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444 Rocky Grove Ln 17-1946; ELECTRICALCITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: S Job Address: y `% vG (- 1oy ^ 4N d •T -;?g Historic District: Yes No)4 Parcel 1b: ResidentialK Corpmercial Type of Work: New Addition . Alteration Repair Demo Change of Use D Move 11. Description of Work: Plan Review Contact Person: Title: Phone: Fax: Email: Property Owner Information 11Tame^ Ta.calc[-tYbr ri^ c>r Phone: 40'7 tr ol'1-c 0'1 1 I Street: Qrc t=M .e L u r S o Resident'of property? : c City, State Zip:;Z(1')o.:•i-Ignd. EU 32-751 Contractor Information; Name jMt) Le-s-E,i c--;e eaJ e (::P n c- Phone:•!-iM Street: - a I 3 ,ter. IZ t •Fai:. yC`1 101-'ll-1l City; State Ziji;` 0'-1 ozs;-kdl Q om $ = State License No.:. ECCQ= Architect/ Engineer Information Name: Street: Phone: Fax: City, St, Zip: E-mail: Bonding Company: Address: Mortgage Lender: Address: WARNING• T&OWNER•tYOUR FAII:,tTMT.O. RECORD A NQYICF..OF 001 Ei CE1vIEf1J MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY.: A NOTICE OP CONNENI Id, MUST '- RECOItDEb AND' P051 ED OiV i`lIE 70 SM.-BEFORE•THE FIRST INSPECTION, IF -YOU INT19ND TO' OBTAIN FINANCING, 'CONSULT WITII YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR TIOTiCE 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 alcet-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. Imr, IM i Shall h. imerihed with the date of application and the code in effect 23 of that date: S i Edition (2014) Florida Building Code OTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that maybe found in the public records of this county, and there may be. additional permits required from other governmental entitiessuch as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that J will notify the owner of the property of the requirements of Florida Lien Law, FS 713. f the ract The City of Sanford requires payment of a plan review fee at the time of pesubmittal. A vat roofhe job at executed comea isrequired in order to calculate a plan review charge and will, be considered tht= estimatedPermit is issued, in a figured Theactualconstructionvaluewillbguredbased -on the current ICC Valal construction value, uation Table in effect at the time the accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actu credit will be applied td your permit fees when the permit is issued. OWNER'S AtFI DAVIT: I certify that all of the foregoing information is accurate and that all work will be doneincompliancewithallapplicablelawsregulating-construchon and zoning. 7. Signature of OvmedAgutt Date SignatutcofContwbdAgent Daw print Co Oct print Ownc> iAgcrit's Name L?I 7 , 1% Dato i hoof. KARENIJUGHES Signature of ifiota. fstatc of Flortda` Notary Publk - State of Florida Commissiorve0006MB r y MyComm Exotes tAar 2b 20?t t.EOa.... Uydld lAtUMJh N21i0NIt:WJlyAffr PersonaUy Known to Me or Contractor/Agens _er onauy Known to Me or Owner%Agent is Productd ll Type of ID 1 r' Produced ID Type of ID BIEILOW IS FOR OFFICE USK ONLY al Mechanical Plumbing Gas Roof Permits Required; Building Electricy Occupancy Use: Flood. Zone: Construction Type: " - b n. Occupancy Load: # of Stories: Total Sq Ft of Bldg: dTdIJ 1Plumbing • # of Fixtures New Construction: Electric - # of Amps DO _ of ieads Fire Alarm Permit: Yes 0 No El Fii e:Sprinkle; Permit:. es . _ ....:._..... APPROVALS: ZONING: ' .-UMITIBS: WASTE WATER: BUILDING: ENGINEERING: . COMMNTS:• . COUNTY OF SEMINOLE IMPACT FEE STATEMENT STATEMENT NUMBER: 17100004 BUILDING APPLICATION #: 17-10000408 BUILDING PERMIT NUMBER: 17-10000408 DATE: July 06, 2017 33 . 3 a Lt _ 0 V1411 J%vwZ%8.70: nv%l \1 V1%wvr, =1 YY`! L1-17-.>V-71V-VVVV-60/V TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: PARCEL: SUBDIVISION: TRACT: PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NAME: TAYLOR MORRISON OF FL INC ADDRESS: 2600 LAKE LUCIEN DR #350 MAITLAND FL 32751 LAND USE: THORNBROOKE PH 4 LOT TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 444 ROCKY GROVE LANE THORNBROOKE PH 4 LOT 287 SFR FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE TYPE DIST SCHED RATE UNITS TYPE ROADS-ARTERIALS CO -WIDE ORD Single Family Hoping 705.00 1.000 dwl unit 705.00 ROADSg-COLLECTORS N A Hou7iing 00 1.000 dwl unit 00FIREnRESCUEmilyR 00 LIBRARY CO -WIDE ORD Singgle Family Housing 54.00 1.000 dwl unit 54.00 SCHQOLS CO -WIDE ORD Single Family Hoping 5,000.00 1.000 dwl unit 5,000.00 PARKS LAW ENFORCE N/A 00 DRAINAGE N/A 00 00 AMOUNT DUE 5,759.00 STATEMENT RECEIVED BY: SIGNATURE: PLEASE PRINT NAME) Q I a I IDATE: U 11 NOTE TO RECEIVING SIGNATORQPPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY REESULT IN YOUR LIABILITY FOR THE FEE. *** DISTRIBUTION: 1-BLDG DEPT 3-APPLICANT 2-FINANCE 4-LAND MANAGEMENT f/ NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THE SEMINOLE COUNTY ROAD FIRE/_RESCUE, LIBRARY AND/OR EDUCATIONAL ISSUANCE OF A BUILDING PERRMMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THi REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIMT 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 REFERENCETHECOUNTYBUILDINGPERMITNUMBERATTHETOPLEFTOFTHISSTATEMENT. THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST. CALL 407-665-7356. Parcel I D Number: Z(• 19-30-SIQ -0000- 711 0 Prepared By Kim Carter and Taylor Morrison Homes Return To: 2600 Lake Lucien Drive, Suite 350 Maitland, FL 32751 NOTICE OF COMMENCEMENT. GRANT MALOY, SEMINOLE COUNTY CLERK OF CIRCUIT COURT 6 COMPTROLLER SK 8949 Ps 54 (iPss) CLERK'S : 2017069093 RECORDED 07/07/2017 03:24 5 P11 RECORDING FEES $10.00 RECORDED BY hdevore State of Florida. County of Seminole. The undersigned hereby gives notice that improvements will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following informationis provided in this Notice of Commencement. or I . Description of property : LOT ( O 7 Legal Description : Thornbrooke Phase according to the plat thereof, as recorded in Plat BookW_Pag; of the public records of Seminole County, Florida. ' Addresses : 4U4 vv EaW--Slffinford FL 2. 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 4. Fee Simple Title Holder: N.A. 5. Contractor name and address : Name Taylor Morrison of Florida Inc. Address 2600 Lake Lucien Drive Suite 350, Maitland, FL 32751 6. Surety: N.A. 7. Lender: N.A. 8. Persons within the State of Florida designated by the Owner upon whom notices or other documents may be served as provides by 713.13(I)(a)7., Florida Statutes: N.A. 9. In addition to himself, Owner designates the following to receive a copy of the Lienor's Notice as provided in 713.13(1)(b), Florida Statutes. N.A. 10. Expiration date of notice of commencement: One year from the date of recording. WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTENT TO OBTAIN FINANCING, CONSULT YOUR LENDER OT ATTORNEY BEFORE COMMENCING WORK.OR RECORDING YOUR NOTICE OF COMMENCEMENT. 11. Date Signed : Signature of Owner's Agent : ti. An Asa Wright Taylor Morrison of Florida Inc. Sworn to and subscribed before me this by John Asa Wrigh o is personally known to me. oei- Notary Public DA Clark Q."0R0s%,@ My commission expires: 6/27/19 vu p Ff p8 otary Signature: ;•" ota l UEOPY •AIJT IALOY .,...h, CLERK OF HE CIRCUIT COURT '. 4t AND C LLER ; ;r.: ;tl 't' • +n„e 2017 DEPUTYCLEt'lK CITY OF SANFORD BUILDING & FIRE PREVENTION 24ll PERMIT APPLICATION lUN 2 6 - ( pApplicationNo: , Q Documented Construction Value: $ Job Address; L+44q jeogi 1 &rWP C4 s'A'' Historic District: Yes No X Parcel ID: 21-19-30- 5'10 -0000- 2S7 0 Residential R Commercial Type of Work: New El Addition Alteration Repair Demo Change of Use/ Move Description of Work: NEW SINGLE FAMILY HOME THORNEBROOK PHASE 4,, LOT NUMBER : 287 Plan Review Contact Person: Daphne Clark Title: Phone: 407-257-6940 Fax: Email: daphneQ Perm itsPermitsPermits.com Property Owner Information Name TAYLOR MORRISON OF FLORIDA INC Phone: 407-629-0077 Street: 151 SOUTHHALL LANE # 200 Resident of property? : NO City, State Zip: MAITLAND FL 32751 Contractor Information Name JOHN ASA WRIGHT / TAYLOR MORRISON OF FLORIDA Phone: 407-257-6940 Street: 151 SOUTHHALL LANE # 200 Fax: City, State Zip: MAITLAND FL 32751 State License No.: CBC1257462 Architect/Engineer Information Name: Phone: I Street: Fax: City, St, Zip: E-mail: Bonding Company: N/A Mortgage Lender: N/A Address: Address: AD i WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR t 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 J n FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF v/ 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. 1 understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51b Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that 1 will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual 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 con7T:/cp0L (ZJ0 Signature of O er/Agent Date Signatu of Contractor/Agent Dat TAYLOR MORRLWAF FLORIDA INC Print Owner/Agent' a e Signature of Notary- tate lorida Date o,0; °;'sct D. A. MWK MY COMMISSION li FF M9108 EXPIRES: June 27, 2019 W41d Thru l WV%N,jbry str " orr JOHN ASA W3HQHT Print Contract a ame Signatu Notary -State D. AiK MY COMMISSION I FF 209108 EXPIRES: June 27, 2019 F 00 Smded TAru Wool Nobry sink" Owner/Agent is Yam, Personally Known to Me or Contractor/Agent is YES Personally Known to Me or Produced ID N/A Type of 1D Produced ID NIA— Type of 1D BELOW IS FOR OFFICE USE ONLY Permits Required: Building lia Electrical [R Mechanical [2' Plumbing0 Gas[] Roof Construction Type: Is Occupancy Use: IZ,3 Flood Zone: X $ ATA CH ED Total Sq Ft of Bldg: 32.4 Min. Occupancy Load: 11 # of Stories: 2 New Construction: Electric - # of Amps 156 Plumbing - # of Fixtures Q 3 Fire Sprinkler Permit: Yes No UA' # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: 7 MUTILITIES: & `26 WASTE WATER: ENGINEERJNG: ", C.'t-3-U0 FIRE: Ok to construct single family home COMMENTS: _ with setbacks and impervious area shown on plan. BUILDING: 5C Rjf l 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 Rocky Grove Lane Property Owner: Taylor Morrison of Florida, Inc. Parcel identification Number: 21-19-30-510-0000-2870 Phone Number: 407-629-0077 Email: The reason for the flood plain determination is: I• 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) OFF C AL US ON Y Flood Zone: X Base Flood Elevation: N/A Datum: N/A FIRM Panel Number: 120294 0055 F Map Date: September 28, 2007 The referenced Flood Insurance Rate Map indicates the following: The parcel is in the: floodplain floodway A portion of the parcel is in the: floodplain floodway The parcel is not in the: floodplain floodway The structure is in the: floodplain floodway The structure is not in the: floodplain floodway If the subject property is determined to be flood zone W, the best available information used to determine the base flood elevation is: BP#17-1946 Reviewed by: Michael Cash, CFM Date: July 3, 2017 e 0 Application for Right -of -Way Use for Driveway' y anscapWalkway &F_,0R1D,1 Lde t877 — Department of Planning b Development Services www. e.nfordfl.gov 300 North Park Avenue, Sanford, Florida 32771 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 Ciys regulations and the attached construction plans approved as part of this permit. It does not approve any work within any other jurisdiction's right- of-way. All requested information below as well as a current survey, site plan or plat clearly Identifying the size and location of the existing right—of-way a+nd use shalall be provided or application could be delayed. cell eefora yo. city. 1. Project Location/Address: 44Lif & V. 2. Proposed Activity: Driveway Walkway Other: 3. Schedule of Work: Start Date C V / Coompletion Date Emergency Repairs 4. Brief Description of Work: A WAY PX #4W &FX This application is submitted by.Propp // ppQ' rr `I /,yy Signature: AZWK r/oAM(,CN i'XOW9S Signature: PrintName: Address: 131 WU1JTMLG 4 Phone: 40% W-6 74 Q Faxc Maintenance Responsibilities/ Indemnification Date: The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the improvement installed under this Agreement. This shall include maintenance of the improvement and unpaved portion of right-of-way adjacent thereto. Requestor may, with written City authorization, remove said installationfimprovement fully restoring the right-of-way to its previous condition. in the event that any future construction of roadways, utilities, stormwater facilities, or any general maintenance activities by the City becomes in conflict with the above permitted activity, the permittee shall remove, relocate and/or repair as necessary at no cost to the City of Sanford insofar as such faalibes are In the public rightof-way. If the Requester does not continuously maintain the Improve- ment and area in accordance with previously stated criteria, or completely restore the right-of-way to its previous condition, the City shall, after appropriate notice, restore the area to its previous condition at the Requestor's expense and. If necessary, file a lien on the Requestors property to mover costs of restoration. To the fullest extent permitted by law. Requestor agrees to defend, indemnity, and hold harmless the City, its councilpersons, agents, servants, or employees appointed, elected, or hired) from and against any and all liabilities, claims, penalties, demands, suits, judgments, losses, expenses, damages (direct indirect or consequential), or injury of any nature whatsoever to person or property, and the costs and expenses incident thereto (including costs of defense, settlement, and reasonable attonWs fees up to and including an appeal), resulting in any fashion from or arising directly or indirectly out of or connected with the use of the Ciys right- of-way. I have read and understand the above statement and by signing this application I agree to its terms. 1 hereby understand and agree to pay all city fees related Ito this application as required by the ciVs adopted Fee Resolution. Signature: Date: tw c*->a/ 7 This permit shall be posted on the site during construction. Please call 407.688.6080, ExL 6401. 24 hours In advance to schedule a pre -pour inspection. Pre -pour Inspection by: Date: V. aoPlemwr LV1V ROW Use D0veway.pd1 taylor morrison MO/n•I l..•Dl.•b 6Y YOV TaylorMorrison 260D Lake Lucian Drive Suite 350 Maitland, FL 32751 June 2017 City Manager City of Sanford 300 N. Park Avenue Sanford, Florida 32771 RE: ESTOPPEL LETTER Thornbrooke Single Address% 44 mily Lots i Phases 4 and 5 Airl .1 IVDVt (,Avik Lot #: 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. WITOwner i Signature Brian Brunhofer Geop- Ge- WFE70 President, Taylor Morrison of Florida, Inc. ri ted Name Signature STATE OF FLORIDA COUNTY OF ORANGE Printed Name The foregoing instrument was acknowledged before me this day ogrrt i, 2017, by Brian Brunhofer as President for Taylor Morrison of Florida, Inc. who is persona j1I ,W wwn to me. A. T 12$ otary Public, ate o olida , Print Name: j a, A- My C mission Expires: 7 : 022 Q SCPA Parcel View: 21-19-30-510-0000-2870 http://parceidetai l.scpafl.orgfParcelDetai linfo.aspx?PI D=2119305100... Property Record Card CIA Parcel: 21-19-30-510-0000-2870 Owner. TAYLOR MORRISON OF FL INC ecwaIIaasmcRda Property Address: FL Parcel Information Least Deacriotion BROOKE PHASE 4 GS 70-71 Taxes 1 value Summary 2017 Working Values 2016 Certified Values Valuation Method I Cost/Market I CostfMarket Number of Buildings Depreciated Bldg Value Depreciated EXFT Value 10 10 0 - -- 10 Land Value (Market) 1 $26,060 i 0 Land Value Ag 0 JustlMarket Value •• 1 $26,050 1 0 Portability Adj 0 Save Our Homes Adj 0 0 Amendment 1 Adj 0 0 P&G Adj -- s0 — -- 0 Assessed Value 26,050 0 Tax Amount without SOH: $0.00 2016 Tax Bill Amount ;0.00 Tax Estimator Save Our Homes Savings: ;0.00 Does NOT INCLUDE Non Ad Valorem Assessments Taxing Authority Assessment Value Exempt Values Taxable Value County General Fund 26,050 0 . 26,050 Schools 26,050 ^ 0 26,050 City Sanford 26,050 — 0 26,050 SJWM(Sarnt Johns Water Management) County Bonds ------ --- -- — ----- -- 26,050 26,050 0 so 26.050 26,050 Sales Description Date Book Page Amount Qualified Vac/Imp No Sales mparable Sales Land Building Information Permits ------------ — Permit 0 Description Agency Amount CO Data Permit Date 1 of 2 1 6/22/ 17, 1:09 PM REQUIRED INSPECTION SEQUENCE TAYLOR MORRISON SFR-DETACHED Permit # I- i q`- . Address: 41-4 /1er,,f 640vt;. 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 rywall / Sheetrock 40 70 Lath Inspection 50 1000 Final Roof 50 1000 Final Stucco / Siding 80 1000 Insulation Final 1000 Final Single Family Residence ELECTRICAL PERMIT Min Max Inspection Description 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final i inr10 R Max Ins ection Descri tion 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 RECORD COPY 0 FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name. L t287ThornbrookeDarlinglonAGRE Street: qqq 6t r,ouG t4 wei Builder Name: Taylor Morrison Permit Office: 4 / nCity, 1-1Stale, Zip: FL, H .s . Permit Number:w 7 4 6 nFojOwner: 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 ft' b. Concrete Block - Int Insul, Exterior R=4.1 1375.90 fl' 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 (1480.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1480.00 ft' 6. Conditioned floor area above grade (ft') 2582 b. N/A R= ft' Conditioned floor area below grade (fl') 0 c. N/A 11. Ducts R= ft' R ftI 7. Windows(401.7 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 293.4 a. U-Factor: Dbl, U=0.34 329.72 ft' b. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 6 223 SHGC: SHGC=0.31 b. U-Factor: Dbl, U=0.58 72.00 ft' 12 Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.32 a. Central Unit b Central Unit 25.2 SEER:16.00 25.2 SEER:16.00 c. U-Factor: N/A ft' SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft' a. Electric Heat Pump 21.8 HSPF:9.00 SHGC: b. Electric Heat Pump 21.8 HSPF:9.00 Area Weighted Average Overhang Depth: 3.270 ft. Area Weighted Average SHGC: 0.312 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (2582.0 sqft.) Insulation Area EF: 0.950 a. Slab -On -Grade Edge Insulation R=0.0 1467.00 ft' b. Conservation features b. Floor Over Other Space R=0.0 1102.00 fl' None c. other (see details) R= 13.00 fl' 15. Credits Pstat Glass/Floor Area: 0.156 Total Proposed Modified Loads: 68.80 PASSTotalBaselineLoads: 77.22 1 hereby certify that the plans and specifications covered by Review of the plans and 01gHE STg7 this calculation are in compliance with the Florida Energy specifications covered by this Code. calculation indicates compliance' with the Florida Energy Code. run.. ,+ PREPARED BY: Before construction is completed aDATE: 3/28/17 this building will be inspected for V compliance with Section 553.908 I hereby certify that this building, as de ignad, is in compliance with the Florida Energy Code. Florida Statutes. COD WE OWNER/AGENT: BUILDING OFFICIAL: DATE: ' j3_t DATE: f-16-1- Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. 3/28/2017 2:57 PM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Pagel of 5 FORM R405-2014 PROJECT Title: Lot287ThornbrookeDarlington Bedrooms: 4 Address Type: Street Address Building Type: User Conditioned Area: 2582 Lot # Owner: Total Stories. 2 Block/SubDivision: of Units: 1 Worst Case: No PlatBook: Builder Name: Taylor Morrison Rotate Angle: 0 Street: Permit Office: Cross Ventilation: No County: Seminole Jurisdiction: 691500 Whole House Fan: No City, State, Zip: Family Type: Single-family FL , New/Existing- New (From Plans) Comment: CLIMATE IECC Design Temp Int Design Temp Heating Design Daily Temp Design Location TMY Site Zone 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Orlando FL_ORLANDO INTL AR 2 41 91 70 75 526 44 Medium BLOCKS Number Name Area Volume 1 Blockl 1467 13643.1 2 Block2 1115 10035 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 1st Floor 1467 13643.1 Yes 5 1 1 Yes Yes Yes 2 2nd Floor 1115 10035 No 0 3 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Floor over Garage 2nd Floor __ -_- 13 ft2 19 0 0 1 2Slab-On-Grade Edge Insulatio 1st Floor 147.4 ft 0 1467 ft° 0.5 0 0.5 3 Floor Over Other Space 2nd Floor __ ___ 1102 ftT 0 0 0 1 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch Type Materials Area Area Color Absor. Tested Tested Insul. deg) 1 Gable or Shed Composition shingles 1655 ft' 370 ft° Medium 0.85 N 0.85 No 0 26.6 ATTIC Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1480 fl° Y N 3/28/2017 2.57 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5 FORM R405-2014 CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) 1st Floor 30 Blown 11 ft' 0.11 Wood 2 Under Attic (Vented) 2nd Floor 30 Blown 1469 ft' 0.11 Wood WALLS Adjacent Space Cavity Width Height Sheathing Framing Solar Below Omt To Wall_T.ype R_Value-Ft-In-Et-In Area-R=Value-Eracbon_Absor._Grade%_ 1 N Exterior Frame - Wood 2nd Floor 13 54 6 9 0 490.5 ft' 0 0.23 0.6 0 2 N Exterior Concrete Block - Int Insul 1st Floor 4.1 54 6 9 4 508.7 ti' 0 0 0.6 0 3 W Exterior Frame - Wood 2nd Floor 13 30 0 9 0 270.0 ft' 0 0.23 0.6 0 4 W Exterior Concrete Block - Int Insul 1st Floor 4.1 30 0 9 4 280.0 ft' 0 0 0.6 0 5 S Exterior Frame - Wood 2nd Floor 13 54 6 9 0 490.5 ft' 0 0.23 0.6 0 6 S Exterior Concrete Block - Int Insul 1st Floor 4.1 52 6 9 4 490.0 ft' 0 0 0.6 0 7 SE Exterior Concrete Block - Int Insul 1st Floor 4.1 4 11 9 4 45.9 ft' 0 0 0.6 0 8 E Exterior Frame - Wood 2nd Floor 13 30 0 9 0 270.0 ft' 0 0.23 0.6 0 9 E Exterior Concrete Block - Int Insul 1st Floor 4.1 5 6 9 4 51.3 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 Wood 1st Floor None 25 2 8 6 8 17.8 W WINDOWS Orientation shown is the entered, Proposed orientation. V Wall Overhang Omt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 N 1 Vinyl Low-E Double Yes 0.34 0.31 30.0 ft' 1 ft 0 in 1 ft 0 in Drapes/blinds None 2 N 2 Vinyl Low-E Double Yes 0.34 0.31 39.1 ft' 1 ft 0 in 11 ft 6 in Drapes/blinds None 3 W 3 Vinyl Low-E Double Yes 0.34 0.31 30.0 ft' 1 ft 0 in 1 ft 0 in Drapes/blinds None 4 W 3 Vinyl Low-E Double Yes 0.34 0.31 40.0 ft' 1 ft 0 in 1 ft 0 in Drapes/blinds None 5 W 4 Vinyl Low-E Double Yes 0.34 0.31 58.6 ft' 1 ft 0 in 11 ft 6 in Drapes/blinds None 6 W 4 Vinyl Low-E Double Yes 0.58 0.32 72.0 ft' 11 ft 0 in 0 ft 0 in None None 7 S 5 Vinyl Low-E Double Yes 0.34 0.31 6.0 ft' 1 ft 0 in 1 ft 0 in Drapes/blinds None 8 S 5 Vinyl Low-E Double Yes 0.34 0.31 15.0 ft' 1 ft 0 in 1 ft 0 in Drapes/blinds None 9 S 6 Vinyl Low-E Double Yes 0.34 0.31 5.3 ft' 1 ft 0 in 11 ft 6 in Drapes/blinds None 10 S 6 Vinyl Low-E Double Yes 0.34 0.31 12.9 ft' 1 ft 0 in 11 ft 6 in Drapes/blinds None 11 S 6 Vinyl Low-E Double Yes 0.34 031 38.9 ft' 1 ft 0 in 11 ft 6 in Drapes/blinds None 12 E 8 Vinyl Low-E Double Yes 0.34 0.31 30.0 ft' 1 ft 0 in 1 ft 0 in Drapes/blinds None 13 SE 7 Vinyl Low-E Double Yes 0.34 0.31 24.0 fi' 9 ft 0 in 0 ft 4 in Drapes/blinds None 3/28/2017 2:57 PM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 5 FORM R405-91114 GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 455 ft' 455 ft' 64 It 8 ft 1 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) 000291 19732 108.32 203.72 .2618 5 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 2 Electric Heat Pump Electric Heat Pump Split Split HSPF:9 21.8 kBtu/hr 1 HSPF:9 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 SubTpe Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.95 50 gal 62.3 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Cert # Company Name Collector Storage System Model # Collector Model # Area Volume FEF None None fl' DUCTS Supply --- Location R-Value Area Return---- Air CFM 25 CFM25 Location Area Leakage Type Handler TOT OUT ON RLF HVAC # Heat Cool 1 2 Attic 6 293.4 ft Attic 6 223 ft' Attic 2nd Floor 73.35 ft Default Leakage 2nd Floor (Default) (Default) 55.75 ft Default Leakage 2nd Floor (Default) (Default) 1 1 2 2 3/28/2017 2:57 PM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 FORM P4n1;-2n14 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Coolingjj ]] Jan Heatin[X] Jan r ], Feb Feb Mar X] Mar j ] r j ]r I J Ma [X] May [ Jun Jun X] Jul Jul jX] Au Aul X] Se Sep WOctOct Nov Nov Dec Dec Ventin [ ] Jan Febll X] Mar X] r May [) 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 3/28/2017 2:57 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 5 of 5 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX" = 89 The lower the EnergyPerformance Index, the more efficient the home. FL, 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft=) 7. Windows" Description a. U-Factor: Dbl, U=0.34 SHGC: SHGC=0.31 b U-Factor: Dbl, U=0.58 SHGC: SHGC=0.32 c. U-Factor: N/A SHGC: d. U-Factor: N/A SHGC. Area Weighted Average Overhang Depth. Area Weighted Average SHGC: New (From Plans) 9. Wall Types Insulation Area Single-family a. Frame - Wood, Exterior R=13.0 1521.00 ft= b. Concrete Block - Int Insul, Exterior R=4.1 1375.90 ft 1 c. Frame - Wood, Adjacent R=13.0 240.33 ft= 4 d. N/A R= ft= 10. Ceiling Types Insulation Area No a. Under Attic (Vented) R=30.0 1480.00 ft= 2582 b. N/A R= ft= c. N/A R= ft= Area 11. Ducts R ft= 329.72 ft= a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 293.4 b. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 6 223 72.00 ft= 12. Cooling systems kBtu/hr Efficiency ft= a. Central Unit 25.2 SEER:16.00 b. Central Unit 25.2 SEER:16.00 8. Floor Types Insulation a. Slab -On -Grade Edge Insulation R=0.0 b. Floor Over Other Space R=0.0 c. other (see details) R= n= 13. Heating systems kBtu/hr Efficiency a. Electric Heat Pump 21.8 HSPF:9.00 3.270 ft. b. Electric Heat Pump 21.8 HSPF:9.00 0.312 Area 14. Hot water systems Cap: 50 gallons 1467.00 ft= a. Electric EF: 0.95 1102.00 ft= b. Conservation features 13.00 ft= 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 compli features. Builder Signature: _ Date: r d Address of New Home: yLqCr p f`q,L [,q W--City/FL Zip: S'(, F 4a THE STq, o 0 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. 3/28/2017 2:57 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 Job: Lot287ThombrookeDarli... 1 DEL -AIR Manual S Compliance Report Date: 6/4/2014 I uma • m comet mlo an I u 1 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333.3853 Web: WWW.DEL-AIR.COM Project• • For: Taylor Morrison Cooling Equipment Design Conditions Outdoor design DB: 92.5°F Sensible gain: 19072 Btuh Entering coil DB: 76.0°F Outdoor design WB: 76.3°F Latent gain: 2784 Btuh Entering coil WB: 62.9°F Indoor design DB: 75.0°F Total gain: 21856 Btuh Indoor FIR 50% Estimated airflow: 840 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-024-230-19+CBX27UH-024-230'++TDR Actual airflow: 840 cfm Sensible capacity: 19413 Btuh 102% of load Latent capacity: 3175 Btuh 114% of load Total capacity: 22588 Btuh 103% of load SHR: 86% Heating Equipment Design Conditions Outdoor design DB: 41.7°F Heat loss: 19514 Btuh Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Entering coil DB: 69.1°F Manufacturer: Lennox Model: 14HPX-024-230-19+CBX27UH-024-230'++TDR Actual airflow: 840 cfm Output capacity: 22412 Btuh 115% of load Capacity balance: 38 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 87% of load Temp. rise: 50 OF Meets are all requirements of ACCA Manual S. c wri htsoft' 2017-Mar-28 15 28 18 9 Righl-Suile® Universal 2017 17.0 16 RSU24011 Page 1 IinglonAGRE\Lot2877hombrookeDarlinglonAGRE.cup Calc - MJ8 House laces: E DEL -AIR Manual S Compliance Report Job: Lot28TThombrookeDarli... tEmolu Date: 6/4/2014 8hu 2 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333.3853 Web: WWW DEL-AIR.COM For: Taylor Morrison Design Conditions Outdoor design DB: 92.5°F Sensible gain: 17060 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: 20003 Btuh Indoor FIR 50% Estimated airflow: 840 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-024-230-19+CBX27UH-024-230'++TDR Actual airflow: 840 cfm Sensible capacity: 17651 Btuh 103% of load Latent capacity: 3314 Btuh 113% of load Total capacity: 20965 Btuh 105% of load SHR: 84% 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-024-230-19+CBX27UH-024-230'++TDR Actual airflow: 840 cfm Output capacity: 22420 Btuh 1650/6 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 860/6 of load Temp. rise: 13 OF Meets are all requirements of ACCA Manual S. C wri htsoft' 2017-Mar-2815:28,18 9 Righl-Suite® Universal 2017 17 0.16 RSU24011 Page 2 IinglonAGRE\Lol287ThombrookeDarlinglonAGRE.rup Cale = MJ8 House laces E DEL -AIR Component Constructions Job: LOt287ThombrookeDarli... P Date: 6/4/2014 HUM'=rAtmrtrotmro 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 Location: Indoor: Heating Cooling Orlando Intl AP, FL, US Indoor temperature (°F) 70 75 Elevation: 95 ft Design TD (°F) 28 18 Latitude: 28°N Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 46.4 Dry bulb (°F) 42 93 Infiltration: Daily range (°F) - 17 (M) Method Simplified Wet bulb (°F) - 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area U-value Insul R Htg HTM Loss Cig HTM Gain M BWNht-•F V-•FIBWh BWNM Btuh Bluh/ta Bluh Walls 12C-Osw: Frm wall, stucco ext, r-13 cav ins, 1/2" gypsum board int Irish, 2"x4" wood frm, 16" o.c. stud 13A-2ocs: Blk wall, stucco exi, r-2 ext bd ins, 8" thk, 1/2" gypsum board int Irish 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 ouir, air gas, vnl frm mat, Or 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, 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 (6.3 ft window ht, 11.5 ft sep.); 6.67 ft head ht in 461 0.091 13.0 2.58 1186 2.34 1079 e 240 0.091 13.0 2.58 618 2.34 562 s 470 0.091 13.0 2.58 1209 2.34 1100 w 200 0.091 13.0 2.58 515 2.34 469 all 1370 0.091 13.0 2.58 3528 2.34 3210 n 470 0.201 0 5.69 2671 4.35 2044 e 51 0.201 0 5.69 292 4.35 223 se 24 0.201 0 5.69 134 4.35 102 s 433 0.201 0 5.69 2462 4.35 1883 w 150 0.201 0 5.69 851 4.35 651 all 1127 0.201 0 5.69 6410 4.35 4904 222 0.091 13.0 2.58 572 1.44 320 n e s w w all in s w all 10C-v: 2 glazing, Or low-e outr, air gas, vnl trim mat, Or innr, 1/4" gap, se 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 9 ft overhang (8 It window ht, 0.33 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, s 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 30 0.340 0 9.62 289 10.6 317 30 0.340 0 9.62 289 30.4 911 15 0.340 0 9.62 144 10.8 162 30 0.340 0 9.62 289 30.4 911 40 0.340 0 9.62 385 30.4 1214 145 0.340 0 9.62 1395 24.2 3515 39 0.340 0 9.62 374 10.6 411 39 0.340 0 9.62 374 12.2 472 58 0.340 0 9.62 561 30.4 1769 136 0.340 0 9.62 1308 19.5 2653 23 0.340 0 9.62 218 7.41 168 6 0.340 0 9.62 58 10.6 63 C wri htsoft' 2017-Mar-28 15 28:18 9 Right•Suite® Universal 2017 17.0 16 RSU24p11 Page 1 ACC%..IingionAGRE\Lol287ThornbrookeDarlingionAGRE.rup Calc - MJ8 House faces: E 2A-2ov: 2 glazing, clr low-e ouir, air gas, vnl irm mat, clr innr, 1/4" gap, s 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (3.17 ft window ht, 11.5 ft sep.); 6.67 If head ht 2A-2ov: 2 glazing, clr low-e ouir, air gas, vnl irm mat, clr innr, 1/4" gap, s 1/8" lhk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (4.2 ft window ht, 11.5 ft sep.); 6.67 ft head ht 2A-2ovd: 2 glazing, clr low-e ouir, air gas, vnl frm mat, clr innr, 1/4" w gap, 1/8" thk; NFRC rated (SHGC=0.32); 11 ft overhang (8 ft window ht, 0 ft sep.); 6.67 ft head ht Doors 11 DO: Door, wd sc type n Ceilings 16CR-30ad: Attic ceiling, asphalt shingles root mat, r-30 veil ins, 1/2" gypsum board int tnsh Floors 20P-191: Fir floor, irm fir, 12" thkns, r-19 cav ins, gar ovr 22A-ipl: Bg floor, light dry