199 Plane: 850-487.1624 The State of Florida Is an AA(EEO employer. Coovrinht 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund statement Under Florida law, email addresses are public records. If you do not want your e-mall address released in response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact BS0.487.1395. -Pursuant to Section 4SS.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 4SS, F.S. must provide the Department with an emall 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 rat 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 4SS, F.S., please click here . Product Approval Accepts: is -t rCreditAFE https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG I... 5/26/2016 Validator 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 belowls hereby approved for listing in the next issue of the AAMA Certified Products Directory. The approval Is based on successful completion of tests, and the reporting to the Administrator of the results of tests, accompanied by related drawings, by an AAMA Accredited Laboratory. 1. The listing below will be added to the next published AAMA Certified Products Directory. SPECIFICATION RECORD OF PRODUCT TESTEDAAMAIWDMAICSA10111.S?JA440-08 LC-PG40•A14x2134 (36xe4)-H Negative Design Pressure = •50 psf COMPANY AND CODE CPO NO. SERIES MODEL & PRODUCT MAXIMUM SIZE TESTED DESCRIPTION MI Windows & Doors, LLC 3540 SH (FINLESS) FRAME SASH Code: MTL 7157 PVC)(O1X)(IG)(INS GL) 914 mm x 2134 mm 867 mm x $92 mm REINF)(TILT)(ASTM) 3'0" x 7'0") 2110" 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.: B1910.01409.47 Date of Report: August 15.2011 Date: April 16, 2015 Cc: AAMA JGS ACP-04 (Rev.1/11) Validated for Certification Jam' 4_4 cAboratories. Inc. Authorized for Certification T An Architectural Manufacturers Association 36" MAX. FRAME WIDTH M. X. ANCIIORS TO BE ErUaLLY SPACED. SEE ANCHOR CHART SHEET 1 FOR UNIT SIZE AND ANCHOR OuANTITY I 4" MAX. 1- I 84" MAX. FRAME HEIGHT SERIES Z40 FINLESS PVC SINGLE HUNG WINDOW EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING 40.01-50.OPSF I NONE Number of anchors required at aacA amp Height I.) Panel vddth (in) 24.0 30.0 30.0 24.0 2 1 2 1 2 30.0 2 1 2 1 2 36.0 3 3 3 42.0 3 3 3 46.0 3 3 3 54.0 3 3 4 60.0 4 4 4 66.0 4 4 4 72.0 4 4 5 7" 4 4 5 64.0 4 S 5 TABLE OF CONTENTS SHEET 140.1 DESCRIPTION ELEVATIONS. ANCHORING LAYOUTS AND NOTES 2 - 3 I INSiALLATION DETAILS Da c• o,a + DATE I •-PM--D NOTES: 1) THE PRODUCT SHOWN HCP.EW IS DESIGNED AND MANUFACTURED TO COMPLY 'NIIH REQUIREMENTS OF THE FLORIDA BUILDING CCDE. 2) WOOD FRAMRJG AND MASONRY OPENING 10 BE DESIGNED AND ANCHORED TO PPOPERL( TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONS161LIrf OF 11;E ARCHITECT OR ENGINEER OF RECORD. 3) TX BUCK OVER MASOi:PY/CONCRETE IS OPTIONAL. INHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COAiINC OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE PESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 4) ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED 1.4 THE DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD DURAIION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 5) FRAME MATERIAL: EXTRUDED RIGID PVC. 6) SASH UNITS MUST BE REINFORCED WIT., GVL-451-020 STEEL REINFORCEMENT. MEETING RAILS MUST BE REINFORCED WITH P.F- 104S-020 STEEL REINFORCEMENT. 7) UNITS !BUST BE GLAZED PER ASTM E1300-04. 8) A. -PROVED IMPACT PROTECTIVE SYSTEM IS RFCuIRED FOR TnIS PRODUCT IN WIND BORNF. OERRIS REGIONS. SHIM AS REOUIRED AT EACH INSTALLATION ANCHOR. WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16` OR GREATER OCCURS. MAXIMUM ALLCWAEILE SHIM STACK 10 BE 1/4". 10) FOR ANCHORING 1,1470 MASONRY/CONCRETE USE 3/16" TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDI4ENT IN10 SUBSTRATE WITH 2 5/8" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. II)FOR ANCHORING INTO WOOD FRAMING OR 2X SUCK USE 68 WOCD SCREW WITH SUFrICIE;IT LENGTH TO ACHIEVE A 1 3/16" MINIMUM EMBEDMENI INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN 114 ELEVATIONS AND INSTALLATION DETAILS. 12) ALL FASTENERS TO BE CORROSION RESISTANI. 13)INSTALLAPON ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR. MANUFACTURER'S INSTALLATION INSTRUCTIONS. AND ANCHORS SHALL NOT BE: USED IN SUBSTRATES WI(H STRENGTHS LESS THAN THE MINIMUM SIRENGTr. SPECIFIED BELOW: A WOOD - MINIMUM SPFC.IFIC GRAVITY OF G=0.42 B. CONCRETE - MINIMUM COMPRESSIVE STRENGTH OF 3.192 PSI. C. MASONRY - STRENGTH COI:FORMANCE TO ASTM C-00. GRADE N. itPE I (OR GREATER.). SIGNED: 1012112011 MI WINDOWS AND DOORS 01111111/J/z 650 WEST MARKET STREET GRANTZ. PA 17030-0370 X%4\ G.. 4f E .9- I 0 6 *: SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW STEEL REINFORCED - NON -IMPACT 36" X 84 ELEVATION, ANCHORING LAYOUT AND NOTES p E Of ; AT i'FS';ORID"; G•• DR_w V.L. VAC NO. 08-5011372 REV wttNTS 10/17/11 1 OF 3 R_M• %S IRN I m!cRvogh I DAE I APa ED 1 2Y SUCK/:MOOD FRAL+ING BY OTrIERS. 2X BUCK TO BE PPCPEPt:e SECURED I 4 E TO BE SETET 11IiJBED CF 114" MAX. i "'./ir" MIN. 1/4• WAY. APPROVED SEALANT \ SHIM EMBEDMENT SHIM yy HEAD 10 BE SEJ IN A BED OF APPROVED ^ #8 WOOD SCPCW CONSTRUCTION SELANT I INTERIOR 2X 6UCK/ Y;GOD FRAMING10 —• \ / L is i ,i BY OTHERS. 7.A BUG+ 10 EXTERIOR i ,I _ INTERIOR e[ PROPERLY sE uR[D O 138E EXTERIOR I FLANGE i0 BE SET IN BED OF SILL TO BE SCI IN APPROVED SEALANT HORIZONTAL CROSS SECTION BED OF APPROVED 2XBUCKMOODFRAMING INSTALLATION 01 [ONSTRUC71ONADHESIVEFLANGETO BE SR IN BED 0" 1 NLk APPROVED SEA. LA,V T \ I' L NOTE: INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOrm FO? CLARITY. MI WINDOWS AND DOORS vu1111J/ 011/i BY OTHEP.S. 2XCK+I TO VERTICAL CROSS SECTION BE PRODEPLY SECURED 2X9I1CK4VOOOFR4MINGJNSTALLAT70N 650 WEST MARKET STREET GRANTZ, PA 17030-0370 J? GEN p 95+-_ SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW 1 0 6 +'<= STEEL REINFORCED — NON —IMPACT 36" X 84 DETAILS oi` D TAT INSTALLATION OfcRA-.w: o c o. R_n' OF•'clOR10;• V.L. 08 01372 wiE ISCAUNTS 10/17/11 1 S111112 OF 3 1AASCpIP'f/CO14CRETE BY OTHERS OPTICNAL 1 DUCK BY OTHERS. Ix DUCK 10 6E PODERLY SECURED. CEE NOTE 3 SHEET I lANGE TO BE SETIN BED OF APPROVED SEALANT EXTERIOR FL,t?IGE TO BE SCI1N BED OF APPROVED SEALANT OPTIONAL iX BUCY. B( OTHERS. 1X BUCK iC BE PROPERLY SECURED. SEE. MOTE 3 SHEET 1 i 1/ MAY. J SH;M HEAD iO BE SET IN A BED OF APPROVED CONSTRUCTION SEALANT INTERIOR 777-I -r f 1 VERTICAL CROSS SECTION MASONRY.CMCRETE INSTALLATION SILL iO BE SET IN BED OF APPROVED CONsTRUCTION ADHESIVE Sh:IM Pf\tft:5 IErCCa(.PG1.1N ; PPPLY- D i i/d' MIN. _ _ 1/A" MA:+. EMBEDMENT SHIM 1 r 3/16" TAPCONAlMASO`IRY/COIICRETE ^, IBYOTHERS INTERIOR 2 S/•8' MIN. n EDGE DIST. I i OPTIONAL IX BUCK BY — EXTERIOR OTHERS. IX BUCK, TO BE PROPEI:LY SECURED. SEE - FLANCE 10 BE i.CTE 3 SHEET I SET IN PED OF APPROVED SEALA147i HORIZONTAL CROSS SECTION MASONRYiCONCRETE INSTALLATION MA--ONRY/CONCRETE NOTE: INIEPIOR AND EXTERIOR FINISHES. B` OTHERS. B'I OTHEPS NOT SHOWN FOR CHIP/. MI WINDOWS AND DOORS 650 WEST MARKET STREET GRANTZ. PA 17030-0370 SERIES 35AO FINLESS PVC SINGLE HUNG WINDOW STEEL REINFORCED - NON -IMPACT 36" X 84 INSTALLATION DETAILS 1,- CeL I:0 FC V.L. 08-01372 - Ui1E NTS IoAlr 10/17/11O3 OF 3 L. Roberto Lomas P.E. 1432 Woodford Rd. Lcwisvillc. NC 27023 336-945-9695 rlloffias@lrlomaspe.com Manufacturer: Mt Windows and Doors 650 West Market Street Grantz, PA 17030-0370 Engineering Evaluation Report Product Line: Series 3540 Finless PVC Single Hung Window — Non -Impact Report No.: 511989 Compliance: The above mentioned product has been evaluated for compliance with the requirements of the Florida Department of Community Affairs for Statewide Acceptance per Rule 9N-3. The product listed herein complies with requirements of the Florida Building Code. Supporting Technical documentation: 1. Approval document: drawing number 08-01372. titled Series 3540 Finless PVC Single Hung Window — Non - Impact, signed and sealed by Luis Roberto Lomas P.E. 2. Test report No.: 61910.01-109-47, signed and sealed by Michael D. Stremmel, P.E. Architectural Testing, Inc. York, PA AAMANVDMA/CSA 101/I.S.2/A440-05 Design pressure: +40A0/-00.13psf Water penetration resistance 6.06psf 3. Anchor calculations, report number 511989-1. prepared, signed and sealed by Luis Roberto Lomas P.E. Limitations and Conditions of use: Maximum design pressure: +40.0/-50.0 psf Maximum unit 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. Certification of Independence. Please note that 1 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 iri'vol'ved in the approval process of the listed' product(s). 1of1 c' v EN PwSF•'9 TAT OF • cv i0. NAi,\ Luis R. Lomas, P.E. FL No.: 62514 11/07/2011 Florida Building Code Online Page I of 4 FL17676.16 RegulationBusiness & Professional r fMRJO DepN }ryylSCIS Home I Log In I User Registration Hot TOPICS Submit surcharge I stats a Facts Publications I FOC Stall I Bps Site Map I Links Search Busiinre- sPatd Professil OuSElt:ProductApproval wbik: user Regulation Product Aooroval Menu > Aoollutbn Ltst > Application Detail FL tt FL17676-R2 Application Type Revision Code Version 2014 Application Status Approved Approved by OBPR. 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 11 MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlingeromiwd. com Brent Sitlinger bsitlinger@miwd. com Windows Single Hung Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE R 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_dti.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG I ... 5/26/2016 Florida Building Code Online Page 2 of 4 N Summary of Products i FL x I Model, Number or Name Description 17676.1 3540 SH 3604 Fin Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant, No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 Il Install - 3540 SH 36 x74 Fin.odf ASTM E1300.04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.2 3540 SH 36x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 36x84.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.3 3540 SH 40x66 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 40x66.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/26/2016 Design Pressure: +35/-45 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 11 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 4402 Fin Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3S40 Fin 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/01/2017 Design Pressure: +35/-47 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 44x72.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 117676.6 13540 SH 144x84 Fin Frame I Limits of Use Approved for use In HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30/-30 Other: LC-PG30. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x84.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions Verified By: American Architectural Manufacturers Association Created by Independent Third Party: https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG I ... 5/26/2016 Florida Building Code Online Page 3 of 4 IEvaluation Reports Created by Independent Third Party: 117676.7 13540 SH 1 52x84 Fin Frame 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 E 1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin S2x84.odf Quality Assurance Contract Expiration Date O5/26/2020 Installation Instructions FL17676 R2 11 FL17676 111 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.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-SO Installation Instructions Other: LC-PG3S FL17676 R2 II 08-01252B 7.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE S118S4B 1252.odf Created by Independent Third Party: Yes 17676.9 3540 SH 36x84 finless Frame Limits of Use Certification Agency Certificate Approved for use in 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 11 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 13540 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 11 08-012478 10.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511849E 1247.odf Created by Independent Third Party: Yes 17676.11 3540 SH 48x96 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 4806.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 08-01371E 11.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988B 1371.odf Created by Independent Third Party: Yes 17676.12 13540 SH 52x62 Finless Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x62.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/27/2017 Design Pressure: +35/-35 Installation Instructions Other: R-PG35 FL17676 R2 11 08-02269A 12.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports https:Hfloridabuilding.org/pr/pf_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG I ... 5/26/2016 Florida Building Code Online Page 4 of 4 FL17676 R2 AE S1301SA 2269.odf Created by Independent Third Party: Yes 17676.13 3540 SH 5202 Finless Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C GAG APC 3S40 FLS S2x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +30/-30 Installation Instructions Other: R-PG30 FL17676 R2 11 08-02270A 13.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 513016A 2270.odf Created by Independent Third 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 3S40 FLS S2x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25 FL17676 R2 If 08-01514 512141.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE S12141 3S40 Fls S2x84.odf Created by Independent Third Party: Yes 17676.15 3540 SH 4802 Fin Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC(12775)A2726.01-109-47- Approved for use outside HVHZ: Yes R2 C7326.01 3540.AWS.IG.FIN.48X72.R3S.(0720161 Impact Resistant: No Rev.odf Design Pressure: +35/-35 Quality Assurance Contract Expiration Date Other: R-PG35. Units must be glazed in accordance with 07/20/2016 ASTM E1300-04. Installation Instructions FL17676 R2 lI Install Instructs - 3540 SH FIN 4802 (As Tested).odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.16 3540 Triple SH 10804 Fin Frame Triple CHS Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C GAG APC 3S40 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 It Install - 3S40 SH CHS Fin 108x74.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Contact Us :: 1940 North Monroe Street. Tallahassee FL 32399 Phone, 950.497.1824 The State of Florida Is an AA/EEO employer. Copyright 2007.2013 State of Florida.:: Privacy Statement :: Accessibility Statement •• Refund Statement Under Florida taww , emailaddressesarepublicrecordsIfyoudonotwantyoure-mail address released In response to a publlc•reNs request, do not send electronic mail to this chilly. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. -Pursuant to Section 455.27S(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 45S, F.S. must provide the Department with an email address if they have one. The ernalls provided may be used for official communication with the licensee. however email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please click 041=. Product Approval Accepts: IN BE CreditSArrl https: Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG I ... 5/26/2016 Validator I Operations Administrator) MI Windows & Doors, Inc. P.O. Box 370 Gratz, PA 17030-0370 Attn: Rick Sawdey AAMA CERTIFICATION PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION Fil MA I 1 The product described below is hereby approved for listing in the next issue of the AAMA Certified Products Directory. The approval Is based on successful completion of tests, and the reporting to the Administrator of the results of tests, accompanied by related drawings, by an AAMA Accredited Laboratory. 1. The listing below will be added to the next published AAMA Certified Products Directory. SPECIFICATION RECORD OF PRODUCT TESTEDAAMAIWOMA/CSA 101/I.S. 2IA440-08 LC-PG35'-2731x1867 (10804) Negative Design Pressure = -50 psf COMPANY AND CODE CPO NO. SERIES MODEL t3 PRODUCT MAXIMUM SIZE TESTED DESCRIPTION MI Windows & Doors, Inc. 3540 TRIPLE SH (FIN) FRAME SASH 10817 PVC)(O/X.O/X.O/X)(IG) 2731 mm x 1867 mm 860 mm x 919 mm Code: MTL tWS GL(REINF)(TILT)(ASTM) 9 O x 6'2) 210 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, 4a A( a ted Laboratories. Inc. Authorized for Certification American Architectural Manufacturers Association PL 0 Q x o Qc s eipiBa o 0 5Ca°i u p c0u _ e my c tl Q` c c c E o °" ~ a A c E i s $ o ,• Q aD m oo •`qf c a c 2 - 's •s c s 3 V p oV e09 3_ oAooa -c cc =cog ar B2 9sr g S. a vim, a ° g; a a ai coEd a o4$; e '4_ v a N'_0. s y gao'4E'9 5 0 cam. 0 $o o^ E$ E^ ,E '°t1 Loge Qp a Op Os CpaCa+5 N'L"= 1O.L !'1 2 r'Os°~ o« ce E$rS: v ZE o nE p ai= \ La Z Ewa o E€e 3oc §E C LL N c V R.^c o b77 a-$ .4 a x€EE 'S-s' $v4'$ am._ p 383v3vlsoev3css =$0)E gLo`o sv g`odE a 2fV •7 %n cc N 3 o. y O N O ESo =_ gig in y Q< W 1 W O O 1 C L`P % 0^ ~ y 7 IW. rZLa 03 Z og y nZ ; F Z 0 J_ g i c= iOm m ji Q ZF pWZp LL t02a a GK ! g y a OQ W a a y Qd 100 F- M c o -- 3 rD v '^ G c Q F— W m a Q 0 0 2 O W W JWT U 1 IL WL U N 7 C Nr N V I U O W612 1 IM v y3 Qm N 00 1Cr1 N iv E —1 2 1L Florida Building Code Online rAul t l O(.'S Page 1 of 3 1 Professional Regulation M.rcr rMx7o D2pan Vnld SOS Monte I Log to I user Registration i Ma Topics I Submit surcharge I Slats a Faris I Pubkations I FSC Stall I SC1S Site Map I link I search I Bus nes //`, * USER: Product ApprovalProtssi 1 a1 ftbac Um Regulation Proouct Or "Olkst on Search > Aeolication List > Application netall FL tt FL1S333-R2 Application Type Revision Code Version 2014 Application Status Pending rBC Approval Comments Archived Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger®miwd.com Authorized Signature Brent Springer 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 A Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Luis Roberto Lomas the Evaluation Report Florida license PE-62514 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/20tS Validated By Steven M. Urich, PE Nr Validation Checklist - Hardoopy Received Certificate of Independence FLIS333 R2 COI FLCOI.odf Referenced Standard and Year (of Standard) Standard Year AAMA 450 2006 AAMA 506 2008 ASTM E1886 2005 ASTM E1996 2002 CODE SECTION 1710.S.3 2014 Equivalence of Product Standards Certified By Sections from the Code https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvd Wl... 7/20/2015 Florida Building Code Online Page 2 of 3 Product Approval Method Method 1 Option D Date Submitted 06/19/2015 Date Validated 06/29/2015 Date Pending FBC Approval 07/05/2015 Summary of Products FL V Model, Number or Name Description 15333.1 1 1/8" x 4' STRUCTURAL MULLION 1 1/8' x 4' STRUCTURAL MULLION HORIZONTAL HORIZONTAL Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS333 R2 It 08-00907C.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: +60/-60 Evaluation Reports Other: FLIS333 R2 AE 5114SBC.odf Created by Independent Third Party: Yes 15333.2 1 1/8' x 4' STRUCTURAL MULLION 1 1/8' x 4' STRUCTURAL MULLION VERTICAL VERTICAL Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS333 R2 II 08-00906C.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62S14 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: +60/-60 Evaluation Reports Other: FLIS333 R2 AE 511457C.odf Created by Independent Third Party: Yes 15333.3 1442 AND 5348 HORIZONTAL 1442 AND 5348 HORIZONTAL MULLION SINGLE WITH MULLION TRANSOM Limits of Use Installation Instructions Approved for use in HVHZ: No FUS333 R2 11 09-001380.odf Approved for use outside t1VHZ: Yes Verified By: Luis Roberto Lomas 62S14 Impact Resistant, Yes Created by independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL 1S331 R2 AE S102190.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15333.4 1442, 1448, 5348 AND SS48 VERTICAL MULLION 1442, 1448, 5348 AND SS48 VERTICAL MULLION Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS333 R2 11 08r00MD.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS333 R2 AE S102200.odf PRESSURE RATINGS I Created by Independent Third Party: Yes 1S333.S 144S, 1447, 5347 AND 5547 HORIZONTAL MULLION 144S, 1447, 5347 AND 5547 HORIZONTAL MULLION SINGLE WITH TRANSOM Limits of Use Installation Instructions Approved for use in HVHZ: No FL1S333 R2 11 08.001400.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62S14 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15333 R2 AE 5102210.odf PRESSURE RATINGS Created by Independent Third Party: Yes 115333.6 I H144S, 1447, 5347 AND ORIZONTAL MULLION 5547 I 1445, 5, TRANSOM 7 AND 5547 HORIZONTAL MULLION TWIN I Limits of Use Installation Instructions Approved for use in HVHZ: No FLAS333 R2 It 08-00141 .odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS333 R2 AE S10222D.odf PRESSURE RATINGS Created by Independent Third Party: Yes 115333.7 11445, 5347 AND 5547 VERTICAL ON 11445, 5347 AND 5547 VERTICAL MULLION I https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH 8572gvd Wi... 7/20/2015 Florida Building Code Online Page 3 of 3 Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS333 R2 '11 08.00142D.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS333 R2 AE S 0223D.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15333.8 1445.2, 1447-2 AND 5347-2 1445-2, 1447-2, AND 5347-2 HORIZONTAL MULLION HORIZONTAL MULLION SINGLE WITH TRANSOM Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS333 R2 II 08-00143D.odt Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS333 R2 AE S102240.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15333.9 1445-2, 1447-2, 5347-2 AND 1445-2, 1447-2, S347-2 AND 5547-2 HORIZONTAL 5547-2 HORIZONTAL MULLION MULLION TWIN WITH TRANSOM Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS333 R2 II 08-00144D.ndf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS333 R2 AE S10225j2,01 PRESSURE RATINGS Created by Independent Third Party: Yes 15333.10 1445-2, 5347-2 AND 5547-2 VERTICAL MULLION 1445-2, 5347-2 AND SS47-2 VERTICAL MULLION Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS333 R2 11 08.001450.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62S14 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS333 R2 AE 510226D.odf PRESSURE RATINGS I Created by Independent Third Party: Yes 1S333.11 1X3 STRUCTURAL TUBING 1X3 STRUCTURAL TUBING MULLION VERTICAL MULLION VERTICAL Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS333 R2 It 08.0Qj j .ndf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS333 R2 AE S11127C.adf PRESSURE RATINGS Created by Independent Third Party: Yes Ea 0 Con wtQUs:: 190 North Monroe Stne 21wne: AS0,487.1e24. The State of Florida Is an AA/EeO employer, f--- 2007.20111 State of Flerlda.:: Privaev Statement:: Accessibility Staterrient :: Refund StAtwmelN Under Florida 4w, emaU addresses are public records. If you do not want your e-mall address released In response to a publk•rcdords roOueSt, do not send electronic malt to this emiry. Instead, contact the dike by phone or by traditional mall. If you have any Questions, please contact 050.487.1395. •Pursuant to Section 455.275(l ), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter ass, F.S. must provide the Department with an emaill address It they have one. The enads provided tray be used for official comrnunlotion with the licensee. However emaill addresses are public toeons. if you do net wish to supply a personal address, please provide the Department with an email address which an be nude available to the public. To determine if you are a licensee under Chapter 4S5, F.S., please cUdt bduL. product Approval Accepts: MIft®® Cre bArFE https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvd WI... 7/20/2015 nCTFS: I) Trlr P300TC- S110 ,I HL,Y_I11 IS 0ES'C\'ED ANQ Uk.:.FAC-U?=C TO CC ;!FLY V,1T4 RFOUIRFI!FNTS 0' Gi,. I LOdIL:A BU LWNG 21 r:Avl,<C -0 Et AAA Awl-C'RED IC %?f,•EP.+ Iv:JS:'-R A L LO,'CS T. C --lJCTL'F' I:AMNO ESfOv53111'r 0 II•_ aJ"H'EC OR r^`a>:fiR Cr R_C3?1 3) A:LOWABLE STRESS NCFLAsE OF G „'As N T urn IN Ti.: IGIJ 01 'Ir P2C':JLT St.01% HERE".* WND LnAO RA!CN 41:- *A:+ USF:: t iJR a•i00 t1C-('R CA LAT10V5. MPA,".? PM TE:iI:'= LYSTEM 'S^.j U1_ r0i - I S PRODUCT R. ',XQ BC=+E CJEEFIS RECCb5 U- TO WO i )NF . 5) Jt SIG', P?F`s I4_ ;,,D R.STAILATO.. OETA' S SI,30,% 1J15 JOv..' ; aJi•+Lt Ca_r TO r-ULL:UN. VANDOWS MUS: tJC;? SCPARAIL A4J1!7Y4L. 5) Siml:LE VA%0','NS IC K HULLED A4: FJO' IvITED TO Ti^.SE 51-0'.Y`. 1'. IH S O AYr,NG. wr.uOVS M-ST 3E MA':LFA^_TJ?:D BY GENERAL AL!t IN!tM 7) ,!FS13% FRESSJPE Or M_LLE-1 Lt•L: 5114LL 13L Ca.'.JROLLLL• I-Y FE LESSER ?ES10% PRESSURE OF TrE ral.!' ICr: OR THr_ INDIVIDUAL WINlOW OP CJOCP U1111T. UNJS Y.,Y BE ML E3-OGEThER IH?EFIVT%IY AS !ONy AS SCIGLE U:IT'410T•1 A'JD I-ECIT ARE W. ExCMEC lND +. LOh IS AHrrOkEC AS SHDWV "IFFE11-1, Jr-LUCN •li-fJTIC-L 1taTt_La'ICt: IS S Iuw4, :_L'JO': Mot El; U;CO 11) •n)? 20J:TAL WIT 7-d1014S %S ?It- AS 0114NS.ONS 4IL &TE0 rr-r ARE JCS E•CEECEC A-UU ,ULLI(,:. IS ANCi-iCREO .4c-OPOrJG JC T15 C^. vkENT, PRESSURE TAELE ` S7Rl,`fICNS 1) )gr.L •tt0;1!It-U UI S :i. LOAD PEP.-L47•DA ',J1_0ITJn C0111 CHAPiE 1(. i; JC:EFmINE TRIBVTAFY H'ICT-w ,V:^ 4ULL-&I S°AN OASEQ Ct ZODUCT Tit R? %STA IFD. SEE KRYO A. rr;i T'Ic.) AR :,ID-H. nCi: F M:!1I IJ):1 SPA% ;J.NIi <16h?t A':C 1R131JTA.IY V.1 )II , 4' IIF I:'FPS:»-ICt. Cr Row A;O COIUM': CC',JAN•IC TI:F MJ!_IGN SPAT, AND - i GJ"AFC l':lj'-1 FESPEC_ryE. 5 T 1- M-_ AIC4 QAT0 Ft:i P?ODUC- STEP 9. MU I ION ?=.PING N,JS' H ECLAi ::R C•,,F='Cn TIIA4 R-01i PW CESCIJ P:C55.%E C9TAJ'J-0 1, S Et-' . w t - w2 Ev 1S;o r„Nv p.i! NAM. FL Ot"'Ovo5 P:. 8 EVSED 140-ES AND CI•A9' j • t,'t % R :. r; E•:f;ED :J.GE D;':i 13 1R., J E•%•SE? 135,TALL+TI04 D-ALS JJ;rOR1v; N1-ES R A:CHCRIN0 1`:'3 pASO'.?Y LS: rD.1R (-) 31T6' VASOSR', ANCHORS t:,T- A N `JUM SH=A CAZh-1',. OF ZOSLBS, AT FACT' ENE. of ,VULJCN ^I SLr= CIEw LE401- TO Fi-'WEE I '%t' M6rt.IU`4 EMEE0'4E47 INiC SlJ_ri=ATE 011r v;;':!,ta EOCE aSTANCL. LGCA"E AN:10'PS -S 51Gar. R. ELE'!ATICt. C"ALS. T 73C A14C-CRI40 IY'0 VIOX- iA.M1115, OR 2< 8;i:X uSE FOUR (4. 4.0 YtCO? S.It_N, AT 'LRCM _'VO ;)I- MULLION ILAIII SUF: CIC'V' IC4Chl f0 ACLIF:T A I 1A N MUM '..MBECIII nT INTO SJBSTR•tTE VJ', ' /. - M NIVLM EJG_ :I STANCE _orA E NCH: Rc •\:, .I,ICW*4 i'J ELEVATION LE AILS. 3" •r,i ATiA-I-NS WIT.GO'.'J UAII_. O M,11110N .)!;L $B S'!.:•. SELF TAPPINC SCR?:VS WIT I SJI=tC:ENT LCI,CIH '%) AC-1 EVE A NINIM,1'J f °: L:rCNft.T v: "t-REF i- tgA:S PA,ST IIIE InLAL104 'WAI-_ LOC4T1 SC2_WS A5 SI'OtV`1 IN A;C CR F!E':A-C.". aj ICR WIXiY.:N U:I11S AnCrG <I:.G S:I•EDLLE RFFFP 10 w:J00N' AcUri :'c. T:SIr,__ -Inv NS-Ru7I0N AVCHCr,-- :HA_L EF IN;:•A 1 •D 14 ACC(::JUa4CE W.I1y AAC C'4 a- JU- I.RER'S w=TALLAXI N tST,:JC'IO Js. ;N:) A1.; HCk3 S-IA_L NC T BE JSE In SL.3STFA 5 WIT-# S-REN,^:T-i5 E15S -I•A'J -tfE v1iJlIVI., STFEtJ+iT1i S=ECISI:C t .veo. - PECIF•: .SV.!4T' CF .-C,.•i2 B. COt.CP,ETE - ,M t.IMi-r C3MPRES'SI.E Sl4LN`;Th 0- 1.200 PSI. TIsL_-0- C3t1Tl:TiS DES:h:+T „\ 1 no'1' 2 CCt.= Ali:- .P C-AP' :.e. INSI --A! CN DE141 i F.A. NTS MI WINDOWS AND DOORS LLC 1001 W. C?,OSBY RD CARROLLTON, TX 75006 442, 1448, 5349 AND $548 VERTICAL MULLION GENERAL NCTES 08-00139 01/06/09 1771 OF 4 SIGNED: 06116/2015 t92" t92" 192" qCr r. 74,:vT4W-, rssan COMBINED•-- Y+IGTH r C"mDRED +l:?TH I comil14ro U10,11 Nl blSiC ID CGk ELT :tilri :DO: F8^ Jt::R,•'07 R,L. w' - I 142 J - 1:, ' I w 11 - wt - I vn __ -- - - B RClSCG .43'G -NC :TW4 01/12j 12 P_I. Ll 1c R.L. T-' RAVErF1ME VWDOW r F??tIE NDOW WIxDOw HF. IGFFI WINDOW I H:0u: WINDOWSR.i-Y) C N 1\ MOTH i Wl iI •2 3F, JLWINDWOK WlNDOV/ FR- 14- . WWDOI I• EICI: SWAN) t It 1 412 COMBINED WIT- W CiMQ. Y:O YG•TH I . }-- C, - i t - wlxDow , F4= ME I 1,- IGHT MtJ. l1O:•I Ir-- iY 1 Covs113 W074 nailrm n --"Urnratinollish Cot. 51NI:C it1oTl- w 1 I WINDOW r' 4w.1c % N E C• I WINDOW IlUI, , IQti G, 41 FJI:1: n a1 tF APPROVED CONFIGURATIONS MULTIPLE UNTiS MAYBE MULLED TOGETHER AS LON.3 AS COMBINED WIDTH DOES NOT EXCEED 19?'AS SHOWN HEREIN. Mullion span On) TlII rfWICIMOn) 10. 00 34.00 30-W 36.00 42.00 48.00 Si.00 60.00 66.00 78.00 a4.00 9Q00 I 96.00 24. 00 130.0 130.0 130.0 130.0 130.0 130.0 130.0 IS" 130.0 130.0 130.0 130.0 130.0 30. 00 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130 0 36 00 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 t30.0 130.0 43. 00 13o.0 13 .0 135.0 i3o.o 130.0 1 .0 130.0 130.0 130.o t Eli 139.0 130.0 5 46. 00 130.0 130.0 30.0 30.0 130.0 129.6 129.6 t29.6 t29.6 129.6 129.6 129.6 129.6 54. 00 130.0 126.3 105.9 93.6 86.2 82.2 80.9 60 9 Sag Sag 80.9 80.9 80.9 60. 00 117.5 90.7 75.9 8 0 8 531 63. t 1 1 53.1 63.1 66. 00 87.7 67.3 55.6 48.1 43.2 6.6, 36.3 36.3 36.3 36.3 36.3 72. 00 67.2 51.4 412 363 32.3 8.5 25.8 23.8 25.6 25.6 25.6 78. 00 2.7 40.2 32.9 28.1 24.9 9.0 19.2 18.6 18.6 1B 6 t 8 6 64. 00 42.0 32.0 2&1 22.2 19.6 5.4 12. 1 14. 7 119 118 13,8 13.8 90. 00 34.t 25.9 21.1 17.9 16.7 2.1 tt.5 10.7 las10.5 10.5 96. o0 28.0 213 17.3 14.6 12.8 LARGE AND SMALL MISSILE IMPACT, LEVEL D. WIND ZONE 3 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON. TX 75006 1442, 1448, 5348 AND 5548 VERTICAL MULLION CONFIGURATIONS AND CHART F. A. - 1 08-00139 ScAIF NTS I-E 01/06/09 1ws2 OF SIGNED: 0&1 "015 1 ! 1442.1448.5348 8 56_40. 1 X 2 12 X 118 MULL ALUM. 6005 T-5 2 1320 WOOD?MSONRY_ANCNOR CLIP 3—F— 1330 WOODMIASONRY ANCHOR CLIP 4 1 1350 MOUNTING PLATE 5 1438 WOODMUSONRY ANCHOR CLIP 6 1439 _—I_ WOODMVISONRY ANCHOR CLIP vlvmuv EWE S."J.— .SCE SUBSTRATE t;C'ES IFi2 BY OTHERS r.ET 1 Imo` 4'. e 4 ANCHM SCREW TkMSEENO NSSHEET 1 13 SlLai4!(w3" t4 rYAL^3 VERTICAL AILMAXN TOP CLIP AIWALLATXIN ANCHOR SC!" SEE NOTES 1 AND 2 ON SH ET 1 o SUBSTRATE XI • 1. r , i 3Y OTHERS I , • v Ql. 1 cYOmVl1A.."'e.. V'Zt1X7l MIL' LION 8Or7O.M CL P *WAL:4TTON er O 141yU , E'-" DISH ANr[ SCE I I=U8.41Ti/iTE Y O^1E79 a AINC1OR SCRh1Y / SEE NOES 1 AND 2 J ON SKEET 1 _ ANCHOR SCREW SU NOTES 1 AND 2 ON SHEST 1 ELM, Via VERTICAL MUIUP-k• TOPC.LOWSTALLArM I BY 07HERSJl;Ri YiCd3ts!?. kvsir.!: i VERT4011ALLLGON BOTTOM CLIP ewl*J ATION YiNIL111.1 _7G: DITi4KE S_c ES 'ti 1 lIIP1IIVM EDGE DISTANCE ''`_E nCTES 13 2 SH:ET ' Fi:-SOIS H::q:_: 1.) -0'. '1 '- K 9 R .A 0 fAS'-C DIES Ann (.HART 03i';/12 RL. R1115EC YA4E I Al; ' •J 13 P..L_ 0J RE415G aSSAL_ATIGN .c IN.S , OSr'9:15 IPL. W:NDOWUNIT9 / 0 Pe SMs JAMBE: W 9HOREwPWI 'I ----II : t:^:*, rg Y?x 7 ' MI WINDOWS AND DOORS LLC 1001 W. CROSSY RD CARROLLTON, TX 75006 I142, 1448. 5348 AND 5548 VERTICAL MULLION INSTALLATION DETAILS C:Jv: Cac .1: F.A. 08-00139 KAI. NTS °A11 01/06/09 s"er3 OF 4 SIGNED., 06/16/2015 lk!ILo /z: pENy'9,P S *: D ; STATE OF ;cc CMULLION CLIP ALUMINUM600.73 rN I it lI OMULLION CLIP ALUMINUM 600ST5 S*,.s L^^: 1c.• Fy1MJ A KLASLC rD COV—LY VATH 20•7.oC B r._tigs_c ::,PEs u10 v1Af.T R--AST HNAE D R:,ASEC .4CTAL_/.'HON 12TN.S Jr I I II r Fes— . >n• — MOUNTING PLATE ALLGIINUM600S•T5 Li IL 92,LtrS 1 IONCLIP lI iZUMINUW6600 5 l`' ALUMINUM6000S73 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARGO! L70N, TX 75006 1442, 1448, 5348 AND 5548 VERTICAL MULLION COMPONENTS F.A. I 08-00139 salt NTS IcAlf 01 /06/09 "-r 4 OF 4 OI:JE;"1B RA. 12 RL. RJ. MULLION CLIP ALUMINUM600S•T5 SIGNED: 06n62015 L. Roberto Lomas P.E. 233 W. Main St. Danville, VA 24541 434-688-0609 Manufacturer: MI Windows and Doors LLC 1001 West Crosby Rd. Carrollton, TX 75006 Product Line: 1442. 1448, 5348 and 5548 Vertical Mullion Engineering Evaluation Report Report No.: 510220D 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. Product description: Mullion: Extruded aluminum 1' x 2 1/2' 6005-T5, part number 1442. 1448, 5348 and 5548 Mullion CHR: Extruded aluminum 6005-T5, part number 1320, 1330. 1438 and 1439 Supporting Technical Documentation: 1. Approval document: drawing number OM0139 Revision D, prepared, signed and sealed by Luis Roberto Lomas RE 2. Mullion structural analysis and anchor calculations report No. 510212B prepared, signed and sealed by Luis Roberto Lomas P.E. Limitations and Conditions of use: Maximum design pressure: Refer to approval document Maximum unit sizes: Refer to approval document Units attached to mullion must have their own separate approval. Units may be mulled indefinitely as long as maximum unit size is not exceeded. This product is not rated to be used in the HVHZ. This product is impact resistant and does not require impact protection in wind borne debris regions, up to wind zone 3. Design pressure of mulled units shall be controlled by the lesser design pressure of the assembly components; the mullion or the individual units Installation: Mullions must be installed in accordance with approval document 08-00139 Revision D. Window units must be installed to substrate according to the manufacturers installation instructions and/or approval documentation. 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,1 don't have nor will acquire a financial interest in any other entity involved in the approval process of the listed product(s). 1 of 1 i 41* 0 • ylr TAT 0 F 61 c OR 01" 01YA 1`\\ Luis R. Lomas, P.E. FL No.: 62514 06/17/2015 Florida Building Code Online so Fr%+ f: 1:) Page l of 2 Business & Professional Regulation Rmwoep~d SCIS Harm I Lao In I User RepistrAuan 1 Hot Tooke SUWNt surcharge stAts a Fun Pubk@"Or s FOC SCAR eCIS Site Map unks S010 Busines /) Product ApprovalProfes%i al unit: Public User Regulation M PrOduet Approval Now s Preduet or Application SearM s A001109M LM > Applleatlen oetan FL g FL12019-RS Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer American Construction Metals Address/Phone/Emall 5140 W Clifton Street Tampa, FL 33634 813) 884-0444 lyle.pestow@aem-metals.com Authorized Signature Vivian Wright rlckw®rwbldgconsultants.com Technical Representative Address/Phone/Emall 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 ice- Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Lyndon F. Schmidt, P.E. the Evaluation Report Florida License PE-43409 Quality Assurance Entity Keystone Certifications, Inc. Quality Assurance Contract Expiration Date 03/02/2020 Validated By Ryan 1. King, P.E. 6 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 1 Option 0 https://www. floridabuilding.orglprlpr_app_dd.aspx?param=wGEVXQwtDquJEQf8P6a6FJ... 7/20/2015 Florida Building Code Online Page 2 of 2 Date Submitted 04/30/2015 Date Validated 04/30/2015 Date Pending F8C Approval 05/10/201S Date Approved 06/2212015 Summary of Products 1 FL dx I Model, Number or Name Description 12019.1 Triple 4- and -Quad 4" 0.012' Thick Aluminum Soffit - Full Vent and Center Vent Limits of Use Installation Instructions Approved for use In HVHZt No FL12019 RS II Inst 12019.1.odf Approved for use outside HVH2: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 12019. 1 for Design Pressure Ratings by FL12019 RS AE Eval 12019.1.odf speclfic application and for any odder additional use Created by Independent Third Party: Yes limitations and Installation Instructions. Oack no t QOJU l i :: 1940 North Monroe Street_ TaOahasSee FL 321" Phenat BSO.497.1 e24 The State of Florida Is an AA/EEO a 100yer. Coovrte 2002.2011 State of FleAda.:: Privacy StalemeM :: AccelSibility StAteMM :: Refund Statement Under Florida 4w, emall addresses SM public records. U you do not want your small address released In response to a pu01ic•records request, do not sand electronic mad to this entity. Instead, contact the office by phone or by traditional Man. It you have any questions, please contact 0SO.4E7.139S. *Pursuant to Sedlon 4SS.27S(l), 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 emalb provided may be used for official communicallon with the licensee. However ernae addresses are public record. If you do not wish to supply a personal address, pease provide the OepartMlnt with an !mall address which can be mode avallable to the public. To determine if you are a Ikernee under chapter 455, F.S., plus* dick hKL. product Approval Accepts: in ai 10 Cr https://www.floridabuilding. org/ pr/pr_app_dtl.aspx?param=wGEVXQwtDquJ EQf8P6a6FJ... 7/20/2015 o ACM M AMWCAN CONSTRUCTION METALS 5140 West CUBon Street Tampa, FL 33634 TRIPLE 4" & "QUAD 4" ALUMINUM SOFFIT GENERAL NOTES 1. This product has been evaluated and is in compliance with the Sth Edition 12014) Florida Building Code excluding the 'High Velocity Hurricane Zone" (HVHZ). 2. Product anchors shall be as fated and spaced as shown on details. Anchor embedment to base material shol be beyond wall dressing or stucco. 3. She condtions not covered by this drowing are subject to further engineering onaysi. 4. Wood/CMU wall construction, by others, must be designed property to receive loads from the soffit and/or T x T batten ships. S. Aluminum soffits shall conform to the requirements of FBC Section 1404.5.1 and labeled according to FBC Section 1710.9. TASTE Of CONWO SHEET• I OESCRIPIIOH 1 T elevol'lons 3 gerwal notes 2 Panel details 3 Sotrd detak b design 4 SofGt detals 11 design pressures S 01it detalk, design pressures rti bill of nXftMB TRIPLE 4 4 140121.011S WA T40141.OW NC19 QUAD 4 (Q4) G 0121011s-TW ) L0141D135-iHCQ s AL N.T.S. art, er. JX 1.F'S FL-12019.1 SOFFIT AIR FLOW TABLE AIR FLOW AIR FLOW SOFM TrPE SOFFIT T VE r¢ns a wRna. CpfO1 Verre ruAne.. 301 2.71% Arroor FPAT 11.74 8.16% 11.74 8.16% 3.69 2.S6% IM 3.69 2.S6% a 1Sf 1.2S re Ots. A15S D15S T _ACIA2 'l CNANNEL ^1 F' CHANNEL M, Fit COMAW n" Cove" mFR'rW 1 AlL A15I.R. Pt N m11.R .47 1S xr BB AND END DERAILS IT COVERAGE 11/16 —y f PRCH 2 S/B' —}— AVAunE tot lO1NRS rI T oamimffl- If) COVERAGE by (REF) 4D0 P1ICH P 26T W."m IOt U7uvEtf s °°o- Ac mm 0000a0--u 00000---T ODOOD 00000 n n n n n n LOUVHL PAITZULL SCA1E1 LOINM FOWMNT R1 SAME DIREC110N AS RIDS) VIEW'AW (4isSCAIQ S 6 FULL VENT - WIDE ATIERHlowezformedinsame reckon m rlee) 125' qLl 0 0 0 0 0 0000o—i 1-0 O O D 0 0 1 000 a 000ao 0000D0D0op —j LOUVER PAIIERN LOWERS FORMED IN SAME DIRECRON AS RIBS( 0.38R• VIEW'A-A-(4ItSCALE) S 6 FULL VEN! - HARROW VENT PATTERNLaurenformedincomedireelenos rRn) Z it FL-12019 1 OVERHANG ROOF FRAMING ALUNINUH I fASCIA TRN CMU OR SOFFIT WOOD SEEDEIAIL'A' FRAMED SEE DETAIL' B' SIDE VIEW - SINGLE SPAN w/F-CHANNEL Shorn w/ onwifrrmutB tantilerer) SINGLE SPAN LENGTH A'POSRNE DESIGN PRESSURE (PSf) NEGATIVE B' 70.0 141.0 10• 60.0 60.0 1T 50.0 so.0 14• 38.5 38.5 16• 30.0 30.0 NOTE: WOOD FRAMWIa ANV UJNNtL.I Pura) lO nt DESIGNED BY THE ARCHITECT OR ENGNM OF RECORD i i b DETAIL" B " F-Channel ltrtrrtU SPAN ' A - ROOF OVERHANG PAN ' A * ;• =5 R nROOFOVERHANG cb ROOF ROOF %• : FRAMING FRAMING 'i •••...... •• ` Ass - to j ALUMINUM um •; FASCIA i o i v TRIM / .' $ 9 6 . 0. p 6 j ------ ?046E SOFFIT 7 CMU OR `` SOFFIT) EMU ED V _ JWOOD e SEEDETAIL•C' FRAMED SEE FRA MEDD tvi SEEDETAR' D' SEE DETAIL • C' SIDE VIEW - SINGLE SPAN w/3-CHANNELS SIDE VIEW - SINGLE SPAN w/3-CHANNEL Shown w/ tnns/frankv mnblem) (Sham w/ trungrank g canblEm) TRIM NAIL ATTACHED THROUGH FASCIA 016' O.C. MAX. STAPLES INSTALLED 0 ENDOFPAHELAND _ B• MAX. O.C. SEE DETAIL •1'. SHEET S) I _ 1 / Ir MAX. IF- DETAIL" A' Fascia STAPLES INSTALLED 0 2I' O.C. ONTO WOOD) ON F•CIFANNEL LEG OR T-NAIL 017 O.C. OHIO WOOD OR MASONRY) STAPLES INSTALLED 0 IT O.C. ONTO WOOD) IN F•CHANNEL SLOT OR T-NAIL 0 I T O.C. ONTO WOOD OR MASONRY) NOT. FOR SQUARE CUT OVERHANG. TRIM BOTTOM Of FASCIA FW AGAINST PANEL STAPLES LOCATED 24' O.C. INTO FRAMING 1 / 8 MAX. s I' MAX STAPLES INSTALLED 017 O.C. (Nf0 WOOD) INJ CHANNEL SLOT OR T-NAIL 0 IT O.C. DETAIL" D" J- Channel Foscio STAPLES INSTALLED 0 ITO.C. ONTO WOOD) N 1CHANNEL SLOT OR T-NAIL 0 IT O.C. INTO WOOD OR MASONRY) SIAPIiSLOCAIED 24' o. c. INTO FRAMING — 7 1' MAX. DETAIL " C " J-Chonnel osc. tr: JK SUBSTRATE NOTES: t+« Gr lfS I. WOOD SUBSTRATE G = 0.42 OR BETTER oMrum era 2. MASONRY SUBSTRATE UOD PSI CONCRETE (ACT 3DI) FL-120I9.1 OR HOLLOW BLOCK IASIM C90). SPAII ' A ' ROOF OVERHANG SEE NOTE 2 ROOF FRAMING ALUMINUM ALUMI`IUM FASCIA FASCIA 9 IRIM TRIM SOFFIT CMU ORl`-------CMU OR WOOD SOFFIT) / MOOD FRAMED FRAMED SEE DETAIL' E" SEE DETAR' F' SEE DETAIL' G' SEE DEEM' E' SIDE VIEW - SINGLE SPAN w/F-CHANNEL SIDE VIEW - SINGLE SPAN w/7-CHANNEL gram w/ Incs/1ram" ovMyng) (Shown wt vuswrb"rg ae") STARES WALLED 0 END OF PAPS AND B'Mo. O.C. E DETAIL')'. SHEET 5) I I 1 ff MAX. —i F-- SPAN ' A ' ROOF OVERHANG ROOF FRAMING TRIM NAIL ATTACHED THROUGH FASCIA 01 C O.C. MAX. NOTE FOR SQUARE CUT OVERHANG. TRIM BOTTOM OF FASCIA FLAT AGAINST PANEL i S 1 DETAIL" E" FoSCIo S I3 DETAIL " F " F-Chonnel STAPLES INSTALLED 0 2f O.C. INTO WOOD) ON F-C~NEL LEG OR I- NAIL 01T O.C. ONTO WOOD OR MASONRY) STAPLES INSTALLED 0 ITO.C. ONTO WOOD) IN FCHANNEL SLOT OR 14w1017 O.C. ONTO WOOD OR MASONRY) CONNECTOR NOTES: WOOD FRAMING AND CONNECTIONS TO BE DMNED BYRE ARCHITECT OR ENGR.EER OF RECORD 2120 COMMON MAIL OR 311or ITW IAPCON CONCRETE SCREW MAN. 1.1If EKSEDMENNI) 02f ON CENTER SINGLE SPAN LENGTH A DESIGN PRESSUTfE (PSI) rOS/11VE NEGATIVE tr 70.0 141.0 lLr 16 60.0 17, 50.0 S0.0 1.• 3e.5 3&5 14• 30.0 30.0 STAPLES LOCATED 2,rO.C. INTO FRAMING SUBSTRATE NOTES: 1. WOOD SUBSTRATE G = 0.42OR BETTER DETAIL" G " 2 MASONRY SUBSTRATE UOD PSI CONCRETE (ACI 301) OR HOLLOW BLOCK (ASTM C901. 1-Channel 41 STAPLES INSTALLED 0 ITO.C. (INTO WOOD) IN )CHANNEL SLOT OR I-MM O 1T O.C. ONTO WOOD OR MASONRY) STNL: N.T.S. On. Ir: JK o-K PC LFS NAMC n0c F'L-12019.1 FIEM DESCRIPDON MATERIAL I FASCIA .021 S THK. AL 3105 - H 14 ALUMINUM 2 T CHANNEL .0159 THK. AL 3105 - H24 ALUMINUM 3 r CHANNEL .0l5S THK. AL 3104 - 1419 ALUMINUM 5 GUAD4PANEL A115OR.0135-THICK) AL 3105 ALUMINUM 6 TRIPLE 4 PANEL (.0115 OR .0135- THICK) AL. 3105 ALUMINUM 7 1 II 15 x 1 J/4" TRIM NAIL S.S. B ur GA. X 1/4• SS STAPLE twl 7Ar MIN. EMBEDMENT STEEL 9 7 X 7 BATTEN STRIP (G=.42 OR BETTER) WOOD 10 APA B-C- GROUP 1 Da. 15/37 PLYWOOD OR BETTER WOOD 11 097- DW. T-NAIL w/ Sff MIN. EMBEDMENT) SIFg 12d X 3-1/4• H.D. GALV. STEEL COMMON NAIL 0 24" O.C. w/ 1.31C MIN. EMB. S 6 DETAIL " H n IX2VEgICAL FRAMING (G>=0.421 ATTACH w/ 2-0d COMMON NAILS 0 TOP TO ROOF FRAMING STAPLES INSTALLED 0 END OF PANEL AND IP MAX. O.C. ISEE DETAIL-J I P.C. MAX DETAIL " J to DETAIL " I " 40 lN, SPAN AROOF OVERHANGROpFSff DETAR"B 96. m n FRAMING (S 3) J; g m 6 0 it : 18 11 /^., H. D.GALV.SIEEI -_ _-_-----P CHUOD COMMONNAR®2POC. SEEDETAQ'A•` i - W/ 1.9/d MIN. EMB. (SHE T 3) FRAMED CONTINUOUS SEE DETAR H BATTEN 0 CL SPAN STAPLES INSTALLED SIDE VIEW - DOUBLE SPAN w/BATTEN END OF PANEL AND (Shown w/ UvWframin) ontllev ew) IT' MAX. O.C. SEE DETAIL -) I TWIN SPAN LENGTH w/ CONTINUOUS LIATTEN A• DESIGN PRESSURE (PSO POSITIVE NEGATIVE 14" 70.0 70.0 IL1- 66.S 66.5 20? 60.0 60.0 zr S4.S 54.S 21' SO.O SO.O SPAN " A " ROOF OVERHANG SEE DETAIL"G' SHEET 41 ROOF FRAMNG SEE NOTE 2 I I11 I tLv OR MOOD SffDEIAR• 1• 8 11 FRAMED SEE DETAL' A -, ISHEEI 3) SIDE VIEW - DOUBLE SPAN w/BATTEN CONNECTOR NOTES: (Shown w/ bushe dnB oveng) 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 2.12d COMMON NAIL OR 3/IS IIW TAPCON CONCRETE SCREW 2 MASONRY SUBSiRAIE 3 000 PSI CONCRETE (ACI301) IMIN. 1- 1 /d- EMBEDMENT) 0 24' ON CENTER OR HOLLOW BLOCK 1ASTM C90). e 9 09 1 Lc N. T.S. 81 iC JK or. LFS 3 you w 0 FL- 12019. 1 0 R W R W Building Consultants, Inc. B Consulting and Engineering Services for the Building Industry C P.O. Box 230 Vatrico. FL 33395 Phone S13.659.9197 Florida Board of Professional En0lneeo Cerd(kate of Authorintion No. 9313 Product Sub Category Manufacturer Product Name Category American Construction Metals Panel Walls soffits 5140 West Clifton Street Triple 4" & "Quad 4" Aluminum soffit Tampa, FL 33634 Phone 813.880.4444 Scope. This is a Product Evaluation report issued by R W Building Consultants, Inc. and Lyndon F. Schmidt, P.E. for American Construction Metals based on Rule Chapter No. 61G20-3, Method 1d of the State of Florida Product Approval, Department of Business & Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial interest In the company manufacturing or distributing the product or In any other entity involved in the approval process of the product named herein. Limitations: 1. This product has been evaluated and is in compliance with the Sth Edition (2014) Florida Building Code (FBC) excluding the "High Velocity Hurricane Zone". 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing or stucco. 3. Site conditions not covered by drawing FL-12019.1 are subject to further engineering analysis. 4. Wood/CMU wall construction, by others. must be designed properly to receive bads from the soffit and/or 2' X 2' batten strips. 5. Aluminum soffits shall conform to the rewuirements of FBC Section 1404.5.1 and labeled according to FBC Section 1710.9. 6. See drawing FL-12019.1 for size and design pressure limitations. Supporf/ng Documents. 1. Test Report No. Test Standard TEL 01190073 ASTM E330-02 2. Drawlna No. Prepared by No. FL-12019.1 RW Building Consultants, Inc. (CA fl9813) 3. Calculations Prepared by Anchoring RW Building Consultants, Inc. (CA #19813) 4. Quality Assurance Certificate of Participation issued by Keystone Certifications, Inc., certifying that American Construction Metals is manufacturing products within a quality assurance program that complies with ISO/IEC 17020 and Guide 53 Sheet 1 of 1 Testing Laboratory Slaved by Testing Evaluation Lab.. Inc. Lyndon F. Schmidt, P.E Signed & Sealed by Lyndon F. Schmidt, P.E. Signed & Sealed by Lyndon F. Schmidt, P.E. t F. Schmidt, P.E. FL PE No. 43409 4/112015 Florida Building Code Online ht1 Page 1 of 2 Professional• Flgjdj /oLogl OCts Home I tIn I user Reolsnatlon i Mot Topcs I Suomlt surrhupe I Slats a Paas I Puotkatwrs I reC cart I SCIS sue wp I Lints I Search I Business Product Approval Professinaal ®USER: WWC User Regulation PmdLyt Of M00tion SftrM > Aix can List > J Wllwtlen Oetaa FL it 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 mcolllns@atiasroofing. com Authorized Signature Meldrin Collins mcollins@atlasroofing. com Technical Representative Address/ Phone/Emad Quality Assurance Representative Address/ Phone/Email Category Roofing Subcategory Asphalt Shingles Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer I Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Zachary R. Priest the Evaluation Report Florida License PE-74021 Quality Assurance Entity UL LLC Quality Assurance Contract Expiration Date 12/31/2020 Validated By Locke Bowden fb Validation Checklist - Hardcopy Received Certificate of Independence FL1630S R4 COI ATL3002.4 2014 FBC Product Evaluation Shinoles. odf Referenced Standard and Year (of Standard) Standard Yfat ASTM D 3161 2009 ASTM D 3462 2009 ASTM D 71SS 2008 TAS 100 1995 TAS 107 1995 Equivalence of Product Standards Certified By Sections from the Code https:// www.floridabuilding.orglpr/pr app_4tl.