soil, on grade depth 5 0.340 0 9.62 51 12.2 64 13 0.340 0 9.62 125 12.2 157 72 0.580 0 16.4 1182 16.8 1213 18 0.390 0 11.0 202 12.0 220 1482 0.032 30.0 0.91 1342 1.42 2098 13 0.050 19.0 1.41 18 0.71 9 147 0,989 0 28.0 4126 0 0 wri htsoft' 2017•Mar•2815:28:18 9 Right-Suile® Universal 2017 17.0.16 RSU24011 Page 2 IinglonAGRE\Lot287ThombrookeDarlingtonAGRE.rup Calc = MJ8 House faces: E DEL -AIR Com onent Constructions Job: Lot287ThornbrookeDarli... P Date: 6/4/2014 fluffs to - = coN n com 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 Location: Indoor: Heating Cooling Orlando Intl AP, FL, US Indoor temperature (OF) 70 75 Elevation: 95 it Design TD (OF) 28 18 Latitude: 28ON Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 46.4 Dry bulb (°F) 42 93 Infiltration: Daily range (OF) - 17 ( M) Method Simplified Wet bulb (°F) - 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area U-value Insul R Htg HTM Loss Clg HTM Gain M BOrhlll •F ft'-1F/3Wh BWh/ftr BWh BWh/W Ruh Walls 13A-2ocs: Blk wall, stucco ext, r-2 ext bd ins, 8" thk, 1/2" gypsum n 470 0.201 0 5.69 2671 4.35 2044 board int fnsh a 51 0.201 0 5.69 292 4.35 223 se 24 0.201 0 5.69 134 4.35 102 s 433 0.201 0 5.69 2462 4.35 1883 w 150 0.201 0 5.69 851 4.35 651 all 1127 0.201 0 5.69 6410 4.35 4904 Partitions 12C-Osw: Firm wall, r-13 cav ins, 1/2" gypsum board ins fnsh, 2"x4" wood frm, 16" o.c. stud Windows 2A-2ov: 2 glazing, Or low-e outs, air gas, vnl trm mat, Or innr, 1/4" gap, n 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft s overhang (6.3 ft window ht, 11.5 ft sep.); 6.67 ft head ht W all IOC-v: 2 glazing, Or low-e ouir, air gas, vnl frm mat, Or innr, 1/4" gap, se 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 9 ft overhang (8 ft window ht, 0.33 it sep.); 6.67 ft head ht 2A-2ov: 2 glazing, clr low-e ouir, air gas, vnl frm mat, Or innr, 1/4" gap, s 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 it overhang (3.17 it window ht, 11.5 it sep.); 6.67 It head ht 2A-2ov: 2 glazing, clr low-e ouir, air gas, vnl trm mat, Or innr, 1/4" gap, s 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (4.2 ft window ht, 11.5 ft sep.); 6.67 ft head ht 2A-2ovd: 2 glazing, Or low-e ouir, air gas, vnl trm mat, Or innr, 1/4' w gap, 1/8" thk; NFRC rated (SHGC=0.32); 11 it overhang (8 ft window ht, 0 ft sep.); 6.67 ft head ht Doors I DO: Door, wd sc type n 222 0.091 13.0 2.58 572 1.44 320 39 0.340 0 9.62 374 10.6 411 39 0.340 0 9.62 374 12.2 472 58 0.340 0 9.62 561 30.4 1769 136 0.340 0 9.62 1308 19.5 2653 23 0.340 0 9.62 218 7.41 168 5 0.340 0 9.62 51 12.2 64 13 0.340 0 9.62 125 12.2 157 72 0.580 0 16.4 1182 16.8 1213 18 0.390 0 11.0 202 12.0 220 C I'1 htSOft' 2017-Mar-2815,28:18 W A 9 Righl.Suite® Universal 2017 17.0.16 RSU24011 Page 3 IingionAGRE\Lol287ThombrookeDadingionAGRE.rup Calc = MJ8 House faces E Ceilings 16CR-30ad: Attic ceiling, asphalt shingles root mat, r-30 ceil ins, 1/2" 12 0.032 30.0 0.91 11 1.42 gypsum board int fnsh Floors 22A-ipl: Bg floor, light dry soil, on grade depth 147 0.989 0 28.0 4126 18 C wri htsoft' 2017-Mar-2815:28:18 9 Right-Suile® Universal 2017 17.0.16 RSU24011 Page 4 IingionAGRE\Lol287ThombrookeDarlingionAGRE.rup Calc = MJ8 House laces E 1' DEL -AIR Component Constructions Job: Lot28TThombrookeDarli... P Date: 6/4/2014 ttIM1111e-nntlotlnffmm tB c' hu 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 Project• • For: Taylor Morrison Location: Orlando Intl AP, FL, US Elevation: 95 It Latitude: 28°N Outdoor: Heating Dry bulb (°F) 42 Daily range (°F) - Wet bulb (°F) - Wind speed (mph) 15.0 Indoor: Indoor temperature (°F) Design TD (°F) 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 hr BWh/W-•F 11'-•FIBWh BWh/IIT BWh BWh/hr 81uh Walls 12C-Osw: Frm wall, stucco ext, r-13 cav ins, 1/2" gypsum board int Insh, 2"x4" wood Irm, 16" o.c. stud Partitions none) n 461 0.091 13.0 2.58 1186 2.34 1079 e 240 0.091 13.0 2.58 618 2.34 562 s 470 0.091 13.0 2.58 1209 2.34 1100 w 200 0.091 13.0 2.58 515 2.34 469 all 1370 0.091 13.0 2.58 3528 2.34 3210 Windows 2A-2ov: 2 glazing, cir low-e ouir, air gas, vnl frm mat, Or innr, 1/4" gap, n 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium: 1 ft e overhang (5 It window ht, 1 It sep.); 6.67 If head ht s w w all 2A-2ov: 2 glazing, cir low-e ouir, air gas, vnl frm mat, Or innr, 1/4" gap, s 1/8" lhk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 it overhang (3 It window ht, 1 ft sep.); 6.67 It head ht Doors none) Ceilings 16CR-30ad: Attic ceiling, asphalt shingles root mat, r-30 ceil ins, 1/2' gypsum board int Irish Floors 2OP-191: Flr floor, frm flr, IT thkns, r-19 cav ins, gar ovr 30 0.340 0 9.62 289 10.6 317 30 0.340 0 9.62 289 30.4 911 15 0.340 0 9.62 144 10.8 162 30 0.340 0 9.62 289 30.4 911 40 0.340 0 9.62 385 30.4 1214 145 0.340 0 9.62 1395 24.2 3515 6 0,340 0 9.62 58 10.6 63 1469 0.032 30.0 0.91 1331 1.42 2080 13 0.050 19.0 4CCA+ wrightSOW Right -State® Universal 2017 17.0.16 RSU24011 IingionAGRE\Lot287ThornbrookeDarfngionAGRE.rup Calc = MJ8 House laces: E 1.41 18 0.71 9 2017-Mar-28 15:28:18 Page 5 Job: LOt287ThombrookeDarli... PDEL-AIR Project Summary Date: 6/4/2014 1111111 Enure House By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax 407.333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Notes: RVSD 211/16 JA LS 3/22116 JA LS 4/4/16 JA LS 6/10/16 JA Information Weather: Orlando Intl AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 42 OF Outside db 93 OF Inside db 70 OF Inside db 75 OF Design TD 28 OF Design TD 18 OF Daily range M Relative humidity 50 Moisture difference 46 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 26243 Btuh Structure 26635 Btuh Ducts 6895 Btuh Ducts 9498 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 33138 Btuh Use manufacturer's data y Rate/swing multiplier load 1.00 Infiltration Equipmenf sensible 36133 Btuh Method Simplified Latent Cooling Equipment Load SizingConstructionqualityAverage Fireplaces 0 Structure 4164 Btuh Ducts 1562 Btuh Central vent (0 cfm) 0 Btuh Heating Coolin Area (W 2582 2,2 Equipment latent load 5726 Btuh Volume (ft3) 26929 26929 Air changes/hour 0.41 0.21 Equipment total load 41859 Btuh Equiv. AVF (cfm) 184 94 Req. total capacity at 0.70 SHR 4.3 ton Heating Equipment Summary Cooling Equipment Summary Make Maker Ndeara Model n/a Cond ri/a AHRI ref n/a Coil n/a AHRI ref n/a Efficiency n/a Efficiency n/a Heating input Sensible cooling 0 Btuh Heating output 0 Btuh Latent cooling 0 Btuh Temperature rise 0 OF Total cooling 0 Btuh Actual air flow 0 cfm Actual air flow 0 cfm Air flow factor 0 cfm/Btuh Air flow factor 0 cfm/Btuh Static pressure 0 in H2O Static pressure 0 in H2O Space thermostat n/a Load sensible heat ratio 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Wrl 171t50ii`t' 92017- Mar-28 15 28:18 Righl- Suite® Universal 2017 17.0.16 RSU24011 Page 1 14CCP....IingionAGRE\Lol287ThombrookeDarlinglonAGRE.rup Calc = MJ8 House laces: E RDEL-AIR Project Summary Job: Lot28TThombrookeDarll... 7 Date: 6/4/2014 H ERIMI • M I UISI 10 ahu 1 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333.2665 Fax: 407-333.3853 Web WWW DEL -AIR COM Project• • For: Taylor Morrison Notes: RVSD 211/16 JA LS 3/22116 JA LS 4/4/16 JA LS 6/10/16 JA Information Weather: Orlando Intl AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 42 OF Outside db 93 OF Inside db 70 OF Inside db 75 OF Design TD 28 OF Design TD 18 OF Daily range M Relative humidity 50 % Moisture difference 46 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 16916 Btuh Structure 16336 Btuh Ducts 2598 Btuh Ducts 2736 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh e) Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 19514 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 BtuhInfiltrationEqu,pmenf sensible load 19072 Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 2608 Btuh Ducts 176 Btuh Central vent (0 cfm) 0 Btuh Heatingg cooling none) Area (ft2) 1467 1467 Equipment latent load 2784 Btuh Volume (ft3) 13706 13706 Air changes/hour 0.38 0.20 Equipment total load 21856 Btuh Equiv. AVF (cfm) 87 45 Req. total capacity at 0.75 SHR 2.1 ton Heating Equipment Summary Cooling Equipment Summary Make Lennox Make Lennox Trade MERIT Trade MERIT Model 14HPX-024-230-19 Cond 14HPX-024-230-19 AHRI ref 7045677 Coil CBX27UH-024-230'++TDR AH R I ref 7045677 Efficiency 9 HSPF Efficiency 13.5 EER, 16 SEER Heating input Sensible cooling 18900 Btuh Heating output 21800 Btuh @ 470F 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 0.043 cfm/Btuh Air flow factor 0.044 cfm/Btuh Static pressure 0.30 in H2O Static pressure 0.30 in H2O Space thermostat Load sensible heat ratio 0.87 Capacity balance point = 38 OF Backup: Input = 5 kW, Output = 16909 Btuh, 100 AFUE Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. t Wrl fIL50ft' 2017-Mar-2815.28:18 9 Righl-Suite® Universal 2017 17.0.16 RSU24011 Page 2 A'CA...IingionAGRE\Lot287ThornbrookeDarlinglonAGRE nip Calc = MJ8 House laces: E DEL -AIR Project Summary Job: Lot28TrhornbrookeDarli... 7 Date: 6/4/2014 NEa1na+• nw tro mmolmw ahu 2 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333.2665 Fax. 407-333.3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Notes: RVSD 211/16 JA LS 3/22116 JA LS 4/4/16 JA LS 6/10/16 JA Information Weather: Orlando Intl AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 42 OF Outside db 93 OF Inside db 70 OF Inside db 75 OF Design TD 28 OF Design TD 18 OF Daily range M Relative humidity 50 % Moisture difference 46 gr/lb Heating Summary 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 Heatingg Coolingg Area (ft2 1115 1115 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-024-230-19 AH R I ref 7045677 Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat Capacity balance point = 30 OF 9 HSPF 21800 Btuh @ 47°F 24 OF 840 cfm 0.062 cfm/Btuh 0.30 in H2O Backup: Input = 3 kW, Output = 11784 Btuh, 100 AFUE Sensible Cooling Equipment Load Sizing Structure 10299 Btuh Ducts 6761 Btuh Central vent (0 cfm) 0 Btuh none) Blower 0 Btuh Use manufacturer's data y Rate/swing multiplier Equipment sensible load 1.00 17060 Btuh Latent Cooling Equipment Load Sizing Structure 1556 Btuh Ducts 1386 Btuh Central vent (0 cfm) 0 Btuh none) Equipment latent load 2943 Btuh Equipment total load 20003 Btuh Req. total capacity at 0.75 SHR 1.9 ton Cooling Equipment Summary Make Lennox Trade MERIT Cond 14HPX-024-230-19 Coil CBX27UH-024-230'++TDR AH R I ref 7045677 Efficiency 13.5 EER, 16 SEER Sensible cooling 18900 Btuh Latent cooling 6300 Btuh Total cooling 25200 Btuh Actual air flow 840 cfm Air flow factor 0.049 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. wri htsof , 2017-Mar-2815:28:189Right -Suite® Universal 2017 17.0.16 RSU24011 Page 3A..IingionAGRENLot287ThornbrookeDarlingionAGRE ruD Calc = MJ8 House faces: E QDEL-AIRnraorso Right-J® Worksheet Entire House DEL -AIR HEATING & AIR C9NDITIONINC 531 CODISCO WAY, SANFORD, FL 32771 hone: 407-333.2665 ax: 407-333.3853 Web: WWW.DEL•AIR.COM Job: Lot287ThornbrookeDarlingil Date: 6/4/2014 By: FJF 1 Room name Entire House ahu 1 2 Exposed wall 316.4 It 147.4 11 3 Room height 9.2 1t 9.3 It 4 Room dimensions 5 Room area 2938.3 02 1469.0 02 Ty Constriction U-value Or HTM Area (III Load Area 019 Load number BtuWfl2-IF) Bluldit2) or perimeter (it) Stuh) or perimeter (it) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 yl 12C-Osw 0.091 n 2.58 2.34 491 461 1186 1079 0 0 0 0 G 2A-2ov 0.340 n 9.62 10.58 30 0 289 317 0 0 0 0 yl 13A-2ocs 0.201 n 5.69 4.35 508 470 2671 2044 508 470 2671 2044 I_--; 2A•2ov 0.340 n 19.62 10.58 39 0 374 411 39 0 374 411 11 yl 12C-Osw 0.091 a 2.58 2.34 270 240 618 562 0 0 0 0 Ili 2A-2ov 0.340 a 9.62 30.36 30 0 289 911 0 0 0 0 W 13A-2ocs 0.201 a 5.69 4.35 51 51 292 223 51 51 292 223 13A-2ocs 0.201 se 5.69 4.35 46 24 134 102 46 24 134 102 IOC-v 0.340 se 9.62 7.41 23 45 218 168 23 45 218 168 yl 12C-Osw 0.091 s 2.58 2.34 491 470 1209 1100 0 0 0 0 2A-2ov 0.340 s 9.62 10.58 6 12 58 63 0 0 0 0 C 2A-2ov 0.340 s 9.62 10.77 15 26 144 162 0 0 0 0 13A-2ocs 0.201 s 5.69 4.35 490 433 2462 1883 490 433 2462 1883 2A-2ov 0.340 s 9.62 12.15 5 0 51 64 5 0 51 64 2A-2ov 0.340 s 9.62 12.15 13 0 125 157 13 0 125 157 2A-2ov 0.340 s 9.62 12.15 39 0 374 472 39 0 374 472 Vjl 12C-Osw 2A-2ov 0.091 0.340 w w 2.58 9.62 2.34 30.36 270 30 200 0 515 289 469 911 0 0 0 0 0 0 0 0 V 2B-21v 13A-2ocs 2A-2ov 0.340 0.201 0.340 w w w 9.62 5.69 9.62 30.36 4.35 30.36 40 280 58 0 150 0 385 851 561 1214 651 1769 0 280 58 0 150 0 0 851 561 0 651 1769 P L-D 2A-2ovd 12C-Osw 0.580 0 091 w 16.41 2.58 16.85 1 44 72 240 144 222 1182 572 1213 320 72 240 144 222 1182 572 1213 320 11DO 0.390 n 11.04 11.99 18 18 202 220 18 18 202 220 C 16CR•30ad 0.032 0.91 1.42 1482 1482 1342 2098 12 12 11 18 F 2OP-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 124381 1 1966 Envelope losstgain 20534 21032 14205 11682 12 a) Infiltration 5709 1808 2711 8% b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 6 1380 6 1380 Appliances/olher 2415 2415 Subtotal (lines 6 to 13) 1 26243 26635 16916 16336 Less external load 0 0 0 0 Less transfer 0 0 0 0 Red isinbution 0 0 0 0 14 Subtotal 26243 26635 16916 16336 Duct loads 269/6 36% 6895 9498 15% 179/6 2598 2736 r Total room load 33138 36133 19514 19072 Air required (cfm) ISM 1680 1 1 840 840 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. c wrightsoft' 2017•Mar•28 15 28 18 Right -Suite® Universal 2017 17 0.16 RSU24011 Page 1 IingionAGRE\Lot287ThombrookeDarlingionAGRE.rup Calc - MJ8 House faces: E DEL-AIR mm • ar a rtoao Right-J® Worksheet Entire House DEL -AIR HEATING & AIR ND02N 33531CODISCOWAY, SANFORD, FL 32C47-665 ax• 407-333-3853 Web- WWW.DEL-AIR.COM Job: Lot287ThombrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name ahu 2 2 Exposed wall 169.0 It 3 Room heigN 9.0 It 4 Room dimensions 5 m Rooarea1469.3 02 Ty Construction U-value BtuIYIIL*F) Or HTM Btuh/It2) Area (III or perimeter ( It) Load Btuh) Area or perimeter Load Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cod 6 VI--! 12C-0sw 2A-2ov 13A•2ocs 0.091 0.340 0.201 n n n 2. 58 9.62 5.69 2.34 10.58 4.35 491 30 0 461 0 0 1186 289 0 1079 317 0 LG 11y LG 2A-2ov 12C-0sw 0.340 0.091 n a 9 62 2.58 10.58 2.34 0 270 0 240 0 618 0 562 W y/ 2A- 2ov 13A•2ocs 13A•2ocs 0.340 0.201 0.201 a a se 9. 62 5.69 5.69 30.36 4.35 4.35 30 0 0 0 0 0 289 0 0 911 0 0 I-- G t OC-v 12C-0sw 0.340 0.091 se s 9. 62 2.58 7.41 2,34 0 491 0 470 0 1209 0 1100 6 Vh13A- 2DOS 2A-2ov 2A-2ov 0.340 0.340 0.201 s s s 9. 62 9.62 5.69 10.58 10.77 4.35 6 15 0 12 26 0 58 144 0 63 162 0 2A- 2ov 2A•2Dv 0.340 0.340 s s 9. 62 962 12. 15 12.15 0 0 0 0 0 0 0 0 Vj/ C 2A• 2ov 12C-0sw 2A•2Dv 0.340 0.091 0 340 s w w 9. 62 2.58 9.62 12.15 2.34 30.36 0 270 30 0 200 0 0 515 289 0 469 911 Imo^ P1 2B- 21v 13A•2ocs 2A-2Dv 2A-2ovd 12C-0sw 0.340 0.201 0.340 0.580 0.091 w w w w 9. 62 5.69 9.62 16.41 2.58 30.36 4.35 30.36 16.85 1.44 40 0 0 0 0 0 0 0 0 0 385 0 0 0 0 1214 0 0 0 0 LD 11 DO 16CR•30ad 0.390 0.032 n 11. 04 0.91 11.99 1.42 0 1469 0 1469 0 1331 0 2080 C F2OP- 191 0.050 1.41 0.71 13 13 18 9 F 22A• tpl 0.989 27.99 0.00 0 0 0 0 61 c) AED excursion 472 Envelope loss/ gain 6330 9350 12 a) Irddtration 2998 949 b) Room ventilation 0 0 13 Internal gains: Occupants @ 2W 0 0 Appliances/other 0 Subtotal (lines 6 to 13) 9327 10299 Less external load 0 0 Less transfer 0 0 Redistribution 0 0 14 Subtotal 9327 10299 15 Duct loads 46% 66% 4297 6761 Total room load 13624 17060 Air required ( cim) I 840 840 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft' 2017- Mar-28 15.28:18 Right -Suite® Universal 2017 17 0.16 RSU24011 Page 2 IingionAGRE\Lol287ThornbrookeDadinglonAGRE. rup Cale - MJ8 House laces: E VDEL--AIR Right-J® Worksheet warm-air rr=c ahu 1 DEL-AIRHEATING& AIR 531 CODISCO WAY, SANFORD, FL 3277`1,Phone:40 333-2616655 Fax: 407-333.3853 Web WWW.DEL-AIR.COM Job: Lot287ThombrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name ahu 1 msir rm 2 Exposed wall 147.4 it 42.0 it 3 Room height 9.3 it 9.3 It heat/cool 4 5 Room dimensions Room area 1469.0 112 17. 0 x 15.5 It 263. 5 f12 Ty Construction U-value Or HTM Area (119 Load Area (112) Load number B1uh/it2-'F) BtuFd119 or perimeter (it) Btuh) or perimeter (It) Btuh) Heal Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cool 6 11 V I C 12C- 0sw 2A- 2ov 13A- 2ocs 2A- 2ov 12C- 0sw 2A- 2ov 13A- 2ocs 13A• 2ocs 0. 091 0. 340 0. 201 0. 340 0. 091 0. 340 0. 201 0. 201 n n n n a a a se 0. 00 0. 00 569 9. 62 0. 00 0. 00 5. 69 5. 69 0. 00 0. 00 4. 35 10. 58 0. 00 0. 00 4. 35 4. 35 0 0 508 39 0 0 51 46 0 0 470 0 0 0 51 24 0 0 2671 374 0 0 292 134 0 0 2044 411 0 0 223 102 0 0 89 0 0 0 0 0 0 0 89 0 0 0 0 0 0 0 504 0 0 0 0 0 0 0 386 0 0 0 0 0 yl C Y L-{ W V6- 6--CGGvv t0c. v 12C- 0sw 2A- 2ov 2A- 2ov 13A- 2ocs 0. 340 0 091 0. 340 0. 340 0. 201 se s s s s 9. 62 0. 00 0. 00 0. 00 5. 69 7. 41 0. 00 0. 00 0. 00 4. 35 23 0 0 0 490 45 0 0 0 433 218 0 0 0 2462 168 0 0 0 1883 0 0 0 0 159 0 0 0 0 159 0 0 0 0 902 0 0 0 0 690 I--- G 2A-20v 2A- 2ov 2A- 2ov 12C- 0sw 2A- 2ov 2B- 21v 13A• 2ocs 2A- 2ov 2A- 2ovd 12C- 0sw 0. 340 0. 340 0. 340 0. 091 0. 340 0. 340 0. 201 0. 340 0. 580 0. 091 s s s w w w w w w 9. 62 9. 62 9. 62 0. 00 0. 00 0. 00 5. 69 9. 62 16. 41 2. 58 12. 15 12. 15 12. 15 0. 00 0. 00 0. 00 4. 35 30. 36 16. 85 1. 44 5 13 39 0 0 0 280 58 72 240 0 0 0 0 0 0 150 0 144 222 51 125 374 0 0 0 851 561 1182 572 64 157 472 0 0 0 651 1769 1213 320 0 0 0 0 0 0 145 58 0 0 0 0 0 0 0 0 86 0 0 0 0 0 0 0 0 0 491 561 0 0 0 0 0 0 0 0 376 1769 0 0 I__ G Vy Ca P LD 11DO 16CR- 30ad 0. 390 0. 032 n 11.04 0. 91 11. 99 1. 42 18 12 18 12 202 11 220 18 0 0 0 0 0 0 0 0 CF 20P-191 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-Ipl 0.989 27.99 0.00 1469 147 4126 0 264 42 1176 0 61 c) AED excursion 1 19661 1 793 Envelope lossigain 14205 11682 3634 4013 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 1 600 Subtotal ( lines 6 to 13) 1 16916 163361 4406 5088 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 16916 16336 4406 5088 15 Duci loads 15% 17"/6 2598 2736 15% 15*/* 661 763 Total room load I 19514 19072 5067 5851 Air required (cim) 840 840 1 1 218 258 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightlsofV 2017-Mar•28 15: Righl• Suite® Universal 2017 17.0.16 RSU24011 Page age3 IinglonAGRE\ Lo1287Thombrooke0arlingtonAGRE rup Calc = MJ8 House laces: E DEL -AIR r mro • r eornrrmrrro Right-J® Worksheet ahu 1 DEL -AIR HEATING & AIR 9NDITIQ NIN9531CODISCOWAY, SANFORD, FL 32771 hone: 407- -2665 ax: 407-333-3853 Web- WWW.DEL-AIR.COM Job: Lot287ThombrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name msir bth mslr wic 2 Exposed wall 12.0 It 0 11 3 Room height 9.3 it heat/cool 9.3 ft heat/cool 4 5 Room dimensions Room area 12.0 x 8.0 If 96 0 ft2 6.5 x 7.5 ft 48.8 it= Ty Construction U-value Or HTM Area (112) Load Area (111) Load number BtuhtfPzOF) 81uh/ft2) or perimeter (II) Btuh) or perimeter (11) Stuh) Heal Cod Gross N/P/S Heat Cool Gross N/P/S Heal Cod 6 VY C 12C-Osw 2A-2ov 13A-2ocs 0.091 0.340 0.201 n n n 0.00 0.00 5.69 0.00 0.00 4.35 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0V 11 L--C Vy 2A•2ov 12C-Osw 0.340 0.091 n a 9.62 0.00 10.58 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Ili W yl 2A•2ov 13A•2ocs 13A•2ocs 0.340 0.201 0.201 a a se 0.00 5.69 5.69 0.00 4.35 4.35 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 LO yl tOC•v 12C-0sw 0.340 0.091 se s 9.62 0.00 7.41 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2A-2ov 2A-20v 13A-2ocs 0.340 0.340 0.201 s s s 0.00 0.00 5.69 0.00 0.00 4.35 0 0 112 0 0 112 0 0 637 0 0 487 0 0 0 0 0 0 0 0 0 0 0 0 Ti 2A-2ov 2A•2ov 0.340 0.340 s s 9.62 9.62 12.15 1215 0 0 0 0 0 0 0 0 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 V 12C-Osw 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 0II---GG V613A-2ocs 2B•21v 2A•2ov 0.340 0.201 0.340 w w w 0.00 5.69 9.62 0.00 4.35 30.36 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 P L-D 2A•2ovd 12C-Osw 0.580 0.091 w 16.41 2.58 16.85 1.44 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 DO 0.390 n 11.04 11.99 0 0 0 0 0 0 0 0 C 16CR•30ad 0.032 0.91 142 0 0 0 0 0 0 0 0 F 2OP-191 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A•tpl 0.989 27.99 0.00 96 12 336 0 49 0 0 0 61 c) AED excursion 26 0 Envelope loss/gain 973 461 0 0 12 a) Irdillration 221 70 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 5 Subtotal (lines 6 to 13) 1193 531 0 5 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1193 531 0 5 15 Duct bads 1 151/6 159/6 179 80 15% 155/6 0 1 Total room bad 1372 611 0 5 Air required (clm) 1 59 27 0 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrigFtttsoTt' 2017-mar•28 1 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 4 IingionAGRElLot287ThornbrookeDarlinglonAGRE.rup Calc - MJ8 House faces: E DEL -AIR r • w comrmrrr Right-J® Worksheet ahu 1 DEL -AIR HEATING & AIR 9NDITIQ NINC531CODISCOWAY, SANFORD, FL 32771 hone: 407-3 -2665 ax. 107-333.3853 Web: WWW.DEL-AIR.COM Job: Lot287ThombrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name mstr we den 2 Exposed wall 0 fl 10.5 It 3 Room height 9.3 It heal/cool 9.3 It heaUcool 4 5 Room dimensions Room area 5.5 x 3.5 It 19.3 ft2 10.5 x 11.5 It 120.8 02 Ty Construction U•value Or HTM Area (112) Load Area (It2) Load number BtuWlt2-*F) BIuIV112) or perimeter (It) Btuh) or perimeter (It) Btuh) Heal Cod Gross N/P/S Heal Cod Gross N/P/S Heat Cod 6 Vj/ G 12C-0sw 0.091 n 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 Vjl G 13A•2ocs 0201. n 5.69 4.35 0 0 0 0 0 0 0 0 11 2A•2ov 0.340 0.091 n a 9.62 0.00 10.58 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0Vf12C-0sw 1-G 2A-2Dv 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 W y/ 1-G 13A•2ocs 13A•2ocs 0201 0.201 a se 5.69 5.69 4.35 4.35 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10C-v 0.340 se 9.62 7.41 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 I-_-GG 2A-2ov 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 0.201 s s 0.00 5.69 0.00 4.35 0 0 0 0 0 0 0 0 0 98 0 59 0 336 0 257Vh13A•2ocs 2A-2ov 0.340 s 9.62 12.15 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 2A•2ov 12C-0sw 2A-2ov 0.340 0.091 0.340 s w w 9.62 0.00 0.00 12.15 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 39 0 0 0 0 0 374 0 0 472 0 0 Vjl C Vjl I-( C 2B•2Iv 13A-2ocs 2A-2ov 0.340 0.201 0.340 w w w 0.00 5.69 9.62 0.00 4.35 30.36 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2A-2ovd 12C-Osw 0.580 0.091 w 16.41 2.58 16.85 1.44 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0P L-D 11 DO 16CR•30ad 0.390 0.032 n 11.04 0.91 11.99 1.42 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0C F 2OP-191 0.050 000 0.00 0 0 0 0 0 0 0 0 F 22A•tpl 0.989 27.99 0.00 19 0 0 0 121 11 294 0 61 c) AED excursion 101 1 84 Envelope loss/gain 0 0 1004 813 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) 1 0 5 1197 874 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 0 5 1197 874 15 Duct bads 15% 15% 0 1 155/6 15% 180 131 Total room load 0 5 1377 1005 Air required (clm) 0 0 59 44 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. A wrlghtSOfC 2017•Mar•28 1 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 5 IrngionAGRENLot287ThornbrookeDarlingionAGRE nip Calc = MJ8 House faces: E 1 DEL -AIR Right-J® WorksheetDEL-AIRconwriiiiiiiiiis ahu 1 DEL -AIR HEATING & AIR 99NDITIQ NINC531CODISCOWAY, SANFORD, FL 3277 hone: 407.3 -2665 ax 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot287ThornbrookeDarlingit Date: 6/4/2014 By: FJF 1 Room name util pwdr 2 Exposed wall 6.5 II 12.0 If 3 Room height 9.3 11 heat/cool 9.3 If heat/cool 4 Room dimensions 6.5 x 6.5 11 6.5 x 6.5 II 5 Room area 42.3 112 42.3 1tz Ty Construction U•value Or HTM Area (fig Load Area (IIg Load number Btuh/Itz.•F) 8Iu1 IIg or perimeter (It) Bluh) or perimeter (it) Stuh) Heal Cod Gross N/P/S Heal Cool Gross N/P/S Heat Cod 6 y/ 12C-Osw 0.091 n 0.00 0.00 0 0 0 0 0 0 0 0 C 2A-2av 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 yl 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 0 0 0 0 C' 2A.2ov 0.340 n 9.62 10.58 0 0 0 0 0 0 0 0 11 LG 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 W 13A•2ocs 0.201 a 5.69 4.35 0 0 0 0 51 51 292 223 V 13A•2ocs 0.201 se 5.69 4.35 0 0 0 0 0 0 0 0 t-G tOC-v 0.340 se 9.62 7.41 0 0 0 0 0 0 0 0 v 1 12C-Osw 0.091 s 0.00 0.00 0 0 0 0 0 0 0 0 I--fi 2A•2ov 0.340 s 0.00 0.00 0 0 0 0 0 0 0 022A•2Dv 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 Vyy 13A-2ocs 0.201 s 5.69 4.35 61 48 271 208 61 55 315 241 I--G 2A-2ov 0.340 s 9.62 12.15 0 0 0 0 5 0 51 64 2A-2ov 0.340 s 9.62 12.15 13 0 125 157 0 0 0 011- 2A-2ov 0.340 s 9.62 12.15 0 0 0 0 0 0 0 0 V 12C-Osw 0 091 w 0.00 0.00 0 0 0 0 0 0 0 0 C 2A-20v 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 t--(; 2B•21v 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 VLS13A•2ocs 0.201 w 5.69 4.35 0 0 0 0 0 0 0 0 2A-2Dv 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 2A-2ovd 0.580 w 16.41 16.85 0 0 0 0 0 0 0 0 P 12C-Osw 0.091 2.58 1.44 0 0 0 0 0 0 0 0 L-D IIDO 0.390 n 11.04 11.99 0 0 0 0 0 0 0 0 C 16CR-30ad 0.032 0.91 1.42 0 0 0 0 0 0 0 0 F 2OP-191 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-tpI 0.989 27.99 0.00 42 7 182 0 42 12 336 0 61 c) AED excursion 1-7 1 1•12 Envelope loss/gain 578 358 993 517 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) 697 996 1214 587 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redstnbulion 0 0 0 0 14 Subtotal 697 996 1214 587 15 Duct loads 150/0 15% 105 149 15% 150/6 182 88 Trial room load 802 1145 1396 675 Air required (clm) 35 50 60 30 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. At, wrightsoft- 2017-Mar-2815:28:18 Right - Suite® Universal 2017 17.0.16 RSU24011 Page 6 IingionAGRBLo1287ThombrookeDarlingionAGRE. rup Cale = MJ8 House laces: E 1 DEL -AIR E o - M eamrr000 Right-J® Worksheet ahu 1 DEL -AIR HEATING & AIR 531 CODISCO WAY, SANFORD, FL 3277`t'Phone: 40 333.266655 Fax. 407-333-3853 Web: WWW DEL -AIR COM Job: 01287Thorn brookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name family rm dining rm 2 Exposed wall 35.0 It 100 It 3 Room height 9.3 If heal/cool 9.3 It heat/cool 4 5 Room dimensions Room area 20.5 x 14.5 it 297.3 112 1.0 x 210.0 It 210.0 112 Ty Construction U•value Or HTM Area (It2) Load Area (112) Load number Btuh/112'F) BIufV1t or perimeter (It) Btuh) or perimeter (It) Btuh) Heal Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cool 6 VY 12C-Osw 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 Vy 13A-2ocs 0201 n 5.69 4.35 191 191 1088 832 93 54 310 237 2A-2ov 0 340 n 9.62 10.58 0 0 0 0 39 0 374 411 11 y/ 12C-0sw 0.091 a 0.00 0,00 0 0 0 0 0 0 0 0 C 2A-2av 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 W 13A-2ocs 13A-2ocs 0201 0.201 e se 569 569 4.35 4.35 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10C-v 0.340 se 9.62 7.41 0 0 0 0 0 0 0 0 1r 1 12C-Osw 0.091 s 0.00 MOD 0 0 0 0 0 0 0 0 I_( G 2A-2ov 0 340 s 0.00 MOD 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 Vb13A-2ocs 0.201 s 5.69 4,35 0 0 0 0 0 0 0 0 2A•2Dv 0.340 s 9.62 12.15 0 0 0 0 0 0 0 0 2A-2ov 0.340 s 9.62 12.15 0 0 0 0 0 0 0 0 2A-2Dv 0.340 s 9.62 12.15 0 0 0 0 0 0 0 0 Vjl 12C-Osw 2A•2Dv 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 0fa V613A-2ocs 28-21v 2A•2Dv 0.340 0.201 0.340 w w w 0.00 5.69 9.62 0.00 4.35 30.36 0 135 0 0 63 0 0 360 0 0 275 0 0 0 0 0 0 0 0 0 0 0 0 0 P LD 2A-2ovd 12C-Osw 0.580 0.091 w 16.41 2.58 16.85 1.44 72 0 72 0 1182 0 1213 0 0 0 0 0 0 0 0 0 11 DO 0.390 n 11.04 11.99 0 0 0 0 0 0 0 0 C 16CR•30ad 0 032 0.91 1.42 0 0 0 0 0 0 0 0 F 2OP-191 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-Ipl 0.989 27.99 0.00 297 35 980 0 210 10 280 0 61 c) AED excursion 11307 1-44 Envelope loss/gain 3609 3627 963 604 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 Sublotal (Imes 6 to 13) 14253 4751 1147 892 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 4253 4751 1147 8% 15 Duct bads 1 159/6 151/6 638 713 15% 15% 172 134 Total room bad 4891 54CA 1319 1026 Air required (clm) 211 241 57 45 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 01d_ wrightsoft' 2017-Mar-2815:28:18 A Righl-Suite® Universal 2017 17.0 16 RSU24011 Page 7 tinglonAGRE\Lot287ThornbrookeDarlinglonAGRE.rup Cale - M.18 House laces: E 1' DEL -AIR nro • 111111 r rrmao Right-J® Worksheet ahu 1 DEL -AIR HEATING & AIR ho ne531CODISCOWAY, SANFORD, FL 32771 hone 407.3 -2665 ax: 407-333.3853 Web: WWW DEL -AIR COM Job: Lot287ThombrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name pantry kitchen 2 Exposed wall 0 It 19.4 It 3 Room height 9.3 11 heat/cool 9.3 It heat/cool 4 5 Room dimensions Room area 60 x 3.5 It 21.0 112 1.0 x 308.0 It 308.0 42 Ty Construction number U- a1ue B F ) Or HTM Ell f12) Area (It9 or perimeter (It) Load Btuh) Area (112) or perimeter (It) Load Btuh) Heat Cool Gross N/P/S Heat cod Gross N/P/S Heat Cod 6 W I--fi 12C-Osw 2A•2Dv 13A-2ocs 0.091 0.340 0.201 n n n 0.00 0.00 5.69 0.00 0.00 4.35 0 0 0 0 0 0 0 0 0 0 0 0 0 0 135 0 0 135 0 0 770 0 0 589y/ 11 C 2A-2ov 12C-Osw 0.340 0.091 n a 962 0.00 10.58 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0VL.G W 2A-2ov 13A-2ocs 13A-2ocs 0.340 0.201 0.201 a a se 0.00 5.69 5.69 0.00 4.35 4.35 0 0 0 0 0 0 0 0 0 0 0 0 0 0 46 0 0 24 0 0 134 0 0 102 10C-v 12C-Osw 0.340 0.091 se s 9.62 0.00 7.41 0.00 0 0 0 0 0 0 0 0 23 0 23 0 218 0 168 0 Vb13A-2ocs 2A-2ov 2A-2ov 0.340 0.340 0.201 s s s 0.00 0.00 5.69 0.00 0.00 4.35 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-2Dv 2A-2ov 0.340 0.340 s s 9.62 9.62 IZ15 12.15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vy l--Ca 2A-2ov 12C-Osw 2A•2Dv 0.340 0.091 0.340 s w w 9.62 0.00 0.00 12.15 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 l--( 2B-21v 13A-2ocs 2A•2Dv 2A•2ovd 12C-Osw 0.340 0.201 0.340 0.580 0.091 w w w w 0.00 5.69 9.62 16.41 2.58 0.00 4.35 30.36 16.85 1.44 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 240 0 0 0 0 222 0 0 0 0 572 0 0 0 0 320 1--(i P LD 11D0 16CR-30ad 0.390 0.032 n 11.04 0.91 11.99 1.42 0 0 0 0 0 0 0 0 18 12 18 12 202 11 220 18C F 2OP-191 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-tpl 0.989 27.99 MOD 21 0 0 0 308 19 543 0 61 c) AED excursion 1 0 1 1 •128 Envelope loss/gain 0 0 2450 1289 12 a) Inlillration 0 0 358 113 b) Room ventilation 0 0 0 0 13 Internal gain: Occupants @ 230 0 0 0 0 Appliances/other 5 1200 Sublotal (lines 6 to 13) 10 5 2808 2602 Less external load 0 0 0 0 Less transfer 0 0 0 0 Recistnbubon 0 0 0 0 4 Subtotal 0 5 2808 2602 15 Dud (Dads 15% 15% 0 1 17% 26% 482 676 Total room bad 0 5 3290 3279 Air required (elm) 0 0 142 144 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. LP. wrightsoft' 2017-Mar-2815:28:18 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 8 IingionAGRE\Lot287ThombrookeDartingtonAGRE.nip Calc = MJ8 House faces E DEL -AIR Right-J® Worksheet mra•arcalnrarao ahu 2 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: Lot287ThombrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name ahu 2 rrn 2 2 Exposed wall 169.0 11 39.5 it 3 Room height 9.0 It 9.0 It heat/cool 4 Room dimensions 14.5 x 15.5 It 5 mRooarea 1469.3 It2 224.8 ft2 Ty Construction number U• value Btuh/ 112-OF) Or HTM atuh/ 112) Area 019 or perimeter (It) Load atuh) Area ( fig or perimeter (It) Load Bluh) Heat Cod Gross N/P/S Heat Cool Gross N/P/S Heat Cod 6 VY f 12C- 0sw A• 2ov 13A- 2ocs 0. 091 0. 340 0. 201 n n n 2. 58 9. 62 0. 00 2. 34 1058 0. 00 491 30 0 461 0 0 1186 289 0 1079 317 0 86 0 0 86 0 0 220 0 0 200 0 0 yl11 LC VLG12C- Osw 2A- 2ov 0.340 0. 091 n a 0. 00 2. 58 0. 00 2. 34 0 270 0 240 0 618 0 562 0 0 0 0 0 0 0 0 W Vy 2A- 2ov 13A• 2ocs 13A- 2ocs 0. 340 0. 201 0. 201 a a se 9. 62 0. 00 0. 00 30. 