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 r 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 FL1630S R4 II ATL13002.4 2014 FBC Product Evaluation Shlnoles.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Zachary R. Priest 74021 Design Pressure: N/A Created by Independent Third Party: Yes Other: See evaluation report for limits of use Evaluation Reports Fj1630S R4 AE ATL13002.4 2014 FBC Product Evaluation Shinciles.odf Created by Independent Third Party: Yes Dada Noat Contact U : • 19M north Memos SlteeL TiP11111615ft FIL UM Phene: 9%-482.1824 The State of Florida K an AA/EEO MlplDyer. Csnwlobt 7007-201 ] Srite of Flerlaa.:: Pdvacv Statement :: A abnitr srat4ment :: p1 Under Florida law, email addresses are pudic records. if you 00 not want your e-mail address released in response to a public•tecord5 request, do not send electronic "it to this entity. Instead, oDMact the office by phone or try traditional mail. If you have any questions, please contact 650.497.139i. *Pursuant to Section 4SS.27SIli, Florida Statutes, effective October 1, 2012. licensees licensed under Chapter 4S5, F.S. court provide the Department with an Small address If they have one. The ermits provided may be used for Official eomnuniatlon with the kettles. ifpwcver email addresses are public record. if you 00 not wish to supply a personal address. Please provide the OSparienent with an email address which can be made available to the public. To determine If you are a dtensee under Chapter 455, FS., please dick tiara . Product Approval Accepts: m Cred t Ar https://www.tloridabuilding.org/pr/pr_app_dtl.aspx?parain=wGEVXQwtDquJBMjgU I j3N... 7/20/2015 CREEK Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 TECHNICAL SERVICES, LLC 813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE 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 E !& Report No. Standard ear 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 Conshuction Materials Technologies (TST5878) ATL-086-02-01 Rev 1 ASTM O 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-104-02-01 ASTM O 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-106-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-108-02-01 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 7168 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 O 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-133-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-135-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-136-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-137-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-138-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-143.02-01 ASTM O 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 O 3462 20D9 PRI Construction Materials Technologies (TST5878) ATL-170-02-01 ASTM O 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. 0 CREEK ATLAS ROOFING CORPORATION Asphalt Shingles TECHNICAL SERVICES, LLC PRI Construction Materials Technologies (TST5878) ATL-171-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-172-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-174-02-01 ASTM O 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-179-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-184-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-185-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-186-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-187-02-01 ASTM D 3462 2009 PRODUCT DESCRIPTION GlassMaster® 30 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Tough -Master® 20 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Hip & Ridge ASTM D 3161. Class F fiberglass reinforced, hip and ridge asphalt shingle with a Ardmore & Hampton) dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Starter Strip ASTM D 3161. Class F fiberglass reinforced, starter asphalt shingle with a dashed, Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Prol-AM'" Architectural ASTM D 3161, Class F & ASTM O 7158, Class H fiberglass reinforced, laminated Hampton & Meridian) architectural asphalt shingle with a dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pinnacle® Pristine, ASTM D 3161, Class F & ASTM D 7158. Class H fiberglass reinforced, laminated Pinnacle® Pristine architectural asphalt shingle with two, dashed, thermally -activated, self-sealing sealant lifetime w/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 614320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC INSTALLATION GlassMaster® 30 & Basic Wind Speed (V,dj: Tough -Master® 20 Basic Wind Speed (V.,d): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ)` Installation (Non-HVHZ): F 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. 15132 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 5-inch exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using '6 Nail Pattern' detailed below. Installed with 5-inch exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either '4 Nail Pattern' or '6 Nail Pattern' detailed below. W 4 L Nails 12' • ? J Sir h-12'—*-12'' 2 Figure 1. GlassMasterO 30 & Tough -Master® 20 4 Nail Pattem (Non-HVHZ only) 36« Nails 120 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 ProLAM*" Architectural Basic Wind Speed (V„ n): Basic Wind Speed (Vosd): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern' detailed below. Installed with 6 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or -6 Nail Pattern" detailed below. n3w u Figure 3. Prol-AMT" Architectural Shingle 4 Nail Pattern (non-HVHZ only) 3'IV N' Figure 4. Pro-LAMTO 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 3 Basic Wind Speed (V,e,): StormMaster® Shake Basic Wind Speed (Vasa): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19132 in. plywood or wood plank for new construction; Min. 15132 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using '6 Nail Pattern' detailed below. Installed with 6 in, exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either'4 Nail Pattern' or '6 Nail Pattern' detailed below. 1 1 Figure S. Pinnacle® Pristine and StomtMaster® Shake 4 Nail Pattem (Non-HVHZ only) 793V yen 120 00410M mO MMMM a cw ar K« P 7117 O O O 0 0 0 0 O O 0 0 0 3 0 0 0 jc 0 0 0 O O O O O O O O 0 0 O G, m I 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 StormMaster® Slate Basic Wind Speed (VA,): Basic Wind Speed (Vasa): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 8.5 in. exposure in accordance with RAS 115 and manufacturers published installation instructions. Shingles shall be attached using "6 Nail Pattern' detailed below. Installed with 8.5 in. exposure in accordance with FBC requirements and manufacturers published installation instructions. Shingles shall be attached using either'4 Nail Pattern* or "6 Nail Pattern' detailed below. 1" 4•,rr .—. 9" f Figure 7. StormMaster® Slate 4 Nail Pattern Figure 8. StorrnMaster® 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 (Vut): Basic Wind Speed (Vew): 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 manufacturers published installation instructions. Shingles shall be attached as shown below. Installed in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached as shown below. c• Sir 1 IC O Q/ 1.1R • . Y 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 (Vet): Max. 194 mph ATLAS ROOFING CORPORATION Asphalt Shingles Basic Wind Speed (Vow): 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. 1.2' I 12 ga. 1-1/2' ring r shank nail i r• i ----=i 12' 1 i i Figure 10. Pro -Cut@ Hip & Ridge ATL13002.4 FL 16305-R4 Page 8 of 9 This evaluation report Is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty. installation. recommended use, or other product attributes that are not specifically addressed herein. CREEK 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 ft in the HVHZ. 4) Classification to ASTM D 7158 applies to exposure B & C with a building mean roof height of 33-ft or less. 5) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected prior to underlayment application. 6) Shingles shall be installed starting at the eave in horizontal layers such that the laps shed water from the deck. 7) Installation of the evaluated products shall comply with this report, the FBC, and the manufacturers published application instructions. Where discrepancies exist between these sources, the more restrictive and code compliant detail shall prevail. 8) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61G20-3. COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 50' Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. EIV No 74021 STATE OF : J S;c(OR1pP:N % CERTIFICATION OF INDEPENDENCE 2015.06.2 912:55:48 04' 00' Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CREEK Technical Services, LLC does not have, nor will It acquire, a financial interest In any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest In any other entity Involved in the approval process of the product. END OF REPORT ATL13002.4 FL 16305-R4 Page 9 of 9 This evaluation report Is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK Certificate of Authorization No. 29824 17520 Edinburgh Or Tampa, FL 33647 TECHNICAL SERVICES, LLC 813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE St" EDITION (2014) Manufacturer: ATLAS ROOFING CORPORATION Issued June 29, 2015 2000 Riveredge Parkway, Suite 800 Atlanta, GA 30328 770) 612-6267 Manufacturing Plants: Hampton, GA Meridian, MS Oangerfield, TX Ardmore, OK Quality Assurance: UL LLC (OUA9625) 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 ear PRO Construction Materials Technologies (TST5878) ATL-079-02-01 ASTM O 3161 2009 TAS 107 1995 PRO 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 PRO Construction Materials Technologies (TST5878) ATL-104-02-01 ASTM D 3462 2009 PRO Construction Materials Technologies (TST5878) ATL-106-02-01 ASTM D 3161 2009 TAS 107 1995 PRO Construction Materials Technologies (TST5878) ATL-106-02-01 Rev 1 ASTM D 3161 2009 TAS 107 1995 PRO Construction Materials Technologies (TST5878) ATL-107-02-01 TAS 100 1995 PRO Construction Materials Technologies (TST5878) ATL-107-02-01.1 TAS 100 1995 PRO Construction Materials Technologies (TST5878) ATL-109.02-01 ASTM D 7158 2008d PRO Construction Materials Technologies (TST5878) ATLA 16.02-01 ASTM D 3462 2009 PRO Construction Materials Technologies (TST5878) ATL-118-02-01 ASTM D 3462 2009 PRO Construction Materials Technologies (TST5878) ATL-119-02-01 TAS 100 1995 PRO Construction Materials Technologies (TST5878) ATL-123-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-125.02-01 TAS 100 1995 PRO 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) ATL-138-02-01 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 PRO 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 PRO 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 PRO 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 614320.3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this repon 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 0 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-172-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-174-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-179-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-184-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-185.02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-18&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-MasterOD 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 O 3462. Prol-AMTM Architectural ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Hampton & Meridian) architectural asphalt shingle with a dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pinnacle® Pristine, ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Pinnacle® Pristine architectural asphalt shingle with two, dashed, thermally -activated, self-sealing sealant Lifetime w/Scotchgard stripes that complies with ASTM D 3462. Dangerfield, Hampton & Meridian) StormMaster® Shake ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Dangerfield) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. StormMaster® Slate ASTM D 3161, Class F & ASTM D 7158. Class H fiberglass reinforced, laminated Ardmore) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ATL13002.4 FL 16305-R4 Page 2 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC INSTALLATION GlassMaster® 30 & Basic Wind Speed (V,w): Tough -Master® 20 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. 15132 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 5-inch exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using '6 Nail Pattern' detailed below. Installed with 5-inch exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either'4 Nail Pattern' or *6 Nail Pattem' detailed below. Nails 3.L h--12- — j•--12- 12" Figure 1. GlassMaster® 30 & Tough -Master® 20 4 Nail Pattern (Non-HVHZ only) 38" J Nails 12" • S/W 1v 12- 12" Figure 2. GlassMaster® 30 & Tough -Master® 20 6 Nall Pattern ATL13002.4 FL 16305-114 Page 3 of 9 This evaluation report Is provided for Stale of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Prol-AM"4 Architectural Basic Wind Speed (V,ar): Basic Wind Speed (Vacs): Deck (HVHZ): f e 1 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. 0S13 existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure in accordance with RAS 115 and 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. m30r 4M 1203 9* mdeardl n YY rwa t r t• 0 0 0 0 0E7, CI O 0 0 0 O O l 6w F l Figure 3. Prol-AM"' Architectural Shingle 4 Nall Pattern (non-HVHZ only) f u Figure 4. Pro-LAMT" Architectural Shingle 6 Nail Pattern ATL13002.4 FL 16305-R4 Page 4 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pinnacle® Pristine & Basic Wind Speed (V„ u): StonmMaster® Shake Basic Wind Speed (Vasa): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in, plywood or wood plank for new construction; Min. 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. 1fW 1 IY la• •{ I M I Figure S. Pinnacle® Pristine and StorrnMaster® Shake 4 Nail Pattern (Non-HVHZ only) rx wl na w,.q.e.noln.wr 01M Rr0 O 0OOO. O O O O 0 Co Co O O CD O O a u 0000000 Or.7000 00 O I s nr I Figure 6. Pinnacle® Pristine and StormMaster® Shake 6 Nail Pattern ATI-13002.4 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 (Vwt): Basic Wind Speed (Vew): Deck (HVHZ): Deck (Non-HVHZ): Undedayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 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 manufacturers published installation instructions. Shingles shall be attached using '6 Nail Pattern' detailed below. Installed with 8.5 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern' or '6 Nail Pattern' detailed below. 1' Ui v '* T s• Figure 7. StormMasterS Slate 4 Nail Pattern T Figure 8. StorrrtMaster® 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 not Imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein CREEK TECHNICAL SERVICES, LLC Pro -Cuter Starter Strip Basic Wind Speed (V,m): 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. 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 in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached as shown below. Installed in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached as shown below. x• Figure 9. Pro -Cut® Starter Strip AT03002.4 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 ATLAS ROOFING CORPORATION Asphalt Shingles Pro -Cut® Hip & Ridge Basic Wind Speed (V,m): Max. 194 mph Basic Wind Speed (V.sd): Max. 150 mph Deck (HVHZ): In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. Deck (Non-HVHZ): In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. Underlayment: In accordance with FBC requirements. Min. slope: 2:12 and in accordance with FBC requirements. Installation (HVHZ and Installed with 5-5/8 inch exposure in accordance with RAS non-HVHZ): 115 (HVHZ only) and manufacturer's published installation instructions. The direction of the exposed end shall be away from the prevailing wind. r 12 ga. 1-1/2" ring shank nail 12" I 6" r I Figure 10. Pro-Cut(D Hip & Ridge ATL13002.4 FL 16305-R4 Page 8 of 9 This evaluation report is provided for State of Florida product approval under Rule 81G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express not Imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ATLAS ROOFING CORPORATION Asphalt Shingles LIMITATIONS 1) Fire Classification is not within the scope of this evaluation. 2) The roof deck and the roof deck attachment shall be designed by others to meet the minimum design loads established for components and cladding and in accordance with FBC requirements. 3) The mean roof height shall be restricted to a maximum 33 ft in the HVHZ. 4) Classification to ASTM 0 7158 applies to exposure B & C with a building mean roof height of 33-ft or less. 5) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected prior to underlayment application. 6) Shingles shall be installed starting at the eave in horizontal layers such that the laps shed water from the deck. 7) Installation of the evaluated products shall comply with this report, the FBC, and the manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and code compliant detail shall prevail. 8) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61 G20-3. COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code a Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. 011,t(ttRA/ r i No 74021 r STATE OF •W 14v . F•' C9 rS`ONA • CERTIFICATION OF INDEPENDENCE 2015. 06.2 912: 55:48 04' 00' Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial Interest in any other entity involved in the approval process of the product. END OF REPORT ATL13002. 4 FL 16305-R4 Page 9 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty. installation, recommended use, or other product attributes that are not specifically addressed herein. A I Florida Building Code Online o,-jfncke - Page I of 1 LJ me-o Business & Professional Regulation r rll f Oep MMMit4 OCIS Nome I Log In I User Registration i Hot Topics I Subnut surclurpe ! Slats S Fans I Pubikations I F8C Stall I SCIs Site nap I tints I search I 3usines i() Product ApprovalProfessiJ - al ®USER: Public User Regulation L:ii'JIAYCLY]':IY ta Product Anaroyal Menu a Product or Aeelfcatlon Search), Application 4sP Search Criteria Code Version 2014 FL# 15216 Application Type ALL Product Manufacturer ALL Category ALL Subcategory ALL Application Status ALL Compliance Method ALL Quality Assurance Entity ALL Quality Assurance Entity Contract Expired ALL Product Model, Number or Name ALL Product Description ALL Approved for use in HVHZ ALL Approved for use outside HVHZ ALL Impact Resistant ALL Design Pressure ALL Other ALL Search Results ApplicAtioins EIA I Tvoe Manufacturer Validated By Istaws FL15216-R2 Revision InterWrap, Inc. John W. KnezevlCh, PE Approved History Category: Roofing 954) 772-6224 Subcategory: Underlayments wvo.w yr vo.... wr.v.... . ..... — feltart Us :: 1448 Haith Mo: roe elree Tane - c. A 323" Phone: 8S0!487.1824 The State of Florida Is an AA/EEO employer. r'^^yrilkht 2 -201? State of neMa.:: Privacy Statement :! AMcSlbiniy Statement:: 8efu Statement Under Florida law, email addresses are public records. It you do not want your !mill address released in response to a public -records Muest, do not send electronic mall to this entity. Instead, contact the office by phone or by traddional mail. It you have any Questions, please contact 850.487.1395. 'Pursuant to Section 455.275(t ), Florida statutes. Mective October I. 2012, licensees licensed under Chapter 4SS. F.S. must provide the Oepartment with an emae address If they have one. The entails provided may be used for official communication with the license*. Flowever 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 tha public. To determine if you are a IIWS" under Chapter 4SS. F.S.. please click haL. Product Approved Accepts: IUIT1 ER sAwril MI; NICY https://www.floridabtiiiding.org/pr/pr_app_lst.aspx 7/20/2015 A Florida Building Code Online Page 1 of 2 It Business & Professional Regulation fbjd,j 0epaMMd Sets Nome I log In I USer aegdVatlon I Not Topics I subrnd surcharge I stats a Facts 1 Publkatwu I FSC sari I ells site nap I unla I search I Busines/ Professi dial ®Product Approval usea: Public user Regulation PrbAun Mmeval N•nu > ROAun er Aeolketbn Search a Agoicatfan Lk s ApplluUOn Oa1nU FL q FL15216-112 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer InterWrap, Inc. Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 551)574-2939 mtupas@interwrap.com Authorized Signature Eduardo Lozano elozanoe 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 Nleminen 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 fi Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code EW,5216 R2 Cot 2015 01 COJ Nieminen.odf 1507.2.3 1507.5.3 1507.8.3 1507.9.3 1507.9.5 TIS07 8 https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yV VKJZ I Q... 7/20/2015 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 8 04/28/2015 04/29/2015 05/04/2015 06/23/2015 FL P Model, Number or Name Description 15216.1 RhinoRoof Underlayments Synthetic roof underlayments Limits of Use Approved for use in HVH2: No Approved for use outside HVH2: Yes Installation Instructions Ft t S216 R2 H 2015 04 FINAL ER INTERWRAP RHINOROOF FL15216- R2.od Impact Reslstant: N/A Design Pressure: N/A Verified By: Robert Nieminen PE-59166 Created by Independent Third Party: Yes Other: See ER Section 5 for Umits of Use. Evaluation Reports FI IS216 R2 AE 201S 04 FINAL ER INTERWRAP RHINOROOF FL15216- R2.odf Created by Independent Third Party: Yes Contact US :: 1940 North Monroe StreM. Tapahasseo Ft ]2199 Phone: 8S0.487.182e The State of Florida Is an AA/EEO employer. Coevriaht 2007.2013 Sate of Florida.: • hlvaty Statement :: Acem1bltity Statement :: Refund Statement Under Florida taw, 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 ontliy. Instead, contact the office by phone or try traditional mall. if you have any questions, please contact eSO.487.139S. •Pursuant to Section 455'2750), Florida Statutes, effective October 1, 2012, licensees Ilcensud under Chapter 4S5, F.S must provide the Department with an eMid address if they have one. The emads provided may be used (or 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 emee address which can be made available to the public. To determine If you are a licensee under Chapter 45S, F;S., please dick petly. Product Approval Accepts: 0®IR® xvvriu'ati ntn:t• https://www.floridabuilding.org/pr/pr_app_dti.aspx?param=wGEVXQwtDgv3yV VKJZ 1 Q... 7/20/2015 QOTRINITYIERD EVALUATION REPORT Interwrap, Inc. 32923 Mission Way Mission, BC V2V-6E4 Canada EXTERIOR RESEARCH & DESIGN, I.I.C. Certificate of Authorization 119503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Evaluation Report 140510.02.12-R2 FL15216-R2 Date of Issuance: 02/17/2012 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 5t° Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhlnoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity) ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "TrinitylERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCA ANE1983 t'pstttIttit" -- z 01%l4: Robert Mamma. Qv -• The facsimile seal appearing was authorized by t ,, 7N tssts•` • r P.E. on W/27/2015. This does not serve as an elearonially signed document. Signed, sealed hardeoplas have been transmitted to the Product Applowl Administrator and to the named client CERTIFICATION OF INDEPENDENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity I ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. S. This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. TRINITY I ERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year 1507.2.3,1507.S.