36 000 000 30 0 0 0 0 0 289 0 0 911 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I-- G 10C-v 12C- Osw 0. 340 0. 091 se s 0. 00 2. 58 0. 00 2. 34 0 491 0 470 0 1209 0 1100 0 131 0 131 0 336 0 306 CGG Vyjll 2A• 2ov 2A- 2ov 13A- 2ocs 0. 340 0. 340 0. 201 s s s 9. 62 9. 62 0. 00 10. 58 10. 77 0. 00 6 15 0 12 26 0 58 144 0 63 162 0 0 0 0 0 0 0 0 0 0 0 0 0 I-- C 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 G 2A- 2ov 12C- Osw 2A• 2ov 0. 340 0. 091 0. 340 s w w 0. 00 2. 58 9. 62 0. 00 2. 34 30. 36 0 270 30 0 200 0 0 515 289 0 469 911 0 140 30 0 110 0 0 282 289 0 257 911 V613A- 2ocs 2B- 21v 2A- 2ov 2A- 2ovd 12C- Osw 0. 340 0. 201 0. 340 0. 580 0. 091 w w w w 962 000 0. 00 0. 00 0. 00 30. 36 0. 00 0. 00 0. 00 0. 00 40 0 0 0 0 0 0 0 0 0 385 0 0 0 0 1214 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 PL- D 11 DO 16CR• 30ad 0. 390 0 032 n 0.00 0. 91 0. 00 1. 42 0 1469 0 1469 0 1331 0 2080 0 225 0 225 0 204 0 318 CF 20P•191 0050 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 1472 1292 Envelope loss/gain 6330 9350 1330 2284 12 a) Infiltration 2998 949 701 222 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 Appliances/ other 0 0 0 0 0 0 Subtotal ( lines 6 to 13) 9327 10299 2031 2506 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 9327 10299 2031 2506 15 Duct bads 1 46/666% 4297 6761 461/o 66% 936 1645 Total room load 13624 17060 2967 4151 Air required (c1m) 840 840 1183 204 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 4 _ - Fk wrightsoft- 2017•Mar-28 15 28:18 Right• Suile® Universal 2017 17.0 16 RSU24011 Page 9 IingionAGRENLot287ThornbrookeDarbngionAGRE. rup Calc - MJ8 House laces: E 1 DEL -AIR r o • = rmmrror11110 Right-J® Worksheet ahu 2 DEL -AIR HEATING & AIR 1PND0 - 531 CODISCO WAY, SANFORD, FL 3277h4-665 Fax 407-333.3853 Web: WWW DEL-AIR.COM Job: Lot287ThornbrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name bth 2 bth 3 2 Exposed wall 9.0 11 11.5 11 3 Room height 9.0 1t heal/cool 9.0 1t heal/cool 4 5 Room dimensions Room area 9.0 x 6.0 It 54.0 112 11.5 x 6.0 It 69.0 IF Ty Construction number U•value BtuWft2•°F) Or HTM St 112) Area (42) or perimeter (It) Load Btuh) Area (112) or perimeter (It) Load Btuh) Heat Cod Gross N/P/S Heat cod Gross N/P/S Heat cool 6 Vy 1210-0sw 2A-2Dv 13A-2ocs 0.091 0.340 0.201 n n n 2.58 9.62 0.00 2.34 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 0y/ 11 2A•2ov 12C-0sw 0.340 0.091 n a 0.00 2.58 0.00 2.34 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 G VI-G 2A-2ov 0.340 a 9.62 30.36 0 0 0 0 0 0 0 0 W yl G 13A-2ocs 13A-2ocs 0.201 0.201 a se 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10C-v 12C-0sw 0.340 0.091 se s 0.00 2.58 0.00 2.34 0 81 0 75 0 193 0 176 0 104 0 104 0 267 0 243 CGG 2A-2ov 2A•2ov 13A•2Dcs 0.340 0.340 0.201 s s s 9.62 9.62 0.00 10.58 10.77 0.00 6 0 0 6 0 0 58 0 0 63 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2A-2ov 2A-2Dv 0.340 0.340 s s 0.00 o.o0 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2A-2av 12C-Osw 2A-2ov 0.340 0.091 0.340 s w w 0.00 2.58 9.62 0.00 2.34 30.36 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Tzfg13A-2ocs 2B•21v 2A-2Dv 0.340 0.201 0.340 w w w 9.62 0.00 0.00 30,36 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 2A•2Dvd 12C-0sw 0.580 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 LD 11 DO 16CR-30ad 0.390 0.032 n 0.00 0.91 0.00 1.42 0 54 0 54 0 49 0 76 0 69 0 69 0 62 0 98c F 2OP-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 6 c) AED excursion 33 36 Envelope loss/gain 300 283 329 304 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 3341 533 369 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redstribution 0 0 0 0 14 Subtotal 459 334 sm 369 15 Duct (Dads 146% 66% 212 219 46/6 66% 246 242 Total room load 671 553 779 611 Air required (clm) 41 27 48 30 Calculations aDDroved by ACCA to meet all requirements of Manual J 8th Ed. A Wrightsoft' 2017-Mar-28 15:28 18 Right•SuiteO Universal 2017 17.0.16 RSU24011 Page 10 IingionAGRE\Lot287ThornbrookeDartingionAGRE.rup Calc - MJ8 House laces: E DEL -AIR Right-J® Worksheet r..1.m•olamrrnr.re ahu 2 DEL -AIR HEATING & AIR 9NDITIQ NINC 531 CODISCO WAY, SANFORD, FL 32771 hone: 407-3 -2665 ax 407-333-3853 Web- WWW.DEL-AIR COM Job: Lot287ThombrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name rm 4 rrr13 wic 2 Exposed wall 28.0 it 7.0 It 3 Room height 9.0 It heal/cool 9.0 II heaUcool 4 5 Room dimensions Room area 14.0 x 14.0 It 196.0 I12 9.5 x 5.0 If 47.5 ft2 Ty Construction U-value Or HTM Area (11--) Load Area (112) Load Bluh/ft2-*F) Btuh/II2) or perimeter (fl) Btuh) or perimeter (II) Btuh) Heal Cool Gross N/P/S Heat Cool Gross N/P/S Heal Cool 6 VLG 12C-Osw 2A-2ov 0.091 0,340 0.201 n n n 2.58 9.62 0.00 2.34 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 0t13A-2ocs 11 2A-2ov 12C-Osw 0.340 0.091 n a 0.00 2.58 0.00 2.34 0 126 0 111 0 286 0 260 0 45 0 45 0 116 0 105 G VL.G W 2A•2ov 13A-2ocs 13A-2ocs 0.340 0.201 0.201 a a se 9.62 0.00 0.00 30.36 0.00 0.00 15 0 0 0 0 0 144 0 0 455 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W 10C•v 12C-Osw 0.340 0.091 se s 0.00 2.58 0.00 2.34 0 126 0 111 0 286 0 260 0 18 0 18 0 46 0 42 C G 1Vyy 2A•2ov 2A-2Dv 13A-2ocs 0.340 0.340 0.201 s s s 9.62 9.62 0.00 10.58 10.77 0.00 0 15 0 0 13 0 0 144 0 0 162 0 0 0 0 0 0 0 0 0 0 0 0 0 I--G 2A-2Dv 2A-2w 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 2A-2ov 12C-Osw 2A•2ov 0.340 0,091 0.340 s w w 0.00 2.58 962 0.00 2.34 30.36 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vj/ C T--•(' P L-D 2B-21v 13A•2ocs 2A-2ov 2A•2Dvd 12C-Osw 0.340 0.201 0.340 0.580 0.091 w w w w 9.62 0.00 0.00 0.00 0.00 30.36 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 DO 16CR-30ad 0.390 0.032 n 0.00 0.91 0.00 1.42 0 196 0 196 0 177 0 278 0 48 0 48 0 43 0 67C F 2OP-191 0.050 1.41 0.71 0 0 0 0 11 11 16 8 F 22A•tpl 0.989 0.00 0.00 0 0 0 0 0 0 0 0 61 c) AED excursion 1 97 1 1 .23 Envelope loss/gain 1038 1318 221 200 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 0 0 Subtotal (lines 6 to 13) 11535 1475 345 239 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1535 1475 345 239 15 Duct loads I W/o 66/9 707 968 46% 66-/.j 159 157 Total room load 1 2242 2443 5041 396 Air required (clm) 1 138 120 1 31 19 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 4 A Wrightsoft' 2017-Mar-2815:28:18 Righl.Suite® Universal 2017 17.0.16 RSU24011 Page 11 IingionAGRE1Lot287ThornbrookeDarlinglonAGRE.rup Calc = MJ8 House faces: E 1' DEL -AIR rim- m wmrraoro Right-J® Worksheet ahu 2 DEL -AIR HEATING & AIR NDoIQ33265531CODISCOWAY, SANFORD, FL 32C4-665ax• 407-333-3853 web WWW.DEL-AIR.COM Job: Lot287ThombrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name rm 3 loft 2 Exposed wall 24.0 1t 11.5 It 3 Room height 9.0 It heal/cool 9.0 It heal/Cool 4 5 Room dimensions Room area 130 x 11.0 If 143. 0 Ile 11. 5 x 11.0 it 126. 5 f12 Ty Construction U-value Or HTM Area (fl2) Load Area (III) Load Bluh/ 11;"F) Bluet/it2) or perimeter (It) Bluh) or Perimeter (It) Btuh) Heal Cool Gross N/P/S Heat Cool Gross N/P/S Heal Cod 6 W Ili 12C- Osw 2A- 2ov 13A- 2ocs 0. 091 0. 340 0. 201 n n n 2. 58 9. 62 0. 00 2. 34 10. 58 0. 00 117 0 0 117 0 0 301 0 0 274 0 0 104 30 0 74 0 0 189 289 0 172 317 0 y11 LO 2A•2ov 12C- Osw 0 340 0. 091 n a 0. 00 2. 58 0. 00 2. 34 0 99 0 84 0 216 0 197 0 0 0 0 0 0 0 0 y/ L- 2A-2ov 13A- 2ocs 13A- 2ocs 0. 340 0201 0. 201 a a se 9. 62 0. 00 0. 00 30. 36 O. OD O. OD 1s 0 0 0 0 0 144 0 0 455 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C W y/-- lG 10C•v 12C- Osw 0. 340 0. 091 se s 0. 00 2. 58 0. 00 2. 34 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vh13A- 2ocs 2A- 2Dv 2A- 2ov 0. 340 0. 340 0. 201 s s s 9. 62 9. 62 0. 00 10. 58 10. 77 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 2A- 2Dv 2A• 2Dv 2A• 2Dv 12C- Osw 2A• 2Dv 2B- 2fv 2A- 2ov 2A• 2Dvd 12C- Osw 0. 340 0. 340 0. 340 0. 091 0. 340 0. 340 0. 201 0. 340 0. 580 0. 091 s s s w w w w w w 0. 00 0. 00 0. 00 2. 58 9. 62 9. 62 0. 00 0. 00 0. 00 0. 00 0. 00 0. 00 0. 00 2. 34 30. 36 30. 36 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 V613A- 2ocs P LD 11 DO 16CR• 30ad 0. 390 0 032 n 0.00 0. 91 0. 00 1. 42 0 143 0 143 0 130 0 202 0 127 0 127 0 115 0 179 CF 20P-191 0.050 1.41 0.71 1 1 2 1 0 0 0 0 F 22A•ipl 0.989 0.00 O.OD 0 0 0 0 0 0 0 0 61 c) AED excursion 1 49 65 Envelope loss/gon 793 1178 sm 604 12 a) Infiltration 426 135 204 65 b) Room venlilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/ other 0 0 Subtotal ( lines 6 to 13) 1 1219 13131 796 668 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1219 1313 796 668 15 Duct bads 1 46% 66/6 561 862 46/6 66/6 367 439 Total room bad I 1780 2175 1 1163 1107 Air required (cfm) I 1 110 107 1 72 55 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. P. wrightsofC 2017-Mar-28 1 age 12 Right•Suile® Universal 2017 17.0.16 RSU24011 page 12 IinglonAGRE\ Lot287ThornbrookeDarlinglonAGRE.rup Calc = MJ8 House laces: E 1 DEL -AIR r mro - M cmmaoo Right-J® Worksheet ahu 2 DEL -AIR HEATING & AIR gNDITIONINq531CODISCOWAY, SANFORD, FL 32771 hone: 407.333.2665 ax: 407-333-3853 Web- WWW.DEL-AIFI.COM Job: Lot287ThombrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name open to below stars 2 Exposed wall 35.0 It 3.5 It 3 Room height 9.0 It heat/cool 9.0 It heat/cool 4 5 Room dimensions Room area 20.5 x 14.5 11 297.3 42 1.0 x 311.3 It 311.3 ft2 Ty construction U-value Or HTM Area (ft2) Load Area (fl2 Load Btuh/II2-•F) BIu1V42) or perimeter (It) Btuh) or perimeter (it) Btuh) Heat Cod Gross N/P/S Heal Cool Gross N/P/S Heal Cod 6 VY C Vy 12C-0sw 2A-2ov 13A-2ocs 0.091 0.340 0 201 n n n 2.58 9.62 0.00 2.34 10.58 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 11 ILO VLC12C-Osw 2A•2ov 0.340 0.091 n a 0.00 2.58 0.00 2.34 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W Vy 2A-2ov 13A•2ocs 13A•2ocs 0.340 0.201 0.201 a a se 9.62 0.00 0.00 30.36 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-(^ 10C•v 0.340 se 0.00 0.00 0 0 0 0 0 0 0 0 12C-Osw 0.091 s 2.58 2.34 0 0 0 0 32 32 81 74 G V- 2A-2ov 2A-2ov 13A-2ocs 0.340 0.340 0.201 s s s 9.62 9.62 0.00 10.58 10.77 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 CGG 2A-2ov 2A-2ov 0.340 0.340 s s 0.00 o.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2A-2Dv 12C-Osw 2A-2ov 0.340 0.091 0.340 s w w o.00 2.58 9.62 0.00 2.34 30.36 0 131 0 0 91 0 0 233 0 0 212 0 0 0 0 0 0 0 0 0 0 0 0 0 2B•21v 13A-2ocs 2A-2ov 0.340 0.201 0.340 w w w 9.62 0.00 0.00 30.36 MOD 0.00 40 0 0 0 0 0 385 0 0 1214 0 0 0 0 0 0 0 0 0 0 0 0 0 0 P L-D 2A-2ovd 12C-0sw 0.580 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 IIDO 16CR- 30ad 0. 390 0. 032 n 0.00 0. 91 0. 00 1. 42 0 297 0 297 0 269 0 421 0 311 0 311 0 282 0 441 CF 20P-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 14321 147 Envelope loss/on 1362 2712 363 467 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 0 0 Subtotal ( lines 6 to 13) 1 1983 29081 1 425 487 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1983 2908 425 487 Duct bads 1461/6 66/6914 19D9 46% 66% 196 1320 r Total room load 2897 4818 621 806 An required (clm) 179 237 38 40 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. t - 4d- wrightsoft' 2017-Mar-2815:28:18 A Right - Suite® Universal 2017 17 0.16 RSU24011 Page 13 IinglonAGRE% Lol287ThornbrookeDarlinglonAGRE.rup Calc - MJ8 House laces: E DEL -AIR Duct System Summary Job: Lot287ThombrookeDarli... Y y 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 External static pressure Pressurelosses 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 0.144 in/100ft 840 cfm Cooling 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.120 / 0.120 in H2O 0.144 in/100ft 840 cfm 167 it Name Design Btuh) Htg cfm) Clg cfm) Design FR Diam in) H x W in) Duct Matl Actual Ln (it) Ftg.Egv Ln (it) Trunk den h 1377 59 44 0.159 6.0 Ox 0 VIFx 36.2 115.0 st3 dining rm h 1319 57 45 0.189 6.0 Ox 0 VIFx 27.1 100.0 stl family rm c 5464 211 241 0.176 8.0 Ox 0 VIFx 36.2 100.0 stl kitchen c 3279 142 144 0.203 8.0 Ox 0 VIFx 18.0 100.0 stl mstr bth h 1372 59 27 0,155 5.0 Ox 0 VIFx 40.3 115.0 st3 msir rm c 5851 218 258 0.144 9.0 Ox 0 VIFx 52.0 115.0 st3 mstr we C 5 0 0 0.157 4.0 Ox 0 VIFx 37.5 115.0 st3 mstr wic C 5 0 0 0.154 4.0 Ox 0 VIFx 41.1 115.0 st3 pantry C 5 0 0 0.173 4.0 Ox 0 VIFx 23.5 115.0 st4 pwdr h 1396 60 30 0.170 5.0 Ox 0 VIFx 26.5 115.0 st4 util c 1145 35 50 0.171 5.0 Ox 0 VIFx 25.6 115.0 st4 Trunk Htg Clg Design Veloc Diam H x W Duct Name Type cfm) cfm) FR fpm) in) in) Material Trunk st3 Peak AVF 336 329 0.144 428 12.0 0 x 0 VinlFlx SO st4 Peak AVF 95 80 0.170 482 6.0 0 x 0 VinlFlx stl stl Peak AVF 840 840 0.144 602 16.0 0 x 0 VinlFlx C wri htsoft• 2017-Mar-28 15.28 20 9 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 1 IingionAGRE\Lol287ThombrookeDarlingionAGRE.rup Cale = MJ8 House laces: E Return Branch Detail Table mom 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 Mall Trunk W Ox 0 840 840 0 0 0 0 Ox 0 VIFx C wri htsoft' 2017-Mar-2815:28:20 9 Right-Suile® Universal 2017 17.0.16 RSU24011 page 2 IingionAGRE%Lol287ThornbrookeDarlingionAGRE.rup Calc = MJ8 House laces: E DEL -AIR Duct System Summary Job: Lot287rhornbrookeDarli... Y y Date: 6/4/2014 1EATD10 - AD ahu 2 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333.3853 Web WWW DEL-AIR.COM For: Taylor Morrison External static pressure Pressurelosses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.120 / 0.120 in H2O 0.202 in/100ft 840 cfm Cooling 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.120 / 0.120 in H2O 0.202 in/100ft 840 cfm 119 ft Name Design Btuh) Htg cfm) Clg cfm) Design FR Diam in) H x W in) Duct Mail Actual Ln (ft) Ftg.Egv Ln (ft) Trunk blh 2 h 671 41 27 0.318 4.0 Ox 0 VIFx 5.5 70.0 bth 3 h 779 48 30 0.311 4.0 Ox 0 VIFx 7.1 70.0 loft h 1163 72 55 0.203 6.0 Ox 0 VIFx 33.0 85.0 st2 open to below c 2409 89 119 0.274 6.0 Ox 0 VIFx 17.5 70.0 open to below -A c 2409 89 119 0.286 6.0 Ox 0 VIFx 14.0 70.0 rm 2 c 4151 183 204 0,270 8.0 Ox 0 VI Fx 18.8 70.0 rm 3 h 1780 110 107 0.206 6.0 Ox 0 VIFx 31.5 85.0 st2 rm 3 wic h 504 31 19 0.202 4.0 Ox 0 VIFx 33.7 85.0 st2 rm 4 h 2242 138 120 0.281 6.0 Ox 0 VIFx 15.5 70.0 Stars c 806 38 40 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 213 181 0.202 609 8.0 0 x 0 VinlFlx Name Grille Size (in) Htg cfm) Clg cfm) TEL ft) Design FR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Matt Trunk rb2 Ox 0 840 840 0 0 0 0 Ox 0 VIFx wri htsoft' 2017-Mar-2815:28:20 9 Right-Suile® Universal 2017 17.0.16 RSU24011 Page 3Z&...ImgionAGRE\Lol287ThornbrookeDarlingionAGRE rup Calc = MJ8 House faces: E FORM R405-2014 TABLE 402.4.1. AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot287ThornbrookeDarlingtonAGRE Builder Name: Taylor Morrison Street: Permit Office: City, State, Zip: FL, Permit Number: Owner. Jurisdiction: 691500 Design Location: FL, Orlando COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Corners and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/door jambs and framing and skylights and framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 3/28/2017 2:53 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 RESIDENTIAL ENERGY CONSERVATION CODE DOCUMENTATION CHECKLIST Florida Department of Business and Professional Regulation Simulated Performance Alternative (Performance) Method Applications for compliance with the 2014 Florida Building Code, Energy Conservation via the residential Simulated Performance method shall include O This checklist O A Form R405 report that documents that the Proposed Design complies with Section R405.3 of the Florida Energy Code. This form shall include a summary page indicating home address, a -ratio and the pass or fail status along with summary areas and types of components, whether the home was simulated as a worst -case orientation, name and version of the compliance software tool, name of individual completing the compliance report (1 page) and an input summary checklist that can be used for field verification (usually 4 pages/may be greater). O Energy Performance Level (EPL) Display Card (one page) O Mandatory Requirements(three pages) Required prior to CO for the Performance Method: D Air Barrier and Insulation Inspection Component Criteria checklist (Table R402.4.1.1 - one page) 0 A completed Envelope Leakage Test Report(usually one page) D If Form R405 duct leakage type indicates anything other than 'default leakage', then a completed Form R405 Duct Leakage Test Report (usually one page) EnergyGauge® - USRCSB v5.1 3/28/2017 2:53:21 PM Page 1 of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Lot2877hornbrookeDartingtonAGRE Builder Name: Taylor Morrison Street: Permit Office: City, State, Zip- FL, Permit Number: Design Location: FL, Orlando Jurisdiction: 691500 Cond. Floor Area:: 2582 sq.ft. Cond. Volume: 23678 cu ft. Envelope Leakage Test Results Regression Data: C0- n: R: Single or Multi Point Test Data HOUSE PRESSURE I FLOW: Leakage Characteristics CFM(50): ELA: EgLA: ACH: ACH(50): SLA: R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with Section R402.4.1.2. SIGNATURE: PRINTED NAME: DATE: Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the third party conducting the test and provided to the code official. BUILDING OFFICIAL: DATE: 04-iHE STq lc cc 0 DD t;^rE 3/28/2017 2:53 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 Florida Department of Business and Professional Regulations Residential Whole Building Performance and Prescriptive Methods ADDRESS: Permit Number: FL, MANDATORY REQUIREMENTS See individual code sections for full details. 0 401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law Section 553.9085, Florida Statues) requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit. The building official shall 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 verify compliance. R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, and 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals) Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing• 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures, 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. O R402.4.2 Fireplaces. New wood -burning fireplaces shall have tight -fitting flue dampers and outdoor combustion air. O R402.4.3 Fenestration air leakageWindows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot (1.5 Us/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 Us/m2), when tested according to NFRC 400 or AAMAIWDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site -built windows, skylights and doors. O R402.4.4 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than 2.0 cfm (0 944 Us) when tested in accordance with ASTM E 283 at a 1.57 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)WIl ducts, air handlers, and filler boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts and plenum chambers, shall be constructed and sealed in accordance with Section C403.2.7.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria by post -construction or rough -in testing below. Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by either an energy rater certified in accordance with Section 553.99, Florida Statutes, or as authorized by Florida Statutes, to be "substantially leak free" by either of the following: 1. Post -construction test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. All register boots shall be taped or otherwise sealed during the test 2. Rough -in test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25Pa) across the system, including the manufacturer's air handler enclosure. All registers shall be taped or otherwise sealed during the test. If the air handler is not installed at the time of the test, total leakage shall be less than or equal to 3 cfm 85 Umin) per 100 square feet (9.29 m2) of conditioned floor area. Exceptions: 1. The total leakage test is not required for ducts and air handlers located entirely within the building envelope. 2. Duct testing is not mandatory for buildings complying by Section R405 of this code. 3/28/2017 2:53 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Corn Page 1 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) 0 R403.2.3 Building Cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. O R403.3 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105'F (41'C) or below 55'F (13'C) shall be insulated to a minimum of R-3., R403.3.1 Protection of piping insulation. 0 R403.4.1 Circulating hot water systems (Mandatory). Circulating hot water systems shall be provided with an automatic or readily accessible manual switch that can turn off the hot-water circulating pump when the system is not in use 0 R403.4.3 Heat traps (Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a downward and upward bend of at least 3 Y. inches (89 mm) in the hot water distribution line and cold water line located as close as possible to the storage tank. 0 R403.4.4 Water heater efficiencies (Mandatory). 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 burner(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 TM-1, Solar Domestic Hot Water System and Component Test Protocol, Collectors in installed solar water heating systems should meet the following criteria: 1. Be installed with atilt angle between 10 degrees and 40 degrees of the horizontal: and 2. Be installed at an orientation within 45 degrees of true south. 0 R403.5 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the Florida Building Code, Residential or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. 0 R403.6 Heating and cooling equipment (Mandatory). The following sections are mandatory for cooling and heating equipment. 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 manufacturers product lines. The corresponding latent capacity of the equipment shall not be less than the calculated latent load. 3/28/2017 2:53 PM EnergyGaugeO USA - FlaRes2014 - Section R405.4.1 Corn 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. 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. R403.8 Snow melt system controls (Mandatory). Snow and ice -melting systems, supplied through energy service to the building, shall include automatic controls capable of shutting off the system when the pavement temperature is above 55•F, and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40'F. D R403.9 Swimming pools, inground spas and portable spas (Mandatory). The energy requirements for residential pools and inground spas shall be as specified in Sections R403.9.1 through R403.9.3 and in accordance with ANSI/APSP-15. The energy requirements for portable spas shall be in accordance with ANSI/APSP-14. O R403.9.1 Pool and spa heaters. All pool heaters shall be equipped with a readily accessible on -off switch that is mounted outside the heater to allow shutting off the heater without adjusting the thermostat setting. R403.9.1.1 Gas and oil -fired pool and spa heaters. All gas- and oil -fired pool and space heaters shall have a minimum thermal efficiency of 82 percent for heaters manufactured on or after April 16, 2013 when tested in accordance with ANSI Z 21.56. Pool heaters fired by natural gas or LP gas shall not have continuously burning pilot lights. R403.9.1.2 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4 0 when tested in accordance with AHRI 1160, Table 2, Standard Rating Conditions -Low Air Temperature. A test report from an independent laboratory is required to verify procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard. O R403.9.2 Time switches. Time switches or other control method that can automatically turn off and on heaters and pumps according to a preset schedule shall be installed on all heaters and pumps. Heaters, pumps and motors that have built in timers shall be deemed in compliance with this equipment. Exceptions: 1. Where public health standards require 24-hour pump operations. 2. Where pumps are required to operate solar- and waste -heat -recovery pool heating systems. 3. Where pumps are powered exclusively from on -site renewable generation. O R403.9.3 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. 3/28/2017 2:53 PM EnergyGaugeO USA - FlaRes2014 - Section R405.4.1 Com Page 3 of 3 FF. AN 1 out Tat ar uf sf I I 1 1 I rLAKA[ r-C PIT. NT. I I~— .oRnc 1 owtau I 1 n I ton I ! ra16x16 1646 rag sM Si>B! RM Y'- e MT OLa 12x1 d a-. 0• 1 t-- z- I A/ C j j A/C PAD I I PAD9 42X42 A/C SLAB 2.0 TON V/5Kv @240V 1PH BY BLDR MIN 18x" pplea bldrf orm by z- t 2FROMWALLscale of/8'=1'0' TYPICAL MASONRY WINDOW SCHEDULE WINDOW WIDTHS YVWDOW CALL-01M r, B W W 33 5W 23 W 33 SI 5? 14 W W 34 W 24 54 34 SH 63' 594 WSW 854 35W G 51 z 4' 1 03694 26 w 3664 CC VBW 1lAb W OFBQI'a5 FOR ALL 1a0M W00. 1 SIM Ala OTALLA1101 MY VARY FBI! MANFAOM AIO SPEOUTIft FOR TO FLOOR RM FOR 5111.E OF MM 110 ( SICA.E RMSK CAMW- Cgff, OR F1 V aAWW 1Fa3= e ff AoIBC! awrANUGMTIM M Fe1FKR • SN'AlI01att11 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 rr undercut on doors to habltableT.yt« roomsea• T•e FAMILY ROOM W- wes•-T 2- STM VM w1E R6 I rf aaw I 5o r sr 701 as _ M. II 11 UF I I Ram I 2408 I II 6' IKr' a •v ureat 1Tavirao• J' MN•g8t- UBFFM W RA&V 7.' 8 46, IO 1 45 USRa+ W9tFA7ts- loazn aucz to wall cap w/ fan Nutone 696RNB Mr. 12' ter. aea oIPH1AOUK" I• T16t oft 6' 7' kitchen vent to roof cap w = 4V I an 1 aHG JCA 0 S 1 I a r--------- j o e I 14x8 lwcd 145 I I Ir-.• 9Taa: I °i I J 11 I i 2 ' GARAGE I g• 1 1 1 ar-o'PL s 1 r-.' PIT.T. HT NT. I t 18'x12' 11 1 10 l---i I so AM amre V e asno sl 5 4 bl Taff V. It.-------- Raon4 18x rag p BITRY I r- 1' PIT. HT. V FKKJI ma I Ga vw a1lm toroman I Fay Hwpmwaa er wn cn u J Oath duct o Wall cap fan v 0 nwRooRuO arareme Z \ t t Ton L N S QN g S rneeomEnaowtc1 Z N m r-- W D W 4a --I a --I H W N C7 CD U Q U ou Co M Z 0 HATCHING LEGEND E• ® LLJ z Ya a La PLAINFLOOR15F. 3 CO M UPPERFLOOR11155F. Z N Z CD TOTAL LIVING 25825F. Q 1---i Cu GARAGE 4555F. J J Q LANAI 1356F. El LL ENTRY 115F. Q Q 0 TOTAL Sa. FT, 32415F. Q J Z RatinMAIN FL m GE FUG w > Z Z oilier J Q H cn Q 1 0 0 0 X mCLJ( n00 0 TYPICAL WOOD FRAME WINDOW SCHEDULE WINDOW WIDTHS # 70' 14' 76' 'A' WINDDW CALL -OM 2.0 TON V/5KV 2240V 1PH 18x10 Aplen platForm by z-e bldr scale 11/8'=1'0' compuance witn r toriaa Kesioential wee Building Code - M1602.4 Balanced Return Air, exceptions 1-3. Builder must provide unrestricted 1 Inch undercut on doors to habitable rooms. Z o m1Q TV 0 0 10 w w Q 00 U U O o 0 RJ Col M,D z O LLJ z V o a O o M Q^ F P1 Z N J -J G-/ Q O LL_ Q Q O = Q J -- 0 LL- Rating z r N m w > z z oiL O J O O Q w 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. RECORD COPY M..•y. M - TAYLOR MORRISON HOMES THORNBROOKE S.F. LOT 287 HOUSE TYPE: DARLINTON W/OPT: LAUNDF 2ND LAI 1ST FLOOR J\,jpING 0 50VOVL4i DEPART AA ` y tT 3" WASTE STACK FROM ZND FkOOR L TERMINATaNG TO THEIST FLOOR +^ _ L gvie. 1fAI 3 ip L T. 1 TAYLOR MORRISON HOMES THORNBROOKE S.F. LOT 287 j HOUSE TYPE: DARLINTON 1 W/OPT: LAUNDRY TUB 2ND LAV IN BATH3 2ND FLOOR i u N 41 3" WASTE STACK FROM 2ND FLOOR TERMINATING 7*0 THE 1ST FLOOR p a'' all, 4w4 C. A N m DESCRIPTION AS FURNISHED: Lot 287, 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 LOT 308 N 00D10'44" W N 0001455" W 16.07' 24.07' _/ An/ 19.80' 19.80' 5.21 19.80' LOT 287 5.21' 5.07' 15.7' 5.10' i COVERED PATIO 14.3' 5.10' N PROPOSED RESIDENCE MODEL: DARUNGTON-A 2 CAR GARAGE RIGHT Cb O to p Q) LOT 286LOT288Up S t3 p 17 — 9 Ily 5.0' beiRYENTRY- ZON11V b ;TE44o, 8.7' Ok to construct single family home o with setbacks and impervious area shown on plan. x 21.3' 16' DRIVE 25,20' 25.20' 10' UTIL. ESMT. O ' 434.30' 5' CONC. WALK ry 5 3' FLARES I ON LOT ARFA (A1 CIII ATION S 00010'44 " E 16.16' g 'F Q`PROPOSED - FINISHED SPOT GRADE ELEVATION PER DRAINAGE PLANS V'-w PROPOSED DRAINAGE FLOW LOT GRADING TYPE A PROPOSED F.F. PER PLANS 24.50' +} PROPOSED GRADE PER CONSTRUCTION PLAN N 00014'55" W (B.B.) 24.16' ROCKY GROVE LANE 50' R/W) TRACT I UTILITY & ACCESS R/W LVI 4.526 5Q.FT. LMNG a 1,467 SOFT. GARAGE a 455 SOFT. ENTRY a 71 SOFT. LANAI a 139 SO.FT. BREEZEWAY- N/A SO.FT. DRIVEWAY 403 SOFT. A/C PAD 18 SO.FT. WALKWAY 67 SOFT. IMPERVIOUS - 54.3 4 2,620 SOFT. son 7 Ina m FT H/W 443 SOFT. APRON 110 SOFT. WILDING SETBACKS: PLOT PLAN ONLY* SIDEWALK 201 SO.FT. FRONT - 25' NOT A SURVEY) SOD a 732 SO.FT. REAR a 15' SIDE _ 5.0 PROPOSED INFORMATION SHOWN AREA 5,269 SOFT. SIDE CORNER - 10" BASED ON SUPPLIED PLAN AND/OR INSTRUCTIONS PER DRIVEWAY SIDEWALK a 513 268 SOFT. SO.F7: CLIENT NOT FIELD VERIFIED SOD 2,338 SO.FT. CRUSENMETYETR-SCOTT ASSOC., INC. - LAjVD SURVEYORS LEGEND - LEGEND - 5400 E. COLONIAL DR. ORLANDO. FL. 32807 (407)-277-3232 FAX (407)-658-1436 PF PLATrift" PJU. TV. POINT ON LUC TYPICAL NOPES: I.P. IRON 'WE PA.G POINT Cr REVERSE CURVATURE 1. THE UNDERDW&D DOES HEREBY CDtTiFY THAT INS SURVEY' WEETS THE STANDARDS Or PRACTICE SET MDRIN BY WE n.OR10A BWO OF IJLCA IRON ROD CONCRETE MOMENT PLLRAD POINT Or CDiOUN" CURVATRE RADIAL PROFESSIOILV. SURK"ORS AND MAPPERS Of CHAPTER SJ-17 FLORIW ADAOroSIMMIE CODE PURSUANT M SECTION 47LO27. FLORIDA STATUES SET LR. 1/2' IR •/DlS ASli NR. Z UNLESS EVOOISSED WRH SURVEYOR'S SIGNATURE AND O)UMNAL RAISED SEAL THIS SURVEY LEAP OR COPIES ARE NOT VAU& REC. VITHESDIALDINT J. THIS SVAW WAS %KPARW PROW RILE INMRANTION FURNISHED M TIE SURVEYOR. TMRE MAY BE OMDt RESTRICTIONS PAL POINTRECOr DIMOFCAV. CALLCALCULATED CALCULATE' OR 1D ARO HIES P. O.C. POINT Or C[DWDNCENEM COMKIECEJtM PERMANENT RErERl7RC IOMAENT UNDIMR5 HAVE IIEY. NOUNDEAGROIINDDIPAOVELENTSHAVEBEENLOCATED UNLESS OTHERWISE SHOWN. E CENIMI E rF. FINISHED FLOOR ELEVATION 0. THIS SURVEY IS PREPARED FOR THE SOLE SENEFR OF THOSE CVMFIM TO AND SNWLO NOT BE REUED UPON BY ANY OTNER EMT•. WD NAIL L DISK SL DALBUILDING SMACK LINE OIWOMONS SHOW FOR THE LOCATION Or WPROVEWENTS HEREON SHOULD NOT BE USED TO REOONSIRUCT OOUNDUT' LINES RN EDRRMtt MIGHT-WCAS04M-VAY LLR ME IMSETEARING 7, BEARINGS. ARE EASED ASSUUED mm AND ON THE LINE SHOWN AS ERASE BEARING (&&) 4C ELEVATIONS. Jr SHOWN, ARE USED ON NAITWUL GMEM DAM Or ID29. UNLESS OTHOMW NOTED. unL. UTILITY 9. CETTTVICATE OF AUDroWLIRON H& A,TD& CLAD vDFGCHAIN LINK rDEC VOOD rENCE C/ D CONCRETE KOCK SSE -- I • ••. DRAWN '' P. C. P.T. DESC. POINT or CURVATURE POINT Or TANGENCY DESCRIPTION CERTIFIED BY.• 11AlE ORDER No. -- RADIUS ARCLENGTHPLOT PLAN 03-28-2017 1281-17 KL A REVISED PLOT PLAN 05-31-2017 CIL CHOIU) KARING NORTH THIS BUILDING/PROPERTY DOES. NOT LIE WnNIM #- r '~ Y- THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER FIRM_ T CRUSENM R.LS. / 4714 ZONE W MAP / 12117C 0055 F. ,LAALES W. SCOTT, R.LS 1 4801 RECORD COPY i L osT eeNtica ese zvices.,ne. 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 DARUNGTON 2585 SQFT GENERAL LIGHTING X 3 VA PER SQ 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 (113 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 Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss design's rely on lumber values established by others. MiTek® RECORD COPY RE: TB0097 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Tampa, FL 33610-4115 Customer Info: Taylor Morrison Project Name: TB0097 Model: Darlingon A Lot/Block: 287 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: FBC2014ITP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 139 mph Roof Load: 37.0 psf Floor Load: 55.0 psf This package includes 59 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# Truss Name I Date 118No. I Seal# I Truss Name I Date 1 1 T10790590 1 C01 4/3/17 IT10790607 F16 4/3/17 2 T10790591 CO2 4/3/17 119 I T10790608 HR01 1 4/3/17 I I3 T107905921 F01 4/3/17 120 I T107906091 HR02 1 4/3/17 I 4 T10790593 F02 4/3/17 121 IT10790610 HR03 4/3/17 5 T10790594 F03 4/3/17 22 T10790611 HR06 4/3/17 6 T10790595 F04 4/3/17 23 T10790612 J01 4/3/17 7 T10790596 F05 4/3/17 24 T10790613 J02 4/3/17 8 T10790597 F06 4/3/17 25 T10790614 J03 4/3/17 9 T10790598 F07 4/3/17 26 T10790615 J04 4/3/17 10 T10790599 F08 4/3/17 27 T10790616 J05 4/3/17 11 T10790600 F09 4/3/17 28129 T10790617 J06 4/3/17 12 T10790601 F10 4/3/17 T10790618 J07 4/3/17 13 IT10790602IF11 4/3/17 130 T10790619 J08 4/3/17 14 IT10790603 F12 4/3/17 131 T10790620 J09 4/3/17 15 IT10790604 F13 4/3/17 132 T10790621 J10 4/3/17 16 IT10790605 F14 413/17 133 IT10790622 Jll 4/3/17 17 IT10790606 F15 4/3/17 134 IT10790623 J12 4/3/17 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource - Plant City. Truss Design Engineer's Name: Lee, Julius My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MTek. 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 verity applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. IS F CEN •. o 3486 0 :ice T T E O Julius Lee PE W 34869 Mliek USA, Inc. FIL Celt 6634 6904 Parlor East Blvd. Tampa FL 33610 Date: Lee, Julius April 3,2017 1 of 2 RE: TB0097 - Site Information: Customer Info: Taylor Morrison Project Name: TB0097 Model: Darlingon A Lot/Block: 287 Subdivision: Thornbrooke Address: City: Sanford State: Florida No. Seal# Truss Name Date 35 T10790624 J13 4/3/17 36 T10790625 J14 4/3/17 137 I T10790626 I J15 14/3/17 1 38 IT10790627 J22 4/3/17 39 IT10790628 J23 4/3/17 40 IT10790629 R01 4/3/17 41 IT10790630 R02 4/3/17 142 1 T10790631 1 R03 1 4/3/17 1 43 T10790632 R04 4/3/17 144 1 T10790633) R05 4/3/17 1 145 1 T107906341 R07 1 4/3/17 I 146 1 T107906351 R08 1 4/3/17 1 47 1 T10790636 R09 4/3/17 48 T10790637 I R10 4/3/17 49 T10790638 R11 4/3/17 150 1 T10790639 I R12 1 4/3/17_ J 51 I T10790640 R13 4/3/17 152 I T10790641 I R 14 1 4/3/17 53 IT10790642 R15 4/3/17 54 I T107906431 R20 14/3/17 J 55 T10790644 R21 4/3/17 156 T10790645 RF01 4/3/17 I 57 T10790646 RF02 4/3/17 58 T10790647 V01 4/3/17 159 I T107906481 V02 1 4/3/17 1 2of2 Job T fuss Truss Type Ply T1079o5B0 TB0097 Cot GABLE 17y t 1"S'-'1 Job Reference(optional) a.1 r,..n....,.. i,... u ea. nor u"ti•an Onn Pwae t tl UM$ F1r61JOWce. rmrye, rwm wy, r.v..w+uwvv 0}48 t 2 28 27 26 25 3 4 ID:Zl7yacff3rgf5yObDEG6Buz0U16-NIu6EO51f0APDthiZXFFmmoO950_BDxYRKIk 1 rzUPkz 0148 Scale = 1:25.6 5 63x4 = 7 a 9 10 11 24 23 22 21 20 19 to 17 16 30 = 12 13 30 99 29 15 14 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) n/a n/a 999 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(fL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) -0.00 17 n1a We BCDL 5.0 Code FBC2014/rP12007 (Matrix) Weight: 79lb FT = 201,16F, I I%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(llat) end verticals. WEBS 20 SP No.3(llat) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. OTHERS 2x4 SP No.3(flat) 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 (Ib) 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 pftchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced a1 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) '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 - V.,W dedpn pemWers and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. IaMMIS BEFORE USE Design valkJ for use Only with ?AlekO connec1015. IIYS design is Iced Only uf»n mame lees shown. and Is for an hdhAWlal b ldi ng component. nor Ines system. Before rise. lho IxAd g designer mmi verily the applkatAlly of design pararolom and properly frncorporate this design Into the overdIa brdpdng design. Racing Indicated Is to prevent buck bV of IrKJIMuai trim web arJ/or chord rnembors only. Addlllorol lemporaryand perrnamnl Ixachg tratwaysreMiliedforslabifilyandtopreventcollapsevAlhpossMpersonalhPeyandpropertydamageFageneralgUdaneeregtrdngtheWOW k1lxlcallm storage, cletivery, oreclkrn arnd Ixacing of Inrsses and Irm systems, soeAN$IfTPII Quality Cilloda, DSB-89 and SCSI Building Component Safety information ovatic"o from truss Plate Institute. 218 N Leo Street. Supto 312. Alexanddo. VA 22314 6904 Parke East Blvd. Tampa, FL 33610 Job russ Truss Type tYFly T10790591 T00097 CO2 Floor Truss 1 1 755324002 Job Reference(optional) n nnm ...A....e. — W. A., MIA v'An 9n17 Dn . 1 ouwma rasrwwca, ionyu, rwm ..,,r, .,v,w,. w,. ID:Zl7yacff3rg15yfmDEG6Buz0U16-Niu6EO5110APDthiZXFFmmoOB5OyBDyYRKlk1 rzUPkz Scale = 1:17.0 1 2 3 4 5 6 7 8 I 18 I 1 4 e 17 I i I l 16 15 14 13 12 tt 10 9 9-0.7 vnr• r LOADING(psQ SPACING- 2-0-0 CSI, DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Ven(LL) n/a Na 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) Pill n/a 999 BCLL 0.0 Rep Stress Incr YES W B 0.03 Horz(fL) 0.00 9 n/a n1a BCDL 5.0 Code FBC20141TP12007 (Matrix) Weight: 45 lb FT = 20e/.F, 110%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc punins, except BOT CHORD 20 SP No.2(flat) end verticals. WEBS 20 SP No.3(Ilat) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. OTHERS 2x4 SP No.3(llal) REACTIONS. All bearings 9.0-7. pb) - Max Grav All reactions 250lb or less at joint(s) 16. 9, 15, 14, 13, 12, 11, 10 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (8) 1) All plates are 1.5x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 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 lastened to each truss with 3.1Od (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect Iniss backwards. 8)'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 WARNNG - VarUy dedgn pamniet*rs and READ NOTES ON THIS AND INCLUDED A117EK REFERANCE PAGE A07473 rev. INQ120/5 BEFORE USE. Deygn valid for use only with Mllek9conneclors. "design Is based orgy upon parameterssinowAn. and Is fa an kldlvidu l bulding componenl, not a Russ system. Before use. the Ix&dhg designer mlrst verity the a f)jAcablilN of design paameters and properly Incorpomlo thh design Into the overall b10dirV design. ® achg Indicated Is to prevent Ixrciding of Individual Intss web and/or crxxd members only. Additional temporary and permanent tracing It always rect lied for slat -Ally and to prevent collapse with possible porsonal hkay and property damage. For general g0clalco regarding The WOW foglcalkxl. storage. delivery. erecllon and bracing of lnrsses and tnss systems. seeANSI/IPI I Cuailly Criteria, DSB-09 and SCSI BuBding Component Sagely Information Meltable from truss Plate institute. 218 N. Lee Street, Sulle 312. Alexandria. VA 223)4. 6904 Pork* East Blvd Tonpo. FL 33610 Job russ Truss Type Ply T10790592 780097 F01 FloorTrusa lCilly 1I 1755324003JobReference o Ironal 77 .., nn.e .... e... n% .e v Al 9M7 Dnn. t Dunosra rnsrwu ca. ,mrye, rw,n ..nr. .,v,wu awvv 0.1-8 H , 2-" 1.3-0 ID:Zl7yact13rgf5yObDEG6Buz0Ul6-svSVSk6fUKl Fr 1 Gv7EmUlzKOcVbhwaTM_11ZHzU Pky 2.6.0 0•. I, 1:26.9 t .Sx3 11 I.SX3 11 1.Sx3 = 1.Sx3 = 1.50 = 1 5x3 II 1 Sx3 II 1.Sx3 = 1 2 3 4 5 6 7 8 16 17 LOADING(psl) SPACING- 2-0.0 CST. DEFL. in loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.67 Ven(LL) -0.15 12-13 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.75 Verl(TL) -0.20 12-13 >925 240 BCLL 0.0 Rep Stress Incr YES WB 0.40 Horz(TL) 0.04 9 n/a rVa BCDL 5.0 Code FBC2014/fP12007 Matrix) Weight: 82 Ib FT = 20°16F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(llat) TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc purlins, except BOT CHORD 2x4 SP No.2(flal) end verticals. WEBS 20 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=834/0-7.4, 9=834/0-7.4 FORCES. (Ib) - Max CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2.3=-1530/0, 3.4=-2021/0, 4.5=-2021/0, 5-6=-2021/0, 6.7=-1530/0 BOT CHORD 13-14=0/1191, 12-13=0/1839, 11-12=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= 293/0 NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) 'Semi -rigid pllchbreaks 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.' Q WARNING - Varlly dedpn parameton and READ NOTES ON THIS AND INCLUDED AMEK REFERANCE PAGE N&7473 ray. 14110MMI S BEFORE USE Deslgrt vdkl for use only with Hiek®conneclors. Ihts de*p is based only upon Marneters gyms. and Is lot an Individual buYdlny component, not a Inns system. Before use. the btildln0 designer must verity the apWkabOlty of design ixuamelers and properly Incotpoato this design Into the overall blDdhg design. ®acing Indicated Is to povenl buclding of IndMdLKA in=web and/or chard mombets only. Addtlor" lernMmy and permanont bracing MiTek' Is always regn6ed Ia sk"Illy, and to prevent callcPse wllh pXossUe personal k*jry and property darnage. For general guldarnce regoding the abticatlon, slotctge, delivery. esectlon and booting of Ines c;nd truss systems seeANSIMIT Gully CrItoda, 058-89 and SCSI Building Component 6904 Pinks East Blvd. safay IrdormoNon available lrotn Truss Plate institute. 218 N. Lee Sheol. Sutfe 312, Alexandria, VA 22314 Torrps, FL 33610 Job Truss Truss Type y T10790593 T80097 F02 Floor Truss 110 1 1755324004JobReference (optional) on. .. ., ........ i.,.. u,... e.., n% a v-ei Vm 7 v.,. I DYIIYOIO r„s.VYY.e, u••yu. .w•n wart. • v..w vw.,., 0.1.8 H r 2-" + t ID217yacf13rgf5yObDEG6Buz0U16•svSVSk6fIIKIFr 1 Gv7EmUlzKR5VcSwaYh1_11ZHzUPky 1-11.12 i2.6.0 01118 I 1:26.3 1.5x3 II 1.50 = 1.5x3 it 1.5x3 = 1.5x3 II 1 5x3 II 1.5x3 = 1 2 3 4 5 6 7 8 3x6 = LOADING(pst) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 2-0.0 Plate Grip DOL 1.OD Lumber DOL 1.00 Rep Stress [net YES Code FBC2014fTP12007 CSI. TC 0.58 BC 0.70 WB 0.39 Matrix) DEFL. in (loc) Well Ud Veri(LL) -0.13 10-11 >999 360 Ven(TL) -0.17 10-11 >999 240 Horz(TL) 0.04 9 We n1a PLATES GRIP MT20 244/190 Weight: 82 lb FT = 2056F, 11?6E LUMBER- BRACING - TOP CHORD 20 SP No.2(llaq TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins, except BOT CHORD 20 SP No.2(llat) end verticals. WEBS 20 SP No.3(llat) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (lb/size) 9=814/0-3-8, 14=820/0-7-4 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-1497/0, 3-4=-1960/0, 4-5=-1960/0, 5-6=-1960/0, 6.7=-1513/0 BOT CHORD 13-14=0/1168, 12-13=0/1795, 11-12=0/1960, 10-11=0/1806, 9-10=0/1189 WEBS 2-14=-1363/0, 7-9= 1374/0, 7-10=0/515, 6-10=-464/0, 6-11_ 14/453, 5-11=-261/0, 2-13=0/523, 3-13=-474/0, 3-12=-3/464, 4-12— 266/0 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 30 MT20 unless otherwise Indicated. 3) Bearing at joint(s) 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with 3-1Off (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - Vorlly d*dyn parameters and READ NOTES ON THIS AND WCLUDED WTEN REFERANCE PAGE M67473 r*r. 1OV302015 BEFORE USE. Design valid for use only vAlh MlekO connectors. this design is Irnetd only upon puameters shown. and Is for an kldh4ckal huYtling cornponenl, not a truss system. Before use. the brrltding designer must verity the at'4AIcablily of design parameters and properly Incorporate it* design Into the overall building design Bracing trldlcoted Is to prevent buckling of IndWud Iniss web and/or chord members only. Additional temporary and permanent lxocing WOW Is alwaysieciuked fa slobllBy and to prevenl collapse vAth posse personal Iryuy and propertydamage For general gtldalce iegading the fd ilcoll n. storage. delivery, erection and bracing of irrsses and truss systems. soeANSVIPI l Quality Criteria, DSB-89 and BCSI Bullddng Component 6904 Perk* East Blvd Safety Information available from truss Plate Irulllute, 218 N. Lee Sheet. Suite 312. Alexandria. VA 22314. Tampa. FL 33610 Job 1 rus5 Truss TWO y T107B05e4 T80097 FM Floor Truss 110 1 175W005JobReference (optional Builders FnalSource. Tamps. Plara Cry, Florida 33566 wv a rip, ,v n„c M,, 6k , .,u5U.e.. , ,. ID:Zl7yacft3rgf5yObDEG6Buz0Uf6-K50tf46HEdO6TBr5hxHlrBtW rvxBf_lruenrSkzUPlof 0.1.8 H I 2-6-0 1.11-12 I 2.6-0 ire Scat . 1:26.3 t.5x3 11 1.Sx3 = 1.Sx3 II 1.5x3 = 4x6 = 3x6 = 1.50 11 1 Sx3 11 30 = 4x6 = 1.5x3 = 3x4 = 4x6 = 30 = 30 = 06 = 3x6 = 2.g 29-0 p 1z-0-1z •• 9-8-12 2.9-0 Plate Offsets MY)-- 111.0.1.8 Edae) 112:G-1-8 Edged LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.96 Vert(LL) -0.25 10-11 >723 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.67 VerI(Q -0.35 10.11 >507 240 BCLL 0.0 Rep Stress Incr NO W B 0.59 Horz(TL) 0.04 9 n/a Na BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 82 lb FT = 2D%F, 11%E LUMBER- BRACING - TOP CHORD 20 SP No. I(flat) TOP CHORD Structural wood sheathing directly applied or 5.0-0 oc; purfins, except BOT CHORD 20 SP M 31(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=1201/0-3-8, 14=956/0-7-4 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-1323/0, 3.4=-2626/0, 4-5=-2626(0, 5-6=-2626/0, 6-7=-1811/0 BOT CHORD 13-14--Of/72, 12-13=0/1870, 11.12=0/2626, 10-1 l=0/2535, 9-10=0/1033 WEBS 7-9_ 1549/0, 2-14=.1191/0, 7-10=0/1237, 2-13=0/875, 6-10=-1149/0, 3-13=-868/0, 4-12=-336/0, 3-12=0/1020, 6-11=-205/525 NOTES (7) 1) Unbalanced floor live loads have been considered for this design. 2) 'Semi -rigid pilchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 sirongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3.10d (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) 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 (pit) Vert: 9.14=-10, 1.8= 100 Concentrated Loads (lb) Vert: 6— 523(F) Q WARNWG - Vedry dealyn parameters and READ NOTES ON THIS AND WCLUDED MREK REFERANCE PAGE MY-7473 rov. 14=1015 BEFORE USE Design valid fa use only with Klek®conneckm Dill design S based orgy upon pauamolers mown. aril Is for an kxdlvfthxri holding component. not a Inns system. Before use. the building designer must verity the aWlcablity, of design lxnometers and txoperly Incogoroto Ih6 design Into the overallAddltbnallernpmMandpermanentbracing M!Tek' bilding design. Bracing tndlcated Is to pxevont bttclding of Individual buss web and/or chord members only. Is always tequbed lot slabBlty and to prevent collalxe wllh possible persond enRav and property damage. For general guidance tegarding the faix1cotkxn, storage, delivery, erectbn arxl Ixacing of trusses and truss systems. soeANSi/IPI I Qualify Criteria. DSB-69 and BCSI Building Component 6004 Parke East Blvd. Safety information avallabte Dom truss Rate Dulllute, 218 N. Lee Street, Stile 312. Alexandria. VA22314. Tampa. FL 33610 Job Truss Truss Type ty 710790595 T80097 F04 Floor Truss I'll I 1 1,5"." Job Reference (optional) ou„uao niwowncs. ,w,yro, mw wp. avow w..w I D: Zl7yacf f3rgf5yobDEG6Buz0U16-K50tf46H E dO6T Br5hxHjrBtc 1 vywf3NrLienr5kzUPkx 0-1•8 6 4 0 H 2.6-0 2-6-°-1.3-0 - I i--- scale. Lass 1.Sx3 II 1.Sx3 = 1.Sx3 = 3x4 = 1.Sx3 II 1.Sx3 II 30 = 30 = 3x6 11 1 2 3 4 5 6 7 4 3 30 = LOADING (psi) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 2.0.0 Plate Grip DOL 1.0D Lumber DOL 1.00 Rep Stress Incr YES Code FBC2014rrP12007 CST. TC 0.63 BC 0.62 WB 0.29 Matrix) DEFL. In (loc) Vdefl Ud Vert(LL) -0.12 11.12 >999 360 Vert(TL) -0.26 11-12 >501 240 HorZ(TL) 0,03 7 n/a n1a PLATES GRIP MT20 244/190 Weight: 61 lb FT = 200LF, I I%E LUMBER- BRACING - TOP CHORD 20 SP No.2(liat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except BOT CHORD 20 SP No 2(Ilat) end verticals. WEBS 20 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. (lb(size) 7=595/0-3-8, 12=595/0-7-4 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1031/0, 3-4=-1031/0, 4.5=-1031/0, 5.6=-408/0, 6-7=-416/0 BOT CHORD 11-12=0/784, 10-11=0/1031, 9-10=01784 WEBS 2-12=-915/0, 2-11--0/369, 7-9=0/615, 5-9= 598/0, 5.10=0/487, 4-10=-273/0 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 3) Recommend 2x6 slrongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131' X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 5) CAUTION, Do not erect truss backwards. 6)'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING- Va dly doslpn paramotors and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE M/1-7479 rev. IOGMIS BEFORE USE. Design void for use only with Mllek® connectors. M design Is based only upon Momelers shown. and Is for an individual b ulding component. nor o aim syslem. Before use, The LxlkAng designer mW verify Iho apWlccAAlty of design mcirnetors and dxoporly incorporate this design Into The overall txAdfrng design. Bracing frdlcated Is to Ixevent buckling of Individual In=web and/or chord members only. Addillonal lempxay and permanent Ixacing MiTek' Is a1WOy5 regrlred for stability and to prevent coblarAe with possible personal hWsy and property damage. For general guidance reWdIng the fabrication storage, delivery, erection and bracing of trusses and truss systems seeANSi/TPI I Quality Criteria, D3111-09 and SCSI Wilding Component 6904 Parke East Blvd Safety Information ovaliahb from Truss Rate Institute. 218 N Lee Street, Suite 312. Alexauxldo. VA 22314. Tampa. FL 33610 Truss Truss Type b N Tt07B0596P0097FosFloorTruss1t755324007 Job Reference Clonal a —17 —.. t DYUYe e r,lO1JYY c O. Y„Vu, r,u,. v.J. rrv,,,.+,awvv 0.1.8 H I 2.6-0 2 t t.Sx3 II 1.5x3 = 1.5x3 = 30 = 2 ID:Zl7yacit3rgf5yObDEG6BuzOU16-olaFIP7v?xYz4LPHEtoyNOOITJIKOWw 71WPdAZUPkw 1•10.12 ONe Sca e. 1:18.6 L.Sx3 II 1.5x3 II 1.Sx3 II 30 = 1.5x3 = 3 4 5 6 I t Ii0 9 6' 3x4 axa = 3x4 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.72 Vert(LL) 0.15 9-10 917 360 TCDL 10.0 Lumber DOL 1.00 BC 0.61 Ven( I-) 0.28 9-10 468 240 BCLL 0.0 Rep Stress Incr YES W B 0.27 Horz(fL) 0.02 7 n/a n1a BCDL 5.0 Code FBC2014/TPI2007 Matrix) LUMBER- BRACING - TOP CHORD 20 SP No.2(I1at) TOP CHORD BOT CHORD 20 SP No.2(flat) WEBS 2x4 SP No.3(11at) BOT CHORD REACTIONS. (Ib/size) 7=603/0-3.8, 10=610/0-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2.3=-1079/0, 3.4-1079/0, 4.5==1079/0 BOT CHORD 9-10=0/808, 8-9=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 PLATES GRIP MT20 244/190 13 4 Weight: 61 lb FT = 20%F, 11%E Structural wood sheathing directly applied or 6.0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) 'Semi-ngid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 3) Recommend 2x6 slrongbacks, on edge, spaced a1 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' WARNING - Vwq dodgn Paraneton and READ NOTES ON THIS ANDWCLUOEO MrrEN REFERANCE PAGE N/167473 rev. 1OW2015 BEFORE USE lilelr®conneclors.114s design Is based only upon poraters shown. and Is lot an Individual building component• notDesignvalidlotuseonlywithlvmea films system. Before use, the building designer nntst verity the applicability of doslgn prxametors and properly Incapotate Btk design Into the overall building design. ®acing Indicated Is to prevent buckling of Indlvklual Itus web and/a chord members only. Additional temporary and pemxmnl bracing MiTek' Is always teWred for stability and to prevent collapse vAlh pow1ble personal Irytay and proporty damage. tot general guidance tegac9ng the fabrication, storage. delivery. erection and Ixockng of trusses and Intl systems seeANSI/IPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd Safety IMormation oval able from buss Rate htstttute. 218 N. Lee Sheel. Suite 312. Alexandria. VA 22314. Ten". FL 33610 Job Truss Truss Type 0 b Ply T10790587 TBOO97 Fob FIOorTruss 1 1 55324008IJobReference o tional A—M 16 e17M7 o1111 U..a ,.,., . ...........y...................- ID:Z17yactt3rgf5y0bDEG6Buz0Uf6-olaFiP7v?xYz4LPHEfoyNOOrBJGpO 7 w 0.1.8 HI 2-6-02-"1I11a13-0 z 0 I 26-0 1'i 26 e-1:sz.o t.Sx3 I I 1.5x3 It 1.Sx3 = 1.5x3 1.5x3 = 1.5x3 II 1.Sx3 II 1.5x3 II 4z6 = 34 FP= 1.5x3 II 1.5x3 11 1.5x3 = 1 2 3 4 5 6 7 a 9 10 11 12 13 14 3115 28 27 26 25 24 23 22 21 20 19 18 17 16 3x6 = 3x6 FP= 4x6 = 11.3.4 29.10.8 lA.7.e 30 29 Plate Onsets MY) 118.0 1 8 Edge) 119:0-1-8 Edge) 124.0.1-8 Edgel 125.0-1.8 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (10c) Udell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.93 Veri(LL) -0.19 25.26 >699 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.70 Ven(TL) -0.37 25-26 >361 240 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(rL) 0.06 16 n/a IVa BCDL 5.0 Code FBC2014lrP12007 Matrix) Weight: 154 lb FT = 20/16F, 11116E LUMBER- BRACING - TOP CHORD 2x4 SP N0.2(tlat) 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, except 1-8: 20 SP No. 1(flat) end verticals. BOT CHORD 20 SP No.2(flat) 'Except' BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing, Except: 16-22: 20 SP No. 1(Ilat) 6-0-0 oc bracing: 24.25,23-24. WEBS 2x4 SP No.3(Ilat) REACTIONS. (Ib/slze) 16=94510-7-4, 23=1802/0-4-0, 26=498/0-7-4 Max Grav 16=963(LC 7), 23=1802(LC 1), 26=588(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-992/165, 3.4=-992/165, 4-5-992/165, 5-6=0/1022, 6-7=0/1022, 7-8= 1498/0, 8.9=-1498/0, 9-10-2306/0, 10-11=-2715 0, 11.12-2715/0, 12-13=-2715/0, 13.14=-1855(0 BOT CHORD 25-26=07774, 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=W734, 4-24=-444/0, 14-16=-1635/0, 14-17--O/721, 13-17=-664/0, 13.18=0/628, 7-23=-1830/0, 7-21=0/911, 9-21=-863/0, 9.20=0/522, 10-20=-508/0, 10.19=-66/485, 11-19--251/0 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with 3-1Od (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 - Verily des/yn paramaters end READ NOTES ON THIS AND WCLUDED MREK REFERANCE PAGE M9.7473 rov. I003/2015 BEFORE USE. Design valid for use only with Klek9 connectors. lhls design is based only upon paanetefs shown. and Is for an IndhAthxb btsldhng component. rnol a btsm ssystem. Before tse. the buklirnO designer must verity One applicability of design paramelors and propefly Incorporate this doslgn Into the overall Addillonal temporary and Winanenl bractng WOW btOdhhgdesign. Bracing Indicaled Is to pevenl buclaing of Individual truss web and/or chord members only. Is always regt4ted for stability and to pevenl collapse with possible personal Ir"y and property damage. For general guidance regadhhg the Iabilcallon. storage. delivery. erectlon and bracing of inrsses and Inns systems seeAN51/rPl I Quality Crllefb. DSO-49 and SCSI Building Componanl 690I Perks East Blvd. Solely Information avdtable hom Russ Plate hutltute. 218 N. Lee Sheet. Srile 312. Alexarxlria. VA 22314. Tonva. FL 33610 I , Job Truss Truss Type ty Tf0790598 T80007 F07 Floc Tuusit F 1 53240D9IJobReference (optional) s_ m .. e.... • o. ouuus a ruw.wmce, wnyo, mow,., —y' ..v,,,.o mow.,,. -- - - - - I D:Z17yacit3rg15y0bDEG68uz0U16-G U7d418Xm Fgq IV_ UoMJBwcyuLiaY7wE7MxGyAczU Pkv 0.1.8 Hi 260 i 2•60 1I5e 2 6- 2 0 2 260 I11-8 tile-1:sz.o I.Sx3 11 I.sx3 = 1.5x3 = j 1 5 26 g^ ll 27 26 1 5x3 II I.Sx3 II I.Sx3 II 34 FP= 1.Sx3 II 1.Sx3 II 2 3 4 5 6 7 89 10 11 12 13 14 I.Sx3 11 ISx3= 1.5x3 = 3115 25 24 23 2221 20 19 18 17 16 3x6 FP= 3x6 = 13.3-4 29-11o•e 16.7.4 30 1,, ty 29 Plate Onsets (X.Y) - 118:0.1.8 Edael 119:0.1.8 Edael 124.0-1-8 Edgel 125.0.1-8 Edge] LOADING (psi) SPACING- 2.0.0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.D0 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(TL) 0.05 16 n/a We BCDL 5.0 Code FBC2014/fP12007 Matrix) Weight: 154 Ill FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP NO.1(Ilat) TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc puffins, except BOT CHORD 2x4 SP NO.1(Ilat) end verticals. WEBS 20 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing, Except: 6-0.0 oc bracing: 22-23,20-22. REACTIONS. (lb/size) 16=826/0.7-4, 22=1796/0-4-0. 26=623/0-7-4 Max Grav16=856(LC 7), 22=1796(LC 1), 26=680(LC 10) FORCES. (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=-154/728, 21-22=-87/876, 20.21=-87/876, 19.20=0/1727, 18.19=0/2105, 17.18=0/1930,16-17=0/1228 WEBS 7. 22— 262/0, 2-26— 1083/0, 2.25=0/504, 6.22— 1343/0, 6.23=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= 0/717, 10.20=-743M, 10-19=W755, 11-19=•409/0 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 3.1Od (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 WARNING- Verily dedgn perametora and READ NOTES ON TNIS AND INCLUDED MrrEN REFERANCE PAGE M67473 rov. 1011M/S BEFORE USE. Design valid for use only vAth h llek8l connealors Bnds design is based only upon parameters 9wwn. and Is fat an Individual Ixddhng component, nor a lugs system. Before use. the building designer must verify the ()jAlcc billy of design pcxameters and properly Incorporale this design Into the overall bxddhtg design. Bracing trxllcoled Is to prevent I)mldhng of Individual (russ web and/ot chard members only. Addltond lemporory and peimcmont lxochfg WOW Is always i"tod lot stc"llly and to prevent collapse vAlh possible porsorxil Ind ry and property damage. For general gukdc nce regading the labdcatlorx storage. dellvery. erectlon cmd bracing of trusses and truss systems seeANSI/IW 1 Quality Criteria. OS5-89 and SCSI Building Component 6904 Porke East Blvd. safety, Information avcoc"e from liuss Plate InstBule. 218 N. Lee Street. Stile 312. Alexorxdrkx VA 22314 Tampa, FL 33610 Job Truss Truss Type 0N ply Tto79ose9 780097 Fob Flom Truss 1 t 1755324010JobRatfence (optional) Dusoars rnsravures, .arty., rwm vnr. rw w- euavv 0.1.8 HI 2-- -0 —I 2'1F t.5x3 11 t.5x3 = 1.5x3 = jjj 1 26 25 24 I.Sx3 II 1.5x3 II 2 3 4 I D:Zl7yactf3rgf5yObD E G6Buz0Uf 6-kgh? H599XYohKeZgM4 rOSpV3F6wus N9Hab? V i2z U Pku 1.3-0 1 1=3-0 I '— i 1-3-0 1 1-3-0 o-IKScale - 1 sz.0 4x6 = 1.Sx3 11 3x6 FP= 1.Sx3 II 1.Sx3 II 5 6 7 8 9 10 11 12 13 1 5x3 11 1.Sx3 = 1.Sx3 = 2914 23 22 21 20 19 18 17 16 15 3x6 FP= 06 = 3x6 = 28 q 27 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.0D TC 0,89 Ven(LL) -0.20 23-24 >761 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.86 Vert(rL) -0.36 23-24 >418 240 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(TL) 0.06 15 n/a Na BCDL 5.0 Code FBC2014lrP12007 Matrix) Weight: 151 lb FT = 200%V, 11%E LUMBER- BRACING - TOP CHORD 20 SP No.2(liat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oC puffins, except BOT CHORD 20 SP No.2(llat) end verticals. WEBS 20 SP No.3(Ilal) BOT CHORD Rigid ceiling 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. CompJMax. 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, 10-1 1=-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, 5-21=-1233/0, 5-22--0/836, 4-22=-351/0, 13-15— 1501/0, 7-21=-1681/0, 7-19=0l797, 9-19=-768/0, 13-16=0/637, 12-16=-575/0, 12-17=-30/428,9-18=0l718, 10-18=-276/0 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3.10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) 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.' WARNWO - Verify dedpn pararnetors and READ NOTES ON THIS AND MCLUDED NREK REFERANCE PAGE NIF7473 rev. 16=91 S BEFORE USE Design valid for use only with MllekV connectors. This design is based oNy urn paameters shown. and Is fa an IndlvId ull btAdUtg component, nor a inns system. Before ttse, the NUding designer mtrsl verily the applicability of design paamelers aid property Incorporate 8tls design Into the overallorgy. Addlllonal temporary and permanent Irachng MiTek' bxUding design. Bracing Indicaled Is to prevent bucldhtg of Individual .ills web add/of chord members is always teWired for stability and to prevent Collapse vAlh possible personal k*rry and property damage. For general guidance regadir g Bno fabrk:otkrn, slorogo. delivery, erection and bracing of trusses and lam systems saeANSI/IPI I Quality Criteria, DSB-89 and SCSI Bullding Component 6904 Parke East Blvd. Safely Irdormation ovallable from Truss Plate Institute. 218 N. lee Shoat. State 312, Alexandria. VA 22314. Tornpa. FL 33610 ruse Truss Type ty T1079060D1job780097F09FloorTruss11011755324011JobReterence(optional) oYaYv,a rna.wY.v. •Y..yv. ..r.n ... .v...... .......... 0.1.8 H 2 6-0 2.6 0 1 t 1 1.3-0 z fi-0 z t.sx3 11 1.Sx3 = 1.Sx3 = j 1 G 28 qtJ 27 26 1.Sx3 II 1.5x3 11 1.5x3 II 4x6 = 3x6 FP= 2 3 4 5 6 7 8 9 ID:Z17yacff3rgf5y0bDEG6Buz0U16-CIFOVR9nlsxYxoeswnMt? 12EB W EBbpROpF13EVzUPkt 212.5 2-6-0 26-0 6 e e 1 s2.o 1.54 II 1.5x3 II 10 11 12 13 1.5x3 11 1.5x3 = 1.5x3 = 14 3115 25 24 23 22 21 20 19 18 17 16 3x6 = 3x6 FP= 4x6 = 30 29 LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.88 Vert(LL) -0.22 17-18 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.98 Vert(TL) -0.33 25-26 >384 240 BCLL 0.0 Rep Stress Incr YES WO 0.54 Horz(rL) 0.07 16 n/a rVa BCDL 5.0 Code FBC2014/rP12007 (Matrix) Weight: 154 lb FT = 20°5F, 11%E LUMBER- BRACING - TOP CHORD 20SP No.l(flai) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, except BOT CHORD 20 SP No 2(flat) end verlicals. WEBS 20 SP No.3(I1at) BOT CHORD Rigid ceiling directly applied or 2.2.0 oc bracing. REACTIONS. ( lb/size) 16=948/0-7.4, 23=1864/0.5.11, 26=434/0.7-4 Max Grav 16=961(LC 7), 23=1864(LC 1), 26=548(LC 3) FORCES. ( Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-859/305, 3-4=-859/305, 4-5=-859/305, 5.6=0/1198, 6-7=0/1198, 7-8=-1307/0, 8- 9=-1307/0, 9.10-2187/0, 10.11-2698/0, 11-12-2698/0, 12-13-2698/0, 13- 14— 1851/0 BOT CHORD 25-26=-57/710, 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-/2698, 17-18=0/2267, 16-17=0/1398 WEBS 6.23-299/0, 2.26-828/66, 2.25— 290/174, 5-23-1162/0, 5-24=0/765, 4-24-456 0, 14- 16=-1632/0, 7-23=-1897/0, 14-17=0/720, 13.17=-660/0, 13-18=0/621, 7.21--0/956, 9- 21=-908/0, 9-20=0/562, 10-20=-552/0, 10.19=0/561, 11-19=-316/0 NOTES- ( 6) 1) Unbalanced Iloor 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 parllcular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNWO . VwW dedyn penmofors and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE MD-7473 rov. 100=15BEFORE USE. Design vaild for use orgy with WlekO connectois. Ills design Is based orgy upon paameters shown. and Is for an kndllvldual rAddi ng component. not o aurss system. Before use, the Ixdldtrq designer must verity the cU3AICC allty of design paanelers and properly Incorpolato Btk design Into the overall btOding design. Racing Indicated Is to prevenl bucWV of individual Inns web and/or chord members only. AddlIbnal lemlordary and pomrcanenl Ifractng WOW is atways iectudred for stablilty and to pevent collapse wllh possMe personal Wu4Y and property damage. For general guidance regadIng Vie 1ablcatlon, storage, delivery. erection and bracing of Kisses and Inrss systems seoANSVlPl I Quality Criteria, DSB-89 and SCSI Bu9ding Component 6904 Pork& East Blvd. Safety Information available from bras Plate Institute. 218 N. Lae skeet. Suite 312. Alexandria. VA 22314. Torrpo, FL 33610 Job Truss Truss Type oty Fly T10790601 T80097 F10 Floor Truss 1 1 1755324012JobReference iponal DYtlptl1tl 1 Y V.. rwn, v„r.rw,rvY 2.6-0 1.3-0 , 2.0.11 ,1 2.6-0 rz 2-6-0 1.Sx3 II 1.Sx3 = 1.5x3 = 1 28 28 27 ID:Zl7yacH3rgf5yo6DEG6Buz0U16-CtFOVR9nlsxYxoBswnMt7 12DaW H5boTOpF13EVzUPkt 2— i-0 18-5 2-6-0 Il111.6 xle . 1.52.0 1.Sx3 II 1.5x3 11 4x6 = 34 FP= 1.Sx3 II 1.Sx3 II 2 3 4 5 6 7 a 9 10 11 12 1.Sx3 II 1.Sx3 = 4x6 = 1.Sx3 = 13 14 3215 31 q 30 26 25 24 23 22 21 20 19 18 17 16 1.5x3 II 3x6 = 3x6 FP= 4x6 = 3x6 = 4x6 = LOADING (pst) SPACING- 2-0.0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.92 Verl(LL) 0.27 2D-21 >926 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.80 Vert(fL) 0.43 20.21 >588 240 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.09 16 rt/a n1a BCDL 5.0 Code FBC20141TP12007 Matrix) Weight: 155 lb FT = 200bF, 11%E LUMBER- BRACING - TOP CHORD 20 SP No.2(llat) 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, except 1.8: 2x4 SP No.l(flat) end verticals. BOT CHORD 20 SP No.2(11al)'Except' BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing, Except: 16-22: 20 SP No.1(flat) 6-0-0 oc bracing: 26-27,25-26,24-25. WEBS 2x4 SP No.3(flat) REACTIONS. (Ib/size) 16=1079/0.7-0, 24=1847/0.5.11, 27=319/0-7-4 Max Uplil127=-38(LC 4) Max Grav 16=1092(LC 7), 24=1847(LC 1), 27=447(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2.3=-543/369, 3.4=-543/369, 4-5-0/1059, 5-6=0/1059, 6-7=-171510, 7-8=-2751/0, 8-9= 2751/0, 9-10=-3500/0, 10-11=-3500M. 11-12=-3500/0, 12-13=-3019/0, 13-14— 217110 BOT CHORD 26.27=-138/533, 25-26=-369/543, 24-25=-369/543, 23.24=0/l072, 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=0/702, 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 Iloor live loads have been considered for this design. 