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.8.3,1507.9.3,1507.9.S on Heating 1507.2.3, 1507.5.3, 1S07.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 1507.9.3 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference Date ITS(TST1509) Physical Properties 100539395COQ-006 10/27/2011 ITS(TST1509) Physical Properties 100539395COQ-002 10/27/2011 ITS(TST1509) Physical Properties 100539395COQ•006 03/14/2014 ITS (QUA1673) QualltyControl Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4. 1 RhinoRoof U20 is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM 0226, Type I or Type II felt or D4869 Type 11 felt. RhinoRoof Underlayment is available in 42-inch wide rolls, and can be produced in various other sizes. S. LIMITATIONS: S. 1 This is a building code evaluation. Neither TrinityJERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5. 2 This Evaluation Report Is not for use in the HVH2. 5. 3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. 5. 4 RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. If not listed, a request may be made to the AH) for approval based on this evaluation combined with supporting data for the prepared roof covering. 5. 5 Allowable roof covers applied atop RhinoRoof Underlayments are follows: TABLE 1: ROOF COVER OPTIONS Asphalt Wood Shakes Slate or Underlayment Shingles Nail On The foam -On Tile Metal g, Shingles Simulated Slate RhinoRoof U20 Yes I No No Yes I Yes No 5. 6 Exposure Limitations: 5. 61 RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation. 6. INSTALLATION: 6. 1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section S herein and the specifics noted below. 6. 2 Install RhinoRoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM D226, Type I or It or D4869, Type II underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, LLC. Evaluation Report 140S10.02.12-R2 Certificate of Authorirotion g9503 FLIS216•R2 Revision 2:04/27/201S Page 2 of 3 NTINI-rYIERD 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. 6.4 RhinoRoof U20: 6.4.1 fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1-inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 Single Laver: Roof Slone > 4:12: End (vertical) laps shall be minimum 6-Inches and side (horizontal) laps shall be minimum 4-inches. Refer to Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain conditions. For exposure < 24 hours, use of every -other fastening location printed on the surface is acceptable. for exposure > 24 hours up to maximum 30-days, use of every fastening location printed on the surface Is required. when batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole in accordance with Interwrap published instructions. 6.4.3 Double Laver: 2:12 < Roof Slope < 4:12: End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1-inch side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 8. MANUFACTURING PLANTS: Contact the manufacturer or the named CIA entity for information on plants covered under Rule 61620.3 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, U.C. Evaluation Report 140S10.02.12•R2 Certgtcote ojAuthorizotion #9503 FL1S216-R2 Revision 2: 04/27/201S Page 3 of 3 EXTERIOR RESEARCH & DESIGN, I.I.C. Certificate of Authorization #9503 TRINITY I 353 CHRISTIAN STREET, UNIT 1f13QOERDOXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 EVALUATION REPORT Interwrap, Inc. Evaluation Report 14OS30.02.12-R2 32923 Mission Way FLiS216-R2 Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2: 04/27/201S SCOPE: This Evaluation Report is issued under Rule 611320-3 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 S`" Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhinoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. TrinitVI 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 OCAANE1983 p1111fh,yp+yj;1T. ; •r . eye YAQ `%%. k0-s11TY1 OF 4 • •/.'.', The facsimile seal appearing was authorized by Ralson. N7ominen, L,ss'' P.EwOd/27/201S. ThadoesnotwrveasanelectronitAlbsl{ned document. signed, aaled hardcoples have been transmitted to the Product Approval Administrator and to the named diem CERTIFICATION OF INDEPENDENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity I ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity Involved in the approval process of the product. S. This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. QOTRINITYIERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Prooertles Standard Year IS07.2.3, 1507.5.3, T1S07.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1SO7.8.3, IS07.9.3,1507.9.5 on Heating ISO7.2.3, IS07.5.3,1S07.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM 04869 2005 1507.93 Heating, Uquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference Date ITS (TST1509) Physical Properties 100539395COQ-006 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-002 10/27/2011 ITS(TST1509) Physical Properties 10OS3939SCOQ•006 03/14/2014 ITS (QUA3673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhlnoRoof 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 TrinityJERO nor Robert Nleminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVHZ. 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. 5.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product Is specifically referenced within FBC approval documents. If not listed, a request may be made to the AHJ for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.5 Allowable roof covers applied atop RhinoRoof Underlayments are follows: TABLE 1: ROOF COVER OPrtoNS Underlayment Asphalt Nall -On TileI Foam -On TileI MetalI Wood ShakesI Slate or Shingles Shingles Simulated Slate RhlnoRoof U20 Yes INo INo IYes IYes No 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section S herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with requirements for ASTM D226, Type I or II or D4869, prepared roof covering to be installed. Exterior Research and Design,I1C. Cerri/icote o/Authorirorion a9S03 manufacturer's published Installation instructions and the Type II underlayments in FBC Sections 1507 for the type of Evaluation Report 140510.02.12-R2 FLIS216-RZ 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. 6.4 RhlnoRoof U20: 6.4.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1-inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic or metal cap nails or FBC HVH2 nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 Single Laver: *Roof Slope > 4:12: End (vertical) laps shall be minimum 6-inches and side (horizontal) laps shall be minimum 4-inches. Refer to Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain conditions. For exposure < 24 hours, use of every -other fastening location printed on the surface Is acceptable. For exposure > 24 hours up to maximum 30-days, use of every fastening location printed on the surface is required. When batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole In accordance with Interwrap published instructions. 6.4.3 Double Laver. 2:12 < Roof Slope < 4:12: End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1-inch side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. B. MANUFACTURING PLANTS: Contact the manufacturer or the named CIA entity for information on plants covered under Rule 61G20-3 CA 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 140510.02.12-R2 Certificate of Authorization #9503 FL1S216112 Revision 2: 04/27/201S Page 3 of 3 A 0211112015 13:41 tF 0 P.0021004 MIAMI-DADE COUNTYMI® PRODUCT CONTROL SECTION 11903 SW 26 Street 9"M 20s DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (M) Miami, Florida 33175.2474 BOARD AND CODE ADMINISTRATION DIVISION T (786)311-2590 F (7U) 3 M2S99 NOTICE OF ACCEPTANCE (NOA) www.miemidedrtQorteeneemv Southeastern Metals Manufacturing Company, Inc. 11801 Industry Drive Jacksoovllle, 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 arena whom allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section in Miami Dade County) and/or the AHJ (in area other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material falls to perform in the accepted manner. the manufacturer will Incur the expense of such testing and the AHJ may immediately revoke, modity, or suspend the use of such product or material within (hair jurisdiction. RJR 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. then it shall be done in its entirety. INSPECTTON: 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. Collao. R.A. 4 •60att-P NOA No.: 13-0014.09 Expiration Date: 04/1S/19 Approval Date: OV23/14 Page I of 3 0211112015 13:42 ffAX) P.0031004 ROOFING ASSEMBLY APPROVAL Category: Roofing Sub -Category: Ventilation Material: Steel Minimum Slope: 2.12 TRADE NAMES OF PRODUCTS MANUFACTURED OR LABELRD BY APPLICANT: Manufactured by Dlraeasiona Teat Product Applicant Swelficatlom Description Weather Vent Vent: 4- K" x 19" x 46" TAS 100 Galvanized metal roof vent Deck Flange: 24" x 52" Thickness: 0.0217 inch: MAM RACTURI NG LOCATION 1. Jacksonville, FL EVmENCE SuBmirrm Test Asencv Tat Identifier Test Name/Renort Date PRI Asphalt Technologies, Inc. TAS 100 SEM-002.02-01 08/14/03 WC -ES AC132 SEM-027-02-01 01/07/14 APPROVZD APPLICATIONS: Deck Type: Wood Deck Description: '1/3j" 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 linty and aligned minimum 6 inches from the ridge. Set blade to thickness of sheathing and cut opening. Brush away sawdust and debris. Installation: Vents should be evenly spaced on the rear slope of the roof. Center vent in opening and set it in a 1/8" thick of an approved ASTM D 4586 asphalt roofing cement. Secure vent to the roof deck with I-V4" galvanized ring shank roofing nails spaced approx. 8" o.c. and 1" from the outside edge of the flange. Use a minimum of 18 nails per vent. Seal all nails and vent flange with an approved ASTM D 4586 roofing cement. (See drawings herein). Net Free Area: 99 square Inches. NOA No.: 13-0814.08 Expiration Data: 04/15/19 Approval Date: 0I/23/1.4 Page 2 of 3 10 02111/2015 13:43 ffA>n P.0041004 UmffATIONB: 1. Refer to applicable building code for required ventilation. 2. Weather Vent shall comply with the manufacturer's current published application Instnlctions and the requirements set forth in the applicable building code. 3. 'Etna acceptance is for installations over asphaltic shingle roofs only. 4. Weather Vent shall not be installed on roof mean heights greater than 33 feet. S. All products listed herein shall have a quality assurance audit in accordance with the Florida Building Code and Rule 9N-3 of the Florida Administrative Code. 6. All approved products listed herein shall be labeled and shall bear the imprint or identifiable marking of the manufacturer's name or logo, city. statk and following statement: "Miami -Dade County Product Control Approved" or the Miami -Dade County Product Control Seal as shown below: DRAwiNcs o • ROOF FLANGE NAIL PLACEMENT END OF THIS ACCEPTANCE NOA No.: 13-0814.08 Expiration Date: 04/13/19 Approval Date: 01123/14 Page 3 of 3 Florida Building Code Online 1 re Page i of 3 79VLP pQi'd uaY, /Ti.Or"O:.c prry OI Il10".« c0ev,:34t`GN Flo & DOM ICI BaS Home I Lop in I User Registration . Hot Toplis I Subrrdt SwchNarge i s a Bus nes Product ApprovalssiProeal ®t,sEa.P U=er Regulation P[ Ooun M AOoll[Atlon Sean: > Aeolicatbn Ust > Appllntlon petdl 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 MiTek Industries, Inc. Address/ Phone/Email 14515 North Outer Fourty, Drive Suite 300 Chesterfield, MO 63017-5746 314) SS1-7480 Ext7480 dwertomil. com Authorized Signature David Wert david. c.wert«mil.com Technical Representative David Wert Address/ Phone/Email 14515 North Outer Fourty Drive Suite 300 Chesterfield, MO 63017S746 314) 851-7480 dwert@mli. com Quality Assurance Representative David Wert Address/ Phone/Email 14515 North Outer Forty Suite 300 Chesterfield, MO 63017 314) 851-7480 dwert@mll. com Category Structural Components Subcategory Truss Plates Compliance Method Evaluation Report from a Product Evaluation Entity Evaluation Entity [CC Evaluation Service, LLC Quality Assurance Entity Quality Auditing -Institute Ltd. Quality Assurance Contract Expiration Date 12131/201S Validated By ICC Evaluation Service, LLC. Certificate of Independence FI 2 t o7 RS COICertificate of Independence for Evaluation.odf Referenced Standard and Year (of Standard) 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`/o2bbkf... 7/20/2015 Florida Building Code Online Page 2 of 3 Product Approval Method Method 1 Option C Date Submitted 06/11/2015 Date Validated 06/30/2015 Date Pending FBC Approval Date Approved 07/05/2015 Summary of Products FL 1t I Model, Number or Name Description 2197.1 M18SHS 18 ga. super high strength truss connector plate Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL2197 RS 11 Installatl"eSR-1988 ADril2011.Ddf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: Can use HVHZ per ICC-ES ESR-1988 Supplemental FL2197 RS AE ESR 1988.odf for the Florida Building Code 2197.2 IMII 16 16 ga. truss connector plate Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL2192 RS I Installa IonESR-1311 Nov2011.od1 Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: Can use HVHZ per ICC-ES ESR-1311 Supplemental EL?J_W RS AE ESR-1311.odf for the Florida Building Code 2197.3 MTIBHS 18 ga. high strength truss connector plate Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL2197 RS It InstallatlonESR-i988 Aori12011.odf' Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other. Can use HVHZ per ICC-ES ESR-1988 Supplemental FL7197 RS AE ESR-1988.odf for the Florida Building Code 2197.4 MT20 20 ga. truss connector plate Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL2197 RS It IristallatlonESR-1988 Aoril2011.Ddf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: Can use HVHZ per [CC -ES ESR-1988 Supplemental FL2197 RS AE ESR-1988.adf for the Florida Building Code 2197.5 MT20HS 20 ga. high strength truss connector plate Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL2197 RS It InstallatlonESR-1311 Nov201]ig f Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: Can use HVHZ per ICC-ES ESR-1311 Supplemental FL2197 RS AE ESR-1311.odf for the Florida Building Code. Q Moat Contact us :: 1e40 MCRh Monroe Street Tallahassee FL 3_r199 Phones SS0•487.1824 The State of Florida Is an AA/EEO employer. comfight 2007-2013 State er fforlda.:: Privacy Statement .:'Acscsib"Iti, Stalkneat : Refund Statement Under Florida law, email addresses are pudic records. If you do not want your a -mall address released in response to a public -records request, do not send ekctronlc mall to this entity. Instead, contact the office by phone or by traditional mall. It you have any questions, please contact 050.e87.139S. -Pursuant to Section 4S5.275i1). Florida Statutes, effective October 1, 2012, Ilceneaes licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emalls provided may be used for official communication with the licensee. however etriad addresses are public record. It you do not wish to supply a Personal address, please provide the Department with an email address which can be nude available to the public. To determine if you are a licensee under Chapter 4S5. F.S., please dick bed=. Product Approval Accepts: aSML=7® https://www. floridabuilding.org/prlpr_app_dtl.aspx?param=wG EV XQwtDgvrTEx°/D2bbkf... 7/20/2015 Florida Building Code Online Page 3 of 3 https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEV XQwtDgvrTEx%2bbkf ... 7/20/2015 Excerpt from ICC-ES ESR-1311, Revised November 2011 INSTALLATION All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. Trusses must be assembled within the tolerances specified in ANSI/TPI 1, Chapter 3, Quality Criteria for the Manufacture of Metal - Plate -Connected Wood Trusses. Excerpt from ICC-ES ESR-1311, Revised November 2011 INSTALLATION All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. Trusses must be assembled within the tolerances specified in ANSI/TPI 1, Chapter 3, Quality Criteria for the Manufacture of Metal - Plate -Connected Wood Trusses. DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES SECTION: 0617 53—SHOP-FABRICATED WOOD TRUSSES REPORT HOLDER: MITEK INDUSTRIES, INC. 1451S NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 EVALUATION SUBJECT: MITEK° TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS AND MT20HSTM ICC _ ICC ICC A PMG: :LISTED, Look for the trusted marks of Conformity) 2014 Recipient of Prestigious Western States Seismic Policy Council till WSSPQ Award in Excellence" ASubsidiary of aitn Ionatoy ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not °Cn* specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a ' re im lie \ recommendation for its use. There is no warranty by lCC Evaluation Service, I,I,C, express or p d as ror e.win to any finding or other matter in this report, or as to any product covered by the report.,°d Copyright © 2015 IMES Evaluation Report ESR-1311 Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.orsl 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the Intemational Code Council® DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 0617 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14615 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mll.com EVALUATION SUBJECT: MiTeke 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 Intemational Building Code° (IBC) 2012. 2009. 2006 International Residential Code® (IRC) 2013 Abu Dhabi Intemational Building Code (AOIBC)t tThe AOIBC is based on the 2009 IBC. 2009 IBC code soaions referenoed In this report are the same sections in the A0I8C. 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 MiTeke M46 and Mil 16: Model M-16 and Model MII 16 metal truss connector plates are manufactured from minimum No. 16 gage 10.0575 inch total thickness (1.46 mm)). ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 1'/4-inch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTeke M-20 and Mil 20: Model M-20 and Model Mil 20 metal truss connector plates are manufactured from minimum No. 20 gage (0.0356 inch total thickness (0.9 mm)), ASTM A653 SS. Grade 40 steel, with a G60 galvanization coating (0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTeke M-20 HS, Mil 20 HS, and MT20HSTO: Models M-20 HS, Mil 20 HS, and MT20HSTIA 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'/4-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 onterlines 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 Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specljkally addressed. nor are they to he construed as on endorsement of the subject of the report or a recommendation for In use. There is no warranty by ICC Evaluation Service. U.C. express or implied. as to any finding or other natter in this report, or to to any product covered by the report._ Copyright 0 2015 Page ;,of 5 ESR-1311 1 Most Widely Accepted and Trusted Page 2 of 5 multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. 5.4 Trusses must be assembled within the tolerances specified in ANSUTPI 1, Chapter 3, Quality Criteria for the Manufacture of Metal -Plate -Connected Wood Trusses. 4.2 Allowable Design Values: Allowable design values for MiTeke metal truss connector plates to be used in the design of metal plate connected wood roof and floor trusses are shown in Tables 1 and 2 of this report. Allowable design values are applicable when the connection is made with identical plates on opposite sides of the joint. This evaluation report is limited to the evaluation of connection capacity of the MiTeke metal truss connector plates listed in this report The design, manufacture, and installation of trusses employing the truss plates have not been evaluated. Allowable values shown in Table 1 have not been adjusted for metal connector plates embedded in fire - retardant -treated or preservative -treated lumber. Proper adjustments must be made in accordance with the requirements indicated in a current ICC-ES evaluation report issued to the chemical treatment manufacturer. If the evaluation report does not contain information on the adjustments. the chemical manufacturer must be contacted for this information. Compliance with Section 2304.9.5 of the IBC and Section R317.3 of the IRC (Section R319.3 of the 2006 IRC) is also required. 6.0 CONDITIONS OF USE The MiTeke Industries metal truss connector plates described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 6.1 This evaluation report and the manufacturers published installation instructions, when required by the code official, must be submitted at the time of permit application. In the event of a conflict between the manufacturers published installation instructions and this document, the instructions in this document govern. 5.2 Each application for a building permit, using these metal truss connector plates, must be accompanied by documentation showing that the design, manufacture, and proposed installation conforms with the requirements of the applicable code. 5.3 This report establishes plate design values only. For items not covered by this report, such as truss design, fabrication, quality assurance and special inspection, refer to the applicable version of ANSIfrPI 1, engineering drawings and the applicable code. The design values (allowable lateral resistance values and effective tension and shear resistance allowable design values) used in the design of trusses, using MiTeke Industries metal truss connector plates, must not exceed those listed in Tables 1 and 2 of this report. Load combination reductions must be in accordance with the applicable code. 6.6 All lumber used in the fabrication of trusses using MiTeke Industries metal truss connector plates must be graded in compliance with the applicable building code and must have a moisture content not exceeding 19 percent at the time of assembly. Wet service factors from ANSIJTPI 1 Section 6.4 must be applied to the table values when the lumber moisture content exceeds 19 percent. Allowable values shown in the tables of this report are not applicable to metal connector plates embedded in either fire -retardant - treated lumber or preservative -treated lumber. 5.6 Metal truss connector plates must be installed in pairs, on opposite faces of truss members. 6.7 Galvanized G60 metal truss plate connectors subject to corrosive environments must be protected in accordance with Section 6.5 of ANSIfrPI 1. 6.8 MiTeke metal truss connector plates are manufactured in Saint Charles, Missouri; Tolleson, Arizona; Tampa, Florida; Edenton, North Carolina; and Bradford, Ontario, Canada. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSIJTPI 1. 