2) All plates are 30 MT20 unless otherwise indicated. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 38 lb uplift at joint 27. 4) -Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 stiongbacks, on edge, spaced at 10-0.0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNING. Vwfty des/pn panitnWos and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111,7473 rev. 10MM/S BEFORE USE Design valid top use only with Mllekl9 conneclws. 1tils design 6 based only upon pbamelers Et1aWn, and Is for an Individual lidding component, not a less system. Before use, the bidding designer must verity the applicability of design pxnameters and p eopeily i ncaporalo Bub dosign Into the ove,all bidding design. Bating Indicated Is to prevent budding of Individual In=web and/of chord members only. Addlllonal lemporary and permanent bracing MiTek' is always required for slablilly and to prevent collapse with possible porsonal Injury and property damage. Fop general guidance nogading Me Iabricatlon, slorago, delivery. erection and bracfrng of trusses and truss systems. sec-ANSIfTPI I Quality Criteria, DSB-89 and BCSI Building Component 6004 Parks East Blvd. Safety Information avaltable from muss Rate Inslllule, 218 N. Lee Street, Suite 312. Alexandrlo. VA 22314. Tonga. FL 33610 Job russ Truss Type Oty Ply Tt0790602 T80007 Fit Floor Truss t t 7553240131JobReference(optional) uuosrs ruuiuw c. iu yu. rw.n v.q...v.w,. ww 0•1 e H21 6-0 1 1 2t 26 30 = 30 = 30 = 2 3 4 ID: Zl7yacff3rg15yO DEG69uz0U1693pmrnAO3A3PZyp2TVtuYEaTGwgTKKBa2vUcnxzUPks 2 lF °-0—I I t-i1-off o Scat . 1:507 30 = 30 = 34 FP= 30 = 30 = 5 6 7 8 9 10 11 12 13 14 3115 25 24 23 22 21 20 19 18 17 16 3x6 = 30 = 34 FP= 3x6 = 3x4 = 3x4 = 30 = 3x4 = 30 4 29 LOADING ( pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.60 Vert(LL) -0.14 16-17 >999 360 MT20 244/19D TCDL 10.0 Lumber DOL 1.00 BC 0.59 Vert(rL) -0.27 16-17 >556 240 BCLL 0.0 Rep Stress Incr YES WB 0.32 HOIZ(TL) 0.03 16 n/a rlla BCDL 5.0 Code FBC2014lrP12007 (Matrix) Weight: 152 lb FT = 20%9F, 11%E LUMBER- BRACING - TOP CHORD 20 SP No.2(11al) TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc puffins, except BOT CHORD 2x4 SP No.2(flal) end verticals. WEBS 20 SP No.3(tlat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 0.7-4 except 01=length) 23=0.5-11, 19=0.5.11. lb) - Max Grav All reactions 250 lb or less at joint(s) except 16=652(LC 13), 23=992(LC 15), 19=1324(LC 11), 26=345(LC 14) FORCES. ( Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-364/12, 3-4=0/334, 4-5=0/334, 5-6=-871/0, 6-7=-871/0, 7-8=-871/0, 8-9=0/521, 9- 10-0/521, 10-11=0/521, 11-12=-1249/0, 12.13-1249/0, 13-14— 1249/0 BOT CHORD 25.26=-12/364, 24-25-12/364, 23-24=-12/364, 22-23=0/637, 21-22=0/871, 20- 21=-26/674, 19-20=-26/674, 18-19=0/764, 17-18=0/1249, 16-17=0/879 WEBS 4-23=-281A 10-19=-282/0, 2-26=-422/14, 3-23=-623/0, 5-23=-827/0, 8-19=-870/0, 8- 21=0/405, 5-22=0/348, 7-21-258/0, 11-19=-1116/0, 11-18=0/668, 12-18=-288/0, 14. 16=-1026/0, 14-17=0/432 NOTES ( 6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 1.5x3 MT20 unless otherwise Indicated. 3)' Semi-rigid pilchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced a1 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.' 0 WARNING - Vodly dedyn pemmerom rind READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MIF7473 rev. 14119 0IS BEFORE USE. Design valid for use only vAth 14109 conneclas. this design Is based orgy upon pciyamelers srtawn, and Is for an IndiviWal building componenl, not o truss system. Before use. the lx6a&ng designer murst verily the crt)OICCbllty of design paraneten and property btcorporale this design Into the overall 1xdkDng design. Bracing Indicated Is to prevent hxreklbtg of tndMducd Ines web and/or chord Members only Additional lemporary and pennamenl bracing MiTek' Is always rectudred for stolAlly and to prevent collapse vAlh possNle personal "and property damage. For general guidance regarding the storage, delivery. erection and bracing of Inrsses and Inra systorn; seeANSUiPI1 Quality Criteria, DSB-89 and SCSI Sullding Component 6904 Parke Eost Blvd Safety Information available from bras Plate Institute. 218 N. lee Street. Sulto 312. Alexandria. VA 22314. Tempe. FL 33610 Job Truss Truss Type oly Fly 71U790603 TB0097 F12 Root Truss 1 1 7SM4014 Job Reference (optional) Buddars FaS1S01 CO. Tampa. Plard Clly. Fbnaa 33566 1.9.12 1 - 1 1 Sx3 II 6 2 3x4 = ID:Zl7yacH3rgf5yObDEG6Buz0Uf6.8FN8w7B2gTBGB61F1CO74S7b K4J3pliGZEBJNzUPkr 3 1.Sx3 II Scale. 1:10.0 30 = 3x4 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In roc) Udell 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(TL) 0.00 4 n/a n/a BCDL 5.0 Code FBC2014lrP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flal) TOP CHORD BOT CHORD 20 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= 258V0 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, 1146E Structural wood sheathing directly applied or 3.10.8 oc puffins, except end verticals. Rigid telling directly applied or 10-0-0 oc bracing. NOTES- (5) 1) Refer to girder(s) for truss to truss connections. 2) Girder carries tie-in span(s): 11.4.0 from 0-9-0 to 3-10-8 3) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and lastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 4.5— 10, 1.6=-100, 3-6= 353 Q ~mim0 • varUy dedgn pon motes and READ NOTES ON THIS AND WCLUDED M/TEK REFERANCE PAGE MO-7473 rov. 1093R0r6 BEFORE USE DesIM vcA l rot use only with Wiek®conneclors. misdesign Is based only upon pymameters shown. rind Is for an IndMdtxl txAdkng component, not a bt= system. Before tae. the building deslgnet mint verily the tlppllcabllty of design parameters and property Incorporate this design Into the overall bxldbng design. Bracing Indicated Is to rxevent Ixtcklbng of Indlvkltxl Iniss web aril/or chord rnernbets only. Addtlonal lemporaty and permanent Ixacln0 WOW Is always tegtlred tot skAAlly and to pxevent collapse vAlh possible personal bnitsy and pxopeM damage. For general guidance regadng rho klbricallon. storage. dellvery. cneetim aril braebng of busses and Inns, systems. seeANSI/IPI I Quality Cdtedo, DSB-89 and SCSI Bullding Component 6904 Pmke East Blvd. Safety Information ava0abte from truss Plato Imiltute. 218 N. lee Street. Slle 312. Nexarxldo. VA 22314. Tampa, FL 33610 Job I rus6 Truss Type ply T107e060/ T80097 F13 Flop Truss 1 1 175=4015 Job Reference tonal 1 1 17 P 1 Builders FuslSouice. Tompa. Piero City. Florida 33566 1.10.8 1 1.Sx3 11 2 3x4 = 7 640 a Apr 19 2016 Mn 9k Industries, Inc Mon Apr 001 31. 9 20 age ID:Zl7yacff3rg15yObDEG6Buz0Uf6-8FN8w7B2gTBGB61F1 CO74S7bNK513osiGZE9JNzUPkr 3 1.5x3 II Scale. 1:10 0 30 = 30 = LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in loc) Well Ud TCLL 40.0 Plate Gnp DOL 1.00 TC 0.77 Vert(LL) 0.00 5 "" 360 TCDL 10.0 Lumber DOL 1.00 BC 0.25 Verl(TL) 0.05 4-5 >962 240 BCLL 0.0 Rep Stresslncr NO WB 0.23 HOrz(rL) 0.00 4 n1a n/a BCDL 5.0 Code FBC2014frP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.1(Ilat) TOP CHORD BOT CHORD 2x4 SP No.l(flat) WEBS 20 SP No.3(flat) BOT CHORD REACTIONS. (lb/size) 4=648/Mechanical, 5=863/0.7-8 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-5=-342/0 BOT CHORD 4-5=0/753 WEBS 2.4_ 904/0, 2-5=-904/0 PLATES GRIP MT20 244/190 Weight: 22 lb FT = 20%F, 11%E Structural wood sheathing directly applied or 4-0A oc puriins, except end venicals. 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 lie -in span(s): 14-10-0 from 0-0-0 to 3-2-0 3) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this buss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3.1Od (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Van: 4-5=-10, 1-6=-449, 3-6=-100 Q WARNING - VarUy daNpn jearamorors and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MP7473 rev. IMMIS BEFORE USE. wtDesignvalidforuseonlywithMnek®conneclors. Ills desl(y1 Is basecl only upon pvameters shown, arrJ Is for an hdA4dtKD brfldi ng eanpponenl. not a likes system Before use. the buDdhg designer intat verity the applicability of design pxaameters and properly klcapporale 0%design Into the overall Ixidng design. Bracing Indicated Is to proven) truckling of Individual Buss web and/or chord members only. Additional lernporary and permanent bracing MiTek' Is always required foi stability and to pievenl collapse wllh possible personal b*,jy and property damage. For general guidance regarding Ins fabrication, storage, delivery. etectkrn and tracing of trusses and truss systems. seeANSi/IPI I Oua9A' Criteria. DSB-89 and SCSI Binding Component 6904 Parka East Blvd. Safety Information available from Leas Plate Institute, 218 N. Lee Street. Sulle 312. Alexandria. VA 22314. Tompa. FL 33610 Job rush Truss Type N 710790605 Tg0097 F1 Fim Truss I'll 1 1,5W0, Job Reference o hona M u•v en inn e....f W,g0.0 ,.>IJIN.40.. u.,.y.. r,a.,, v,r, r con••.,. ..w,.r 0.1-8 Fi , 2-6-0 1.3.0 r t.sx3 11 1.Sx3 = 1.5x3 = 1 2 ID:Zl7yaclt3rg15yObDEG6Buz0Ut6.8FN8w7B2gTBGB61F1 CO74S7h3K?u31gjGZE9JNzUPkr t.5x3 11 I.Sx3 11 3 4 5 6 cafe . 1:26.2 4x6 II 7 8 9 4x6 = 1.5x3 11 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 Ven(LL) 0.09 14-15 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.58 Vert(TL) 0.12 14.15 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(fL) 0.01 9 n/a n/a BCDL 5.0 Code FBC2014fTP12007 Matrix) Weight: 81 lb FT = 20%F, 1I%E LUMBER- BRACING - TOP CHORD 20 SP No 2(llat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, except BOT CHORD 20 SP No.2(I1at) end verticals. WEBS 20 SP No.3(fiat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 9=787/0-3.8, 16=787/0-7-4 FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) 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=-596M 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- (7) 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) Gap between inside of lop chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 6) CAUTION, Do not erect truss backwards. 7) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNWO - Verily dedpn parer wtera and READ NOTES ON THIS AND WCLUDED IIIITEK REFERANCE PAGE MO.7473 rov. 140MIS BEFORE USE. De*p valid la use only vAlh Mllek® connectors. this design Is based only u[»n paaneters shown, and Is la a16Wlvkkgl "ding component, not a Was syslem. Bolore tne, the brlldng designer mtrsl verity the CWicabllly of design lxlranelOrs Caw$ propeliy Incorporole lhh design Into the overall b ilciN design. Bracing Indicated Is to prevent budding of IndNkkKl truss web and/of chord members only. Adcollond lemporay and permanent lxaclrlg MiTek' Is dwoys reWted for stdlllty and to prevent collapse with posslhle persorxil"and properly danage Foy generd guadince legadng the faixk:atlon, storage. dellvery. erection arxd Ixaclrlg of tnmos and tn/s systerns, seeANSI/IPI I Qualify Criteria, DSB-89 orrd /CSI Bugding Component 6904 Parks East Blvd Safety Irdormatlon avallable hom Truss Plate klstlNle. 218 N. Lee Shoel. Suite 312. Alexandria VA 22314. Tampo. FL 33610 Job rues Truss Type y 710790606 TRW F15 Flop Truss 1 1 175-1,124017 n.n_ Job Reference (optional) n m.e .per-,.,..w.. , .. w•Lt AO M 9 Dnn 1 ID:Z17yacff3rgl5yObDEG6Buz0Uf6•dSxW 7TCgbr J70GiRbwvMdfgollHBo7ksVDzlrgzUPkq 0-1-8 HI 2-6-0 1-3-02-6-0I 1.9 4 2-6-0 o t...e Sciflb . 1.32.5 1.5x3 II 1.Sx3 = US = 1.Sx3 11 1.5x3 = 4x6 = 3x6 FP = I.Sx3 II 1.5x3 II 30 = 4x6 = 5x6 = I.Sx3 = 1 2 3 4 5 6 7 a 9 10 20 19 3x6 = 4x6 = 3x6 = 30 = US MT20HS FP = Sx6 = 4x6 = 30 = 21 94 LOADING (psi) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr NO Code FBC2014lrP12007 CST. TC 0.67 SC 0.83 WB 0.76 Matrix) DEFL. in (loc) Udell Ud Vert(LL) -0.34 14-15 >656 360 Vert(rL) -0.51 14.15 >432 240 Horz(rL) 0.07 11 n/a rlla PLATES MT20 MT20HS Weight: 100lb GRIP 244/190 187/143 FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 20 SP M 31(flat) 'Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 1.3. 20 SP No.2(llal) end verticals. BOT CHORD 20 SP M 31(flat) *Except' BOT CHORD Rigid telling directly applied or 10-0.0 oc bracing 11.13: 20 SP No. 1(flat) WEBS 20 SP No.3(flat) REACTIONS. (lb(size) 18=1151/0-7-4, 11=1521/0.4-0 FORCES. (Ib) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2301/0, 3-4-2301/0, 4-5-3769/0, 5-6=-3769/0, 6.7=-3769/0, 7-8-3620/0, 8-9=-2325/0 BOT CHORD 17-18=0/1709, 16-17=0I2884, 15-16=0/3769, 14-15--OM51, 13.14=0/3329, 12-13=0/3329, 11-12=0/1314 WEBS 2-18=-1994/0,2-17=0/940,4-17-92610,4.16=0/1202,5.16=-397/0, 9-11— 1971/0, 9-12=0/1606, B-12=-1594/0, 8-14=0/463, 7-14=-366/0, 7-15=-445 477 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 3-1 Od (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 sullicient to support concentrated load(s) 648 lb down at 14-9-0 on top chord. The desigNselection of such connection device(s) is the responsibility of others 7) In the LOAD CASE(S) section, loads applied to the lace of the truss are noted as front (F) or back (B). 8) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead 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) Q WARNING - Verify dedpn paramefom and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MF7473 mv. 14119Mt6 BEFORE USE. Deslgrt valid for use only vAlh W lek6 connectors. Ms deslan It rased only upon "'meters shown, and Is for an Individual building component. nor a btm system. Belae use. Ilse bulldlnp deslgnor must verify the aWicabllty, of design pmannelers and properly bncorporalo this design Into the overall only. Additional lemWM and permanent Mating Welk' 1xAdrtg design. Racing Indicated Is to rxevenl I-Aidding of Individual thin web and/or chord members Is always regflred for slaiAlly and to prevent collgne wllh possble personal 1Way and property damage. for gerwrd g/daance regadng Ste labrlcallon, storage. delivery. erection and tAocing of trusses and Inns systems. seeANSI/IPII Quality CdfeAo, DSB-89 and SCSI Building ComPonr rll Eastt Blvd6904PerkikEast0Safuy Information available horn Truss Plate hlstitule. 218 N. lee Skeet, Sulle 312. Alexanddo. VA 22314. Ta r^Pa• Job T Fuss Truss Type QTY T10790607 T80097 F16 Flom Truss t t 1755324018JobReference tronal I-- 9M] Dnnn 1 2 t ID:Zl7yacif3rgf5yobDEG6Buz0U16-dSxW 7TCgbnJ7oGtRbwvMdfggf OfoFgsV DzlrgzUPkq 0.1.8 H i 2-6-0 I 13-0 r- 2.5-6 1-3-0 Scale . 1:18 2 1.5x3 II 1.5x3 = 1.5x3 = 30 = 1.5x3 11 1.5x3 11 30 = 1.Sx3 11 1 2 3 4 5 6 30 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in toe) Well Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.53 Vert(LL) 0.08 9.10 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.42 Vert(TL) 0.11 9-10 999 240 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.01 7 n/a nta BCDL 5.0 Code FBC20141TP12007 Matrix) LUMBER- BRACING - TOP CHORD 20 SP No.2(tlat) TOP CHORD BOT CHORD 20 SP No.2(llat) WEBS 2x4 SP N0.3(flat) BOT CHORD REACTIONS. (Ib/size) 10=568/0-7.4, 7=568/0-3.15 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2.3=-922/0, 3.4=-922/0, 4-5=-922/0 BOT CHORD 9-10=0l736, 8-9=0/922, 7-8=0/736 WEBS 2-10=-859/0, 5-7— 859/0, 5-8=0/410, 4-8=-252/0, 2-9=-0/410, 3-9=-252/0 3x4 = PLATES GRIP MT20 2441190 Weight: 55lb FT = 200oF, 11%E Structural wood sheathing directly applied or 6.0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (5) 1) Unbalanced Iloor 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 1 as referenced by the building code.' Q WARNING • VerW d*dlrn pw~*re end READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE N67473 rev. IW31015 BEFORE USE Design valid for use only with Mllekb connectors. ft6 deslign Is based only upon r aameters shown. and Is lot an IndhAdual bWtlfrhg component, nor a Ines system. Belau too. the L Ak9ng designer must verity the gXAIcCAAI1y of design palanerers and property h%corporate ft design Into the overallAdditionaltemporaryandpeimanenlbracing WOWblldtngdesign. Bracing Im katod Is to prevent buckling of Individual truss web and/or chord members only. B always required lot srabllrly and to prevenl collgxe wllh possible personal Infury and properly damage. Fa general guidance tegaalng the ktrkatkxn, storage, delivery, erection and tracing of Inrsses and Irtm systems, SeeANSI/TPI I Quality Criteria, DSB-89 and SCSI Bupftg Component 6904 Parke East Blvd Solely Information ovallabte from Buss Rate Institute. 218 N. Leo Street. State 312. Alexandria. VA 22314. Tarnpe. FL 33610 Job Truss Truss Type oty Pry 710790608 TB0097 HR01 OrogonolHip Gader t t 75532I019 Job Reference(optional) hewn en. M e•M•Sn On,7 P. 1 etladefs rasnbadree. rarrpa, rrom t Ry. rMwu JJaoo '0bDE 6Buz0U-- 59V --IM --' - - ID:ZI7yae113rgt5y0bDEG6Buz0U165eVuLpDIMSR OOSd9dOb9tC_g7RXje0MjGNGzUPkp 1.5-0 7.1.5 9.9.5 1.5.0 7.1-5 2:N Scale. 1:21 0 20 II 3x6 = axe = LOADING (psQ SPACING 2-0-0 CSI. DEFL. In hoc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.15 5-8 771 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(TL) 0.47 5-8 247 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.15 Horz(TL) 0.01 5 n/a rVa BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 39 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP N0.2 TOP CHORD BOT CHORD 20 SP No.2 WEBS 20 SP No.3 BOT CHORD REACTIONS. (Ib/size) 2=387/0-10-15, 5=547/Mechanical Max Horz2=143(LC 4) Max Uplift2— 143(LC 4). 5=-212(LC 8) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2.9=-1026/29, 2-3— 592/225 BOT CHORD 2-5=-311/558 WEBS 3-5=-599/387 Structural wood sheathing directly applied or 5-5-9 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=25fl; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl 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 tit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 143lb uplift at joint 2 and 212 lb uplift at joint 5. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). 8) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-54 Trapezoidal Loads (pit) Vert: 2=40(F=27, B=27)-to-9=35(F=25, 8=25), 9=-5(F=25, B=25)-to-4=-132(F— 39, B=-39), 6=0(F=10, B=10)-to-5=-49(F=-14, B=-14) A WARNWO • VeNry doOgn pwonwrora and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE W7473 rov. 109=15 BEFORE USE - Design valkl fa use only with MlleW connectors. this desl®t It bored only ulPon pmaneters shown. and Is for an individual buldi ng component. not a Ines system. Before use, the Ixlkgng designer must verify Me aWicabllty of design pmarnelers and properly Incotporato INs design Info rho oveRll txgding design. Baclg indicated Is to peveni buciding of Individual IR= web and/or chord rnombers only. Addlilorxt temporary and permanonl bracing WOW It always requbed for slabrllly and to prevenl cotrgne with possible personal hRsy and property damogo. For general guidance regmdlr g the falbrlcollon, slorage, (Mvery, erecilon anti bracing of trusses and truss sWerns, seoANSVII l I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Easl Blvd. Safety Information available from truss Rate hu9lute, 218 N. Lee Sheet, Sulle 312. Alexandria. VA 22314. Tampa, FL 33610 ruse Truss Type Oly Ply T10790609JJobTBW97HR02DiagonalHpGirder11ilgbg020JobReference (optional) M--HJflI] Din.1 SWUM 1`1105ource. ]amps. atom tarry. rlprroo WO ... .._ __._ ..... • -- -- - ID:D7yacf t3rg15yObD EG6BuzOUf6-5eV uLpDIM5--R_OOSd96Q1-9iC0U7f LXIvOIdjGNGzU Pkp I.5.0 6 11 6 r 1.5-0 6.11.E Seale. 1.17.9 30 11 30 = 20 II LOADING (psp SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Veri(LL) 0.06 2-4 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.71 Verl(TL) 0.15 2.4 529 ISO BCLL 0.0 ' Rep Stress Incr NO W B 0.00 HOrz(TL) 0.00 4 n/a rya BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 27lb FT = 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) 4=271/Mechanical, 2=24210-11.5 Max Horz2=12O(LC 4) Max Uplif14_ 112(LC 8), 2>126(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oC purlins, except end verticals. Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (8) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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 112 lb uplift at joint 4 and 126 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Van: 1.5=-54 Trapezoidal Loads (pit) Vert: 5=0(F=27, B=27)-to-3=-94(F=-20, B=-20), 2=-2(F=9, B=9)-to4=-35(F=-7, B— 7) WARNWG - Varry doNpn Puamefers and READ NOTES ON THIS AND WCLUDED UrrEK REFERANCE PAGE UP-7473 rev. 169MIS BEFORE USE Design valid for use only vABt Wlek® connectors. Ills desim Is based only upon parameters shown. and Is fa an VidivkAWy b uldksg component, no allatotssystem. Before tao, the Ixdldlng designer mtal verify rho 001AI abltty of deslOnaaprteters and Property Intorporato Bits design Into the overt btfid1W design. Bracing Indicated Is to provonl b ucWV of individual miss web and/or chord members Only. Addlllor" temporary and pernxmnl bracing Welk' Is always iec8lred for stability and to prevent collapse wllh possible personal k*jry and properly danago. For general gukdamco regarding the lobilcallon, slorage, delivery, election and boating of muses and inrs systoins, seeANSI/IPII Quality Criteria, DSB-89 and BC51 Building Component 6904 Parka East Blvd. Safety Information OVdlabl0 from Truss Plate Institute. 218 N. lee Street. Sulte 312, AlexancIft VA 22314 Tampa, FL 33610 Job russ Truss Type bb T10790610 TB0097 HR03 Diagonal Hip G4der 1 1 755324021 Job Reference(optional) G uR L Induebi e Inn 61nn An, na tITLCSn Inn P.n. 1 tlllllaere ha6lJOurce. 1 arpa. ram—Y. r—u.—oo ID:Zl7yac113rg15y6b EG- -- - - 6BuzOU16.5eVuLPDIM5R_OOSdgdOb91C_17eZXjHOkyGNGzUPkp 1-5-0 6.2.11 9.9.5 1-SO 6.2.11 3.6.10 2x4 11 3x6 = Scale . 1,23.1 9.9.5 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.17 5-8 >697 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(R) -0.51 5-8 >229 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.17 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix-M) Weight: 43 lb FT = 20°b LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 54-11 oc purlins, except BOT CHORD 20 SP No 2 end verticals. WEBS 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (lb/size) 2=39310-5-5, 5=554/Mechanical Max Horz2=217(LC 4) Max Uplilt2=- 111 (LC 4), 5=-253(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-490/145 BOT CHORD 2-5=-293/444 WEBS 3-5=-480/351 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., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 111 lb uplift at joint 2 and 253 lb uplift at joint 5. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1.2=-54 Trapezoidal Loads (pit) Vert: 2=0(F=27, B=27)-to-4=-132(F=-39, B=-39), 6=0(F=10, B=10)-to-5=-49(F=-14, B=-14) WARNING • Verily detlgn pantrnotms and READ NOTES ON THIS AND INCLUDED N/7EK REFERANCE PAGE ND-7473 rev. 1416Mr5 BEFORE USE. Desio t valid for use only with Mllek® connectors. Rds deAp Is based only upon praameters sMwn, and Is for an bndM1AUud twldhng component not a truss system. Below use. the building designer must verify the cWlcc"lty oa 1designpamelersand properly hCOWorale Rnh design Into the overall Addlllonal temporary and peimenenl tNaehng MiTek' buildingdesign. ltrocing analcaled Is to pievenl buckling of Individual Intl web and/or chord mernbois only isalwaysiogldiedforstabilityandtopreventcollarnewllhpossiblepersonalInMyandproperlydamageFoigeneral gtridance iegadatg the falxlcaldon, storage. dellvery, ereClkxn and bracing of trusses and lets systems, sooANSI/IPI I Cuagly Citlerlo, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Tango. FL 33610 SafaryInformationavenabieaomhusPlaleinstitute. 218 N. lee Sheet. Sulle 312. Alexandria. VA 22314. Truss ty T10790611PIKHROBJTrussTypeDiagonalHpGuderIto11755324022JobReference (optional) 9n17 D.n. 1 ou110ere FII61bource. loupe. norm any,I coo JJase- ID:Zl7yacit3rgf5yObDEG6BuzOUf6-Zg2HY$Dw7OZr2Z1 giKxgi4lgVX_oGAX9zXSqV izUPko 1.5-0 6.2.11 9.9.6 1.5.0 I 6.2.11 3.6.10 20 II 3x6 = Scale . 1:23.1 8.9-5 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in hoc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.17 5.8 >697 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(TL) -0.51 5.8 >229 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.17 Horz(TL) 0.01 5 n/a rVa BCDL 10.0 Code FBC2014lrP12007 Matrix-M) Weight: 43lb FT = 204b LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4.11 oc puffins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (Ib size) 2=380/0-10.15, 5=553/Mechanical Max Horz2=217(LC 4) Max Uplifl2=-109(LC 4), 5=-253(LC 8) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-9= 1055/0, 2-3=-490/145 BOT CHORD 2-5=-293/444 WEBS 3-5=-479/351 NOTES- (8) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.0psf; 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 thus has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2.0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 109 lb uplift at joint 2 and 253 lb uplift at joint 5. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the lace of the truss are noted as front (F) or back (B). 8) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1.2=-54 Trapezoidal Loads (pill Vert: 2=40(F=27, B=27)-10-9=35(F=25, B=25), 9=-5(F=25, B=25)-to-4- 132(F=-39, B=-39), 6=0(F=10, B=10)-to-5=-49(F=-14, B=-14) Q WARNING. Vanity doOgn paramarane and READ NOTES ON POS AND INCLUDED MrTEK REFERANCE PAGE AW7473 rev. I&MOf5 BEFORE USE. Deslgrl valid for use only with MlleM connectors. Tuts de&Vn Is based only upDn lywarrleters shown, and is for an Individual building component, not a truss system. Beforo use. the building desi"F must verify Ito aWicablilty of design paramelors and properly Incorporato this design Into Iho overall building design Bracing InWcated Is to prevont bucldIng of IrWtvldual Inns web and/or chord members only. Addllkxwl ternWary and permanent bracing MiTek Is always iegulred lot sloblllly and to proveni collapse wllh possible personal V*jy and plomrly damage. For general guldalce regacAng the labrlcalbn storage. doflvery, eiec0on and bracing of irtlssos and tnss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. safety Inferrrlotion available from truss Wale trlslitute. 218 N. Lee Street. Sulte 312. Aloxarldda. VA 22314. Tompo. FL 33610 Job I ru66 Truss Type N T10700612 TBfxle7 JOt JACK -OPEN TRUSS 110 1 17553240 23 Job Reference (optional) Bull dll!F usibmrce. lolrve. Ylam filly. l-wew jJo* .---1...--....-...._. ID:Zl7yacff3rgf5yObDEG6BuzOUf6.Zg2HY8Dw7OZt2Z1 giKxgi4lHcxANGC99zxSqwlzUPko 1.0.0 _ 1-5-15 r 1-0.0 1.5.15 ' 20 = 1.5.15 Scale . 1:7.0 LOADING (psi) SPACING- 2-0-0 CS1. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) -0.00 2 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Veri( L) -0.00 2 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a Na BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 6 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-5-15 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (Ib/size) 3=17/Mechanical, 2=132/0-8-0, 4=14/Mechanical Max Harz 2=41(LC 8) Max Uplilt3=-17(LC 12), 2=-89(LC 8) Max Grav3=17(LC 1), 2=132(LC 1), 4=28(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=4.2pst; BCDL=6.Opsf; h=25ft; Cat. 11; Exp B; Encl., GCpi=0.18, MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psl on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide V411 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 17 lb uplift at joint 3 and 89 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 WARNWO • Verity deld9n Porametoro end READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MIF7473 rov. 1111003"I6 BEFORE USE Deskpi valid for use only with W lek0 connectors. 1Ns cle*p is bawd only upon Ixnanelers stlowrl. aril Is tot an Individual "ding component not a Inns syslein. Before use. the tx/Idktg designer mull vodfy the c44AIcabllty of design paromelets and property 0lcopolate Ihis design Inlo the overall btAc*V design. Bloctng Indicated Is to pievenl buckling of individual Inns web and/or chord members only. AdditlornA lemlxxary and permanent Ixaetng MiTek' It always required lot stability and to prevent collapse with possltle personal htlury and Ixoperly damage. For general guidance IegardlM the fabricc tlon. slorctge, delivery. election aril bating of trusses and lFt= systems seoANSI/FPI I Quality Cdteda, OSII-!9 and BCSI BuOding Component 6904 Perk* East Blvd. Safety IMormatlon avdlalHe from buss Plate Ilslilule. 218 N. lee Street. Suite 312. Alexandria. VA 22314. Tomps. FL 33610 Job T rush Truss Type 0 ty T10790613 T80097 J02 Jock -Open Truss 1 t 755324024 Job Reference (optional) Bwldere F105ouree, I0"Ipa. Plain %;ay. Henri 0 4a>bo „...,,.. . ID:Zl7yacft3rg15yObDEG6BuzOU16.11 cflUEYuihrlfbDG2T3FI IRgxVg71PJBBCNS9zUPkn 1-0-0 2.10.15 1 0 0 2.10-15 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) 0.00 2.4 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Ven(TL) 0.01 2-4 999 ISO BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n1a rVa BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (Ib/slze) 3=49/Mechanical, 2=184/0.8-0, 4=25/Mechanlcal Max Horz 2=61(LC 8) Max Uplift3=-42(LC 12), 2— 108(LC 8) Max Grav3=49(LC 1), 2=184(LC 1), 4=50(LC 3) FORCES. (Ib) - Max. ComplMax. Ten. - All forces 250 (lb) or less except when shown. Scale . 1:9.4 PLATES GRIP MT20 244/190 Weight: 11 lb FT = 20°b BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10.15 oc puffins BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interlor(1) zone; cantilever left and right exposed ;C-C for members and lorces & 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) Refer to girder(s) for Ines to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 42 lb uplift at joint 3 and 108 lb uplift at Joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end lixity 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 - Verily design pntmoters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE M11.7473 rev. 16102015 BEFORE USE Desl{yt valid for use only vAth tAllelt® connectors. Ihis design Is based only upon parameters shown, and Is la an Individual "ding component, not a frtns system. Before trse, the Ixdiding atoslgrlor mini verity the a pplicc"lly of design prnatmneters and properly btcotporate this design Into the overall bt6ding design Brocing Irxllcated Is to prevent Ixrcldtrtg of htdlvldtal dross web and/or chord members orgy. Additional temporary and permanent bracing WOW is always required for stability and to prevent coilgxe wllh posi"e personal h0.rry and properly damage. for general guldcrlce tegaading the falxk:ollon, storage. delivery, onectlon and bracing of trusses arxd Inm systams. seeANSl1IPII Quality Cdt*do, DSB-89 and BCSI Sulltling Component 6904 Pork* East Blvd Safety information availalsle from buss Plate Institule. 218 N. lee Stroel. Suite 312, Alexandria. VA 22314. Tempe. FL 33610 Job Truss Truss Type ty 710790614 T80097 Jf13 Jack -Open Truss 1 1 1,55X4025 Job Reference(optional) Buildns FirslSoures, Tempo, vrom crry. Frwgs wwr, ID:Z17yacf13rgl5y0bDEG68uz0Uf6-1lcllUEYuihdibOG2T3F1107xT17fPJBBCNSBzUPkn 1-0-0 4.10.15 1-0-0 4-10.15 Style . V l 2 7 20 = LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) 0.02 2-4 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Verl(k) 0.06 2-4 869 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(fl-) 0.00 3 n/a n1a BCDL 10.0 Code FBC20141TP12007 Matrix) Weight: 17 lb FT = 204b LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (Ib/size) 3=111/Mechanical, 2=250/0-8-0, 4=45JMechanical Max Horz 2=91(LC 8) Max Uplift3=-88(LC 12). 2= 118(LC 8) Max Grav3=111(LC 1), 2=250(LC 1), 4=90(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-15 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., GCpl=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 88 lb uplift at joint 3 and 118 lb uplift at joint 2. 6) -Semi-rigid 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. VerW dostpn parameters end READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE M*7473 rov. IMMIS BEFORE USE Design valid la use orgy wllh ty6lekO conrwctors n* design Is based orgy upon paramolers 0%own, and Is for on trxlNkkat bukMV component, not a Inns syslorn. Before use. the bulk"designer must verify Iho appkatAlly of creslOn partoralers arxi property k corporate IW design Into the overall bredrlg do5ign. Docing Indicated Is to prevent bucldhg of In[lWur4 truss web and/or chord members orgy. Additional Iernporary and permanenl bracing MiTek' Is always rogtbod I(x slaNily and to prevent collarne wllh p osdAe personal b*iry and property damage for general gltktrnce regoding Me tabxk:ollm slaage, delivery. erectlon aril brcalng of Intsses caxl Inm syslems, seeANSI/TPI I Quality Criteria, DS11-69 and BCSI BuBEing Component 6904 Parke East Blvd. Safety information available from Truss Plate tnsllMe. 218 N. lee Street, Suite 312. Alexandria. VA 22314. Tempo. FL 33610 Job Truss Truss Type ty T10790615 T00097 J04 Jock -Open Truss 1 1 1765324026JobReference tional e,.. — I —.—m v o...,. r UUlldeis F ll51$oU1Ce. l allga. Viam ally, Florlas 4S00 _.,...--_._6..._.. ...___...__...._. A_... r-__ ID:ZI7yac113rg15yObD5y0bDEG6Bu20UlfrVDA1 zgFAIOpYH WCgI InVgUoL11k61SOrxw_bzUPkm I. o 0 7-0.0 10 7-0-0 Scale• 3/4'.I' 30 = LOADING ( pst) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Ven(LL) -0.08 2-4 >976 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Ven(TL) -0.23 2-4 >340 ISO BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz( L) -0.00 3 rVa Na BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 23 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purilns. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. ( lb/size) 3=160/Mechanical, 2=324/0-8-0, 4=77/Mechanical Max Harz 2=121(LC 8) Max Uplift3=-112(LC 12), 2=-135(LC 8) Max Grav3=160(LC 1), 2=324(LC 1), 4=121(LC 3) FORCES. ( Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown NOTES- ( 7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph,, TCDL=4.2pst; BCDL=6.Opst; h=2511; Cal. 11; Exp B; End., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 112 lb uplift at joint 3 and 135 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 miss. 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 - Verily dedyn panit"Wers and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MD-7473 rev. idBYlOIS BEFORE USE Design valid for use only vAth Mllek®corvlectois. ttlbl deslgn Is based only upon parameters shown. and Is for ari6tdlvkkKD building component. not a kuss system. Before uw. the building deslgnei must verity the appllcalAily of design Ixnaineters and properly Incorporate Itils design Into the overall only. Additional temporary and permanent baling MiTek' b ulldbigdesignBochgIndicatedistopreventlxrcldkngofIndividualInissweband/oi chord members Is always nectubed fob stau011y and to prevenl collapse with possible personal Inpry and property damage. Far general guidance regarding Brie labilcalbn, storage. delivery, erection and bracing of Inssas and Irus systems, se0,ANSI/IP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. safety Information a valkible nom fuss Plate Institute, 216 N. Lee Street. Sllte 312, Alexandrkx VA 22314 Tampa, FL 336I0 Job Truss Truss Type 0 ry Ply 710790616 TB0097 Jos Jack -Open Truss 1 1 1755324027IJobReference(optional) Builders FoslSource. Tampa, Pram Gay. 1-101108 33566 a nV. ra cv.v ..—K T. . ; va , -. , , W. . ID:Zl7yacff3rgf5yObDEG6BuzOUf6-VDA1zgFAlOpYHIACgI InVgclLrCk6lSOrxw bzUPkm 1-0.0 _ 2.10.15 r 1-0-0 0.10-15 Scale . 1:6.9 2x4 = LOADING(psl) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Verl(LL) 0.00 7 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Veri(TL) 0.00 7 Nr 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 001 4 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix-M) Weight: 5 lb FT = 20% LUMBER -- TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=3/1VIechanical, 4=116/0.6-15 Max Horz 3=39(LC 12) Max Uplift4= 67(LC 12) Max Grav3=18(LC 16), 4=116(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 0-10.15 oc purlins. BOT CHORD Rigid telling directly applied or 10.0.0 oc bracing NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp B; Encl., GCpi=0.18, MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber D0L=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.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 67lb uplift at joint 4. 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.' Q WARNING - Vadly desfyn parameters and READ NOTES ON THIS AND WCLUOED MREK REFERANCE PAGE A07473 rsv. 100302015 BEFORE USE. Design valid for use only With Mllek® connectors. this design Is based only upon Vvometers shown. and Is for an iRdNkkral buldIng component, not a IRrss syslein. Before toe. the UNding designer must verity the apdkabllly of design parameters and Ixoperly Incorporate 91k design Into the over 1, buildingdesign. Braehg Indicated is to provent Ixrclding of Individual tnm wel> and/or chord members only Addllkxxd temporary arxd permanent bacing Welk' Is always reciukod to stability and to Ixevenl collapse with poss611e personal injury and property damage. For general guidance regarding the fabrlealim storage, delivery, erection and bracing of trusses and truss systortls. seeANSI/TPl I Ouallly Criteria, DS8-89 and SCSI 9ultdeig Component 6004 Parks East Blvd. Safety Inlormaeon available fran Truss Plate linstitute. 21B N. lee Skeet, Stile 312. Alexandria. VA 22314. Temps. FL 33610 Job Truss Truss Type b Ply T/07p0617 780007 J06 Jack -Open Truss 110 t 75532402E Job Reference Irons e... ne 1— c1 enl v P.n. 1 aorraere rnsraooree, romps. rwm 1 y. r,vnoo o o ----- - --- HID:ZI7yacN3rgl5y0bDEG6Buz0Uf6•VDA 1 zgFAIOpYtACgI InVgeNLr3k61SOncw_bzUPkm 1-0-0 2.10.15 1.0 0 2.10.15 Scale: 1'.1, g 2x4 = e4-0 2-6-15 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) 0.00 2-4 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert( L) 0.01 2-4 999 180 BCLL 0.0 ' Rep Stress Incr YES WS 0.00 Horz(TL) 0.00 3 We rVa BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 11 lb FT = 20% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=49/Mechanical, 2=184/0.8-0, 4=25/Mechanical Max Harz 2=82(LC 12) Max Uplift3=-52(LC 12), 2=-62(LC 12) Max Grav3=49(LC 1), 2=184(LC 1), 4=50(LC 3) FORCES. (Ib) - 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 puriins. 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.Opsf; h=25111; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ,C-C for members and forces 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 nonconcunent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 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 Iruss to bearing plate capable of withstanding 52 lb uplift at joint 3 and 62 lb uplift at joint 2. 6) "Semi -rigid pi(chbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING . Vorffy dosfpn p nurref rs end READ NOTES ON THIS AND INCLUDED UnFK REFERANCE PAGE 1107473 rev. 1110111M/S BEFORE USE Design valid for use only wllh WIek® connectors. this design is based only upon P31amelers sfnown. and Is la an Individual battling commponenl, nor a buss system. Before use, the building designer mnnl verity the applicability of design pxaanelors and property incofporato Ihls design Into the overall pudding design. Bracing Indicated Is to prevent buckling of Individual inns web and/or chord members only. Ac"llonat temporary and permanent bracing MiTek' Is always tecluked for stability and to prevent collapse with possible personal hpay and property damage. For general guidance regarding the labpcallemn storage, delivery, erection and brackV of trusses and Ina systems soeANSI/TPI I Quality Criteria. D311-69 and BCSI Bullding Component 6904 Parke East Blvd Safety Irdormation available from truss Plate hstlfute. 218 N. lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss ype N T10790618 780097 J07 Jock -Open Truss t 1 1755324029JobRelerence (optional) 9 Dwww aurraers Frrsizource. ranga. Ilarn t y. rronoa J . IbDEG B ..... _.....___.. __. _. _ - _ _ ID:ZI7yae113rgI5y0bDEG68uz0UffrzPkPAAGpOJxPv11POTVXKINkMkBJTYvcNhUW 1zUPkl 1-0.O r 1-0o 5-" Scale. 1:17.3 20 = 0 .o 4.8-0 LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Ven(LL) 0.03 2.4 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Ven(TL) 0.07 2-4 820 180 BCLL 0.0 Rep Stresslncr YES WS 0.00 Horz(TL) 0.00 3 n/a Pla BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 18 lb FT = 2W* LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (Ib/size) 3=114/Mechanical, 2=253V0-8-0, 4=46/Mechanical Max Horz2=128(LC 12) Max Uplift3=-106(LC 12), 2— 70(LC 12) Max Grav3=114(LC 1), 2=253(LC 1), 4=92(LC 3) FORCES. ( lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5.0-0 oc purtins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- ( 7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Opsf; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 106lb uplift at joint 3 and 70 lb uplift at joint 2. 6)' Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) ' This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING. Verify design parameters and READ NOTES ON TM AND INCLUDED MREK REFERANCE PAGE MII.7/73 rov. 189MIS BEFORE USE DesignvaikllotuseonlyvAthMllek® connectors. lints design is hosed only upon parameters shown, and Is for an Individual buiding component. not a Muss system. Below tise. the bxrildtrng designer musl verily Iho applicability of design parameters and properly Incotporate Bnk design Into the overall lass only. Addlllonal temporary and pennonenl braclno M iTek' buildingdesign. 9a;ing Indicated Is to provent lxrckling of IndNkfurA web and/or chord members Is always rocitlred lot slatAlty and to provenl collapse Win possible personal 6*uy and property damage. For general guidance regarc9rng the k" Ic( Ibrn. storage. delivery, erecllon arK) bracing of trusses and Inns systems. seeANSVIVI1 Quality Criteria, DSB-09 and SCSI Building Component 6904 Potke East Blvd Salary IMormoNon avallarble from In= Plate Institulo. 218 N. Leo Sheet. Suilo 312, Alexatndria. VA 22314. Tango. FL 33610 Job I fuss Truss Type ty T10790619 TBOD97 JOe Jack -Open Truss 110 f 175532403DJobReference trona1 Bwpdom 1`11515ornce, 7anpo. Van; cny, rlonoo 4Yzot +v o..v, •-•-••••o^...-......._ ID:Zl7yacft3rgf5yObDEG6Buz0Uf6;P;P AGpOJxPvtIPOTVXKINnnkCGTYvcIVhUW1zUPkl 1-0.0 _ 0.10•15 1-0-0 0.10.15 Scale . 1:6.9 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 Vert(LL) 0.00 2 999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(TL) 0.00 2 999 180 BCLL 0.0 ' Rep Stress Incr YES WS 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 5lb FT = 20% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (lb/size) 3=-10/Mechanical, 2=121/0-4-0, 4=9/Mechanical Max Horz2=39(LC 12) Max Uplilt3=-10(LC 1), 2= 57(LC 12) Max Grav3=12(LC 8), 2=121(LC 1), 4=17(LC 3) FORCES. ( Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 0-10-15 oc puffins. DOT 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=6.0psf; h=251t; 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 & 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 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 10 lb uplift at joint 3 and 57 lb uplift at joint 2. 6)' Semi-rigid pftchbreaks 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 • Vanity design paremefon and READ NOTES ON THIS AND INCLUDED AMEX REFERANCE PAGE W7473 rev. I&MMIS BEFORE USE Design vaslkf for use only with Mllelr® connectors. this design Is based only upon parameters Sawn. and Is log an IndlVld tid lrslalhwg cormporlen4 not a hrnm system. Before rase, the lxAdlirxt designer must verity the applicability of design pasametels and property Ylcorpogole this design Into the ovegdl building, design Racing Indicated Is to prevent buckling of Individual Inass web and/or chord members only. permanent Additionaltemporaryandpeanent bracing WOW Is always required low stability and to prevent collapse with possible personal miry and palr:ny damage. For general guidance wegardlklg the falrlcallon. storage. dollvery, erection and bracing of Imnses and Miss systems. seeANSf/1PI I Quality CAlarlo, DSB-69 and IICSI Building Component 6904 Parka East Blvd. Safety Information available from film Plato Inslitute, 218 N. Lee Sheet. Suite 312. Alexandria. VA 22314. Tompa. FL 33610 Job T rubs Truss Type ry 710790620 T80097 J09 Jack -Open Truss tFly t 1755324031JobReference(optionari Builders FaslSeurce, Tempo. Plant cny, F10rice 33566 a Y• •o i^ • T. • • • •; •• • - ID:Zl7yact3rgf5yObDEG6BuzOU16-ReInOW GRAd3GW BKbxAOmswwyJ8W MC 91u9013TzUPkk t-0-0 2.10.15 1.0.0 2.10.15 Scale: 1'.1' 2x4 = LOADING (psf) SPACING- 2.0.0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 TCDL 7.0 Lumber DOL 1.25 BC 0.08 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 BCDL 10.0 Code FBC2014rrP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (Ib/slze) 3=59/Mechanical, 2=176/0-4-0, 4=27/Mechanical Max Horz2=82(LC 12) Max Upllft3=-57(LC 12), 2=-58(LC 12) Max Grav3=59(LC 1), 2=176(LC 1), 4=54(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. DEFL. in (loc) Well Ud PLATES GRIP Vert(LL) -0.00 2.4 >999 240 MT20 244/190 Ven(TL) -0.01 2-4 >999 180 HOrz(TL) -0.00 3 n/a We Weight: 11 lb FT = 2041, BRACING - TOP CHORD Structural wood sheathing directly applied or 2.10-15 oc purfins. BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces 8 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 57 lb uplift at joint 3 and 58 lb uplift at joint 2. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7)'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING • Vwt1y dedgn parameters and READ NOTES ON THIS AND WCLUDEO WTEK REFERANCE PAGE U0.7173 rev. 140=15 BEFORE USE. DesIM valid for use only with Mllek0 conneclors. ft deslgrt Is based only upon Ix=ameters shown. and Is lot an k cilv4d xl bulding component. not a huss system. Before use, the I>t&dWV designer must verily the aWlIcabllly of design patmeters arxd properly Incotporalo this design Into the ovotdl building design. lusting Indicated Is to Irevonl buckling of Individual Inns web and/or chord members only. Additional temporary and permanent Ixaclrtg MOW is always rec"red for s1abBlly and to prevent collapse with pros Ue personal 4ytsy and property damage. For general guickme regaldhhg the Iabilcallm storage, dollvery. election and brachhg of trusses and in= sysloms. weAN51/IP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd Salary information ovaflabNe horn hues Rate Institute. 218 N. Lee Street. Sulle 312. Alexarxblo. VA 22314. Tampa. FL 33610 Job T Fuss Truss Type oty T107B0621 T80097 J10 Jack -Open Truss 1 jPf`1 1755324032JobReference(optional) Builders GustSource. lempa. From any, rronoo a;>,00 ID:Zl7yacit3rgf5yObDEG6BuzOUt6•RcinOWGRAd3GWBKbxAOmswwvjSTOC?glu9013TzUPkk 1-0-0 F 4.10.16 r 1-0-0 4.10.15 20 = 4.10.15 4-10.15 Scale . 1:17.1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.03 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(fL) -0.07 2.4 >780 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(Q -0.00 3 n/a We BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 17 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10.15 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (Ib/size) 3=119/Mechanical, 2=244/0.4-0, 4=47/Mechanical Max Horz2=126(LC 12) Max Upl1113=-107(LC 12), 2=-67(LC 12) Max Grav3=119(LC 1), 2=244(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. 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 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 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 WARNWO • Vorry dedgn paomarero and READ NOTES ON THIS AND WCLUDED MITEK REFERANCE PAGE 4117-7477 rov, FaWMV I S BEFORE USE. Design valid for use only with lv91eW connectors. Inls design Is deed only upon parameters shown, and Is for an Individual building Component not a truss system. Before %W. the Ixllldlng designer must verify the aWicablity of design Ixaameters and ixoporty btcorpaale this design Into the overall txAdhg design. Bracing Indicated Is to prevent Ixickling of IndMduall truss web and/or chord members only Adallkxlal temporary and pefmanenl bracing WOW Is always regt*ocl for slablllly and to prevent collapse wllh possible personal t#Ay and golxerty damage For general guldatce iegading the fabrication, sic„age. delivery, ereellon and doting of trusses acid Russ systems, seeANSI/FP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety IMormation available born Truss Plate Institute. 218 N. tee Street. Sidle 312, Alexandit VA 22314. Tampa. FL 33610 Job Truss Truss Type oty ply T107OD622 TNW J11 Jack -Open Truss 1 1 75SX4033 Job Asference (optional) 91 LL 911) Dnnn BUW/1e 1'115I50VICe. 1e1AP0. r1am Lary. YMwa ....68uzO.i6-Rci.....-.....-__..66Vd...._. r____ _ ___- I D:ZI7yacf f3rgl5y0bDEG6Buz0Ut6RcInOW GRAd3GW BKbxAOmsvvwggaOdC49tu9(513TzUPkk I .1.0.0 7-0.0 1-0-0 1 7-0.0 3x4 = 7-0.0 Scale . 1.22.2 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Ven(LL) 0.10 2.4 >777 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.51 VBrt(TL) -0.26 2-4 >308 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n1a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 24 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oC bracing. REACTIONS. (Ib size) 3= 1 64/Mechanical, 2=31910-4.0, 4=81/Mechanical Max Horz2=172(LC 12) Max Upllfl3_ 133(LC 12), 2_ 78(LC 12) Max Grav3=164(LC 1), 2=319(LC 1), 4=125(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 25D (lb) or less except when shown NOTES- (7) 1) Wind: ASCE 7-10; VUIt=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opst; h=2511; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurreni with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 133 lb uplift at joint 3 and 78 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - Verily dasfgn paramotery end READ NOTES ON THIS AND INCLUDED AB7EK REFERANCE PAGE MB-7473 rev. 100=15 BEFORE USE. Deslgl valki for use only vAth Mllek® connectors. this design is based orgy upon rloramelers snows. and Is rot an 6x11vkhral brlldhg component. not a hues system Below use. tho bullcDna designer must verity Iho applicability of design Ixframeters and properly heopolato this design Into the overall bulldna design. Ikochg Ontlleoled 1s to prevent buckling of Individual buss web arxl/or chord members orgy. AdcAllonal lompotary and permanent bracing MiTek' Is always rectulted for stability and to proven col"zo wlih possible personal hkav and property damago. For general gtidunco tepadng the fabrk;allm storogo. delivery, erection and brochg of Ines and Inns systems seeANSU1Pl1 Quality Criteria. DSB-69 and SCSI buBding Component 6904 Perks East Blvd. Safety Information avallable from lrus plate InsllNle. 218 N. lee Street. Sulle 312. Alexandria. VA 22314. Tampa. FL =10 Job Truss Truss Type T+o7eo623 T80097 J12 Jack -Open Truss 1 1 755324034 Job Reference tiona n Y Dwns , Bunoers i.nsibowce, ianpa, mom any,'Mma 4- y - -- - vos - - - - -- - I D:ZI7yacft3rgl5y0bDE G6Buz0Uf6-vosAbsH3xxB7BLvnVuX7 PBSzOYklxSku6pAb6wzUPkj 7-" 7-0-0 Smote . 1:22.4 3X6 = 2x4 11 LOADING (psQ SPACING- 2-0411 CSI, DEFL. In (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.16 1-3 >487 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.61 Ven( L) -0.33 1-3 >237 180 BCLL 00 ' Rep Stress Incr NO W B 0.04 Horz(TL) 0.00 n/a pla BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 33 lb FT = 20'u LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 2x6 SP M 26 SOT CHORD WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 1=105308.0, 3=933/Mechanical Max Horz 1=149(LC 8) Max Upliftl=-300(LC 8), 3=-339(LC 8) Max Grav 1 =1 169(LC 15), 3=1026(LC 15) FORCES. (Ib) - Max. Comp./Max. Ten - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 6.0.0 oc purlins. Rigid ceiling directly applied or 8-0.9 oc bracing. NOTES- (8) 1) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Opsf; h=25111; Cat. II; Exp B; Encl., GCpl=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed 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 o1 withstanding 300 lb uplift at joint 1 and 339 lb uplift at joint 3. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) 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=-54, 1.4=-271(F=-251), 3-4=-20 WARNING - Verily dwJgn Parameters and READ NOTES ON THIS AND WCLUDEO MrrEK REFERANCE PAGE AN-7473 rov. 1=1015 BEFORE USE. Deslgr+ valid for use only with Milek® connectors. IW desIM Is based only upon pwamelers shown, and Is foi an Individual Ixdding component. not a htrs system. 9eloie trse, the txilding deslgrkr m+isl verify the oppilcoUlty, of design Ixmcxneters and properly 6lcorporolo Ihk design Into the overall btAdt ng design. Bracing Indicated Is to prevent btickling of Individual Inweb aril/or chord members only. Addiller" tompoiary add permanent txaCIng WOW 6 always requited fa slobelly and to prevent collapse with poss9ole personal Injury and propeM damage. For general guidance regaalng the rabilcatbn storago. delivery, enecllon oral bracing or musses and miss systems, seeANSI/IPI I Quality Criterlo, DSS-89 and SCSI aulldlng Component 6904 Parke East Blvd Safety Information avalioble from burs Plate Inslilule. 218 N. Lee Sheet. Sulle 312. Alexandria. VA 22314 Tempe. FL 33610 Job T russ TFUSS Type ply 710790624 TBOD97 J13 Jack -Open Truss 17Y 1I 1755324035JobRelerence tiona Builders Fesiboulce. rorpa. yarn erry. rronoo acuao I-- . -1..._...._ ..-- ---. _o_ ID:ZI7yacf13rg15yObDEG6Buz0Uf6-vosAbsH3rocB78LvnVuX?P8WTYhsxLYu6 AbbwzUPkj 4.1-7 + 700 r 4-1-7 2.10.9 Scale . 1:22.4 30 = axo rr 3x6 = 2.10-9 Plate Offsets (),Y)-- 15:0.4.4 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 0.19 Vert(LL) -0.02 4.5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Ven(TL) -0.05 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.50 Horc(TL) 0.01 4 n/a We BCDL 10.0 Code FBC2014rFP12007 Matrix) Weight: 40lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-9.8 oc purfins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. WEBS 20 SP No.3 REACTIONS. (Ib/size) 1=825/0-4-0, 4=1306/MeChanical Max Horz 1=149(LC 8) Max Upliitl- 227(LC 8), 4=458(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1415/374 BOT CHORD 1.6=431/1217, 6.7=431/1217, 5.7=431/1217, 5-8= 431/1217, 4-8=431/1217 WEBS 2-5= 363/1321, 2-4- 1511/535 NOTES- (9) 1) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psi, BCDL=6.Opsf; h=25ft; Cat. II; Exp B: Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psi 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 227 lb uplift at joint 1 and 458 lb uplift at joint 4. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 111 lb down and 36 lb up at 1 0 0, and 191 lb down and 61 lb up at 3-0-0, and 1334 lb down and 429 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=-54, 1-4=-20 Concentrated Loads (lb) Vert 6=111(F)7_191(F)8=-1334(F) Q WARNING - Vafly detlpn parenrstere and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MO.7473 rev. 1000302015 BEFORE USE. Deskp valid fa use only wllh Welr®conneclois. r* design b based orgy upon parconelers shown, and Is for an IndMUlal bolding component. not a truss system. Before me. the MBding designer mull verity the crWicalxify of dosl®t Ixaaneters and txoperty Incorporate Wits design Into the overall bxllalng design. Bracing Indicated Is to rxevenl bxrclding of Individual Inn web anti/or chord m0rnbeis only- Addllbnal temporary and permanent Ixaclrtg MiTek' Is always required for stability and to prevent collapse vAlh powilble personal k*AY and Ixopeny dam000. For general guldotce regarding 1110 fafxInallm slorage. delivery. erecllon anti brcrclrtg of tnrsses and muss sysloms. soeAN51/IPI I Cuallly Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information ovallable from buss Plate Insfltule. 218 N. Lee Street, Stdle 312. Alexandria. VA 22314. Tampa. FL 3300 Job I russ Truss Type oty ply T,o79062s T80097 J14 Jack -Open Trues 1 1 IJ553240 36 Job Relerence (optional) arnroers rnstsouroe. rmrpa. ram coy. promo aaaoo 20 = 2.10-15 2.10.15 2.10.15 ID:ZI7yacf f3rgf5yObDEG6Buz0Uf6.O_OYpC I h1EJ_m U Uz3b2EyL? IJyCjgve2LTv67MzU Pki Scale V-11, LOADING(psf) SPACING- 2-0-0 CS1. DEFL. In loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Verl(LL) 0.00 1-3 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Ven(TL) 0.01 1-3 999 180 BCLL 0.0 Rep Stresslncr YES WB 0.00 HOrz(TL) 000 2 We n/a BCDL 10.0 Code FBC2014frP12007 Matrix) Weight: 9 lb FT = 20°b LUMBER - TOP CHORD 20 SP N0.2 BOT CHORD 20 SP N0.2 REACTIONS. (lb/size) 1=103/Mechaniral, 2=75/Mechanical, 3=2BIMechaniral Max Horz 1=65(LC 12) Max Upliftl— 16(LC 12), 2=-67(LC 12) Max Gravl=103(LC 1), 2=75(LC 1). 3=56(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.0psf; h=2511; 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 & 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 nonconcurrenl with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 16lb uplift at joint 1 and 67 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.' WARNING - VorUr deslpn peramsfors end READ NOTES ON TNIS AND INCLUDED ANTEK REFERANCE PAGE ND-7473 ref. IOMW IS BEFORE USE - Design vaild la use only with Mllek®connectas. lhbs de*p 6 based only upon ryaanelers shown, and Is fa an indlvldu" holding component. not a III= syslorn. Before use, Iho bxll"np designer must verity the appllcabl,ty of design pcurarnetefs and properly Incaporale Mh design Into the over", building design. Wacbng Indicated Is to prevent trickling of Individual tetra web and/or chard members only. Additional temporary and permanent brroctrng WOW Is "ways regWred for slablilly and to pevenl collapse wlih possible person" InAey and property damage. Fa general guidance regarding the l"rk;allon, storage. delivery. erection and bracing of trusses and Inns systems. woANSIM I Quality Criteria. DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely information avd,abie from Luss Plale Institute. 218 N. toe Sheet. SWIe 312. Alexandria, VA 22314. Tompa. FL 33610 Job Truss Truss Type b Ply T10790626 TB0007 its Jack -Open Truss 110 t 17SS324037 r .n Job Reference (optional) n .11. ' -klV 7n17 P.n. 1 Butldere Feelbouloe. 1 empe, tram tuny, mono a3Joo . ___ - —1. . _ __ •_ ..... _._.. r _ _ _ _ _ _ ID:Zl7yacff3rgf5yObDEG6Buz0Uf6.O_oYPClhIEJ_m UUz3b2EyL?EHy91gve2LTv67MzUPki 4.10-15 r 4.10.15 20 = 4.10.15 Scale. 1:17.1 LOADING (pst) SPACING- 2.0.0 CS1. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(ILL) 0.03 1.3 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(TL) 0.08 1-3 730 ISO BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix) Weight: 16lb FT = 20% LUMBER - TOP CHORD 20 SP N0.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 1=177/Mechanical, 2=129/Mechanical, 3=48/Mechanical Max Horz 1=109(LC 12) Max Uplift1=-29(LC 12), 2— 114(LC 12) Max Grav 1=177(LC 1), 2=129(LC 1), 3=96(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 4-10-15 oc puffins. BOT CHORD Rigid telling directly applied or 10.0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=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 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.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 29 lb uplift at joint 1 and 114 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 WARNING • Verify design paramotom snd READ NOTES ON THIS AND INCLUDED NITEK REFERANCE PAGE NIF7473 rov. 180RY2015 BEFORE USE. Design valid for use only with Mllek® connectors. this design Is based only upon parameters shown. and Is, for art Individual building componenl, not a huss system. Before use. the building deslgnei mursl verify the applicability of clesign Ixvoineters and txopeFly Incorporate this design Into the ovetll IxAclrtg design ®acing Indicated Is to prevent budding of hdividual Inrss web andl/ol chord members only. Additional temporary and Permanent Ixcr-Ing WOW E always required lot stablllly and to Ixevent coltgx a with possible personal "and properly damage• rot gerwral gsldaice iegad ing trio ng Componentn. stoiagre. dollvery. election al bracing of trusses and Inrit systems. seeANSIMII Quality Cdlerlo, DSB-E9 and SCSI fundingktbk:atbcor 6904 Parke East Blvd. Tempe. ik East Safety Information available from truss Plate Institute. 218 N. Lee Skeet. Suite 312. Alexandrki VA 22314. Job Truss Truss Type bPly 710790627 TB0097 J22 Jack -Open Truss 1 1755324038JobReference (optional) e....1 1I _ .1 Dnn GYYGere FIIBIJOYIGe, IGIIgO. rWm Vny- rq„Vu u.lavv "-'- - "- -- - - - -- I D:ZI7yac H3rgi5y0bDEG68uz0Ulfr0_OYpC I htEJ_m U Uz3b2EyL? FgyABgve2LTv87Mz U Pkt 1- 0-0 4.10.15 r 1.0.0 4.10.15 20 = 4. 10.15 4. 10.15 Scale . 1:17.1 LOADING ( psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) -0.02 2-4 >999 240 MT20 244/190 TCDL 7.0 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(TL) -0.00 3 n1a rUa BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight; 17 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10.15 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid telling directly applied or 10.0.0 oc bracing. REACTIONS. ( lb/size) 3=111/Mechanical, 2=250/0-8.0, 4=45/Mechanical Max Horz2=126(LC 12) Max Uplift3=-104(LC 12), 2=-70(LC 12) Max Grav3=111(LC 1), 2=250(LC 1), 4=90(LC 3) FORCES. ( Ib) - 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.Ops1; h=2511; 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 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 lit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 104 lb uplift at joint 3 and 70 lb uplift at joint 2. 6) ' Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) ' This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING. Vally design psnrrrefem and REAO NOTES ON THIS ANO INCLUOEO NITEN REFERANCE PAGE M11-7473 rev. 16111310IS BEFORE USE. Design valid lot use oNy with Mllek®connoclors nis design Is based only upon parameters sMwn. and Is rot an IndNkAxd building component not a buss system. Before use, the blinding deslonet must verily the appikabliry of desl pl palam0fers and I„opelly hcaporate Hds design Into the overall AddillonallempoparyandpermanenlLxacbVMiTek' Irlldblpdesign. ®acing Indicated Is to prevent buckilrt<l of Individual Itus web and/a chard mernbors orgy. It always iequbed lop stability and to prevent collapse w ilh pos )Ie personal Inlllry and p ioperly damage. for general gt/dance tegardliV the labFicatkln. slorage. delivery. erection and txacklU of Inrssm and truss systems. soeANSI/1PI I Quality Crlt*da, D$9.89 and CCSI Building Component 6904 Parke East Blvd Tarrpa. FL 33610 SafetyIMormatlonovallablefromtrussPlateInstitute. 218 N. Leo Street. spite 312. Alexandria, VA 22314. Job ruse TFusa Type oty Ply Tt0790628 780097 J23 Jack -Open Time t 1 1755324039JobReference (optional) ar110e1ere1050111ce, Iarrpo. rwrrrs.ny.rvwuo oo • r• •-•-.-..... '•-'----- -e I D:Zl7yacif3rgf5yObDEG6BuzOUf6•sA_wOYJJTYRrNe3AdJZT UZXLYMSm PMuBa7fhlozUPkh 7-0.0 1-0-0 7 0 Scale . 