6.2 Manufacturer's descriptive literature. 6.3 A quality control manual. 7.0 IDENTIFICATION The MiTeke connectors are identified by an imprint of the plate name embossed into the surface of the plate (for example, the M-16 plate is embossed'M-16'). Additionally, boxes containing the connector plates must be labeled with the MiTeke Industries name, the metal connector plate model, and the evaluation report number (ESR-1311). ESR-1311 1 Most Widely Accepted and Trusted Page 3 of 6 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (IbIWIPLATE) LUMBER SPECIES SG AA I EA AE EE M-16 AND MII 16 Douglas fir-4arch 0.5 176 121 137 126 Hem -fir 0.43 119 64 102 98 Spruce -pine -fir 0.42 127 82 75 107 Southern pine 0.55 174 126 147 122 M-20 and Mil 20 Douglas fir -larch 0.5 220 195 180 190 Hem -fir 0.43 185 148 129 145 Spruce -pine -fir 0.42 197 144 143 137 Southern pine 0.55 249 190 184 200 M-20 HS, Mil 20 HS and MT20HS Douglas fir -larch 0.5 165 146 135 143 Hem41r 0.43 139 111 97 109 Spruce -pine -fir 0.42 148 108 107 103 Southern pine 0.55 187 143 138 150 For SI: I Ibfin2 = 6.9 kPa. NOTES: Tooth holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of joint. 2AA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to load EE = Plate perpendicular to load. wood grain perpendicular to load Ni truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY FORCE DIRECTION M-16 AND Mil 16 M-20 AND Mil 20 M-20 HS, MI120HS AND MT20HS Efficiency Pounds/inch/Pair of Connector Plates Efficiency I Pounds/Inch/Pair of Connector Plates Efficiency Pounds/Inch/PaIr of Connector Plates Tension Values in Accordance with Section 5.4.4.2 of TPI-1 (Mlnlmum 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 with TPI-1 with a Deviation (see Section 5.4.9 (e)) Maximum Net Section Occurs over the Joint2 Tension ® 00 0.68 1945 0.62 1091 0.67 1716 Tension Q W 0.30 849 0.48 841 0.52 1321 Shear Values Shear @ 00 0.54 1041 0.49 574 0.43 761 Shear ® 300 0.61 1173 0.63 738 0.61 1085 Shear ® 600 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 Inch = 0.175 N/mm, 1 inch = 25.4 mm. NOTES: Minimum Net Section - A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line passes through a line of holes. 2Maxmmum Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specifed orientation. For these plates, this line passes through a section of the plate with no holes. ESR-1311 I Most Widely Accepted and Trusted Page 4 of 5 a 33a' 016r 6 4 mm 4 t mm ll M-169 M1116 0125• 0 25W 0125" 32mrn 64mm 32mn 000000000p 0000a0o000 0 In n 00000000000 1:00000000000 00000000000 x 00000000000 0 Qrl toemm H 0 38s" 9 3 rmn n 1 M-209 M 1120 FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (In Inches) ESR-1311 I Most Widely Accepted and Trusted Page S of 5 0.12V 0.2W O OW 0 sw 32}m}m d}lmtm 9`3—mm127{mm no and ono no ona ono mono ono ono J r—GOO onn Ono I0D0 0n0 Gan 0D0 0n0 000 WDTH M-20 HS, MII 20 HS, MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (in Inches) (Continued) IMES Evaluation Report ESR-1311 CBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.org 1 (800) 423-6587 1 (562) 699-0643 A Subsidiary of the Intemational Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14516 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MiTele TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, Mil 20, M-20 HS, M1120 HS, AND MT20HSr" 1.0 EVALUATION SCOPE Compliance with the following code: 2010 Califomia Building Code (CBC) Property evaluated: Structural 2.0 PURPOSE OF THIS SUPPLEMENT This supplement is issued to indicate that the MiTeke truss connector plates M-16. MII 16, M-20, Mil 20. M-20 HS, MII 20 HS, and MT20HS1. described in master report ESR-1311, comply with CBC Chapters 16, 16A, 17, 17A, and 23. when design and installation are in accordance with the international Building Codee provisions described in the master evaluation report and with Chapters 16, 16A, 17. 17A, and 23 of the CBC. This supplement expires concurrently with the master evaluation report, reissued in June 2015. lCC-LS Evaluation Reports ore not to be construed at representing aesthetics or any other attributes nut speclflcally addressed. nor are they to be ctowmed as an endorsement gt'the subject of the report or a reconmtendat/on for Its use. There is no warranty by 1CC Evaluation Service, LIZ. express or intplted as to anyfindtng or other malter to this report, or at to any product covered by the report Copydgrtt 0 2015 Page 1 of 1 IMES Evaluation Report ESR-1311 FBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.om 1 (800) 423-6587 1 (562) 699-0643 A Subsidiary of the Intemational Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mli.com EVALUATION SUBJECT: MiTekeTRUSS CONNECTOR PLATES: M-16, MII 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HSTM 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTek* Truss Connector Plates M-16, Mil 16, M-20, Mil 20, M-20 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: 2014 and 2010 Florida Building Code —Building 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTekeTruss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HSTM, described in Sections 2.0 through 7.0 of the master evaluation report ESR-1311, comply with the 2014 and 2010 Florida Building Code —Building and the 2014 and 2010 Florida Building Code —Residential, provided the design and installation are in accordance with the International Building Codee (IBC) provisions noted in the master report. Use of the MiTekeTruss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, Mil 20 HS, and MT20HSTM has also been found to be in compliance with the High -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For products 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. 1CC•LS Cvoluawn Reports are not to be construed as representing orsthetics or any other attribute$ not specifically addressed, nor are they to be construed as an endaaement of the subject of the report or a reconmtetdation for Its use. There is no +rarronty by ICC Cvoluation Service. UC, express or Implied as to arty finding or other nuttier In this report, or as to any product covered by the report. Copyright C 2015 Page 1 of 1 DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES SECTION: 0617 53—SHOP-FABRICATED WOOD TRUSSES REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 EVALUATION SUBJECT: MITEK® TRUSS CONNECTOR PLATES: M-161, MII 16, M-20, M1120, M-20 HS, MII 20 HS AND MT20HSTM MCI ICC ICC, C PMG. USTED Look for the trusted marks of Conformity) M 0NGW 02014 Recipient of Prestigious Western States Seismic Policy Council iuiNAnor WSSPQ Award in Excellence" A Subsidiary of coamomeli 1CC-f:S Evaluation Reports are not to be construed as representing aesthetics or any other attributes not °4 Ce: e""' specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a mrecommendationforitsuse. There is no warranty by 1CC Evaluation Service, L/.C, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. 'N='0=MnWA= Copyright O 2015 IMES Evaluation Report ESR-1311 Reissued June 2015 This report is subject to renewal June 2017. www.lcc-es.ora 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION- 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 0617 53--Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MITeO TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, MII 20, M-20 HS, Mil 20 HS, AND MT20HS"- 1.0 EVALUATION SCOPE Compliance with the following codes: 2012, 2009, 2006 International Building Code® (IBC) 2012, 2009, 2006 International Residential Code® (IRC) 2013 Abu Dhabi Intemational Building Code (ADIBC)t The ADIBC is based on the 2009 IBC. 2009 IBC code sections referenced In this report are the same sedans In the ADIBC. Property evaluated: Structural 2.0 USES wee metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTekm M-16 and MII 16: Model M-16 and Model Mil 16 metal truss connector plates are manufactured from minimum No. 16 gage [0.0575 inch total thickness (1.46 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating (0.0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 11/44nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MITek° M-20 and Mil 20: Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No. 20 gage (0.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTekm M-20 HS, Mil 20 HS, and MT20HS°1: Models M-20 HS, Mil 20 HS, and MT20HSTM metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)) and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/4-inch-by-I-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) tong 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 0.334nch-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, 1CC-FS F.voluailon Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed nor are they to be construed as an endorsement of the subject ofthe reprss or u rectmtntendmion for its use. There u no ,vorronry by !CC Evaluation Service, 1.14. express or Implied, as to onyfinding or other matter in this report, or as to any product cowed by the report. Copyright O 2015 Page 1 of a ESR-1311 I Most Widely Accepted and Trusted Page 2 of 6 multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. 6.4 Trusses must be assembled within the tolerances specified in ANSI/TPI 1, Chapter 3, Quality Criteria for the Manufacture of Metal -Plate -Connected Wood Trusses. 4.2 Allowable Design Values: Allowable design values for MiTek® metal truss connector plates to be used in the design of metal plate connected wood roof and floor trusses are shown in Tables 1 and 2 of this report. Allowable design values are applicable when the connection is made with identical plates on opposite sides of the joint. This evaluation report is limited to the evaluation of connection capacity of the MiTek* metal truss connector plates listed in this report. The design, manufacture, and installation of trusses employing the truss plates have not been evaluated. Allowable values shown in Table 1 have not been adjusted for metal connector plates embedded in fire - retardant -treated or preservative -treated lumber. Proper adjustments must be made in accordance with the requirements indicated in a current IMES evaluation report issued to the chemical treatment manufacturer. If the evaluation report does not contain information on the adjustments, the chemical manufacturer must be contacted for this information. Compliance with Section 2304.9.5 of the IBC and Section R317.3 of the IRC (Section R319.3 of the 2006 IRC) is also required. 5.0 CONDITIONS OF USE The MiTek* Industries metal truss connector plates described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 6.1 This evaluation report and the manufacturer's published installation instructions, when required by the code official, must be submitted at the time of permit application. In the event of a conflict between the manufacturer's published installation instructions and this document, the instructions in this document govern. 6.2 Each application for a building permit, using these metal truss connector plates, must be accompanied by documentation showing that the design, manufacture, and proposed installation conforms with the requirements of the applicable code. 5.3 This report establishes plate design values only. For items not covered by this report, such as truss design, 6.6 5.6 5.7 6.8 6.0 fabrication, quality assurance and special inspection, refer to the applicable version of ANSI/TPI 1, engineering drawings and the applicable code. The design values (allowable lateral resistance values and effective tension and shear resistance allowable design values) used in the design of trusses, using MiTek* Industries metal truss connector plates, must not exceed those listed in Tables 1 and 2 of this report. Load combination reductions must be in accordance with the applicable code. All lumber used in the fabrication of trusses using MiTek® Industries metal truss connector plates must be graded in compliance with the applicable building code and must have a moisture content not exceeding 19 percent at the time of assembly. Wet service factors from ANSI/TPI 1 Section 6.4 must be applied to the table values when the lumber moisture content exceeds 19 percent. Allowable values shown in the tables of this report are not applicable to metal connector plates embedded in either fire -retardant - treated lumber or preservative -treated lumber. Metal truss connector plates must be installed in pairs, on opposite faces of truss members. Galvanized G60 metal truss plate connectors subject to corrosive environments must be protected in accordance with Section 6.5 of ANSI/TPI 1. MiTek* metal truss connector plates are manufactured in Saint Charles, Missouri; Tolleson, Arizona; Tampa, Florida; Edenton, North Carolina; and Bradford, Ontario. Canada. EVIDENCE SUBMITTED 6.1 Data in accordance with the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1. 6.2 Manufacturer's descriptive literature. 6.3 A quality control manual. 7.0 IDENTIFICATION The MiTek* connectors are identified by an imprint of the plate name embossed into the surface of the plate (for example, the M-16 plate is embossed "M-16"). Additionally, boxes containing the connector plates must be labeled with the MiTek* Industries name, the metal connector plate model, and the evaluation report number (ESR-1311). ESR-1311 I Most Widely Accepted and Trusted Page 3 of 6 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Iblln2/PLATE) LUMBER SPECIES SG AA I EA AE EE M-16 AND Mil 16 Douglas fir-4arch 0.5 176 121 137 126 Hem-flr 0.43 119 64 102 98 Spruce -pine -fir 0.42 127 82 75 107 Southern pine 0.55 174 126 147 122 M-20 and MII 20 Douglas fir-4arch 0.5 220 195 180 190 Hem -fir 0.43 185 148 129 145 Spruce -pine -fir 0.42 197 144 143 137 Southern pine 0.55 249 190 184 200 M-20 HS, MII 20 HS and MT20HS Douglas fir4arch 0.5 165 146 135 143 Hem-flr 0.43 139 111 97 109 Spruce -pine -fir 0.42 148 108 107 103 Southern pine 0.55 187 143 138 150 For SI: 11b/inz = 6.9 kPa. NOTES: Tooth holding units = psi for a single plate (double for plates on both faces When applying to area on only one face). To achieve values, plates must be installed on opposite sides of joint. 2AA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to load EE = Plate perpendicular to load, wood grain perpendicular to load All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full-embedmerd rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses Into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY FORCE DIRECTION M-16 AND Mil 16 M-20 AND Mil 20 M-20 HS, Mll 20HS AND MT20HS Efficiency Poundstinch/Palr of Connector Plates Efficiency I PoundslinchMair of Connector Plates Efficiency I Poundstinch/Palr 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 @ W 0.36 1013 0.47 820 0.48 1219 Tension Values In Accordance with TPI-1 with a Deviation [see Section 5.4.9 (e)] Maximum Net Section Occurs over the Joint' Tension @ 00 068 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 @ 300 0.61 1173 0.63 738 0.61 1085 Shear @ 600 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 0.46 644 0.3 537 For SI: 1 Ib/inch = 0.175 N/mm, linch = 26.4 mm. NOTES: Minimum Net Section -A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line passes through a line of holes. 2Maximum Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. ESR-1311 I Most Widely Accepted and Trusted Page 4 of 6 o 3W' 0 for o.nr 44mm 41Ron l000mmm H ti I I 1 1 M-16, M1116 o 1w 0 260" 0.123- 0 3es, 3.}2}omn 0 44-m}m 3 2}mm 9 00004000o 000000000000 000000000000 j: n0000000000o 000900000000 000600000000 M-20, M 1120 FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (in Inches) ESR-1311 I Most Widely Accepted and Trusted Page 6 of 6 0.126' 0 251r 0 5W 0 383 32{m{m 84mtm 93 mm12.7mm 0o boo ODD 0o 00o 000 000 00o 000 J 000 00o Ono 000 OOo OOO f goo 00o OOO VMDTH M-20 HS, Mil 20 HS, MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (In Inches) (Continued) IMES Evaluation Report ESR-1311 CBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.orst ( (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 17 63—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14516 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MiTeke 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 code: 2010 California Building Code (CBC) Property evaluated: Structural 2.0 PURPOSE OF THIS SUPPLEMENT This supplement is issued to indicate that the MiTeke truss connector plates M-16, Mil 16, M-20, MII 20. M-20 HS, Mil 20 HS, and MT20HS" . described in master report ESR-1311, comply with CBC Chapters 16, 16A, 17. 17A, and 23, when design and installation are in accordance with the International Building Codee provisions described in the master evaluation report and with Chapters 16. 16A, 17. 17A, and 23 of the CBC. This supplement expires concurrently with the master evaluation report, reissued in June 2015. ICC-FS Evaluation Reports are not to be construed at representing aesthetics or any other attributer not specnftcully addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendouon jar its use. There is no warranty by ICC Evaluation Service. L.C. express or Implied as to any finding or other matter in this report or as to any product covered by the repo". +_S Copyright 0 2015 Pogo 1 of 1 ICC-ES Evaluation Report ESR-1311 FBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.1cc-es.om 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the Intemational Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 63—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mil.com EVALUATION SUBJECT: MiTekeTRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, MII 20, M-20 HS, Mil 20 HS, AND MT20HSTIA 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTee Truss Connector Plates M-16. MII 16, M-20, Mil 20. M-20 HS, MII 20 HS, and MT20HSTe, 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 MTekeTruss Connector Plates M-16, Mil 16. M-20, Mil 20, M-20 HS, Mil 20 HS, and MT20HST", described in Sections 2.0 through 7.0 of the master evaluation report ESR-1311, comply with the 2014 and 2010 Florida Building Code —Building and the 2014 and 2010 Florida Building Code —Residential, provided the design and installation are in accordance with the international Building Code° (IBC) provisions noted in the master report. Use of the MiTeeTruss Connector Plates M-16, Mil 16, M-20, MII 20, M-20 HS. Mil 20 HS. and MT20HSTe 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 SN-3, verification that the teport 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-F.S Evaluation Reports are not to be Construed as representing aesthetics or any other attributes not spectfkally addressed. nor are they to be Construed at an endorsement of the subject of the report or a recommendation for Its use. There B no warrenry by ICC Aoltation Service. I1.C. espreu Or implied at to anyfinding or other molter to this report or at to any product Covered by the report. Z.X : Copyright 0 2015 Page 1 of 1 DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES SECTION: 0617 53—SHOP-FABRICATED WOOD TRUSSES REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 EVALUATION SUBJECT: MITEK® TRUSS. CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, Mil 20 HS AND MT20HSTM ICC ICC ICC J:] i Mr., LISTED. Look for the trusted marks of Conformity t`=- rINr 2014 Recipient of Prestigious Western States Seismic Policy Council EO 3 WSSPCJ Award inExcellence" A Subsidiary of o"can arICC- ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as rs r.ri rwv.. to any finding or other matter in this report, or as to any product covered by the report. 1001C'°0A1tl1O1 Copyright © 2015 IMES Evaluation Report ESR-1311 Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.ong 1 (800) 423-6687 1 (562) 699-0643 A Subsidiary of the International Code Council® DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 0617 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14616 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MITekm TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, 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) 2012. 2009, 2006 Intemational Residential Code® (IRC) 2013 Abu Dhabi Intemational Building Code (ADIBC)t tThe ADISC Is based on the 200918C. 2009 IBC code sections referenced in this report are the same sections In the ADIBC. Property evaluated: Structural 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTek® M-16 and Mil 16: Model M-16 and Model Mil 16 metal truss connector plates are manufactured from minimum No. 16 gage [0.0575 inch total thickness (1.46 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm). and lengthwise in 11/4-inch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MITek° M-20 and Mil 20: Model M-20 and Model M1120 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 0.334nch4ong (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 MT20HS'm: Models M-20 HS, Mil 20 HS. and MT20HSOA metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/44nch-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 0.254nch-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 oenterlines 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, 1CC-FS Evaluation Repoas are not to be construed at representing aesthetics or any other attributes not specyscally addressed nor are they to be construed im as an endorsement ofthe subject ofthe report or a recommendation for its use, There B no warranty by ICC Evaluation Service, U.C. express or implied as No to airy finding or other matter in this report. or as to any product covered by the report Copyright 0 2015 Page 1 of 6 ESR4311 I Most Widely Accepted and Trusted Page 2 of 5 multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. 6.4 Trusses must be assembled within the tolerances specified in ANSI/TPI 1, Chapter 3, Quality Criteria for the Manufacture of Metal -Plate -Connected Wood Trusses. 4.2 Allowable Design Values: Allowable design values for MiTeke metal truss connector plates to be used in the design of metal plate connected wood roof and floor trusses are shown in Tables 1 and 2 of this report. Allowable design values are applicable when the connection is made with identical plates on opposite sides of the joint. This evaluation report is limited to the evaluation of connection capacity of the MiTeke metal truss connector plates listed in this report. The design, manufacture, and installation of trusses employing the truss plates have not been evaluated. Allowable values shown in Table 1 have not been adjusted for metal connector plates embedded in fire - retardant -treated or preservative -treated lumber. Proper adjustments must be made in accordance with the requirements indicated in a current ICC-ES evaluation report issued to the chemical treatment manufacturer. If the evaluation report does not contain information on the adjustments, the chemical manufacturer must be contacted for this information. Compliance with Section 2304.9.5 of the IBC and Section R317.3 of the IRC (Section R319.3 of the 2006 IRC) is also required. 6.0 CONDITIONS OF USE The MiTeke Industries metal truss connector plates described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 6.1 This evaluation report and the manufacturers published installation instructions, when required by the code official, must be submitted at the time of permit application. In the event of a conflict between the manufacturers published installation instructions and this document, the instructions in this document govern. 6.2 Each application for a building permit, using these metal truss connector plates, must be accompanied by documentation showing that the design, manufacture, and proposed installation conforms with the requirements of the applicable code. 6.3 This report establishes plate design values only. For items not covered by this report, such as truss design, 5.5 6.6 6.7 5.8 fabrication, quality assurance and special inspection, refer to the applicable version of ANSI/TPI 1, engineering drawings and the applicable code. The design values (allowable lateral resistance values and effective tension and shear resistance allowable design values) used in the design of trusses, using MiTeke Industries metal truss connector plates, must not exceed those listed in Tables 1 and 2 of this report. Load combination reductions must be in accordance with the applicable code. All lumber used in the fabrication of trusses using MiTeke Industries metal truss connector plates must be graded in compliance with the applicable building code and must have a moisture content not exceeding 19 percent at the time of assembly. Wet service factors from ANSI/TPI 1 Section 6.4 must be applied to the table values when the lumber moisture content exceeds 19 percent. Allowable values shown in the tables of this report are not applicable to metal connector plates embedded in either fire -retardant - treated lumber or preservative -treated lumber. Metal truss connector plates must be installed in pairs, on opposite faces of truss members. Galvanized G60 metal truss plate connectors subject to corrosive environments must be protected in accordance with Section 6.5 of ANSI/TPI 1. MiTeke metal truss connector plates are manufactured in Saint Charles, Missouri; Tolleson, Arizona; Tampa, Florida; Edenton, North Carolina; and Bradford, Ontario, Canada. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSIJTPI 1. 6.2 Manufacturer's descriptive literature. 6.3 A quality control manual. 7.0 IDENTIFICATION The MiTeke connectors are identified by an imprint of the plate name embossed into the surface of the plate (for example, the M-16 plate is embossed 'M-16'). Additionally, boxes containing the connector plates must be labeled with the MiTeke Industries name, the metal connector plate model, and the evaluation report number (ESR-1311). ESR4311 I Most Widely Accepted and Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ib/in'/PLATE) LUMBER SPECIES SG AA EA AE EE M-16 AND Mil 16 Douglas fir -larch 0.5 176 121 137 126 Hem-flr 0.43 119 64 102 98 Spruce -pine -fir 0.42 127 82 75 107 Southern pine 0.55 174 126 147 122 M-20 and Mil 20 Douglas fir -larch 0.5 220 195 180 190 Hem -fir 0.43 185 148 129 145 Spruce -pine -fir 0.42 197 144 143 137 Southern pine 0.55 249 190 184 200 M-20 HS, Mil 20 HS and MT20HS Douglas 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: lib/in' = 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 FA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to load EE a Plate perpendicular to toad, wood grain perpendicular to load All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY FORCE DIRECTION M-16 AND Mil 16 M-20 AND Milt 20 M-20 HS, Mil 20HS AND MT20HS Efficiency Pounds/inch/Pair of Connector Plates Efficiency I Poundstinch/Pair of Connector Plates Efficiency Poundsfinch/Pair of Connector Plates Tension Values in Accordance with Section 5.4.4.2 of TPI-1 (Minimum Net Section over the Joint)' Tension @ 0° 0.70 2012 0.50 880 0.59 1505 Tension @ W 0.36 1013 0.47 820 0.48 1219 Tension Values in Accordance with TPI-1 with a Deviation (see Section 5.4.9 (e)) Maximum Net Section Occurs over the Joint: Tension @ 00 0.68 1945 0.62 1091 0.67 1716 Tension @ 906 0.30 849 OAS 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 @ 600 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 Inch = 0.175 N/mm, 1 inch = 25.4 mm. NOTES: Minimum Net Section - A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line passes through a line of holes. Maximum Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. ESR-1311 I Most Widely Accepted and Trusted Page 4 of S bImm 11mn 00000 000a 00000 o°o°o°o°a ooao o00000000 aoooo 1 worm I M-169 M1116 0125' 0 2W 0. 125' 3 2 mm 9! mflo 3 2 mr 00000p000p 0000000000 00000000000 1: 00000000000 00000000000 00000000000 I J 0. 42r 108m1m 1 1 M- 20, M 1120 FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (in inches) ESR-1311 1 Most Widely Accepted and Trusted Page 6 of 6 Q, I W 0.25W 0.WG* 0 365' 3.2mm 8.4mm 127mm 83mm goo A don Goo 000 ODD 0g00000DD r goo Don Ono J i goo OOD Ono Goo DO0 ODD VADTH M-20 HS1 MII 20 HS1 MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (In Inches) (Continued) IMES Evaluation Report ESR-1311 CBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.ora I (800) 423-6587 1 (562) 699-0643 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 17 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MiTekm TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, MII 20, M-20 HS, Mil 20 HS, AND MT20HS1" 1.0 EVALUATION SCOPE Compliance with the following code: 2010 California Building Code (CBC) Property evaluated: Structural 2.0 PURPOSE OF THIS SUPPLEMENT This supplement is issued to indicate that the MiTeko truss connector plates M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, and MT20HSTu. described in master report ESR-11311, comply with CBC Chapters 16, 16A, 17. 17A, and 23, when design and installation arein accordance with the Intemallonal Building Codem provisions described in the master evaluation report and with Chapters 16. 16A, 17, 17A, and 23 of the CBC. This supplement expires concurrently with the master evaluation report, reissued in June 2015. ICC- ES Pealuotion Reports are not to be construed as representing aesthetics or any other attributes notspecifically addressed. nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. 77tere is no ,vorramy by ICC Evaluation Service, L.C. express or implicit at a`z to any finding or other matter in the report, or as to any product covered by the report Copyright 0 2015 Page 1 or 1 IMES Evaluation Report ESR-1311 FBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.ora 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council` DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14516 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mli.com EVALUATION SUBJECT: MiTek®TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, MII 20, M-20 HS, Mil 20 HS, AND MT20HSTU 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTek® Truss Connector Plates M-16, Mil 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HSm, recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: to 2014 and 2010 Florida Building Code —Building 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MTeOTruss Connector Plates M-16, MII 16, M-20, Mil 20, M-20 HS, MII 20 HS, and MT20HSTm, described in Sections 2.0 through 7.0 of the -master evaluation report ESR-1311, comply with the 2014 and 2010 Florida Building Code —Building and the 2014 and 2010 Florida Building Code —Residential, provided the design and installation are in accordance with the International Building Code® (IBC) provisions noted in the master report. Use of the MiTekeTruss Connector Plates M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, and MT20HSTM has also been found to be in compliance with the High -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For products falling under Florida Rule 9N-3, verification that the report holder's quality assurance program is audited by a quality assurance entity approved by the Florida Building Commission for the type of inspections being conducted is the responsibility of an approved validation entity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. CC•n' Eraluonon Reports are not to be comiraed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as on endorsement of the subject of the report or a recommendarlon for in use. There is no warranty by 1CC F.voluotron Service. UZ, erpress or lmplled, as 1140 to any jlodmg or other matter In this report or as to mry product covered by the report. M—Z.4 L Copyright 0 2015 P.O. 7 of 1 DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES SECTION: 0617 53—SHOP-FABRICATED WOOD TRUSSES REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 EVALUATION SUBJECT: MITEK® TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS AND MT20HSTm ICC ICC ICC PMG L-ISTEO Look for the trusted marks of Conformity 2014 Recipient of Prestigious Western States Seismic Policy Council pi1tAWUl01Ut' WSSPC) Award in Excellence" A Subsidiary of cootauear CC -ES Evaluation Reports are not to be, construed as representing aesthetics or any other attributes not "COCA' @a "' specifically addressed, nor are they to he construed as an endorsement of the subject of the report or a G. recommendation jar its use. There is no warranty by iCC EvaluationService, /./.C, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. "0O1r« Copyright © 2015 ICC-ES Evaluation Report ESR-1311 Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 0617 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mil.com EVALUATION SUBJECT: MiTekm TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HSTM 1.0 EVALUATION SCOPE Compliance with the following codes: 2012, 2009, 2006 Intemational Building Code® (IBC) 2012, 2009. 2006 Intemational Residential Code® (IRC) 2013 Abu Dhabi Intemational Building Code (ADISC)t The AOIBC is based on the 2009 18C. 2009 IBC code sections referenced in this report are the same sections In the A0I8C. Property evaluated: Structural 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3A MiTeke 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 coaling 10.0005 inch thickness on each side (0.013 mm)) and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 11/4-inch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MITek° M-20 and Mil 20: Model M-20 and Model Mil 20 metal truss connector plates are manufactured from minimum No. 20 gage (0.0356 inch total thickness (0.9 mm)], ASTM A653 SS. Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)) and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered OA5 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 MITeke M-20 HS, Mil 20 HS, and MT20HSTM: Models M-20 HS, MII 20 HS, and MT20HSn`A metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)]. ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/ 4-inch-by-1 -inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.25-inch-wide (6.4 mm) strip of unpunched steel. The transverse 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 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, ICC-a Evaluation Rcpons are nor to be construed as representing oerthelles or any other attributes not speclfncally addressed. nor are they to be construed as an endorsement of the subject of the report or o recommendation for its use. Tlwre h no warranty by ICC &,oluallon Service, I.I.C. express or fmpfie4 as to arty finding or other maser in this report, or ar to any product covered by the report ®" Copyright 0 2015 b Pape 1 of 6 ESR4311 I Most Widely Accepted and Trusted Page 2 of 6 multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. 6.4 Trusses must be assembled within the tolerances specified in ANSI/TPI 1, Chapter 3, Duality Criteria for the Manufacture of Metal -Plate -Connected Wood Trusses. 4.2 Allowable Design Values: Allowable design values for MiTek® metal truss connector plates to be used in the design of metal plate connected wood roof and floor trusses are shown in Tables 1 and 2 of this report. Allowable design values are applicable when the connection is made with identical plates on. opposite sides of the joint. This evaluation report is limited to the evaluation of connection capacity of the MiTek* metal truss connector plates listed in this report. The design, manufacture, and installation of trusses employing the truss plates have not been evaluated. Allowable values shown in Table 1 have not been adjusted for metal connector plates embedded in fire - retardant -treated or preservative -treated lumber. Proper adjustments must be made in accordance with the requirements indicated in a current ICC-ES evaluation report issued to the chemical treatment manufacturer. If the evaluation report does not contain information on the adjustments, the chemical manufacturer must be contacted for this information. Compliance with Section 2304.9.5 of the IBC and Section R317.3 of the IRC (Section R319.3 of the 2006 IRC) is also required. 6.0 CONDITIONS OF USE The MiTek* Industries metal truss connector plates described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 This evaluation report and the manufacturers published installation instructions, when required by the code official, must be submitted at the time of permit application. In the event of a conflict between the manufacturers published installation instructions and this document, the instructions in this document govern. 6.2 Each application for a building permit, using these metal truss connector plates, must be accompanied by documentation showing that the design, manufacture, and proposed installation conforms with the requirements of the applicable code. 6.3 This report establishes plate design values only. For items not covered by this report, such as truss design, fabrication, quality assurance and special inspection, refer to the applicable version of ANSI/TPI 1, engineering drawings and the applicable code. The design values (allowable lateral resistance values and effective tension and shear resistance allowable design values) used in the design of trusses, using MiTek* Industries metal truss connector plates, must not exceed those listed in Tables 1 and 2 of this report. Load combination reductions must be in accordance with the applicable code. 5.5 All lumber used in the fabrication of trusses using MiTek* Industries metal truss connector plates must be graded in compliance with the applicable building code and must have a moisture content not exceeding 19 percent at the time of assembly. Wet service factors from ANSI/TPI 1 Section 6.4 must be applied to the table values when the lumber moisture content exceeds 19 percent. Allowable values shown in the tables of this report are not applicable to metal connector plates embedded in either fire -retardant - treated lumber or preservative -treated lumber. 6.6 Metal truss connector plates must be installed in pairs, on opposite faces of truss members. 5.7 Galvanized G60 metal truss plate connectors subject to corrosive environments must be protected in accordance with Section 6.5 of ANSI/TPI 1. 5.8 MiTek* metal truss connector plates are manufactured in Saint Charles, Missouri; Tolleson, Arizona; Tampa, Florida; Edenton, North Carolina, and Bradford, Ontario, Canada. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1. 6.2 Manufacturer's descriptive literature. 6.3 A quality control manual. 7.0 IDENTIFICATION The MiTek® connectors are identified by an imprint of the plate name embossed into the surface of the plate (for example, the M-16 plate is embossed'M-16'). Additionally, boxes containing the connector plates must be labeled with the MiTek* Industries name, the metal connector plate model, and the evaluation report number (ESR-1311).' ESR-1311 1 Most Widely Accepted and Trusted Page 3 of 6 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ib/ln'/PLATE) LUMBER SPECIES SG AA I EA AE EE M-16 AND Mil 16 Douglas fir larch 0.5 176 121 137 126 Hem -fir 0.43 119 64 102 98 Spruce-pine-fir 0.42 127 82 75 107 Southern pine 0.55 174 126 147 122 M-20 and MII 20 Douglas fir -larch 0.5 220 195 180 190 Hem -fir 0.43 185 148 129 145 Spruce -pine -fir 0.42 197 144 143 137 Southern pine 0.55 249 190 184 200 M-20 HS, MII 20 HS and MT20HS Douglas fir4arch 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: 1 Mitre = 6.9 kPa. NOTES: Tooth holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of Joint. AA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to load EE = Plate perpendicular to load. wood grain perpendicular to load All truss plates are pressed Into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY FORCE DIRECTION M-16 AND Mil 16 M-20 AND Mil 20 M-20 HS, Mil 20HS AND MT20HS Efficiency Poundannch/Pair of Connector Plates Efficiency I Poundstinch/Pair of Connector Plates Efficiency I Poundstinch/Pair of Connector Plates Tension Values in Accordance with Section 5.4.4.2 of TPI-1 (Minimum Net Section over the Joint)' Tension @ 00 0.70 2012 0.50 880 0.59 1505 Tension @ 900 0.36 1013 0.47 820 0.48 1219 Tension Values in Accordance with TPI-1 with a Deviation (see Section 5.4.9 (e)j Maximum Net Section Occurs over the Joine Tension @ 00 0.68 1945 0.62 1091 E6:7:= 1716 Tension @ W 0.30 849 0.48 841 0.52 1321 Shear Values Shear @ 0' 0.54 1041 0.49 574 0.43 761 Shear @ 30° 0.61 1173 0.63 738 0.61 1085 Shear @ 600 0.73 1402 0.79 936 0.67 1184 Shear @ W 0.55 1055 0.55 645 0.45 792 Shear @ 1200 0.48 914 0.42 490 0.34 608 Shear @ 150° 0.35 672 0.46 544 0.3 537 For SI: 1 Inch = 0.175 N/mm. 1 inch = 25.4 mm. NOTES: Minimum Net Section -A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line passes through a line of holes. Waximum Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. ESR-1311 I Most Widely Accepted and Trusted Page 4 of 6 0 33V 0 l rr 61mm d 1MA O OD0 0 0 OD000 0 0 0 0 V-E 0 O0 C0 00 0 0 o00000000 aoooa I M-16, M1116 0125' 0 2W 0 125' 32mni Gomm 32mn 000000000000 n00000000000 000000000000 U W J f r 000000000000 000000000000 0000,00000000 0 42r tOsmm 1 10365, 93mm n 1 M- 209 M 1120 FIGURE 1— APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES ( In Inches) ESR-1311 I Most Widely Accepted and Trusted Page 6 of 5 O 12V 0.2W 0.300" 0 366' 32}m}m 6}4 {mm {127mm 933mme goo Don ono Innn An An fl- J A goo Goo 000 000 000 000 M-20 HSI MII 20 HSI MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (In Inches) (Continued) ICC-ES Evaluation Report ESR-1311 CBC Supplement Reissued June 2015 This report is subject to renewal June 2017. vtnivw.icc-es.om I (800) 423-6587 I (562) 69MS43 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M46, MII 16, M-20, Mil 20. M-20 HS, Mil 20 HS, AND MT20HSTM 1.0 EVALUATION SCOPE Compliance with the following code: 2010 California Building Code (CBC) Property evaluated: Structural 2.0 PURPOSE OF THIS SUPPLEMENT This supplement is issued to indicate that the MiTeke truss connector plates M-16, Mil 16, M-20, Mil 20. M-20 HS, MII 20 HS, and MT20HSTm, described in master report ESR-1311, comply with CBC Chapters 16, 16A, 17. 17A, and 23, when design and installation are in accordance with the International Building Code® provisions described in the master evaluation report and with Chapters 16, 16A, 17, 17A, and 23 of the CBC. This supplement expires concurrently with the master evaluation report, reissued in June 2015. lrr-F-C Evaluation Reports are not to be construed as representing oesthetics or any Other attributes nut speclfteally addressed, nor are they to be construed as an endorsement of the subject ojthe report Or a recommendation for lu use. 7herc Is no warranty by ICC Evaluation Service. 1J.C, express or implied, as to any finding or other natter In this report, or at to any product covered by the report. Ls n =,.=-s Copyright 0 2015 Page 1 of 1 U ICC-ES Evaluation Report ESR-1311 FBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.org 1 (800) 423-6587 1 (562) 69"543 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. 14615 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MITOOTRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mil 20, M-20 HS, M1120 HS, AND MT20HSTM 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTek® Truss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, 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: 2014 and 2010 Florida Building Code —Building 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTekeTruss Connector Plates M-16, MII 16, M-20, Mll 20. M-20 HS, Mil 20 HS, and MT20HSTM, described in Sections 2.0 through 7.0 of the master evaluation report ESR-1311. comply with the 2014 and 2010 Florida Building Code —Building and the 2014 and 2010 Florida Building Code —Residential, provided the design and installation are in accordance with the International Building CodO (IBC) provisions noted in the master report. Use of the MiTekeTruss Connector Plates M-16, Mil 16. M-20, M1120. M-20 HS, Mil 20 HS, and MT20HSfs 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-F.S Evaluation Reports are not to be construed as reprcseNing aesthetics or any other attributes not spec y7cally addressed. nor are they to be construed as an endomement of the subject afthe report or a recommendation for its use. There is no tratranty by ICC Evaluation Seri -see, LLC. express or implied. as ' to airy finding or other matter in thL report, or as to any product covered by the report. =OQ ^- = Copytight 0 2016 Page 1 & 1 QFloridaBuildingCodeOnline V `' 1 ` -F Page I of 2 i i Business Professional Regulation Rolla W id acts mom I Lag In I user Registration i Hot Topics I Subadt Surcharge I sins a Facts I Publtations I FBC Staff 1 acts Site Map I Wks I Search Bus`i ne s/ Product Approval Professi al *USER: Public US& Regulation Prodk+t at Aeoak.tlnn via > Asol"Wn List > Application oatan FL 0 FL14239-R3 t Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer BMP International Inc. Address/Phone/Email 4710 28th Street N St. Petersburg, FL 33714 727) 458-0544 benmeng8Oyahoo.com Authorized Signature Xianbin Meng benmeng8@yahoo.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Emall Category Structural Components Subcategory Anchors Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer I!ri Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Frank L. Bennardo, P.E. the Evaluation Report Florida License PE-0046549 Quality Assurance Entity National Accreditation & Management Institute Quality Assurance Contract Expiration Date 12/31/2018 Validated By Ted Berman, PE N?i Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Standard Year ASTM D1761-06 2006 ASTM D1761-88 2000 Florida Licensed Professional Engineer or Architect FL14239 R3 Eouiv Eoulv.odf https://www. floridabuilding.org/prlpr_app_dti.aspx?param=wGEV XQwtDquDEJErtOSCei... 