1:22 2 3x4 = LOADING (psi) SPACING- 2.0.0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Verl(LL) 0.09 2.4 854 240 MT20 2"/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Verl(TL) 0.24 2-4 334 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 3 n/a We BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 24 lb FT = 20^'0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (lb/size) 3=159/Mechanical, 2=324/0-8-0, 4=78/Mechanical Max Horz2=172(LC 12) Max Upllft3=- 131 (LC 12), 2=-81(LC 12) Max Grav3=159(LC 1), 2=324(LC 1), 4=122(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 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.Opsf; h=2511; Cat. 11; Exp B; Encl., GCpi=0.18, MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever loll 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 tali 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 131 lb uplift at joint 3 and 81 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 WARNING • Vmity design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE M47473 rov. 1411034015 BEFORE USE Design valid lot use only with Milek® connectors. 0* design Is based only upon rynamoters shown, and Is for an Individual building component. nol a frtrs syslom. Before use- the btltdkng designer mull vedfy the applicability of design pcaamelors and properly Incorporate M design Into the overall biAdIng doslgn. ®acing Indicated Is to prevent Ixrcidtng of Individual Inns web and/or chord members only. Addillonol temporary and pennanenl U Ing WOW Is always recalled for stab9ily and to prevent cotlgne vAth possible personal Infury and property damage. For general grlda nce regarding tine fabricalkxn, storage, delivery. erection and bracing of trusses orxd Inns syslerns, seeANSI/TPl l Qualify Criteria. DSB-89 and SCSI Building Component 6904 Porke East Blvd. Safety Information ovatiable from htas Plate Inslllule. 218 N. lee Street. Suite 312, Alexamblo, VA 22314 Tampa. FL 33610 Job Truss Truss Type b ply Tt0790629 T80097 RO1 Hall Hip Truss 110 1 1755324040JobReference o tional dara fastsourta. r orrpa. ram 1 try, rronoa asaoo •--- --•r• - -- .- .... -- ----- - -- - - - - - - euuID:Zl7yacH3rgf5yobDEG6Buz0Uf6-skw.OYJJTYRrNe3AdJZT UZXGpMMWPDKBa7lhfozUPkh 1- 0-0 7.0 10.5.8 14.2.8 1- 0-0 7-" 3-5.8 3 8.0 Sx6 = 30 = Scale . 1.26.3 2x4 = 3x6 = 30 = LOADING ( psi) SPACING- 2-0-0 CSI. OEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Ven(LL) 0.09 2-7 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Vert(TL) 0.36 6.7 457 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.61 Horz(TL) 0.05 6 n/a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 63lb FT = 20%. LUMBER - TOP CHORD 20 SP NO.2 BOT CHORD 2x4 SP No.2 WEBS 20 SP No.3 REACTIONS. ( Ib/size) 2=998/0.8-0, 6=1205/Mechanical Max Horz2=123(LC 4) Max Upllll2=-384(LC 4), 6=-439(LC 4) Max Grav2=998(LC 1), 6=1258(LC 18) FORCES. ( Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2348/686, 3.4_-2126/689 BOT CHORD 2.7=-687/2154, 6-7=-590/1451 WEBS 3.7=-4/498,4-7=-139/807,4-6=-1659/717 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid telling directly applied or 6-10.12 oc bracing. NOTES- ( 10) 1) Wind: ASCE 7-10; VUIt=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Opsf; h=2511; Cat II; Exp B; Encl., GCpi=0.18,, MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurent 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 384 lb uplift at joint 2 and 439 lb uplift at joint 6. 7)' Semi-ngid pitchbreaks with lixed 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) 647 lb down and 184 lb up at 7.0.0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) ' This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3= 54, 3-5=- 1 20(F=-66), 2-7=-20, 6-7=-44(F=-24) Concentrated Loads (lb) Vert: 7- 475(F) WARNING. V.W dadyn paramotora and READ NOTES ON THIS ANDWCLUOEO WTEK REFERANCE PAGE 11111,7473 rev. 1893,2015 BEFORE USE. Design vdkl for use only with MftekG conneclas. "design Is toed only upon paaneters shown. and Is fa an hdlvidual bolding component. not o truss system Below use. the Ixdkfng designer must verity the applkdbiily of design paanelers and propotfy Incorporate 9t t design Into the overcall Istllding design. Biocing Indkaled Is to lxovenl txrckling of IndMdual Iruss web aril/or chord members only. Addillonrtl lernporary and IxrrnCMnl braCing MiTek' Is dways ieclubed for stablllly and to prevent collgYse wllh posslble personal k*jry and proroefly damage. For general guidance regarding the IdwICalton, stooge, delivery, erection and bract ng of Inures and inns systems seeANSI/tPl1 Cuatlh Cdledo, DSO-89 and SCSI Wilding Component 6904 Parke East Blvd Safety Information avolidAe from truss Bale Institute. 218 N. Lee Street, Sulle 312. Mexarxfria. VA 22314. Tampa. FL 33610 Job Truss Truss Two b Tt07B0630 TB0097 R02 Hal Hip Truss 1 1 1755324041renceRefetionalJob BVxdele FV61 OUICe. lOnQa. viani t ay. rio11a0 JJ000 .—--1...-.._..... _.. ...___......._ ..._..... __ ._. ____._ _ _ ID: Zl7yacH3rg15yObDEG6BuzOU16-KNX ID WxEsZi?oeMA05il m4YclnOecdLonOFCFZUPkg t 0 0 7.2.7 a-0-0 14.2-8 t- 0-07.2.7 1.8.9 5-2 8 30 = 30 = WX° Scale . 1:26.1 3x4 = LOADING ( psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0.0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014lrP12007 CSI. TC 0,51 BC 0.52 WB 0.87 Matrix) DEFL. in Vert( LL) 0.07 Ven( I-) -0.16 Horz( TL) 0.02 roc) Wall Ud 2- 7 >999 240 2. 7 >999 180 6 n/a We PLATES GRIP MT20 244/190 Weight: 62 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4.11 oc puffins, except BOT CHORD 2x4 SP No.2 end verticals WEBS 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0.0 oC bracing. REACTIONS. ( lb/size) 2=58308.0, 6=504/Mechanical Max Horz2=152(LC 8) Max Uplift2=-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=-959/251 BOT CHORD 2.7=-310/853, 6-7= 310/853 WEBS 3-7=0/316, 3.6=-859/312 NOTES ( 8) 1) Wind: ASCE 7-10; Vull=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=15fl; Cat. 11: 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 & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent 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 219 lb uplift at Joint 2 and 175 Ib uplift at Joint 6. 7) ' Semi -rigid pltchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 8) ' This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNING. VwW doatin pwarnaton and READ NOTES ON THIS AND INCLUDED MREN REFERANCE PAGE NO-7473 mv. 169"015 BEFORE USE Design valid lot use only vAlh Mllek® conneclofs.11Ys design Is rased only upon paaneters strewn, and Is for an Individual building component. not a Ines system. Before use. the IxtildIng cN-signol must verity the applicability of design parameters <md property Incoilxrate 0nk doslon into tho overall truss orgy Addilbrxf temporary, and permanenl brochng WOW buildingdesign. BacIng Indicated Is to prevent bucldhng of Individual web and/or chord members Is always reau/red for slablily and to prevent collapse wllh possible personal Inaey and property damage. For general guidance regarding Me fabrk; allon, storage, delivery. eieclion and bracing of fumes and IRrss systems. seeANSI/FPI I Qualify Criteria. DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safely information ovalk"ie gran truss Plate Instllule. 218 N roe Sheet. Suite 312. Alexandria, VA 22314. Temps. FL 33610 Job T ruse Truss Type oty ply T10790631 T80097 R03 Special Truss 1 1 1755324042JobReference (optional) VU11091111•084boulce. lamga. Yusmil"Y.I '.004J .. . t.[iE ..6u'zo-.-.....-...uJxE..-_. a_. AD,Sir- ID:ZI7yaef13rgl5y0bDEG68uz0Uf6•KNXIDWxEsZl oeMA05it m4 W11gv6e6LonOFCFzUPkg r0i ". 14 i 10 B-0 16.4.0 20-8-0 2L-G-0 25-" 30-0.0 31-0-0 o 6-e-14 310.2 5-0-0 4.4.0 0!4-0 4-" 5-0-0 Scale . 1:54.4 4x6 = 3x6 = 10 4x6 = 11 •- 30 = 3xa = 3x8 = 20 If LOADING(psf) SPACING- 2-0.0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Ven(I-Q -0.24 2-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 125 BC 1.00 Verl(fL) -0.67 2.13 >370 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.71 Horz(TL) 0.03 8 We rUa BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 154 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-4 oc pudins. SOT CHORD 20 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 8-12: 2x6 SP No.2 WEBS 20 SP No.3 REACTIONS. (Ib/size) 2=737/0.8-0, 11=2468/0-8-0, 8=407/0.8-0 Max Harz 2=-112(LC 13) Max Uplif12=-199(I-C 8), 11=-867(LC 9), 8=-197(LC 9) Max Grav2=737(LC 1). 11=2606(LC 15), 8=456(LC 16) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-969/239, 3-4— 708/168, 4-5=-715/161, 5-6=-159/662, 6.14=459/662, 7-14=-159/661, 7-8=-741/273 BOT CHORD 2-13= 218/811, 12-13_ 53/475, 11-12= 53/476, 11-15= 175/584, 10-15=-175/584, 8-10=-186/629 WEBS 4.13=-36 429,7-10=-1911763,6-11=-310/223,7-11=-1257/484,3-13_ 326/250, 5-11=-1285/370 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.0pst; h=251t; Cat. 11; Exp B; Encl., GCpl=0.18; MW FRS (envelope) gable and zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 199 lb uplift at joint 2,867 lb uplift at joint 11 and 197lb uplift at joint 8. 7) 'Semi -rigid pilchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 307 lb down and 102 lb up at 25-0-0, and 1353 lb down and 447 lb up at 22-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) -This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code ' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Continued on Dage 2 Q WARNING - Vorfry design paramarors end READ NOTES ON THIS AND INCLUDED N/TEK REFERANCE PAGE NI.7s73 rev, 1693MIS BEFORE USE Deslgrd vdkl lot use only Win Mllek®conneclors. INs deslgn It based only upon Mameters shown. and Is tot an individual huldhlg component. not a buss system. Belau use. the building designer must verily the appkalblity, of design Ixncxnelers and tNoporly Incof orate this design Into the overall bllddng design. tyachg Indicatedicated Is to plevenl txrcklirdg of Individual truss wob and/of chord members only. Additional temporary add pelmdnent bracing WOW Is always located lot stability and to prevent collapse Min IossOJle, personal Miry and plopelty damage. Feu genial guidance legad$lg 1110 labrk:atim storage. delivery. erection cvnd biodng of Irtmos and truss systems, soeANSVWI I Quality Criteria. DSB-$9 and BCSI Building Component 6904 Parke East Blvd. Safety Information ovallable born buss Role Institute. 216 N. Lee Sheet. Suite 312, Alexandria. VA 22314 Tampa. FL 33610 Job Truss Truss Type oty Ply T10790631 T80097 R03 SpecrolTwss 1 1 1755324042JobReference (optional) D....n 7 Bwlders Fusteource, iorrpo. 1-lom uny. roonoo suet- ID:Zl7yac113rg15yObDEG6Buz0Ut6-KNXIDuJxEsZu7oeMA05u 1 m4 WIlgv8e6LonOFCFzUPkg LOAD CASE(S) Standard Uniform Loads (pit) Vert: 1-4=-54, 4-5=-54, 5-14=-54, 7-14=-86(F_ 32), 7-9=-54, 2-15= 20, 10.15=-32(F_ 12), 8-10=-20 Concentrated Loads (lb) Vert: 10=-216(F) 15=-950(F) 0 WARNING. V*My dodyn Parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MLL7473 rev. IMMIS BEFORE USE Design vdki for use orgy with Milek® connectors. Rlls design Is based only upon parameters shown. and Is too an hxllvidud bxddtrlg cornrwnent, not a trss system. Belore use, the bulk g deslpoxn must verify the applcab111y of design parameters and properly heogxxate Ihh design Into the overall Additional temporary and peornanenl Ixaetng M iTek' bxDdirlg design. Bracing Indicated Is to rxevenl buckling of Ir dIvIdud Inns web and/or chord rnembels orgy. It always reWied for stalAlly and to provenl collapse wtlh possible personal Inksy and property damage. too general guidance oegardng the labxkballon, storage, delivery, erection and bracbog of trusses and truss systems, seeANSUTPil Quality Crllerlo, OSS-89 and SCSI Building Component 6904 Pork* East Blvd Safety Information ovdic"a hom Ursa Plate Institute. 218 N. Lee Sheet, Sulle 312. Alexandob. VA 22314. Tempo. FL 33610 Job Truss Truss Type oty ply Tt0790632 T80097 R04 Common Truss 1 1 1751314043JobReference(optional) W... en. M 1e•M•M17n17 P. 1 Bundere Fusl5ource. longo. vram cny. woman a taoo ...._„ o. 6Bu-_._..-._.....___...__...._..--- -- . ----- -- -kID:ZI7yaetf3rgt5y0bDEG6Buz0U16-oZSgRDKZ 9hZdyDYkjexZ_djM93atDUU1 RBokhzUPM 1-0-0 6.9-13 10.8.0 i 14.6 3 21.4.0 1 0 0 6.9.13 3.10.3 3.10.3 6.9.13 4x6 = Scale . 1:38.3 lg 3x6 = uev = Sx8 = to-e-0 to - Plate Offsets MY)-- 17.0.4-0 0.3.41 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr 2.0.0 1.25 1.25 YES CSI. TC 0.51 BC 0.78 W B 0.25 DEFL. Vert(LL) Ven(TL) Horz(TL) in 0.19 0.52 0.04 loc) 2-7 6-7 6 Well 999 474 n/a Ud 240 180 n1a BCDL 10.0 Code FBC2014/rP12007 Matrix) LUMBER - TOP CHORD 2x4 SP NO.2 BOT CHORD 2x4 SP No.1 WEBS 20 SP No.3 REACTIONS. (Ib/size) 6=762/0.8.0, 2=839/0.8.0 Max Horz 2= 1 20(LC 12) Max Upli86=-183(LC 13), 2=-224(LC 12) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1200/293, 3-4_ 940/226, 4.5= 941/224, 5-6= 1204/298 BOT CHORD 2-7= 274/1013, 6-7=-177/1019 WEBS 4-7=-120/657, 5-7=-324/260, 3-7=-317/255 PLATES GRIP MT20 244/190 Weight: 91 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-4.1 oc purilns. BOT CHORD Rigid telling directly applied or 10.0.0 oc bracing. NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; 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 & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0.0 wide will lit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 183 lb uplift at joint 6 and 224 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNWO _ Verify dodpn parameran and READ NOTES ON TH S AND INCLUDED Mf7EK REFERANCE PAGE N67173 rev. laOMIS BEFORE USE. wtDesignvalkltouseonlyWin1,41106 connectors. tuts design Is based only upon paameters shown.il 6and for an individual building cornponenit, not urst verily the crpplkabltly of design ppeters and Ixopeily hcow oiale this design Into the overall aIndssyslein. Belore use. tho bxllding designer maa building design. Bracing Irxllcoled Is to rrevenl buckling of individual inrss web ad/a chord members only Additional lompaary and permanent bracing WOW It always required for stab0lly and to prevent collgxse wllh possible personal W W and Ixopedy damage• roi general guidance regadng Ww kibrhall m. storage. dollvery. erection and bracing of Inrsses and Inns syslerns. sooANSI/rPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available iom truss Plate Institute. 218 N. lee Street. Sulte 312. Alexandria, VA 22314. Tampa. FL 33610 Job I Fuss Truss Type Qty Fly T10790633 T80097 F105 Common Truss 1 1 1765324044JobReference itonal Builders Pest5ource. romps. From tirly, Ylorroo 437B0 o.. ...,,,,o...o_. ..._ ....... ... __ .- _o_ . ID:Zl7yacf13rgl5yObDEG68uzOU16•oZ5gRDKZ?9hZdyDYkje dlt83etDXUIRBokhz'UPM 1-0-0 6.9.13 f 0.8.0 14.6.3 21.4.0 22-4-0 t-fY0 6.8-13 3.10-3 3.10 3 6.9.13 1.0-0 Scale . 1:38.3 4x6 = Ig 3x6 = axo = Sx8 = 21.4-0 Plate Offsets MY)— 18.0-4-0 0.3.41 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Ven(LL) -0.19 2-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(R) -0.52 6-8 >481 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.25 Horz(TL) 0.04 6 n/a We BCDL 10.0 Code FBC2014fTP12007 Matrix) Weight: 93 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No-2 TOP CHORD Structural wood sheathing directly applied or 4-5-13 oc purlins. BOT CHORD 20 SP No.t BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 20 SP No.3 REACTIONS. (Ibtsize) 2=837/0-8-0, 6=837/0.8-0 Max Horz 2=-111(LC 17) Max Uplift2=-223(LC 12), 6=-223(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=•1195/292, 3-4=•934/223, 4-5- 934223, 5.6_ 1195/292 BOT CHORD 2-8= 264/1008, 6-8=-155 1008 WEBS 4-8=-11W649, 5-8= 317255, 3-8=-317255 NOTES- (7) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDt-=6.0ps1; 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 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent With any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 Wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 223 lb uplift at joint 2 and 223 lb uplift at joint 6. 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.' Q WARNING • Vedly dodyn per4r Worm and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ull•7473 rev. 140"0/5 BEFORE USE Design valkt for use only Win MlleM connectors. tits design Is based orgy upon paamelors shown, and Is for an Indlvkkid IxAding cornponenl, npt a Inks system. Before me. the Ixllding designer mtnl verily the a"Aicab0ily of design paamelers and proporly Incorporate 1116 deshgn Into She overall Wdfrlg design liaeing Indicaled Is to txevenl budding of IndNkkxd Imes web and/or chord members orgy. Adalllonal temporary and pennanent bracing M iTek' Is always iegtdred fa sloNlIly and to rxevenl cdlarne with powIlAe personal hJury and Ixoperty danoge. For general gtldalce tegading the Ic"Icatlon, slotage, delivery, QreCllon and bracing of inlsws and WAS systems. weANSUfPl1 Quality Criteria. DSB-49 and SCSI Bulldlng Component 6904 Pmke East Blvd. Salary Information ovallabte from Truss Plate InstlNle. 218 N. Lee Street, Stdlo 312. Alexandria. VA 22314. Tompo. FL 33610 Job Truss Truss Type N N 710790634 T80097 R07 Hip Truss 1 1755324045JobReference (optional) Builder Fust50Vrce. Iarrpa. 1'Iam Gsy, 1-101108 33000 V, ,e-v ^, ,•^ eo I D:Zl7yacif3rgfSyObDE G6Buz0U16-GI13eZLCmTpOE6oll R7A6B9WP6cgfeG5tLG7zU Pke 1-0-0 7-0-0 1+ 7-0-0 I 1-0-0 Scale . 1.29.5 5x6 = Sx6 = 30 = 3x6 II 3x6 II 30 = LOADING (psi) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/TP12007 CSI. TC 0.76 BC 0.76 W B 0.25 Matrix) DEFL. in Verl(LL) -0.13 Veri(TL) -0.26 Horz(TL) 0.05 Ioc) Udell L/d 2-8 >999 240 2-8 >703 180 5 We n/a PLATES GRIP MT20 244/190 Weight: 62 lb FT = 209e LUMBER- BRACING - TOP CHORD 20 SP No.1 'Except' TOP CHORD Structural wood sheathing directly applied or 3.3-10 oc pudins. 3-4: 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-6.1 oc bracing. BOT CHORD 20 SP No.2 WEBS 20 SP No.3 REACTIONS. (lb/size) 2=1184/0-4-0, 5=1184/0.4-0 Max HorZ2- 77(LC 13) Max Uplllt2=-422(LC 8), 5=-422(LC 9) Max Grav2= 1 270(LC 15). 5=1270(LC 16) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2311/715, 3-4=-1939/657, 4-5=-2311l715 BOT CHORD 2-8=-565/2016, 7.8=-559/1984, 5-7=-568t2Oie WEBS 3-8=-206/824,4-7=-206/824 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=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) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurent 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 tit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 422 lb uplift at joint 2 and 422 lb uplift at joint 5. 7)'Seml-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) 676 lb down and 223 lb up at 8.8.0, and 676 lb down and 223 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the lace of the truss are noted as front (F) or back (B). 10) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Ver: 1.3=-54, 3-4=-120(F=-66), 4-6=-54, 2-8=-20, 7.8=-44(F=-24), 5-7=-20 Concentrated Loads (Ib) Vert: 8=-475(F) 7=-475(F) Q WARNING - Verily dss/yn pomWers and READ NOTES ON THIS AND INCLUDED AMK REFERANCE PAGE A07473 rev. 10MMIS BEFORE USE. Design valkl la use only wllh Milek® connectors. Inls design Is based only upon lxxorneler shown, and Is for an Irxtivkkral buildN component. not a Ors syslern. Before use. the lxAkflng designee must verify the applicability of de9M paramelors and poperly Worporale this design Into Ina over, building design. Bicr AV Indicated Is to pevent IxrekMg of Individual truss web and/or chord member only. Additional ternpaary and permanent bracing WOW Is always reclubed lot stablllly and to pevenl collorw with possible personal bdu>ry arx7 properly damage. For general guidance regarding the fobtlicalbn storage. dellvory, erecllon and bracl;V of inrses and tnar systems, wuANSl/TPI I Cudtity Criteria. DSB-89 and SCSI Build" Component 6904 Parke Ease Blvd. Safely Information 0rva9aMe 001n Inns Plate 0nlllute. 218 N. Lee Shoot, Sudle 312. Alexandria. VA 22314. Tempe. FL 33610 Job ruse I ruse I ype oty Pry T10790635 TWW ROB Common Truss 1 1 755324M6 Job Reference (optional) UM91e Fae150urce, tampa, nam urry. rrorma '"M I.y...o w.,...... o... .....o.. o+. • + __ .. ID:Zl7yacH3igi5yObDEG6Buz0U16-kyDRsvMgxnyHsGMxsSeOlPi HZm8L8rnVldvoZzUPkd 1-0-0 7.10-0 1 15.8-0 1 0.0 ~ 7.10-0 7-10-0 Scale . 1:28.7 44 = 3x6 = 5 2x4 II 3x6 7.10-0 I 15.8-0 7.10.0 7-10-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Veii(LL) 0.13 4.5 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.65 Vert(TL) 0.27 4.5 680 180 BCLL 0.0 ' Rep Stress Incr YES WB 014 HOr2(rL) 0.02 4 We We BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 57 lb FT = 20% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 20 SP No.3 REACTIONS. (lb/stze) 4=569/Meehanical, 2=637/0.4-0 Max Horz 2=93(LC 16) Max Up11114=-137(LC 13), 2=-172(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-826/181, 3-4=-824/176 SOT CHORD 2-5=-95/651, 4-5=-95/651 WEBS 3-5=0/368 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purtins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. 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=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 & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 5) 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)'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.' WARNWG - Verify doOyn penmotonr end REAO N07ES ON Mrs AND INCLUDED Mr7EK REFERANCE PAGE NOF7473 rov. dORVle1S BEFORE USE Design valid tot use only wuh Klek® connectors. fhb design is based only upon Ixnamelets shown, a1V Is lot an b1dlvIUKd building component. not o buss system. Below trso, lho building dodgner must verify Ilne applk:ablity of design parameters and property Incotpotato this design Into the overall btlding design. 9oci ng indicated Is to rxevenl bucWV of Individual trim web and/of chord members only. Additional temporary and permanent tlraoing MiTek' Is always tecµlred for stablilly and to prevent collapse wllh po3*Ao personal k*ay and property damage. For general gtkddnce, tegdding the Milcallon, storage, delivery, erection amd rAochlg of Inures and tnm systems, smANSI/IPI I Quality Criteria. DSB-89 and BCSI Building Component 6904 Porke East Blvd. Safety Information avalbhle hom buss Plate institute. 218 N. lee Sheet. Sullo 312. Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type ty 710790636 TBOD97 ROB Hip Truss t 1 755324ferJobReference (optional) Bmfders Fnatsource. lompe. rmm prry, rronofr ssaoe ID217yacH3rgf5yObDEG6BuzOUf6-kyDRsvMgXnyHsGMxs8eOiPixPzotL7YnVldvoZzUPkd 7.0 0 11.11E 18.0.1E 23-0.0 30-0-0 1 00 7-0.0 4-1t-3 6.1.70 4-11.3 7-" 6x12 MT20HS = annri-3- 3x6 = Scale - 1:55 2 34 = U12 MT20HS = 3X12 MT20HS 12 6x12 MT20HS = 3x12 MT20HS 6x8 = exe = 7x10 = LOADING(psl) SPACING- 2.0-0 CST. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) 0.28 9-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(rL) -0.68 9-10 >523 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.73 Horz(TL) 0.13 7 We n1a BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 160 lb FT = 20%6 LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except' TOP CHORD Structural wood sheathing directly applied. 3.6: 20 SP No.1 BOT CHORD Rigid ceiling directly applied or 8.5-3 oc bracing BOT CHORD 2x6 SP M 26 WEBS 1 Row at midpt 4-12. 5-9 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=204310-4-0, 7=2612/0-8-0 Max Harz 2=77(LC 12) Max Uplrft2=-435(LC 5), 7=-543(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3924/886, 3-4-3359/811, 4-13-6166/1424, 5-13=-6166/1424, 5-6=-4427/980, 6-7=-5167/1081 BOT CHORD 2-12=-761/3419, 11-12=-1248/5281, 10-11=-1248/5281, 10-14=-1351/5882, 9.14-1351/5882, 7-9— 888/4506 WEBS 3-12=-280/1453, 6-9=-325/1907, 4-12=-2412/665, 4.10=-212/1381, 5.10=-19/470, 5-9=-1841/613 NOTES- (11) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=2511; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psl on the bottom chord In all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of wllhstanding 435 lb uplift at joint 2 and 543 lb uplift at joint 7. 8) 'Semi-ngid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 513 lb down and 165 Ill up at 23-0.0, and 1102 lb down and 354 Ib up at 15-8-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Continued on Was 2 0 WARNING - Vorfiy dedgn ponunsters and READ NOTES ON THIS AND INCLUDED AMEN REFERANCE PAGE ND-7479 rov. 1093MIS BEFORE USE Design valid IOr use only v4th Mltek®ConneCfoM Otis design Is based orgy upon pwameters shown, and Is foi an Individual tbtddhvj component. MI a truss syslem. Before use, the hxlidIng designer must verify the applicability of deslot parameters and property hcorpoiato this design Into the overall building design. ®oehg Indicated Is to pxevenl burckNtg of individual Truss web and/or chord members only. Addilonat tomporary and permanent bracing M iTek' Is always requirod for staMilly and to prevent collarne with possible personal hluy and properly damage. For general guidartce regarding the storage. delivery. erection and brachg of trusses and truss syslems, seeANSVVI I auWipy criteria. OSS-09 and SCSI Building Component rk Park* 6904PfreEast Blvd Safety Information avallaalle from truss Plate Inslllute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. To East O nVo Fuss I Fuss I ype ow Tt0790636jJobT80097R09HipTruss11755324047 Job Reference (optional) 0111109191-11615ourCe. Iampa. vianl wiy, m orleo SJJoo LOAD CASE(S) Standard Uniform Loads (pit) Vert: 1-3=-54, 3-13_ 54, 6-13=-127(F=-73), 6-8=-54, 2-14=-20, 9.14=45(F=-25), 7-9_ 20 Concentrated Loads (Ib) Vert: 9=-513(F) 14=-1102(F) ID:Zl7yacff3rgf5yObDEG6Buz0U16-kyDRsvMgXnyHsGMxsSeQf PlxPzolL?YnVldvoZzUPkd 0 WARNWG - Vedly dedyn pemrrloters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7173 rev. 1093MIS BEFORE USE. I)eln vrild low use only with Mllek® connectors This design It based only upon rysameters shown, and Is for an individual bulding component, nor a suss system. Before use. the Ixdldhng deslgnel must verity the applicability of design paamelers and property I ncorporalo M design Into the overall Wilding design. ®acting Indicaled Is to prevent buckling of Indivldtial tnss web and/or chord members orgy Adc ltkxxl lemporary and pormononi bracing MiTek' Is always regJred lot stability and to prevent collars vAlh possible personal Injury and property damage. For general guidance regadtrng the fabrlcallon, slorage. delivery. erection and bracing of trusses and truss systems. seeANSI/TPII Quality Criteria. DSB-89 and SCSI Building Component 6904 Parke Eosl Blvd. Safely Information ovaltable from Truss Plate trutitule. 218 N Lee Shoet. Sulle 312. Alexandria, VA 22314. Tempo. FL 33610 o rss Truss Type N N T,o790637 T80097 J.I-0 Hip Truss 1755324048JobReference(optional) ourroararnswource. rarrpa. rromwy, mwu oaaoo o r..o. .-.._.o^...-.-...-....._... __ ._..__-_.. . _o_ - I D:Zl7yacf f3rgl5yObD EG6Buz0U16• C8np3FNS1448U Px7 Ps91 Bc F DAN3D4Xtw) PMSLOzU Pkc 6-6-6 600 35-.10 30.0-0 1-0.0? t-0-0'2-5 I 1-00- 0 21- 0 10 666-0-06{8 0 6 4x6 = 3x4 = 4x6 = Scale . 1:53.6 3x4 = rc •. 3X4 = 3x8 = 4x6 = US = LOADING (psQ SPACING- 2-0-0 CSL TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 TCDL 7.0 Lumber DOL 1.25 BC 0.85 BCLL 0.0 ' Rep Stress Incr YES WB 0.41 BCDL 10.0 Code FBC2014/TP12007 Matrix) DEFL. In (loc) Well Ud Vert(LL)-0.3210-12 >999 240 Vert( L) -0,83 10-12 >427 180 Horz(TL) 0.09 8 n/a We LUMBER- BRACING - TOP CHORD 20 SP No-2 TOP CHORD SOT CHORD 2x4 SP No.1 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1161/0-4-0, 8=1161/0-4.0 Max Horz 2= 96(LC 13) Max Uplift2=-241(LC 12), 8=-241(LC 13) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1979/440, 3.4— 1770/416, 4.5=-1557/383, 5.6=-1557/383, 6.7=-1770/416, 7-8=-1979/440 BOT CHORD 2.12= 322/1693, 11-12= 387/1796, 10-11— 387/1796, 8-10=-309/1693 WEBS 4-12=-95/607,5-12=-389/242,5.10= 389/242,6-10=-95/607 PLATES GRIP MT20 244/190 Weight: 142 lb FT = 20%. Structural wood sheathing directly applied or 3-4.2 oc pudins. Rigid ceiling directly applied or 9-9-0 oc bracing. 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. II; Exp B; Encl., GCpf=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 lot 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 20.0psl on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 241 lb uplill at Joint 2 and 241 lb uplift at joint 8. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNWO. V*d1y dodgn p8MMtara and READ NOTES ON TMS ANOWCLUDED MIFEK REFERANCE PAGE M67473 ray. 1003,2015 BEFORE USE. DeOgn vdkl for use only Win Mlielu® connectors. Ihls design Is based only upon pataneters shown, and Is for on I ndlUdual building component. not o nuns system Before use, the building desig nei mtrsl verity the applicability of design paranelors and Ixot.Wy Incorporate this design Into the oveidl IxOtBng design. Bache Indicated Is to prevent budding of indMdual truss web and/or chord members only. A "Nonal temporary and permanenl bracing MiTek' Is always requited fa stabUily and to prevent coltafxse wllh possible personal anhav and popery damage. For general guidance iegadng the fabrication. storage. dolIvory, erecflon and txacing of trusses and trtss systems, seeANSI/IPI I Quality,Crilera. DS6.89 and BCSI Building Component 6904 Perks East Blvd. Safety Information available tiom true Plate institute. 218 N. lee Street. Suite 312. Alexanddo. VA 22314 Tonfpo. FL 33610 Job T ruse TFUSS Type ty Ply 710790636 TBo097 Rif Hip Truss 110 11 1755324049JobReference(optional) Builders FeslSoulee. Tempo. Plar4 City. Florida 33566 r ow a AP, Fro cvio mn sic meusmsa. i., . Apo w .; .N cv" r tvyw ; ID:Zl7yacit3rgf5yObDEG6Buz0Uf6•gKLBHbN43OC?SZW KzZgukgn12mN2p2V4y3601SzUPkb rl•0-0 7.6-0 11-00 19-0.0 f 22.6.0 30-" 31-0.0 1-0 0 7.6-0 3 6 0 8-0.0 3 6-0 7.6-0 6x8 i 2x4 // 20 \\ 6x8 5 6 7 Scale . 1:53.5 M o 3x4 ! 3X4 = 4x6 = 3x4 = 30 LOADING (pst) SPACING- 2.0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2014lrP12007 LUMBER - TOP CHORD 20 SP No.1 'Except' 4.7: 2x6 SP M 26 BOT CHORD 20 SP No.2 WEBS 20 SP No.3 REACTIONS. (lb(size) 2=1161/0.4-0, 9=1161/0-4-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TC 0.72 Ven(LL)-0.5011-13 >711 240 MT20 244/190 BC 1.00 Vert(rL)-0.9411-13 >378 180 W B 0.18 Horz(TL) 0.09 9 We n/a Matrix) Weight: 136 lb FT = 2096 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-4 oc puffins. BOT CHORD Rigid ceiling directly applied or 1.4-12 oc bracing Max Horz2=113(LC 16) Max UpIIl12=-262(LC 12), 9= 262(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2.3=-1886/418, 3-4=-1678/410, 4-5=-1505/389, 5.6=-1268/378, 6.7=-1505/389, 7-8=-1678/410, 8-9=-1886/418 BOT CHORD 2-13=-323/1596, 13-14=-185/1268, 12.14=-185/1268, 12-15=-185/1268, 11-15— 185/1268, 9-11 =-27a/l 596 WEBS 5-13=-1111488, 6-11=-1111488 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=2511; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrenl with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 262 lb uplift at Joint 2 and 262 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) '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 • Va iy design parameters and READ NOTES ON TINS AND INCLUDED MREK REFERANCE PAGE MD-7473 rev. 100=15 BEFORE USE voikl lei use only with 141ek® connectors. Rfs design is tied orgy ur on paamelefs shown. and is foi an individual bulding comporlenl. not Nil'Design a truss syslem. Wore trso, tho biding designer mull verily Ito atxllicablityof cfoslgn paicnnelers and properly bhcaporale this design Into the oveiall tx/ ding design. iboelng Indlcotod Is to prevent buckltrtg of Irxllvklual tnas web and/or chord members only. AddllkxxL temporary and permanent bracing MiTek' Is olwoys rectified toe stolAlly and to prevent cdlcpse wlih possible personcf hAav and peopeny damage For general grfdatce iegcudhg the tabrIcallm storage. delivery. erection aril bracing of muses aid tnrss systems. seeANSI/rP1I Quality Criteria. DSB-89 and BCSI BuBding Component 6904 Parke East Blvd. Safety Information ovolic"cr from liras Wale Instilute. 