7/20/2015 Florida Building Code Online Page 2of2 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products Method 1. Option D 04/23/2015 04/30/2015 05/06/201S 06/23/201S FL P Model, Number or Name Description 14239.1 Slotted Steel Tie -Down Clips, 1" Steel Tie -Down Clip System (for Use with Mechanical Units and 2" Models at Roof or Grade) Limits of Use Installation Instructions Approved for use in NVMi: Yes FL14 39 R3 It Dwo.odf Approved for use outside NVNi: Yes Verified By: Frank L Bennardo, P.E. 0046549 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: This design provides allowable capacities for the FL14239 R3 AE Eval.odf system. The required site -specific design pressure (demand) Created by Independent Third Party: Yes shall be calculated by others for use with this design. contact 5 :: 1940 HOdh Honroe ttree(. Ta11ah1Kse! Fl• 1270o Phone, 8S0.411`74824 The State of Florida is an AA JEEO employer. Pw....d& 2007.20111 Date of Florida.:: PrWan Statement :: 60jM&jl1X5I&I2= :: BdYffiSiitlffflOt Under Florlds law, email addresses are public records. H you do not want your e-mail address released In response to a pubik-records request. do not send elscUtink mar to this entity. Instead. contact the office or Crone or by traditional mall. It you have any 4weSbonS, plea sd conta0.111S0.487.13". •Pursuant to section 4SS.27St 11, fbrida statutes. e1`1461110 Ott**W 1. 2012, lkensees licensed under Chapter 4SS. F.S. must provide the Depa tlneet with an emar address If they have one. The ana05 0mvtded may be used for OWXW cortatuadGtbn with the UtenLee. tbwever email addresses are public record. If YOU 00 clot wish to Supply a personal address. 0110M provide the oeparvaent with an small address which Can be (lade available to the publre. To determine If you are a licensee WrierChatter4SS: PS.. please dick btm_ Product Approval Accepts: a ®® aCl'4f11\'NI'I wrr'\ https://www. floridabuilding.orblprlpr_app_dtl.aspx?param=wGEVXQwtDquDEJErtOSCei... 7/20/2015 BMP INTERNATIONAL, INC. MECHANICAL UNIT STEEL TIE -DOWN CLIP: AT GRADE & ROOF -TOP MOUNTED APPLICATIONS I CENTER OF GRAVITY ASSUMED TO ACT AT THE t •• GEOMETRIC CENTER OF THE uMECMAN)CAl UNIT. MECHANICAL UNIT MUST BE SQUARE OR RECTANGULAR. x m NO IRREGULAR SHAPES. N , OW 1 rtv. DST STRUCTURE DESIGN BY OTHERS SEE DESIGN'S SCHEDULES FOR ALLOWABLE SUBSTRATES MECHANICAL UNIT 75LO MIN. WEIGHT, MECHANICAL UNIT PER SEPARATE 1 CERTIFICATION, TYP. a• 1 ? CENTER OF SEE DESIGN 1 SCHEDULE FORGRAVITY'S MAXIMUM SURFACE AREA AND DESIGN PRESSURE, TYP. 2 STEEL nE-DOLVN CLIPS, 1,2 SEE DETAIL 113 B. 2/3 S FOR CUP INFORMATION 3 TYP. i>< 3*4MAX- Typ., i NAZI 1CAX TYP yL,GN TYP. GEL i TIE -DOWN ISOMETRIC TYPE Of CLIP AND ATAMDER OF CUPS 1 1• . I'-0• ISOMETRIC PER CORNER WILL VARY PER CONNECTION TYPES CI•CA ON SHLR 3 TIE -DOWN CLIP DIRECTIVE ERE XAMPLE MAXIMUM ALLOWABLE _ HEIGHT, _ GIVEN MECHANICAL UNIT TNGHAT. CONFORMS PLE TOTHE DIIMIINtINNSIONAESTRICIIONS DTO INEIKEDESIGN CRITERIALISTED HEREIN. SEE SHEETINSTALLATION FOR DESIGNSCMMAEL) MECHANICAL UNIT CRITERIA: CONSIDER THE INSTALtAT10H OF I I) MECHANICAL UNIT WITH THE FOLLOWING CRFTYRIM VUX•17D MPH, EXPOSURE lY AO' TALL* AB' DEED I A!- WIDE. ROD L! (WEIGHT AS VERtITE BY OTHERS) INSTALLED TO 3000 PSI MIN CONCRETE WITH (1)•2- CLIP AT EACH CORNEA OF UNIT (TOTAL OF (A) CUPS) AIfM I Inc v r_••—• PROCEDYR! l7Ti RlSUL7 1 DETERMINE THE CONNECTION TYPE EASED OM THE DIAGRAMS ON SHM 2 1 CONNECTION TYPE I 7MS INSTALLATION IS INTENDED FOR A VUR-170 MPM, EXPOSURE ES: CSURE'B. INNSOGN2DETERMINEWHICH DESIGN SCHEDULE TABU! TO USE CpREAIA CORRESPONDS TO TABLE S DETE1C ,ENE LARGEST FACE AREA or MECHANICAL UNIT TO 0E INSTALED 46-8-A6R• THIS UNIT HEIGHT OF AB- IS EQUAL TO THE MAXIMUM ALLOWABLE HEIGHT OF S!', NOTP THIS PRODUCT APPROVAL ALLOWS THE UNIT TO W INSTALLED ON 701 CHECK MM14UP UNIT HEIGHT REMCTIOM OPAN A/C STAND MAT IS MAYINUN lO- TALL IPAN A/C STAND II LITRES p!!CR 70 S!! THAT M! STMD GOESNOT /JTCilD 7D-IN HEIGHT ERASER gn111UM lT sHID7N II HIT Wlbtk 114r WHICH GREAIEAEH4M TWO IIRRIMUM ALLOWABLE W101M THIS UNIT MAY BE INSTALLED A. ROOF HEIGHTS LESS THAN OR EQUAL TO IS FT. ADDITIONALLY, THIS UNIT MAY BE INSTALLED ON AM -TOP HEIGHTS GREATER 6 DFERMINE THE ALLOWABLE ROOFTOP HEIGHT OF THB INSTALLATION THAN 60FI AND LESS TWN 100 FT. SEE (-) ON TABLE S FOIL THE NUMERICAL VALUES OF THIS DESIGN EXAMPLE DESIGN NOTES: THIS PRODUCT HAS BEEN DESIGNED IN ACCORDANCE WITH ASCE 7.10 AND 1ME WILDING COD! FOR USE WITHIN AND OUTSIDE THE HIGH VELOLI MURRICARE ZOI • INDICATED IN THE ACCOMPANYING DESIGN SCHEDULES. THE DESIGN CRITERIA USE 6 CALCULATE THE ALLOWABLE ROOFTO HEIGHTS CONSIDERS ASCE 7•!0 SN?LTTON 29.5.E FOR ROOF TOP MEGHTS (M) S60 FT AND SECT1OU 29.S TOR ~OOP TOP HEIGHTS (1)>60 FT SECTIO" ".•.1 FOR IMSTAILATIONS AT GRADE (GG1rP-I.tO NITHINTM MVHZ, GCH ;1.90 OUTSIDE T"! ."C. (GC+_ !1S FOR Au LouTFOMS (IJ<IIARENT), t a'` L Au TRIER DESIGNVARIABLESAREOIAaywAa,c WFIN ASO 7•t0 OINTELS M O 444x THE HEIGHTS LISTED111MEDESIGNSCHEDULESREPRESENTTHEALLOWABLENEIGHOFZWn0' o THE BUILDING THISPRODUCTAPPROVALALLOWSFOREACHUNITTOBEINSTALLEDONAIW.T MAXIMUM 3WTALLMCSTAND (CERTIFICATION 61 OTHERS) ON TOP OF THE HEIGHTS III W 7 LISTS IN TIE DESIGN SCMEDIR6. N C GENERAL NOTES: f o 1. THIS PRODUCT HAS BEEN DESIGNED AND SMALL BE FABRICATED IN ACCORDANCE WITH THE REQUIREMENTS OF IRE FLORIDA WILDING OWE 6 ASO 7-tD. THIS PRODUCT MAY BE USED WITHIN AND OUTSIDE THE HIGH VELOCITY HUMUCANE ZONE. 2. NO 33• In% INCREASE IN ALLOWABLE STRESS HAS BEEN USED IN THE DESIGN OF THIS SYSTEM• 3. DESIGN IS BASED ON CLIENT PROVIDE PRODUCT AND DIE SHEETS FROM TEST . REPORTS 1R 01410] B7A. P i41gj9]70 BY IESTNC EVALUATION LABORATORIES, INC. ND SUOSETIUf10NS WITMWT'"RJTTEN- APPROVAL BY IMPS ENGINEER SHAH BE ERMITTED. J Z A. MAXIMUM B MIMPHU14 DIMENSIONS AND MINIMUM WEIGHT OF MECHANICAL UNIT SHALL F z COMFCRN TO SPECIFICATIONS STATE HEREIN. ALL MECHANICAL SPCUFIGTIONS a jt 1. ICLEAR SPACE TONNAGE, ER.) SMALL BE AS PER MAMIFACRIM RECOMMENDATIONS O i x b A AND ARE THEEXPRESSRESPONSIBILITYOFTHECONTRACTOR. S. FASTENERS TO BE I2 X T.• OR GREATER SAE GRADE S UNLESS NOTE OTHERWISE C TAPDONS REFERRED TO HERON SHALL BE ITW BIBLDEX BRAND, CARBON STEEL ONLY, Q Nr N INSTALLED TO 3000 PSI MIN CONCRETE. SEE ARCHOR SCHEDULE FOR ANCHOR RE)UIPEMEMiS. ALL FASTENERS SMALL HAVE APPROPRIATE CORROSION PROTECTION C C t TO PREVENT ELECTROLYSIS. b 6. ALL STEEL CUPS SHALL BE ASFM A213 STEEL (GRADE D) VAIN FYP13 KSI OR BET16L 0: •• ff ALL STEEL MEMBERS SHALL BE PROTECTED AGAINST CORROSION WITH AN APPROVED L J e o COAT OF PAINT, EXAMEL OR 07HER APPROVE PROTECTION, C.90•IIATED COATING f t; REQUIRE FOR ALLCOASTALINSTALLATIONS, z 7. ALL CONCRETE SPECIFIED HEREIN IS NOT PART OF THIS CERTIFICATION, AS A MINIMUM. L,y ALL CONCRETE SHALL BE STRUCTURAL COACRETE.• MIN. THICK AND S•WLL IUVC MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI, UNLESS NOTED OTMERWIM a = 0. THE CONTRACTOR 15 RESPONSIBLE TO INSULATE ALL MEMBERS FROM DISSDIIWR MATERIALS TO PREVENT ELECTROLYSIS. m 9. ELECTRICAL GROUND. WMBF REWIRE, TO Be DESIGNED B INSTALLED By OTHERS. 10. THE ADEQUACY OF Am EXISTING STRUCTURE TO WITHSTAND SUPERIMPOSED (DADS SHALL d VERIFIED BT THE ONSM OCSTGH PROFESSICKU D IS NOT UICLUDED IN THIS CaMntAYFON.DICEPT AS EXPRESSLY PROVIDED HERSH, NO ADDITIONAL 11. IMF.SYSTEMDETAILED AFFIRMATIONS IS GENERIC ANDDOESNOT PROVIDE INFORMATION FOR ! Hg, • A SPECIFIC SITE. D t SITE CONDITIONS REGISTERED DIFFERENTFROM TILESHALLP CONDITIONSDETAILED HEIIEtP, • LICENSED lNGtNFJ: R OR REGISTERED ARCITTlCT SHALL PREPARE SIZE IG[ C ,II III RG SPECIFIC DOCUMENTS FORUSEMCONRRNCFIONWIT" THIS DOCUMENT. 12. WATER -TIGHTNESS OF EXISTING MOST SUBSTRATE SHALL Be THE FULL RESPONSIBILITY OF THE IVSTALUNG CONTRACTOR. COWMACIOR SMALL ENSURE THAT ANY REMOVE RC OR ALTERED WATERPROOFING MEMBRANE IS RESTORED AFTER FABRICATION AND e, INSIAILATIOiN OF STRUCTUREPROPOSEDHEREIN. THIS ENGINEER SMALL NOT Be RESPONSIBLE FOR AM WATER/ROOFING OR LEAKAGE ISSUES WHICH PLAY OCCUR AS WATER-TGHTMESS SHALL BE THE FULL RESPONSIBILITY OF THE INSTALLING CONTRACTOR 13. FOR AN EXPLANATION OF EXPOSURE CATEGORIES THAT ACCOMPANY THE VOL WIND SPEEDS USED IN THIS APPROVAL. SEE SECTION 26.7.) OF ASCE 7•10. 6y>•,r { 15-2378 9 ANCHOR SCHEDULE: a 1" CLIPS 2" CLIPS uNhtz z Y all lz Ir \ i 3• MA,( \ I I' cups TYP. r (21P5 4 I 3' MA)( 1 ' MAE rNAx ... •,• , 1 , 3•tAAxn.•L\°' M TV. SUBSTRATE DESOLtpnom j)-Sncro CAARON STM IT W BUILD" TAKDN. CONCRETE: 2Y•' FULL EMBCD TO 4• THICK MIN. CONCRETE A* "M 2000 PSI MIN.) EDGE DISTANCE, A'. SPACING TD ANY ADJACENT ANCHOR. t)•• 14 SAe GRADES UM' ALUMINUM• m METAL SCREW TO 10-12Y ALUMINUALUMINUM, PROVIDE (5) THICK. 60K1•Tt PIT MIN. MSTE5 NTH. ALUMINUM) TH REAO WANE STEEL; 1)•I 14 SAE GRADES 0.125• MIN. SHEET METAL SCREW TO THICK, 33 KS STEEL. PROVIDE (5) MIN. STEW MTCHES MIN. PAST THREAD MANE SUBlTRATt Daelamo"l * L' q•s/Itro CARBON Z TW wn DEX TAPCQ•%pi as3CONCRETE: A' THICK MIN. 30M PSI ION.) 2)Z' MALL EMBED TO Op)1(gETE. 3w mm. EDG! DIStAMCE, 2Y.- "In. y. OSPACINGTOANY ADJACENT ANCHOR. L u 9d AIUNNAIM: 0.125- IGN. 2)-.14 SAE GRADE S 53HElt METAL SCREY15 TO ALUMINUM. PRONDe (5) Z W d y§}$ ETHRE MiN. AST N W •, MIN, ALUM THREAD TLAnE I G t STEEL, 2)•A1I SAE GRADE S 0.125• MIN. SHEET METAL SCREWS TO THICK, 33 KSI STEEL, PROVIDE IS) 0' MIN. SO EEL) PITCHES HIM. PAST V THREAD MANE TVP. e I. EHBFDMlNT u1D COG! DLrIARCE lxCl1ADE5 FTNANCH . V A11UH' n • J z 2, ENSURE MINIMUM eWA DISTANCE AS NO IN ANCHOR SCHEWIe. Cl CONNECTION TYPE C 1 3• Sa DENHg ON SHEer 3 POR ANCHORS ATTAC J4 TOMEOIANICAL MM- Z CONNECTION TYPE C2 0 r!1• CUEACH P • UTIUZE (1) AT EACORNER FOR A TOTAL OF (•) PER UNIT 1CUP - U71LIZE (2) AT EACH CORNER FOR A TOTAL OF EBl PER UNIT Q a n t; W E\ UNIT WIDTH t\' • • CUP OFFSET 6' MA% Z I--•- GU PAIR SPACING I I CUP OFFSET I..1 REG a 3' TIP M.ECIANICAL m x u x C —} CLIP -CUP UNIT PER - PACING SEPARATE CERTIFICATION al, hit apt r CUPS TIP r CLIPS j• yA1t UO U N T F CUPS EA SIDE ' {I 3' NA)(- t , • M. - M. Of UNIT FOR A TOTAL IT B) P!R UNITiTiRTYP•.11•\; llt• Xr L. ¢ T NPIRWtPRIRLRn 15- 23' CONNECTION TYPE C3 CONNECTION TYPE C4 s ALTERNATE 8 CLIP DETAIL PLAN VIEW REAlA1 It P.Ke OOCRIR C3 r CUPS • tMLIZE ( 1) AT EACH COWff0. FOR A TOTAL OF V PEE -V-- C4 r cups • UTILIZE (2) AT EROI CWtMER FOR A TOTAL OF L) vFq uNfr j N.T.S. THIS DETAIL NAY BE USED AS AN ALTERNATE GEO4ETRIC PATTERN FOR All CONNECTION TYPES THAT UTILIZE (2) CUPS AT EACH CORNER FOR A TOTAL OF (S) CUPS PER 1 UNR. IQP FOR ANY CLIP LONGER THAN 10, MECHANICAL UNIT BY DTMM ALUMINUM 0.19' UTILIZE (S)- t 12 SAE HOUSING UNITS SMALL BE 6063•T6 MIN. 1r TYP. GRADE S SHEET ALUMINUM SHEET WITH ftV-30 KSI. 0.125' METAL SCREWS, TYP. MIN. THICKNESS, STEEL HOUSING UNITS (3)•112 SAE GRADE S SHEET 0.060• THICK V SMALL BE ASTM AM fy-33KSt MIN. METAL SCREWS FOR CUPS UP TO ASTM A283 0oSTEEL, GRADE 33, 22GA MIN. (t-0.0299'). S- LONG. UTIUZF (S)• t 12 SHEET STEEL 7W ie METAL SCREWS FOR CUPS OO a i , / LONGER THAN 5A. T THREE (S) 4 PITCHES MIN. PAST THREAD PLANE 3)• 012 SAE GRADE S , w o e ' ,/i / FOR EACH SMS, TYP. 0.068' THICK ASTM •. SHEET METAL SCAEVIS (- i'o B 3 4283 STEEL CUP, iYP. /:.• i" ANCHOR PER FOR CUPS UP TO S 2 I I4 UO 00.5EOF UNTT SWELL fI =: ANCHOR LONG. lRIU2E (S)-112 Y • BE FLUSH W1TM BASE I/ ' ! • 3. SCHEDULE SHEET METAL SCREWS I OF CLIP, NO SPACE FOR CUPS LONGER PERMITTED. TYP. ,• ! oe: THAN S. TYP. Iy ADHOLE A . f% f !I r SUBSTRATE PER B / J / ANCNM 0; 75' CUP ANCHOR / SCHEDULE SCHEDULE. SCHEDULE. TYP. /f (VARIES) 0 DIMENSION' S SIMILAR) 1" TIE -DOWN CLIP am3 ANCHOR DETAIL 1 1" CLIP ISOMETRIC DETAIL 3 r.I'-w DETAIL 3 N.T.S. ISOMETRIC CLIP IS OCSIGNEO FOR FULL CONTACT WITM THE BASE OF EACH MECHANICAL UNIT, TVP. o. Iss MECHANICAL UNIT BY OT•ERS, ALUMINUM HOUSING UNITS SHALL BE 6063•T6 MIN. ALUMINUM SHEET WITH Ry-30 XSI. 0.12.r (3)• t 12 SAE GRADE S SHEET MIN. THICKNESS, STEEL HOUSING UNITS METAL SCREWS FOR CUPS 4' 0. 072' OR x SHALL BE ASTM A653 Fy-33KSt MIN. 0. 11 r THICK {I } STEEL GRADE 33, 22GA MIN. (t-0.02997. ASTM A)RA LONG. UTILIZE N)•tt2 SMfET I,,, METAL SCREWS FOR CUPS LONGER THAN A-. PROVIDE (5) STEEL. TYP. A'A (3)-912 SAE GRADE S • PITCHES MIN. PAST THREAD PLANE SHEET METAL SCREWS .// < FOR CUPS P /• LONG. con, OR 0.113' " FOR EACH SMS, TYP. I UT1U2E (1)•I12 SHEET THICK ASTM AM / /! METAL SCREWS FOR STEEL CUP. TYP. (t) OR (2)AN010RS CLIPS LONGER THAN A', BASE OF UNIT SHALL PER ANCHOR BE FLUSH WITH BASE OF CUP. NO SPACE ' ^ 3JD' SCHEDULE PERMITTED. TYP. II 0 FOR TO / ' 1 SUBSTRATE PER WEUSE. ANCHORS, TYP. ;ANCHOR i% r%/ o/!S AEDULE37S' o. 7s •RM' All IV 0 2" TIE -DOWN CLIP a NCHOR DETAIL 1 O. SC 3 3• - Il-w DETAtt t0• 0'Sw CLIP IS DESIGNED FOR FULL FACTORY - MILLED Y.'O HOLES; y0•. CONTACT WITH THE BASE Of EACH UTILIZE ( 1) OR (1) ANMORS .+ L MECHANICAL VNIT, TYP. FROM r CUP AN04OR SCHEDVLE. TYP. oso- 2 2" CLIP ISOMETRIC DETAIL 3 N.T.S. ISOMETRIC to 15- 2378 I TABLE 1: Vult=175 MPH, EXPOSURE C FOR USE WITH A rdSK CATEGORY II STRUCTURE 11I THE HIGH VELOCITY HURRICANE ZONE-) ALLOWABLE RODF•70P HEIGIIT (h) TIE-OOWN CONFIGURATION TYPE MAIUN.VM SURFACEMEAOF UNIT UNIT Cl C2L C3 CA N UNITS LARGEST HEIGHT WIDTH FACE 6FP _ 2A'MAx I TY MIN 32' MAX IS• MIN WA At GRADE WA ATGRAOE, AT GRAD[ ' H_S20D FT AT GRADE N 160 FT91P AT GRADEHABOORHS30FT HS2ODFT 6FT' ATGRi • NSAOR AT GRADE • NfMl 9it' rAC MAX 2l•U.INWA 1 ATGMOEAt GRADE_MS 160E WA At GRADE AT GRADE HSAOFT 16 FT, WA - ATGRAOE N/A ATGRADE f 20 FP N!A At GRME N_/A AT GRADE isPT' WA At GRAD[ EJ/A J•ET GMOI- 60'MAX, AD'MIN 0 R' r• WA_ WA _ _ At GRAD! 36 R' WA N/A NIA AT GM. DE.( THISTABLE IS PERMISSIBLE TO SE USED WITHIN THE HVH2 WHICH CONTAINS BROWARD AND MUM DADS COUNTIES. CHICK WITH LOCAL AUTHORITY HAVING JURISDICTION FOR THE APPUCABIUPE OF THIS TALE WITHIN CERTAIN FLORIDA COUNTIES. TABLE 3 : Vult=170 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY I STRUCTURE•) AVOWABLE ROOFTOP HEIGNT IHI i 71E4OCV.'N C04FIGUAAIION TYPE ry MAI( IMUM l SURFACE AREA OF UNIT UHT Cl I C2 C3 CA UNIt'SLARGEST I HEIGHT WIDTH j FACE 6 fT' ' iA'ALAI(' 12'M.Il1 tJ/A H920OR AT GRADE HF2WR 60R< Nsl60R 9 F' T' .37'MAX , IS'MIN I N/A HS Is FT AT GRADE H12ODFT 60R<IIS2UOR AFI. I AT H12WFT ; HS 200 FT H32DO T ; r 6OR< Ht 2W FT AT GRADE Hs2WR HSAOFT N52WFT 160R<Hs2WFT 6fF' 9FT' A3' MAK: 24'MIN N/A l H120OR AT 6pFT1 R N120DR ll FT, • N/A AT GRADE WA N 12DDR ' 60 FT< H$200R _ - 15 FV I I NIA AT GRADE N/A H s 20D FT 20 W N/A AT GRADE WA H s 200 Ft 25 FP , N/A NIA • WA , H S 30 R FAR.Hs20DFT 1 60' MAX A6'NW T AT GRADE 6E WA30 FT' NIA tJ/A 160 R A N t 4.. -.. ,_ -4 36 Fr WA WA NIA ATGAME t AS AN EXAM IE. THIS TABLE IS PERMISSIBLE TO BE USED WITHIN PALM "ACM COUNTY. CHECK WITH LOCAL AUTHORITY HAVING JURISDIC710H FOR THE APPLICABILITY OF THIS TABLE WITHIN CERTAIN RDRIDA C DUNTIES. TABLE 2 : Vult=175 MPH, EXPOSURE D Qs' FOR USE WIT" A RISIf CATEGORY 11 STRUCTURE IN THE HIGH VELOCITY HURRICANE ZD.VE') JACAQ WtOWABLEROOF• t0 HEIGHT H TIE•OO M CONFIGURATION TYPE DpNTE 'Q AREA OF UNIT UNIT 5 SUBIAQ CLC2C3CAUNITSLARGESTMEIGHT j WIDTH is Q i) FACEI JA 6FT' 24- MAXI t2-MM _ N/A. I ATGRADI AT GRiTOE 1msXOF1 U W [A R'Y IS'MAS IS•MINt WA At GRADE N/A HS 30 FT TAi GRADE Hs200FTATWWN" I Ns200R AR' WAt " sISFT AT GRADE HSSOOR 9fP 4T MAX 2A'MIN WA 1 ATGRADE AT GRADE 1 NlBD FT yli AT GRAOE_ _ At GRAD[ 16 FT' _ M/A AT GRADE _ WA I ATGRADE Q ATGDC NIA AT GRADE 20 R' , N/RA A L. _..`......_ _ .__ 2SFT' N/A N/A WAA AT GRADE GO MAK • 16' MIN 30 R' 1 1A/A _ N%A _ _ NIA AT GRADE 0TVA' FI/ A AT GRADE R• THE; TABLE 5 PERMISSIBLE TO BE USED WITHIN THT HVHZ WHI04 CONTAINS BROWARD AND V MIAMFDADE COUNTIES. CHECK WITH LOCAL AU1140RITV HAVING JURISDICTION FOR THE APPlCAMUTV Z S(1 • OF THIS TABLE WITHIN CERTAIN FLORIDA COUNTIES- J TABLE 4 : Vult=170 MPH, EXPOSURE D Q FOR USEWITHARISKCATEGORYISTRUCTURE•) S g ZnALLOWASLFROOFTOP HEIGHT MI TIEdOWN CONFIGURATION TYPE W o E R MAXIMUM Z + riI g SURFACE AREA OF UNIT WITT p C2C3 CA 1-•1 3 UNITS LARGEST HEIGHT WIDTH iT i pFACE m G 6 FT' 24'MAX 12, MIN WA I H52CI)FT AT ,6pFT GRADE HS20D FT 9 FT' 32•MAX IS'MIN NIA AT GRADE NIA HS200FT SOFT<N s200 FT AR' AT GRADE H1200FT H1200FT 60 FT < H S 100 FTHsISFT Hs200 FT a A$ a Aibt' a j R 6' WAI H5200FT •60FT<IIS200 FT H120DFT q, 9 It O A, 113R i GRADE S 9FT' AMAX 2A'MIM N/A 60 FT ABOOR HS A H5200 FT1 I 2tP • WA AtG. MDE N/A 60RAHs120Ft• H12WFT P A 1 HSAOR J 116FT' N/A WA N/1 1!Iy 20FP NIA ATGRAD( WA HS40FT 60R<HS2WR AT GRADE JIPOIDIIeIttlw IKYJIA 15- 2378 25FT' NIA NIA "/ A 60FTaN51WFT60' MAX AY MIN • • - • .. GRAE I D1W H to 30 FT' "/A. `.« M/A "/ A FAT FT E wlm 36 FP WA MIA — WA AT GRAVE 6 As AN EXAMPLE THIS TABU IS PERMISSIBLE 10 BE USED WITHN PALM BEAOI COUNTY. CHEO( WITH LOCAL FOR THE A ILICAIUTTY OF THIS TABLE WI NIN CERTAIN FLORIDA COUNTIES, d AVTHOAM HAVING AJRISOICTION w TABLE 5 : Vult=140 MPH, EXPOSURE B FOR USE WITH A RISK CA7EGORT R STRUCTURE') I ALtOWAKI POW -TOP HEIGHT M) TIE.00WH C0.`NIGNRATION TYPE MAXIMUM t SURFACE AREA OF UNIT UNIT Cl C2 C3 CAUNITYLARGESTHEIGHTWIDTH FACE 6FP I I4'MAX 12'M;N 160 F1<'S FT FT HS200FT HS200FT HS200FT 9 FT' 3r MAX IS -MIN ATGAADE ; H[200 F7 NS 200 i1 HAZOO FT 4FT' I H1200 FT F H1200 FT HSIOO FT HA200 ET 6FT' 1 HS40i 60 F7<HI200 FiI HSIOOA NS200 F7 XS200 FT 9RAr MAX AT GRADE' I4' MIN 60 FT<HS60 FT HSZODR HSIDD FT HS200FT 12 FT' AT GRADE NSI00 FT H540FT 60 FT. H 6 ZOO FT HS200FT 16 FT' WA I HS200FT NSIS1 00 Ft Xs 200 FT r.- _ FT 20 FT' N/A H S 200 FTNSIS H S 20D FE 2S FT' N/A ) HS40 PI AT GRADE HS20D FT II 60FI<HS200FT fiDFI<Hi60FT 60' MAX 4r MIN WA ( NSIS FT AT GRADE H5200 FT 4 Y' —W NS16O Fi 36 FT' I A AT GRADE AT GRAD[ H320D FT AS AN EXAMPLE, THESE TAUB ARE ERMISS161E TO Of USED WITHIN 6REVARD COUNTY. CI-ECK WFTH LOCAL AUTHORITY HAVING JURISDICTION FOR THE APPLICABILITY OF THIS TAKE WIIHIN CtRIAIN FLORIDA COUNTIES, TABLE 6 : Vult=140 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY 0 STRUCTURE') MAXIMUM SURFACE AREA OF UNIT UNIT CI UNFTSIARGm NMI WIDTH FACE I 6 FP ; 24' MAX IY MINI AT GRADE III ! 3r MAX 1S' MIN N/A AFT' Hs20DFI 6 FT' GRADE 60 60FT 4 H S ISO 9 FT' 4r MAR 24' MIN AT GRADE 12 FT' N/A 16FP N/A 1 IOFP I WA 25 FP 1 WA W MAX Ar MIN I 30 FT' T N/A 1 - 36 FT' .. N/A TABLE 7 : Vult=140 MPH, EXPOSURE D WA USE WITH A RISK CATEGORY II STRUCTURE') AIEOWA6lE ROOF•IOP HEIGHT (H) _ TIE• OOWN CONFIGURATION TYPE SURFACE AREA OF UNIT UNIT C1 UNIT' S LARGEST I HEIGHT WIDTH FACE r24' 1 6 FT' MAX 12' MIN WA FT' 1 3Y MAX IS' MINI WA 4 FT, 6OFI4H 5200 FT OFT, AT GRADE I I160 FT 4 H A 100 FT 9FP 4r MAX 24'MINN/A 12 FI' T WA SOFT' WA 201'P N/A 25 FT' WA 60'MAX AR'MIN - •• 30 FV N/A 36 FT' WA C2 a CA XSI0D F1 HS30 FT 60 FT < H s 20D FT HS200FT ^ SOFT- N[ 200FTATGRADE 5140 FI H120DFT N i200 FT H920DFT IISI00 F7 I H A 200 FT H s 200 F7 H 1200 FT H 92DO FT 6p FT<H f 200TT XsZOO FT ' Hs40F1 AT GRADE HS 100 FT WFT<HSIOOFT 60FT<NS60 iT ATGRADE N/ A HSZOOFT 60 FT< HS200FT_._ ATGRADE ATGRADE Hs200F7 ' EO FT < H S 200 FT AT GRADE WA H S IOD FT 60FT<HS[ 0FT N/A o. ___ WA• Nf40FT 60FT< HSIOOFT. N/A N/A ATGAADE 60 FT. HSI00FTi ALLOWABLE ROOF - TOP HEwNT (N) TIE-0OWNCONFIGURATION TWE r 111L 1 HSZOOR I HSIoo FT I HSIDO HSZOOII 60 FT S200 FT HS200R m HSZOOFT Hf 200 FT HS 20D FT Z c yR HS200 FT HS2OO FT I HS IDO FT UJ -_i 2G32 d Hs200 fT OFT act 6OFT.HS200 FT HS200FT Wi TS H I200 FT 60 FA'"ADS Hs ZOD FT XS15 FI 60AT GRADE HS20DFT F7<Hs200FT_ H630FT ATGRAN NS200 FT u 60 F1<H S2DOFT Z yl IS! GRADE _ - . 1--1 G9 - I 60 FT<Hf140 FTAT GRACE' HS 200 Ft AT GRADE 'WA HS 20DFT p AT GRADE— _ WA _ 60/ T< Hs200R O n Z€ r z t who€ 3 Z ' ^ o E m F E T• ENGINEERING EXPRESS® PRODUCT EVALUATION REPORT0 ENGINEERING EXPRES0 EXPERT PRODUCT EVALUATION REPORT April 14, 2015 Application Number. FL #14239.1-R3 FLB Project Number: 15-2378 Product Manufacturer: BMP International Manufacturer Address: 4710 28th Street North St. Petersburg, FL 33714 Product Name: Slotted Steel Tie -Down Clips, 1' and 2' Models Product Description: Steel Tie -Down Clip System (For Use with Mechanical Units at Roof or Grade) Scope of Evaluation: This Product Evaluation Report Is being issued in accordance with the requirements of the Florida Department of Community Affairs (Florida Building Commission) Rule Chapter 61 G20-3.005, F.A.C., for statewide acceptance per Method 1(d). The product noted above has been tested and/or evaluated as summarized herein to show compliance with the Florida Building Code Fifth Edition (2014) and is, for the purpose intended, at least equivalent to that required by the Code. Re-evaluation of this product shall be required following pertinent Florida Building Code modifications or revisions. Substantiating Data: PRODUCT EVALUATION DOCUMENTS FLB drawing #15-2378 titled "Mechanical Unit Steel Tie -Down Clip: At -Grade and Roof -Top Mounted Applications", sheets 1-5, prepared by Engineering Express, signed & sealed by Frank L. Bennardo, P.E. is an integral part of this Evaluation Report. TEST REPORTS Ultimate test loading structural performance has been tested in accordance with A19TM01.7.61-88 test standards per test report(s) #TEL 01970387A and #TEL 019703876 by Testes 6 ratoril Inc. `. • .r Nn _ . O STRUCTURAL ENGINEERING CALCULATIONS Rgsed Lndoeer's Seal Valid for f{Q9 2'. evaluate Structural engineering calculations have been prepared which a8es!V• the product based on comparative and/or rational analysis to qualify the following design criteria: 1. Minimum Allowable Unit Width LNTFrank'1&,q82. Maximum Allowable Unit Height3. Minimum Unit Weight 4. Maximum Allowable Unit Surface Area1II111I 5. Clip Configuration and Anchor Spacing 6. Anchor Capacity for Various Substrates 7. Maximum allowable roof -top heights for various installation wind speeds No 33% increase in allowable stress has been used in the design of this product. 160 SW 12T" AVENUE # 106 DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX: 954-354-0443 WWW.ENGEXP.COM g1ENGINEERINGr_ .Pr=ram SS - 4/ 14/20 L 5 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 k- It LOT #: y CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION F D _ gs9ApplicationNo: Documented Construction Value: S x' .Oa Lti P/xT11/2Es Job Address: yyy R-W /0,5 Historic District: Yes No Parcel ID: jN012 6PaKE 4--' 17 l=IM96S Residential vq Commercial Type of Worlt: New 9 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 J/T r LDK i'pw so/U Phone: Street: City, State Zip: Resident of property? : Contractor Information Name NORTHWEST PLUMBING OF ORLANDO Phone: (7701941-5421 x 2045 Street: 6310 MABLETON PARKWAY, SUITE 1000 Fax: (770) 941-9522 City, State Zip: MABLETON, GA 30126 State License No.: CFC1426562 Arch ltect/Engineer Information Name: Street: City, St, Zip: Bonding Company: Address: Phone: Fax: E-mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMNIENCEMENT MAY RESULT IN YOUR PAYING TIVICE 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 COM &IEN'CENIENT. 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. 1 understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect to of that date: 5i° Edition (2014) Florida Building Code Revised- June 30. 2013 Pemtit 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 he done in compliance with all applicable laws regulating construcoon•and zoo' Signature of Owner/Agent Date Signature ofCont for/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID LOONe /LlAM"As-Y Print Contractor/Agent's Name 0T f ature of Notary -State of Florida Date EXPIRES GE RRGI _ JUNE 8. 202i% Contractor/Agent is Personally Known to 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 Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: UTILITIES: ENGINEERING: COMMENTS: FIRE: Plumbing - # of Fixtures Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Revised: June 30. 2013 Permit Application CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: S Job Address: ' ' , A ,01 Historic District: Yes No), Parcel ID: Residential Commercial Type of Work: New Addition Alteration Repair Demo Change of Use E3 Move[]. Description of Work: Plan Review Contact Person: Title: Phone: Fax: Email: property Owner Information lyame r. ' Phone: 40-1 co d°I - bo —)I Street: Q(,ocDo UA 1k A Lt ,en r r _--jL Resident of Property? : -Xcc-? City, State Zip:, fYlc"+1Qx d PlL 3'tSl Contractor Information. Name i'YI I D I y ea ccrJt + Phone: Yen Street: a i S3 t" '' t'`3 Fax:. City; State Zip:.. l owe d ` $ State License No.: EC0000 q Name: Street: ArchitectlEngineer Information .' ' Phone: Fax: City., St, Zip: E-mail: Bonding Company: Address: Mortgage Lender: Address: VARNIENG TO OWNER; YOUR FAtUURE.T:O. RECORD A NiYtICIr.QF COMIYIENCEME VT MAY RESULT 1N YOUR PAYING: TWICE .FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMME116fMEN'T MUST i> -' RECOItDEb'ANb 11`051Ei5 OIY TIDE OB'Sll`fE EFORE.TIiE FIRST INSPECTION. IF YOU INTEND TO -OBTAINFINANCING, 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 hascommencedpriortotheissuanceofapermitandthatallworkwillbeperformedtomeet -standards of all laws regulating ;constructionools, in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, p furnaces, boilers, heaters, tanks, and air conditioners, etc. tte 2 es. to L. :—...:1..d with the date of aootication and the code In effect as of that date: 541 Edition (2014) Florida Building Code U NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that maybe fondrthe 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. eAcceptanceofpermitisverificationthatIwillnotifytheowneroftheproperty of the requirements of Florida Lien Law, FS 913. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A aleofthe x of the job at the time of submittal. ininordertocalculateaplanreviewchargeandwill' be considered the estimated The actual construction value will be figured based -on the sttrtenf ffthe executed contract exceed the actual construction aluation Table in effect at the time the Permit is issued' value, accordance with local ordinance. Should calculated charg gu credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing informationand zoning. to and that all work will be done in 'compli'ith all applicable laws regulating construe t Signatun; of OvmedAgeatt Date ptur,C,,to IQ-Dlte i Pdat traetorlAgent's Name PrintowntdAguit's Name Dace ' Sign tnroofNo Signature of Notary -State of Florida • "" •., KAREN HUGHES NotaryF! biic - State offladda Commisoon a GG069US - MyComm. Esrpitet Mar 26, I021 PM GPM s Personalty Known to Me or Contractor/Agent'is Personally Known to Me -or Owner%Agent t Produced roType of ID Produced ID _ Type of ID' BELOW IS FOR OFFICE USEONLY Plumbing[] Permits Re uired: Building[] Electrical tttnbin Roof Mechanicaj g Gas 9 Occupancy Use: Flood Zone: +r. Construction Type: Min_. Occupancyd''• ti of Stories• Total Sq/ It of Bldg:-------; A L i N %n I— T T Am s DD/.i ' Plumbing - # of Fiztnres New Construction. Electric - # of p Y itFireAlarmPerm: es OfHeadsNo • Fi6i Sprinklef! Permit: -Yes Na0 -_ .....:.._..... APPROVALS: ZONING: ILITIES: ' WASTE WATER; , e. ENGINEERING: FIRE: BUILDING: COISMNTS: UNIVERSAL UES Project No: 0110.1401008.0000 Workorder No: 9321817-1 ENGINEERING SCIENCES o Report Date: 8/17/2017 Consultants In: Geotechnical Engineering • Environmental Sciences Geophysical Services • Construction Materials Testing • Threshold Inspection01BuildingInspection • Plan Review • Building Code Administration 3532 Maggie Blvd, Orlando, 32811 • P: 407.4210504 - F: 407.423.3106o 1 j7 In -Place Density Test Report Client: Taylor Morrison of Florida, Incorporated r...y U,ES Technician: Eddie Melendez 2600 Lake Lucien Drive Suite 350 Maitland, FL 32751 f /_: Oate Tested: 08/17/2017 Thornbrooke 40s & 50s SF House "LotsProject: , Various Lots, Sanford, Seminole County, FL 32771 Area Tested: Lot 148, 444 Red Rose Lane Material: Fill Reference Datum: 0 = Top of Fill Type of Test: Field: ASTM D-2937 Drive Cylinder Method Laboratory: ASTM D1557 Modified Proctor The tests below meet the minimum 95% relative soil compaction requirement of Laboratory Proctor maximum dry density. Test No. Location of Test Range aximum Density pd) ptimum Moisture 1 Field Dry Density per Field Moisture 1%1 Soil Compaction 1 Fill Depth inch) Pass or Fail 1 North East Comer of Pad 0-1 ft 105.4 11.8 108.7 12.6 103 N/A Pas: 2 South East Comer of Pad 1-2 ft 105.4 11.8 106.9 14.9 101 N/A Pas: 3 South West Comer of Pad 1-2 ft 105.4 11.8 1 110.4 11.6 105 N/A Pas: 4 North West Comer of Pad 1-2 ft 105.4 11.8 107.81 11.9 102 N/A Pas: 5 Center of Pad 2-3 ft 105.4 11.8 103.2 20.2 98 N/A Pas: Remarks: No Footings Excavated at The Time of Testing. All Tests Completed in The Pad. Tn n•.Inh/:..h n .....l..nl nw`/nwl:nn M I /n:..nr..n/'.. nl:nnl.. Ihn O..hl:n WWII n.....nh.n.. nll ...nnAe. n.......h...:Nn.1 n....nnG'Inn/inl nnnnn.h. ni n..r n/:nn/.. nn.1 n..fhnri.n/:nn a 7 - 95-5 DESCRIPTION AS FURNISHED: Lot 148, THORNBROOKE • PHASE 4, "as • recorded in Plot Book 81, Pages 70 thru 71, Public Records of Seminole County, Florida. BOUNDARY FOR/CERTIFIED TO: Taylor Morrison of Florida, Inc. NARCISSUS J9 AVENUE (R/W VARIES) N 89°58' 38" E a 40.00' O 10' LANDS E, WALL, FENCE ESMT. LOT 148 5.00' PROPOSED FORMS m P 14.0' M) k 8' RECESS FOR of POCKET SLIDER EXISTING FORMS 14.3' P ` 5.00' NOTE:-16.0' I P)=PLANS M)-MEASURED h FORMSOARD FOUNDATION TOP OF FORMS - 25.00' C O1' Cl b p A O A two O A O p Cl) 5.00. 5.0' s? co 0 01 1 I 21.3, 5.00' 25.20' 25.20 10 UTIL. ESMT. 09 PC) 8.8.) N 89 D58' 38" E 40.00' OO Q PROPOSED - nNISHEO SPOT GRADE ELEVATION PER DRAINAGE PLANS PROPOSED DRAINAGE FLOW LOT GRADING TYPE A PROPOSED F.F. PER PLANS - 25.0' PROPOSED GRADE PER CONSTRUCTION PLAN IoF O tiG w RED ROSE LANE 50' R/W) TRACT I UTILITY h ACCESS R/W BUILDING SETBACKS: FRONT - 25' REAR 15' SIDE - 5.0' SIDE CORNER - 10' LOT 149 L.v1 4.800 SO.FT. LIVING 1,467 SOFT. GARAGE 455 SOFT. ENTRY 71 SO.FT: LANAI 139 SOFT. BREEZEWAY- N/A SO.FT. DRIVEWAY 403 SOFT. A/C PAD 18 SOFT. WALKWAY 70 SOFT. IMPERVIOUS- $4.6 x Z623 SOFT. R/W - "0 SOFT. APRON - 110 SO.FT. SIDEWALK - 200 SO.FT. SDD - I_Tn ,Corr I SHOWN AREA S.T40 SOFT PLAN DRIVEWAY - 513 SOFT. S PER SIDEWALK - 270 SO.FT. tIFlEO SOD S .FT. GRUSEJVHEYTR-SCOTT ASSOC., INC. - LAND SURVEYORS L94CMD - Lf.GM r PLAT PaL PmNr am LMC 5400 E. COLONIAL DR. ORLANDO. FL. 32807 (407)-277-3232 FAX (407)-658-1436 r1P. U1. MELDOWN Fre WDN Rm ITPPRL RAI TT OCALPOINTor RMRM CURVATM PDMtr Q COMM CItRVAiIAt MOIES; I. Mt t14XF440fa ODES MOM CONVY 11MT "a SIMW 6MU 111f STAVavw Of PRACTICE >M FU M Or 111E r1ANW 001M Or fJl T RADIAL PRWESS MAL SURVOM AND "WM 0u OW"M W-17 rLOOM A09W4SflW1W COOL PWtSWNr W SLCTAN 472017, F OIOM VAMS SCt V. 1/r 1A7C IL$ 4I •/Flt 4F% NILOLL AOAI 2 IAl M IMMS7FD WRM SWV MOMS S OMVM AND ORMAL "SO SAL MW SM" MAP OR OO M ARE AM WA x 00 SLWW MS NILM10 AWV MLC F/01 "WN ft#MMErOWQO&MG CCALLC. WITM CALWArD W 10 Mt SLRVO'016 10M AMr 0C OIMOt 11QlIKC110NS Out ASOffAU MAT AFF= IM PRCPOW.. PAC. POW Q CONG) Cki PJtA PERMUCHT RfrUSJCC wMAWNT 4. ND W OMMOIFA MP1101[VFMS 1MW i@I LM70 UNLESS OMfR W LARK. I CENTERLDC MAR L DISK rr. riNtuen FLOOR LLEVAtu" lRI0.D114 SE7FAL1f LIK 6 11RS AAPW Q MUPARM MR Wt M Z OWOtr Or M106E CANW30 TO AND ShV" MOT W Mim 1PON Or ANY OMER Omit/YDRN VAS s^ 4. OM 7MVAT 9AMt MR MC LOCAMN Or AmR0101ONS NERE011 9A1110 NO7 M MSl9 /0 RR+Ol67M/Cr 3ONT01r1' L"M C"Dcmr MF. RAWIAS[ Fb1R1lf AR 7 OEAM M ARt &%= ASA O CARM AND ON 11E LOW LARM At &AW OARFA (LLD.) MAUL ORAINAOE 6 LTEVATKINS OpR/r9AAN 809V al PAW" MOM 04TLW Or 1020, fA&M MMft Y NO1ED UTR' CLMurtiT1 OWNLINKMCC 0. ca"w r Or AYDIONIAMM Nw 43M V0FQ C/ F P.C. vW0 rzwc C0ICRM KM POW? Ir CuRVATWM SCALE I' - 20*- DRAWN or ••• P. T. D RTIPrION '' cvnna) or.. a1c . ORM No. R RAOIIIS wt: LPLAT PLAN 02-28-17 703-17 C CHM RENSm PLor PLAN Da-3 t - t 7 ea CHMO FEARING FORM80MRO FOUNDAWN/ELEVS. 08-21-17 3507-17 NORTH rW1 BWL0INO/PROPERY om. Nor UE WMIN • THE MABLKNEO 100 YEAR FLOW PLANE AS PER 'FIRM' CRUS R.C.S. / 4714 ZONE jT' MAP / 12117C 0035 F. W. SL`A . R.LS / 4801 CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: $ < - `. l p" Job Address: • ((i;' ( _ p` f - Historic District: YesE]No)f Parcel ID: Residentiato Commercial L Type of Work: Newo Addition Alteration Repair Demo Change of Use Move Description of Work:JrtSJa 11 0-9 Jnt-,p_ AMr— bJ i IM' k Plan Review Contact Person: .1.+rT' C,S Title: Phone: U -j$5 pp. Fax:pZ-333_385.3 Email: f IUGe. fir, C[r v, 4 Property Owner Information 1 l Name 11 , s+ Phone: ry Street: • . -,.' 4 Resident of -property? 7 City, State Zip: E f ^' ' f ' U F ;` C orit adfor Information Name lA. ' f"t' I hone; t 440 Z- CJg eJ - 3C Street: (53TSGO Fax: 0 — M53 City, State Zip:/\ State License No.:CkmaWK ArchitecUEngineer Information Name: Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: Mortgage Lender: Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST DE 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: 51° Edition (2014) Florida Building Code Revised: June 30, 201 S 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 tat work will be done -in compliance with all applicable laws -regulating: construction and zo . g. Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is . Personally Known to Me or Produced ID Type of ID Signature Name CHERYL D AKERS MY COMMISSION * FFOOSO62 EXPIRES Juno 06, 2020 14 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[] Construction Type: Occupancy Use: Gas[] Roof 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: COMMENTS: FIRE: BUILDING: Revised: June 30, 2015 Permit Application O.Y_ fIL9..XG11DI put out WaNrNrw: N tl MCA G hd.w.WY 9/I11/70.f I''"t N0i3 VP 'Pt^.Ylr WY w t(M N7A e .L iY R..W.3%Ap. aignar.. Oala i7aa_ Qa da Mla aFP irw•atl Ofnl.. y. O.Wwb CIA 4NpP w/raNtsll Iwrr.t} w•Iwutla..w o>nr wrr1 y111 NK IMWw m.aapr7at•.Pmgnom. tlllna 4rlrw. to 1 31. YMtW 11.n.a. 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P.tl h 1.11 NlNnla umur Revision ,/ Response to Comments t ` Permit # 7--- /YY 67 Submittal Date Project Address: Contact: Daphne Ph: 407-257-6940 Email: daphneclarkinc@cfl.rr.com Trades encompassed in revision: Building Plumbing Electrical Mechanical Life Safety Waste Water Department Utilities Waste Water Planning Engineering Fire Prevention 13 Building Fax: City of Sanford Building & Fire Prevention Division Ph: 407.688.SiS0 Fax: 407.688.SiS2 Email: building@sanfordfl.gov 10/25/ 17 General description of revision: PRODUCT APPROVALS REVISED ROUTING INFORMATION Approvals 1-11'I-? RECORD COPY CBUCK Engineering Speclalty Structural Englne Prinq CBUCK, Inc. Certificate of Authorization #8064 Evaluation Report MMI-2" Off Ridge Vent Ridge Vent Assembly Manufacturer: Millennium Metals, Inc. 10200 Eastport Road Jacksonville, FL 32218 877) 358-7663 for Florida Product Approval FL 16568.1 R1 REVISION Florida Building Code 5th Edition (2014) Per Rule 61G20-3 Method: 2 - B a Category: Roofing Sub - Category: Roofing Accessories that are an Integral Part of the Roof System Product: "MMI-2" Off Ridge Vent Material: Steel Support: Wood Deck Prepared by: James L. Buckner, P.E., SECB Florida Professional Engineer # 31242 Florida Evaluation ANE ID: 1916 Project Manager: Youry Demosthenes Report No. 14-104-MM12-StORV-ER-14 Date: 2 / 26 / 15 Contents: Evaluation Report Pages 1— 7 r- No 31242 W = 0, n'• STATE OF ONA\, \` aWw Sped by: Jame. L sucLrw. P.E CBUCK, Inc. 2015.03.02 10:57:51 -05'00' 1399 N. Killian Drive, Suite 4, West Palm Beach, Florida 33403 Phone: (561)491-9927 Fax: (561)491-9928 Website: www.cbuckinc.net FL #: FL 16568.1 RI Date: 2 / 26 / 15 CBUCKEngineering Report No.: 25-104-MM2-St0RV-ER_14 SpEPclaity Structural Englneerinq CBUCK, Inc. Certificate of Authorization #8064 Manufacturer: Product Name: Product Category: Millennium Metals, Inc. MMI-2" Off Ridge Vent Roofing Product Sub -Category Roofing Accessories that are an Integral part of the Roofing System Compliance Method: State Product Approval Rule 61G20-3.005 (2) (b) Product/System "MMI-2" Off Ridge Vent Description: Steel off ridge vent for shingle roofs mechanically attached to Plywood Deck. Product Assembly as Refer to Page 4 of this report for product assembly structural components: Evaluated: 1. Off Ridge Vent 2. Fasteners 3. Roof Cement Support: Type: Wood Deck Design of support and its attachment to support framing is outside the scope of this evaluation.) Description: 15/32 (min.) or greater plywood, or Wood plank (min. specific gravity of 0.42) Slope: 2 : 12 or Greater Performance: Wind Uplift Resistance Design Uplift Pressure: - 75 PSF Allowable design pressure for allowable stress design (ASD) with a margin of safety of2to1. FL #: FL 16568.1 R1 Date: 2 / 26 / 15 g Pagertivo.:35of MM2-StORV-ER_14CBUCKEngineerin Spedalty Structural Englneerinq CBUCK, Inc. Certificate of Authorization #8064 Performance Standards: The following test protocols were performed to demonstrate compliance with the intent of the code as this product is not addressed specifically in the code. ASTM E330-02 — Standard Test Method for Structural Performance of Exterior Windows, Doors, Skylights and Curtain Walls by Uniform Static Air Pressure Difference Code Compliance: The product described herein has demonstrated compliance with Florida Building Code 5th Edition (2014), Section 1709.2. Evaluation Report This product evaluation is limited to compliance with the structural requirements of Scope: the Florida Building Code, as related to the scope section to Florida Product Approval Rule 61G20-3.001. Limitations and • Scope of "Limitations and Conditions of Use" for this evaluation: Conditions of Use: This evaluation report for "Optional Statewide Approval" contains technical documentation, specifications and installation method(s) which include Limitations and Conditions of Use" throughout the report in accordance with Rule 61G20-3.005. Per Rule 61G20-3.004, the Florida Building Commission is the authority to approve products under "Optional Statewide Approval". Ootion for application outside "Limitations and Conditions of Use" Rule 61G20-3.005(1)(e) allows engineering analysis for "project specific approval by the local authorities having jurisdiction in accordance with the alternate methods and materials authorized in the Code". Any modification of the product as evaluated in this report and approved by the Florida Building Commission is outside the scope of this evaluation and will be the responsibility of others. Refer to applicable building code section for ventilation requirements. Design of support system is outside the scope of this report. Fire Classification is outside the scope of Rule 61G20-3, and is therefore not included in this evaluation. This evaluation report does not evaluate the use of this product for use in the High Velocity Hurricane Zone code section. (Dade & Broward Counties) Quality Assurance: The manufacturer has demonstrated compliance of roof panel products in accordance with the Florida Building Code and Rule 61G20-3.005 (3) for manufacturing under a quality assurance program audited by an approved quality assurance entity through Keystone Certifications, Inc. (FBC Organization #: QUA 1824). FL #: FL 16568.1 R1 Date: 2 / 26 / 15 CBUCKEngineering Page rt No.: 1 -1 MM2-St0RV-ER 14 Specialty Structural Engineering CBUCK, Inc. Certificate of Authorization #8064 Components/Materials Ridge Vent: "MMI-2" Off Ridge Vent by Manufacturer): Material Type 1: Steel Thickness: 26 gauge (min.) Yield Strength: 40 ksi min. Corrosion Resistance: In compliance with FBC Section 1507.4.3: ASTM A792 coated, or ASTM A653 G90 galvanized steel Nominal Dimensions: Width: 24" Height: 4-1/2" Lengths: 2' , 4', 6', 8' and 10' Fastener(s): Base Fastener: Purpose: Attaches Ridge Vent Base Flange to Deck Type: Annular Ring Shank Roofing Nails Size : 11 gauge x 1-1/2" Corrosion Resistance: Per FBC Section 1506.5 Standard: Per ASTM F 1667 Alternate Fastener: Purpose: Attaches Ridge Vent Base Flange to Deck Type: Hex -Head Wood Screw Size : #10 x 1-1/2" (min.) Corrosion Resistance: Per FBC Section 1506.6 and 1507.4.4 Standard: Per ANSI/ASME B18.6.4 Roof Cement: Type: Asbestos -free asphalt based roof cement w/ SBS rubber Application Size: 1/4" thick minimum Standard: Per ASTM D 3019 Type III and ASTM D 3409 FL #: FL 16568.1 R1 Date: 2 / 26 / 15 g Page Report No.: 55of MM2 StORV-ER 14CBUCKEngineerin I Specialty Structural Englneerinq CBUCK, Inc. Certificate of Authorization #8064 Installation: Installation Method: Refer to drawings on Pages 6-7 of this report.) Prepare deck opening by trimming any shingles & nails that may interfere with ridge vent installation. Apply roof cement to the underside, back and side flanges of the ridge vent. Cement should be a 1/4" thick and extend 2" onto roof underlayment. (Install cement in compliance with manufacturer's installation guidelines.) Position vent flange beneath loosened shingles and align with deck opening. Attach vent top, bottom and side flanges to deck with nails or screws spaced 4" o.c. and 1-1/2" from each end. Minimum fastener penetration thru bottom of support, 3/16". Install the "MMI-2 Off Ridge Vent" assembly in compliance with the installation method listed in this report and applicable code sections of FBC 5th Edition (2014). The installation method described herein is in accordance with the scope of this evaluation report. Refer to manufacturer's installation instructions as a supplemental guide for attachment. Referenced Data: 1. ASTM E330-02 Uniform Static Air Pressure Difference Test Architectural Testing, Inc.(FBC Organization #TST ID: 1527) Report #: D0249.02-450-18, Report Date: 8 / 29 / 13 2. Quality Assurance By Keystone Certifications, Inc. (QUA ID: 1824) Millennium Metals Licensee # 423 3. Certification of Independence By James L. Buckner, P.E. @ CBUCK Engineering FBC Organization # ANE 1916) CBUCK Engineering FL #: FL 16568.1 RI Date: 2 / 26 / 15 Report No.: 15-104-MM2-StORV-ER 14 Page 6 of 7 Speclaity Structural Engineering CBUCK, Inc. Certificate of Authorization #8064 Installation Method Millennium Metals, Inc. MMI-2" Steel Off Ridge Vent Attached to Wood Deck 4 1/2 in. I 5-1/2" Profile Drawings 18-1 /4" 12" Side View (Not To Scale) Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Wood Screws MMI-2" Steel Off Ridge Vent Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Wood Strews Plywood Deck Lower Slope Front) Typical Side View (Not To Scale) 91 Higher Slope Back) FL #: FL 16s68.1 R1 Date: 2 / 26 / 15 CBUCKEngineering Page Report No.: 15-1 MM2-StORV-ER 14 Sppclalty Structural Englneerinq CBUCK, Inc. Certificate of Authorization #8064 Installation Method Millennium Metals, Inc. MMI-2" Steel Off Ridge Vent Attached to Wood Deck 1 1/2' o.c. o.c. W' o.c. Typical, Maximum Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail Base FlangeOR 10 min. Wood Screws Top Plan View (Not To Scole) Typical Fastening Pattern) Nominal Lengths 6 Ft. ass 8 Ft. Ja ao e' ; • • ' 10 Ft. i " , • i b • " Typical Fasteners) 11 Gauge Ring Shank Roofing Nail OR 10 min. Wood Screws 24' .' • 4 ? ,:i r Typical Ridge Vent Assembly Isometric View (Not To Scole) DESCRIPTION AS FURNISHED: Lot 148, THORNBROOKE, PHASE 4, as recorded in Plat Book 81, Pages 70 thru 71, Public Records of Seminole County, Florida. BOUNDARY FOR/CERTIFIED TO: 'Charles J. Kamalay and Elizabeth A. Irwin; Inspired Title Services, LLC; First American Title Insurance Company; Taylor Morrison Home Funding NARCISSUS AVENUE (R/W VARIES) N 89058'38" E REC. 1/20 I.R. 4O.00' RECNO 10. I.R. C. 10' LANDSCAPE, WALL, CONE. o ? 1 19.@0' FENCE ESMT. WALL ai ? 19.80. r, 9 3.0'x3.0' LOT 148 r, tip. 00 AC PADS I A O 5.00' 15.7 14.3 5.00' i COV'D. of CONC. 14.3 . 1 5.00' 8' RECESS FOR I POCKET SLIDER W TWO STORY W RESIDENCE F.F.-25.00' 8N O O O O I.- Z; 1 a LOT 149 t., O • `l gyp 1 0rO O Y O O 5. 00' S.0' s? o COV'0. of BRICK 4q-" ( ZED l SwF N BRICK 1- 7 — r WALK 21.3' 1 I 5. 00' 0F 11 1 B BRICK DR. I 25. 20 5.20' ro. 0.1 ' OFF 10' UTIL. ESMT. 0.1 7 9 0 ti 9 ti 11.58 PC) REC. 1/2' I.R. 5' CONE. WALK REC. 1/2' I.R. NO I.D. NO I.D. B. B.) N 89058' 38" E 40. 00' ti O tiG O GPROPOSED - FINISHED SPOT GRADE ELEVATION PER DRAINAGE PLANS Nf"—= PROPOSED DRAINAGE FLOW LOT GRADING TYPE A PROPOSED F.F. PER PLANS a 25.0' PROPOSED GRADE PER CONSTRUCTION PLAN ++ RED ROSE LANE 50' R/W) TRACT I UTILITY & ACCESS R/W BUILDING SETBACKS: FRONT a 25' REAR 15' SIDE 5.0' SIDE CORNER - f0' LUI 4,CUU zlU.r 1. LIVING 1.467 SOFT. GARAGE 455 SOFT. ENTRY 71 SO. FT. LANAI I39 SOFT. BREEZEWAY = N/A SO.FT. DRIVEWAY 403 SO FT. A/ C PAD 18 SOFT. WALKWAY 70 SO FT. IMPERVIOUS - 54.6 R 2. 623 SOFT. SOO 2177 SO FT R/ W = 440 SOFT. APRON = 110 S0. FT. SIDEWALK = 200 SO.FT. SOD = 130 SO. FT. PROPOSED INFORMATION SHOWN AREA = 5,240 SOFT BASED ON SUPPLIED PLAN DRIVEWAY = 513 SO FT. AND/ OR INSTRUCTIONS PER SIDEWALK = 270 SO.FT. CLIENT( NOT FIELD VERIFIED) SOD - 2,307 SOFT. CR USEYVHEYL'R - SCO TT L7G A PSSO C. , INC, - LAND SURVEYORS. LECENO LEGEND P raL 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 r LAT MELDTYP. POINT ON LINE TYPICAL NOTES., IP. IRON PIPE R.C. POINT Or RCVCRSC CURVATURE I. ME UHDO6ICNED DOES HEREBY CERTIFY IMr THIS SURVEY NESTS ME STANDARDS OF PRACTICE SET FORM BY ME FLORIDA MA O Or IA CAIRON ROD CONCRETENONNENt ate RA0POINT Or C040MO CURVATURE RADIAL PROFEmpK1L SURVEYORS AND MWPOM IN CHAPTER 3J-17 FLORIDA AOMWISTRAME CODE PURSUANF TO SECTION 472.027, PLOMOA STATUES SET LR. IE dW 439R NR. 2, UNLESS EMBOSSED WITH SURVEYORS SIGNATURE AND ORIGINAL RAISED SEAL THIS SURVEY MAP OR COPIES ARE NOT VALID. REC. REC C CAMELS POINT WITNESS3 110 SURVEY WAS PREPARED /ROM TTTLE IN ORMAWN FURNISHED TO ME SURVEYOR. MERE MAY Of OTHER RESTRICTIONS Pa. B. DINT Or B[GIHBLINO POTIrLP. CALL. CALCULATED OR EASEMENTS MAr AFFECT M6 PROPERTY: PALC. POINT W CONNENCCNENT RH rCRNANCHT REFIRCHCE NONUNCM 4. NO UNDERGROUND IMPROVflIORS NAVE BEEN LOCATED UNLESS OTNERWI E SHOWN. t CCMCRLINE FF. FINISHED FLOOR ELEVATION J. THIS SU VEY 6 PREPARED FOR THE SOLE: 809M OF THOSC COMM 10 AND SHOULD NOT BE RLLIEO UPON Br ANY OTHER ENTITY. No. RNNAIL L DISK AtGHTCASEN GF-VAY BSL BUILDING SETBACK LINE BASE 0. OOIENSIONS SHOWN FOR ME =4710N 0K IMPROVEMENTS HEREOW SHOULD NOT 8f USED to RECONSIRUCr BOUNONY LINES. MT. EASEMENT LL BaMSC BEARAHc REAR7. SEARD" ARE BASED ASSUMED OATW AND ON THE LINE SHOW AS BASE BEIIMW (&8.) GRAIN DRAINAGE ELEVATONS, If SHOWN. ARE BASED ON NATIOHNL Gl00LT1C MNM OF 1028, UNLESS OMEIMtSE NOTED. UTIL. UTILITY 0. CERTIFICATE Of AUTHORIZATION W 430& CL,rE CDFC. CHAIN LINK I,O CC WOOD rENCE C/ B P.C. CONCRETE BLOCK POINT Or CURVATURE SCALE N— I- - 20'------4 1 DRAWN BY.• ••• P. T. ROEsaPOINT Or TANGENCY DESCIIrT10N LUTE ORDER NO. CER11FlE0BY.• _ L ARC ULCNGTN PLOT PLAN 02-28-17 796-17 D DELTA REVISED PLOT PLAN 05-31-17 C. 9 can BLARING NORTH FORMBOARD FOUN ATIONB/ELEVS. 08-21-17 2 07-17 FINALIELEV THIS BUILDING/PROPERTY GOES. NOT UE WITHIN - —K- THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER FIRM• i GRUSEN VS.j 4714 ZONE 7C MAP / 12117C 0055 F. JAM W. SCOTT. R.LS 1 4801