218 N toe Street. Sifle 312, Alexa sift VA 22314. Temps. FL 33610 Job T fuss Truss Type oty ply 710790639 T80097 R12 Hip Truss t t 1755324050JobReference(optional) Buaders F astbource. rompe. rrant tray. Frontta aa000 •. a^r• — . ID:Zl7yacH3rgt5yObDEG6Buz0U16-gKLBHbN43OC75ZW KzZgukgnKtm RHpt b4y360tSzUPkb t 0-0 13-0-0 17-0.0 22 6-0 30-0-0 t-0 0 t1 0 7.6-0 5.6-0 4 .0 5-6-0 7-6-0 1-0-0 Scale . 1:53.5 4x6 = 3x6 // 3x6 \\ 4x6 = 30 i 3x4 r 3x4 = Ix6 = 30 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Vdell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0,80 Ven(LL) -0.41 11-13 >876 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Ven(rL) -0.68 11-13 >522 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.24 Horz(rL) 0.08 9 n1a rda BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 136 lb FT = 200% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oC pudins. 4.7. 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 9.7-12 oc bracing. BOT CHORD 2x4 SP No.t WEBS 20 SP No.3 REACTIONS. (lb/size) 2=1161/0.4.0, 9=1161/0.4.0 Max Horz 2=-134(LC 13) Max Uplif12=-283(LC 12), 9=-283(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1924/422, 3.4_ 1702/406, 4-5_ 1429/394, 5.6=-11281354, 6-7=-1429/394, 7. 8=-1702/406, 8-9=-1924/422 BOT CHORD 2-13=-398/1638,13-14=-134/1128,12.14=-134/1128,12-15=-134/1128,11.15=-134/1128, 9- 11=-276/1638 WEBS 8-11=-348/302, 3-13=-348/302, 5-13=-164/635, 6-11=-165/636 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 Intenor(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 tot a live load of 20.Opsl on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = IO.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 283 lb uplift at joint 2 and 283 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) ' 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 - VoWy dedyn pw*n ton and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE M67473 rev. 1403,2015 BEFORE USE Design valid for use only vAth MilekO connectors. this design Is based only upon Ixtraneters shown, and Is for an kx9vldual IxtYding component, i a kttss system. Before use, the IxBalmust deslgner mstverilytheal3 lic("ity of design pdxamelors and properly Incorporale M design Into the over", bti"ng design. tiraci ng Indicated Is to proven) txtckl,ng of Individual truss wob ord/a chord members only. Addllbn" lempaary and pennanonl txacing MiTek' Is always remilred tit statAlly and to prevent cdlarAe wllh possible person" Intury and property damage. For genotal guidance regarding the Ialxlcatbn storage, delivery, erection and bracing of lassos and Intss systems. sor-ANSU1Pll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Informollon ovd, dNe born buss Rate Institute, 218 N. Lee Street, StAle 312. Alexandria. VA 22314. Tornpa. FL 33610 Job russ TrUSS Type oty T107B0640 TB0087 R13 Common Truss 1Ply t 755324051 Job Reference(optional) alaara Fnst50ures. ramps, rram crry, Vona'sia" I D:Zl7yacff3rgf5yObDEG6Buz0U16.9XvZUxOigiKrB5WXH87G 1 KXIAnW YSdDBIrZPUZUPka r 1-0-0 7.6.0 ( 15-0-0 r 22-" 30-" r1.0-0' 7-6-0 7.6-0 7-6-0 7.6-0 1-0-0' 4x6 = 6.00 Scale . 1.52.6 Y 0 3x4 G 3x4 30 = 4x6 = 30 = LOADING(pst) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0.0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/fP12007 CSI. TC 0.66 BC 0.73 WB 0.32 Matrix) DEFL. In Verl(LL) -0.39 Vert(TL) -0.62 Horc( L) 0.08 loc) Well Ud B-10 >901 240 8-10 >573 180 6 We n/a PLATES GRIP MT20 244/190 Weight: 137 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purtins. BOT CHORD 20 SP No.1 BOT CHORD Rigid telling directly applied or 9-0.6 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1161/0-4.0, 6=1161/0-4-0 Max Horz 2=- 1 53(LC 13) Max Uplifl2=-299(LC 12), 6=-299(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1928/468, 3-4=-1716/452, 4-5=-1716/452, 5-6=-1928/468 BOT CHORD 2.10=-462/1664, 1D-11— 157/1084, 9-11— 157/1084, 9.12=-157/1084, 8-12= 157/1084, 6.8=-309/1664 WEBS 4-8=-202/6B3, 5-8=-406/342, 4-10=-202/683, 3.10= 406/342 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. 11; 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 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members, 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) 'Semi -rigid pltchbreaks with lixed heels' Member end fixity model was used in the analysis and design of this truss. 7)'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING. Va ly destpn paranrorms and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE UM-7473 rov. IWIMff BEFORE USE Design vaikl for use orgy Win Mllek® connectors. lhls design Is based only upon paiamelem shown. and Is Ion an bxflvldual building corponent, not a truss system. Beloro fuse, the txdk&tp designer must verify the applkiablily of design parameters and property Incorporate, this design Into the ov., txdldbng cleslgn. Docing indicated Is to prevent buckling of IndlMLial (russ web aril/a chord members orgy. Adclillonal temporary and permanent txochng MiTek' is always iocsdred fa slalAlly and to prevent collapse wllh possmle personal b*ry and property damage. For general grAdooe regarding the kmrk:alion, storage. delivery. erection cnd bracing of Inrsses and truss syslorns sec-ANSf/1PI1 Quality Critorla, DSB-89 and BCSI Building Component Information 6804 Parke East Blvd safety ovalkthte horn puss Rate Instif lle. 218 N. Lee Sheet. Suite 312, Alexandria. VA 22314 Tampa. FL 33610 Job Truss Truss Type ty T10790641 T80097 R14 Special Truss 1 1 1 1""'M Job Reference (optional) Builders Fusl50utCo. Tampa. r'lam Glly. I-rmwa 7JO0e , ,....o.y. .._...._... . __ . 1 D: Z17yacff3rgf5yObDEG68uz0U 16-dlSyhH PKb?SILtg15JMpFteCa5GHn IN PNb6x Lz U PkZ rl-0•Q 7-00 13.10-0 i 20.8-0 21.10-0 253.5 32:0-0 31.0-Q F1-0. 7.0.0 6.10-0 6.10-0 1.2.0 3.5.5 4 B-tt Scale - 1:54.7 4x6 II Sx6 = 30 = 6xe = 6 3xt2 W20HS i 13 010 MT20HS = , V 3x8 Sx6 = Sx8 = 7x10 = LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.31 10-12 >999 240 MT20 244/19D TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert( L) -0.68 10-12 >523 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.87 Horz(TL) 0.15 8 n/a n/a BCDL 10.0 Code FBC2014/fP12007 Matrix) Weight: 180 lb FT = 20°e LUMBER- BRACING - TOP CHORD 20 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 2-1 -8 oc pudins 1-3: 2x4 SP M 31, 3-5: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-1.0 oc bracing. BOT CHORD 2x6 SP No.2 'Except' WEBS 1 Row a1 midpi 4.13 2.11: 2x6 SP M 26 WEBS 20 SP No.3 *Except' 6-10,4-13,5-12: 2x4 SP No.2 REACTIONS. (IUslze) 2=265010-4-0, 8=2069/0-4-0 Max Horz2=-87(LC 13) Max Uplih2=-71 1 (LC 8), 8=-467(LC 8) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5378/1342, 3.14=-4656/1245, 4-14=-4658/1246, 4-5=-6745/1828, 5-6=-3789/992, 6.7= 3860/989, 7-8=-4051/1014 BOT CHORD 2-13>1175/4733, 13.15=-1743/6742, 12-15=-1743/6742, 11-12=-1083/4395, 10.11=-1083/4395, 8-10=-853/3557 WEBS 3-13=-308/1809, 6-10=-818/3164, 5-10=-3046/912, 4-13= 2319/739, 4-12=-30/483, 5-12=-739/2718 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.Ops1; h=2511; Cal. 11; Exp B; Encl , GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed, Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) o1 truss to bearing plate capable of withstanding 711 lb uplilt at joint 2 and 467 lb uplift at joint e. 8) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 513 lb down and 165 lb up at 7.0-0. and 1326 lb down and 426 lb up at 13.8.0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the 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 Continued on a e 2 Q WARNING. Verily doalgn pInunoters and READ NOTES ON THIS AND INCLUDED A/REK REFERANCE PAGE M67473 rov. 1003W IS BEFORE USE Design valkf for use only with Mllek® connectors. Inls design Is based only upon parameters shown, and Is la an Indlvldrx0 building component. not a Inds system. Before arse. the Lx1lding designer mint verify the crpplhcAAity of clesign paanrelers caxl properly Incowvale hI%de3lgn tnto the overall tndlvklurd buss members only. Addlllonal lemporary and permanent LracAng M iTe k' Ixgdtrlg design Brochg Indicated Is to prevent txrckling of web and/or chord It always rectutned for slat -Ally and to plevenl collapse vAlh post le personal "and property damage For genelal gcddalce regarding 019 k"Icaiktn storage. delivery, erection and txochg of trusses and truss systems. smANSVFPI I Ouallly C4ledo, DSO-89 and SCSI Wilding Component 6904 Parke East Blvd. Safety Information ava0al)le from Duds Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tempo, FL 33610 Job T FUSS Truss Type oty Ply T1079MI TB0p97 R14 Special Truss 1 1 755324052 Job Reference o tional M I '1C fl691N1 Dnna7 1,11.11109111 Fe61WUTC*. I ampa,--Y.rq,qu.s I D:Zl7yacff3rgt5yObDEG6Buz0U16-d1SyhH PKb7S1L1gr5-jMpFteCaSGHnI N PNb6xLZUPkZ LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3= 54, 3-14=-127(F=-73), 5-14=-54, 5-6= 54, 6.9=-54, 2-13=-20, 13-15= 45(F=-25), 8-15=-20 Concentrated Loads (lb) Vert: 13— 513(F) 12= 1326(F) Q WARNING - Va ry desgn parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE 0,11167473 rev. I&CMIS BEFORE USEDesignvotldforuseorgywithMllekSconneclots. this design Is tamed only upon parameters slwwn. and Is rot an trWlvkk" building component. not a buss system. Before use, the banking designer must verily tine applicability of design paaneters and property i ncorpotale this design Into the overall IxBding design. Bache hxfkoled is to prevent buckling of Indl dual Truss web and/or chord members only. Additional lempaary and petmanenl bracing M iTek' 6 always teWred Far stability and to prevent collapse with posslbbe personal b*sy and property damage. For general guidance regarding the fatxkollon. storage, delivery, erection and txacbng of Trusses and inns system& seeANSVM 1 Quality Cdt*rla, DSB-89 and SCSI Bullding Component 6904 Pork* East Blvd. safety information ovalk"o from Truss Plate Institute. 218 N. lee Street. Suite 312. Alcxondrkx VA 22314. Tempo. FL 33610 Job Truss Truss Type ty 710790642 Taw R15 Hip Truss 1Ply 1 1,5SX4" Job Reference (optional) SWIders F11615MC9, Tampa. Pram Lary. Fiorago &&boo , ,..,. a,y.. ...,.............. . __ . IDZl7yac113rgf5yObDEG6Buz0Uf6-djSyhHPKb?SiLtgi5JMpFtIFa5sHwrNPNb LzUPkZ 1-0-0 7-" 9-4-0 16.4-0 7.0-0 2.4-0 7-0.0 Scale . 1:29.0 5x6 = Sx6 = l 0 30 = 3x6 11 3x4 = 3x6 II oa. LOADING (psi) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014lrP12007 CSI. TC 0.87 BC 0.85 WB 0.26 Matrix) DEFL. In Vert(LL) -0.17 Ven(TL) -0.32 H01z(rL) 0.06 loc) Well Ud 5-6 >999 240 5-6 >596 180 5 n/a n/a PLATES GRIP MT20 244/190 Weight: 63 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.1 'Except' TOP CHORD Structural wood sheathing directly applied or 2-4-4 oc puffins. 3-4: 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-2.11 oc bracing. BOT CHORD 20 SP No.2 WEBS 20 SP No.3 REACTIONS. (Ib/size) 5=1173/Mechanical, 2=1249/0-4-0 Max Horz 2=85(LC 12) Max Uplift5=-403(LC 9), 2= 442(LC 8) Max Grav5=1273(LC 16), 2=1331(LC 15) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2448/759, 3-4=-2060/697, 4-5=-2438/752 BOT CHORD 2-8=-609/2129, 7-8=-604/2096, 6-7=-604/2096, 5.6=-612/2130 WEBS 3-8=-196/844,4.6=192/832 NOTES- (11) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25111; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever tell and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 403 lb uplift at joint 5 and 442 lb uplift at joint 2. 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) 676 lb down and 223 lb up at 9-4-0, and 676 lb down and 223 lb up at 7-0-0 on bottom chord The design/selection of such connection devices) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied 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 (plf) Vert: 1-3=-54, 3-4=-120(F=-66), 4.5_ 54, 2-8=-20, 6-8=44(F=-24), 5-6=-20 Continued on Daae 2 fD WARNING - Verfy dosfpn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 6111.7473 rov. 1493MI5 BEFORE USE DeoM vdid log use orgy vAth Mllek® connectors this design is based orgy upon paameters shown, and Is for on Individual Wilding component. nor a hues syslern. Before use, the Ixdlding designer must veAy the applicability of design parameters and properly I ncorpoiale this design Into the overall building design. Boeing IndIcaled Is to prevent lxrcldfrng of h-.dWud truss web and/or chord members orgy. Additional temporary and permanent bracing WOW Is always required for stot-Ally and to prevent collapse wllh possible personal k*iry and property damage. For general guidance regarding the fabrlcollm sloiage, delivery. erection and bracing of Inrsses and tnrss systems seeANSI/FPI I Quality criteria. DSB-89 and BCSI BuBdUng Component 6904 Parke East Blvd. Safety Information available from buss Plate Institute. 218 N. Lee Street. Sidle 312, Alexandria. VA 22314 Tampa. FL 33610 Job I ruse Truss Type oty Ply T107B0642 TBOO97 R15 Hip Truss 1 1 7SM4053 Job Reterenee (optional) etxraers Fosr5ouroe. tempo, rrem prry, rrwroo ssaoo LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 8— 475(F) 6= 475(F) I D:Zl7yacf f3rg15yobDE G6BuzOUt6tdjSyhH PKb?StLtgr5- jMpFtIFa5sHwrNPNb6xLzU PkZ Q WARNING . Vorify dosfgrr paremoters end READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE M67473 rev. if 02W IS BEFORE USE. Deslgn valid la use orgy with Mnek® connectors. TM design Is based only uPOn potameters aMwn. and Is la an I dflVidual buldhlg component. not o truss system. Wore use, the btAldhV designer mint verify the appiicabltly of design parameters and properly Incaporato Mis dosign into the overall building dtrsign. Bactrlg Indicated Is to pevent buckling of Individual Irtra web and/or chord members only. Addirloral temporary and permanent bracing MiTek' is Olwoys recttlred la stability and to prevent Collgxe wllh possible personal Intury and property damage. fa general guidance regordhtg the fabrk:allon. slorage. delivery. erection and brocing of trusses and truss system& "ANSIMI Qualify Criteria. OSS-89 and BCSI BuOding Component 6904 Parke East Blvd. Safety bMormatbon available ham buss Plate Institute. 218 N. Lee Street, SuAte 312. Alexandria. VA 22314 Tempo. FL 33610 ob Truss Truss Type b F' tyt T10790643 T80097 R20 Hip Truss 110 1755324054JobReference(optional) u.... a-r M Ia,14•M 7M] Dan. 1 Bu11de1s F lrst5ource. Iampa, Ylorlt t.Ily, P10110e JJDea ..,-„-... •.._•_..... _.. ...___...__. ..._. ._._.. ... __ __ _. _. I D:Zl7yac113rgt5yObDEG6BuzOU16-5vOKvdOyMJaZy1 FueiEbMSPsx_RL0O?W e0K9UnzUPkY t-0-0 6.9.13 9-0 0 10-a-0 12d-0 t4 6 3 21.4-0 22.4-0, 1-0 0 6.9.13 2.2.3 1.6:0 ".0 2.2.3 6.9.13 1-0-0 ' Scale . 1:39.0 3x8 2x4 II 3x8 30 Jx° Sx8 = LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1,25 TC 0.75 Verl(LL) -0.21 8-10 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(TL) -0.57 8-10 >436 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.20 Horz( L) 0.04 8 n/a , We BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight: 91 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP N0.2 TOP CHORD Structural wood sheathing directly applied or 4-2-11 oc puffins. BOT CHORD 20 SP No.1 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 20 SP No.3 REACTIONS. (Ib/size) 2=837/0-8-0, 8=837/0.8-0 Max Horz 2=-96(LC 17) Max Upldt2=-210(LC 12), 8=-210(LC 13) FORCES. (Ib) - Max. Comp,/Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1179/273,3-4=-955/224,4-5=-829/208,5.6=-829/208, 6-7=-955(224, 7-8=-1179/273 BOT CHORD 2-10=-217/989, 8-10= 154/989 WEBS 5.10=-83/527 NOTES- (8) 1) Unbalanced roof live toads 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 and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 210 lb uplift at joint 2 and 210 lb uplift at joint 8. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNWG - yodry dodpn pwamofors and READ NOTES ON THIS AND WCLUOED MrTEN REFERANCE PAGE MIF7473 rev. faN MI S BEFORE USE • Design valid lot use only wllh Iv 109 connectors. Dims de*p Is bused only upon p'•yameters shown. and B Ia an frxllvkAral IrRding component, not a htas syslern. Bolore use, tho Widing designer mtal verily th0 a"AlcatAlly of design mamelers and Ixoperly Incorporate Snk design Into the overall biding design. Bracing Irndlcaled Is to prevent buckling of individual muss web and/(x chord members only. Ac"llonal temporary and pertnanenl Umocing MiTek' Is always rearded for slatAlly and to prevent collarAo vAth possl111e persornd k*" arxd property damage. For general guidance if--gading the Wbicollon. slorago. delivery. otoctlon and Macing of Irtmes and in=systems, weANSI/IPII Quality criteria, DSS-89 and SCSI Building component 6904 Parke East Blvd. Safely Irdormanon avaltal)le from Truss Rate Institute. 218 N tee Street. Suite 312. Alexandria. VA 22314 Tampa, FL 33610 Job T ruse TWe ty T107906a TS0007 R21 ITrussHipTruss 110 t 1755324055JobReference o Gonal n -w t1? 11:?5!n7 20.17 P. 1 Builders FvslSouice, Terrpa, Ybnt t;ny. Ygrrae JJObb .,.-,.o.- 1. ... ... ..... .. ...- ..._ ..__... . __ .__._ __ ID:Z17yact13rgf5yObDEG6BuzOU16.5vOKvdOyMJaZy1 FueiEbMSPpr_Su0L7W 90KgUnzUPkY 1-0-0 7.0-0 10 8-0 14.4-0 21.4-0 22.4-0 , t•0-0 7-0-0 3.8-0 3.8-0 7-0-0 1.0-0 5x6 = 30 = 5x6 = Scale . 1.39.0 3x6 = 3x6 = 6x8 = 4x6 = 6x8 = LOADING(psl) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/TPI2007 CSI. TC 0.95 BC 0.74 WB 0.38 Matrix) DEFL. In Vert(LL) 0.11 Veri(R) -0.43 Horz(TL) 0.10 loc) Well Ud 2-10 >999 240 8-10 >582 180 6 rda We PLATES GRIP MT20 244/190 Weight: 94 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except' TOP CHORD Structural wood sheathing directly applied. 3.5: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6.1-7 oc bracing. BOT CHORD 20 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1636I0-8-0, 6=1636/0-8.0 Max Horz 2=77(LC 12) Max Uplift2=-562(LC 8), 6=-562(LC 9) Max Grav2=1696(LC 15), 6=1696(LC 16) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3224/979, 3-4=-2721/894, 4.5=-2721/894, 5-6=-3224/979 BOT CHORD 2.10=-840/2865, 9-10_ 1003/3052, 8-9=-1003 3052, 6.8=-794/2814 WEBS 3-10=-280/1199, 4-10= 414/312, 4-8= 414/312, 5-8=-279/1199 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=4.2psl; BCDL=6.Ops1; h=2511; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0.0 wide will lit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 562 lb uplift at joint 2 and 562 lb uplift at joint 6. 7) 'Semi -rigid pilchbreaks with fixed heals' Member end Ilxity 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) 676lb down and 223lb up at 14-4-0, and 676 lb down and 223 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 3-5_ 118(F=•64),5-7=-54, 2-10- 20,e-10= 44(F=-24),6.8=-20 Concentrated Loads (lb) Vert: 10= 475(F) 8=-475(F) 0 WARNING. Verify dodgn parmofery aid READ NOTES ON THIS AND INCLUDED WMK REFERANCE PAGE NO-7473 rov. raV3*015 BEFORE USEDesignvalklforuseonlyWinnMllekOconnectorsthisdesignIsbasedonlyuponpatarnetersshown. end Is 101 an Individual building component. not a Uuss system. Before rise. the brldng deslgler must verity the applicability of design parameters and properly Incorporaho this design Into the overall building design Bracing Indicated is to prevent buckling of Individual Inns web and/oi chord members only. Addttlonal lemperary, and permanent biacing MiTek• Is dwoys iequfied tot stablitly and to prevent collapse vAlh possible personal Wtiry and property damage Foi genetal gukki nce re9ardtrnG the fab ilcatlon. storage. delivery. erection and bracing of bassos and truss systems, seeANSI/IPI I Quality Cdlerla, DSB-69 and BCSI flulkling Component 6904 Parke East Blvd. Safety Information available from Truss Flute Institute. 218 N. Lee Street. Sulto 312. Alexandria. VA 22314. Tarrpa. FL 33610 Job Truss Truss Type ty PIY T/0790645 TB0097 RF01 Flat Truss t 7553240562JobReference (optional) e r... u.... n.., Al 1A-1c na In. 7 ems.,• I Builders FirsiSource. Tempe. Plan tiny, Flertaa uibot, ... b o G6 • o f -Z6a• •zQb7diOa._. .. P... ID:Z17yacN3rgl5y0bDEG6Buz0UffrZ6ai6zOb7drOaBgSCPlqugyfiSOgW lo_Ng4DODzV PkX 2.1.12 4.1.12 6•t•12 8.8d 11.2.11 13.2•tt 15.9.3 18.6.7 2.1.12 71 -0 2-" 2 6 8 2.6-8 2-0-0 2-6.8 2.8.4 Scale . 1.31.6 30 = 3x4 = 3x4 = c F 7 19 8 20 9 3x4 = 30 = 30 = 3x4 = W 3x4 = LOADING (psi) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stresslncr NO Code FBC20141TP12007 CS1. TC 0.38 BC 0.59 WB 0.41 Matrix) DEFL. in Vert(LL) 0.06 Ven(TL) -0.14 Horz(TL) 0.04 loc) Wall Ud 12 >999 240 12 >999 180 11 Na Pla PLATES GRIP MT20 244/190 Weight: 164 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5.6.9 oc puffins, except BOT CHORD 20 SP No.2 end verticals. WEBS 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 6.0-0 oc bracing. REACTIONS. All bearings 6-3-6 except Qt=length) 11=0.4.2 lb) - Max Uplift All uplift 100lb or less at joint(s) except 11-194(LC 4) Max Grav All reactions 250 lb or less at joint(s) 18 except 11=1440(LC 1), 17=956(LC 1), 16=366(LC 1), 14=2724(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 6-7=-4368/329, 7-19=-4368/329, 8-19=-4368/329, 8-20=-4368/329, 9-20-4368/329 BOT CHORD 13-14- 113/2789, 12.13=-329/4368, 11.12=-339/2476 WEBS 2-17=-816/0, 3.16-450/0, 4.14=-967/2, 8-12=-996/114, 7-13=-799/83, 6-13=-246/1795, 6-14= 3289/126, 9-12=0/2151, 9-11=-2749/382 NOTES- (13) 1) 2-ply truss to be connected together with 10d (0.131'x3') nails as follows: Top chords connected as follows: 20 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 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=4.2psi; BCDL=6.Opsl; 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 4) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (normal to the lace), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 5) Provide adequate drainage to prevent water ponding. 6) All plates are 20 MT20 unless otherwise Indicated. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 194 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 272 lb up at 13.7-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 13) This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard Continued on Dage z WARNING. Vartly design panvnsten and READ NOTES ON THIS AND INCLUDED NITEK REFERANCE PAGE A1e•7/73 rev. 1003W I S BEFORE USE. Design vcdld lot use orgy with 101109 conrleclots. Us design It based orgy ul»n rorameters sll0wrl, and Is for an klr9vldut5 building component. not a frta3 system Before use. the lxUdlrg designer must verity Ilw C401CObllty of doslgn parameters and pxop only bicorporato"doslgn Inlo Ina overall Ixgdkg design. ®acing Indk:aled Is to prevent lxickllrg of IrxlMdual In= web and/or chord members only. Add111oncil lempxxary and permanent Wicing WOW Is atwoys tec"ied for stabllty arxi to pxevenl cdlgxse wOh possible personal Injury and property damage. For general 011dance regcocgng Me fatxkafkxs. storage, cfellvery, erection cxxl brocfrg of trusses and Ituss syslems. soeANSI/TPI I Quality Cdiedo. DSB-89 and BCSI Building Component 6904 Parke East Blvd. Tarrpa. FL 33610 Safety =motion ovclpc"o from buss Peale Institute. 218 N. Lee Street, Sulle 312. Alexondda. VA 22314. Job Truss type b Y T10790645 T80097 RFOt Fiat Truss t 755324056 2 Job Reference tiona Battdara fxitSOUICa, IOMP8. vwm t.OY. Y101100 imto LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate Increase=1.25 Uniform Loads (pit) Veil: 1-19= 324(F=-96),19-20=-150(F=-96),10-20=-54,11-18=-20 Concentrated Loads (lb) Vert: 20=-845 ID:Zl7yac113rgl5yObDEG6Buz0Uf6-Z6a16zOb7dlOaBg5CPlqugy6SOgW lo_hg4DODzUPkX Q WARNING - Verify dadirn paramo ws and READ NOTES ON THIS AND INCLUDED WTEN REFERANCE PAGE MD•7473 rev. 1093WIS BEFORE USE. Design valid for use orgy with NBlek® connectors. BJs design is based orgy upon lxxameters shown. and Is for an trWlvidual Ixtlding component. not a ktas system. Before use. the building designaat mast verity the oWIcalAly of design pxaameters and IXOPerly 111-MMate #* design into the overall Additional temporary and badntg M!Tek' building design. ®ocing Indicated Is to rxevenl Ixtckfing of Individual in=web and/or chord members orgy perrnanlent 6 always togtded lot statAlty and to prevent collapse vAlh possible personal "and property damage. For gerletal guidance tegading Me slaage, delivery. etecllon aridYrodng of itussos and Intss systems seeANSIMI I Quality Criteria, DSB-89 and SCSI Bulldlng Component 6904 Petke East Blvd. Tanya. FL 33610 Safety Information available from Otas Plate htslitule• 218 N. toe Street. Stlto 3)2. Alexandria. VA22314. Job T rush Truss Type ry T10790646 TB0097 RF02 Hey Hip Truss t t 1755324057JobReference ti0nal b.w..N.... 1.... An n1 IA•AS no 9nt7 Phan t Buildeis FuslSouice. lorpo. vtoin any, none uw,uos o..v. ._._._..... ...___...__...._. ..._... _. __ I D:ZI7yaclf3rgf5yl>bDEG6Buz0U16.1184KI RDtwgHCKPHm6G3R1V86n6bUAFp6KgnYthUPkW 1-0-0 7-0-0 10.4-0 13.8-0 16.10-7 16.2.10 20.8.2 1-0-0 7-0-0 1-i 3.4-0 2.2-7 2-4-3 2.5 tS Scale . 1:38.1 Sx6 - US = 20 II 6X9 = i' 3x4 = 3x4 = 3x6 = 2x4 II 3x8 = 3x4 = 20 II 30 = LOADING (psi) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0.0 Plate Grip DOL 1,25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/TPI2007 CSI. TC 0.96 BC 0.72 W B 0.73 Matrix) DEFL. in (loc) Well Ud Veri(LL) 0.07 13-14 >999 240 Ven(fL) -0.20 13-14 >814 180 HOrz(TL) -0.02 17 n/a We PLATES GRIP MT20 244/190 Weight: 113 lb FT = 20%6 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 4-2.7 oc puffins, except 1-4: 20 SP No.1 end verticals. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-5-9 oc bracing. WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No.2 3-7-5 REACTIONS. (Ib/size) 11=1446/0-4-15, 2=-520/0.8-0, 17=2459/0-11.5 Max Horz 2=291(LC 8) Max Upl1112=-738(LC 20), 17=-72(LC 5) Max Grav 11=1478(LC 15), 17=2459(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=0/1802, 3-4--0/1822, 4-5=0/1628, 7-14=0/443, 7-18— 1221/54, 18-19=-1208/52, 8-1 9=- 1203(58, 8-20_ 168210,9-20=-1682/0,9-21=-168210, 10-21=-1682/0, 10-11=-1482/0 BOT CHORD 2-17— 1587/0, 16-17=-53510, 15.16=-45/1065, 14-15=-45 1065, 13-14=0/1682, 12-13=0/1682 WEBS 4-17=-1103/117, 5.17=-1638/15, 5.16=0/646, 5.7=0/675, 7-16=-1694/0, 8-14=-607/0, 9.12=-791/0, 10-12=0/1912 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=4.2ps1; BCDL=6.Opsf; h=1511; 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.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 738 lb uplift at joint 2 and 72 lb uplift at joint 17. 7) 'Semi-rigld 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) . The designtselection of such connection device(s) is the responsibility of others. 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 Continued on Dacia 2 WARNWO • Verily dodgn paromWero and READ NOTES ON THIS AND WCLUDED Nr7EK REFERANCE PAGE UP-7473 rov. JAM1015 BEFORE USE Design vdid for use only with Mllek® con nectois. Ihrls design is bcsed oNy upon rysaneters shown. and Is lot an bndlvklud tudldbng Component. not a cuss system Before uso. Iho txocbV designer must verity the apolcability of design paamelors and properly bncoiporolo it* design Into the overdl building design Hoeing Indlcaled Is to prevent truckling of indivIcl ud Iruss web and/ot chard members only Addlltorxll temporary and pelmanent Ixacing WOW Is always requliod for statAlty and to Ixevenl cokapse Min possmle personal bYary and properly damage For geneid gtddance regarding tine fabrication stoiago, delivery. eiectlon orHl txacfng of trusses and truss syslems, sec-ANSI/Wl I Cuailty Criteria. DSB-89 and SCSI Building Component 6904 Pmke Essl Blvd. Safety Information ovallahle born liuss Role Instllute. 218 N. Lee Shear. Suite 312, Alexarxlda. VA 22314. Tsrrps. FL 33610 o FussITFUSSType b ply T10790646 TB0097 RF02 Hall Hip Truss 1 1 7553240571JobReference honal n nn. ..t_,. ,-..-..:- , u.. ll... MJ . lc•n0 Jn) Dnn 7 uU11*9FS F11MOUMS. 18MPS. rww r,ny, rwnaa aaaoo LOAD CASE(S) Standard Uniform Loads (pit) Vert: 1-4=-54, 4-6= 54, 7-10_ 150, 2-11=-20 Concentrated Loads (lb) Vert: 10— 347 18=-20019=.134 20=-193 21=-266 I D: Zl7yacli3rgt5yobDEG6Buz0U16.1184 K I R DiwgHC K PH m6G3RIV 86n$bU AFp6KgnYIzU Pk W Q WARNING - Vodfy desgn pw motor end READ NOTES ON THIS AND WCLUDED MITEK REFERANCE PAGE MIF7e73 rov. f0 MW IS BEFORE USE Design valid for use only wllh Mnok® connectors. This design 5 based ONy upon parameters shown. and Is for an IndlvlUrall huldhng component, not a puss system. Before use. the btdldhlg designer must verily the cWICablIN of design pmamelels oral properly Incorpaale bnk design into the overallAddillonaltemporaryandpermanentbracing M iTek' b tiding design Bracing Indicated Is to provent budding of IndWldtrtd tnm web and/oF chord members only. Is always io%bed fob slab illly and to prevent collapse with possible personal Ir>Jtny and property damage. For general guidance iogadhng the labk:allo n, storage. delivery. erection aril Ixctchng of Mrsos and miss systems. soeANSIfFPl I Quality CdledD, DS11-69 and BCSI building Componenl Safety Information ovababbe hom him plate hnstltute. 218 N. Lee Street. Stile 312. Alexandrlo, VA 22314. 6904 Parke East Blvd. TerMa, FL 33610 Job Truss Truss Type N N T,o7eo6a TBoo97 Vol Valley Truss 1,5532405, Job Reference (option at lC AO 7f1) D n 1 Builders Fxs,SOUrce, lamps. rem tsy. rronoe :,Doo 2xa i 2-" 2-0-0 o P..-. ._...... ...---...__...._..-- ID-Zl7yacif3rgf5yObDEG6BuzOU16-1184KIRDtwgHCKPHm6G3RIVLvnIV ULdp6KgnYlzU PkW Scale . f :7 9 LOADING (psi) SPACING- 2.0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) -0.01 3 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Ven(TL) -0.01 3 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(TL) -0.00 2 n/a n1a BCDL 10.0 Code FBC20141TPI2007 Matrix) Weight: 5lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puffins. SOT CHORD 2x4 SP No 3 SOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=50/1-10-8, 2=50/Mechanical Max Horz 1=30(LC 12) Max Upliltl=-9(LC 12), 2=-24(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES (7) 1) Wind: ASCE 7-10; VUII=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6 Opsl; h=2511; Cat. 11; Exp B; Encl., GCPI=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1 60 2) This truss has been designed for a 10.0 psi bottom chord live load 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 inns 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.' WARNWO - Varfry dDstyn parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE ItUF7473 rev. I411930015 BEFORE USE. Desl{pn Valk, la use only vAlh Mllek® conneclois. this deslg, h based only upon ""meters shown, and Is for an htlividual bolding component, not a Ittrss system. Before rise. Ina txek*Q doslgner must verily the applkablily of design MOmolors and property Incorporalo this<Wsign Into the overall Addllbnol temporary and Mating WOWtxLdlngdosign. Bracing Indicated Is to prevent b ckitng of Individual buss web and/or chord members only. permanent Is always required for stab911y and to prevent collapse vAlh posstAe personal miry and Ixoperty damage. Fa general guktance regading Ono faixk:otkxn, storage. dnd delivery, erection atxacing of Misses aril f tiss systems seeANSI/IPI I Quality CAlerb, DSB-89 and BCSI BuOdeng Component 6904 Perks East Blvd. Tempo. FL 33610 Solely IMorm." on avalic"o from truss Mate t nstltule. 218 N. Lee Sheet. Suite 312. Alexanci tor. VA 22314. 0 rues Truss Type Oty Fly T10790646 TODD97 V02 Valley Truss 1 1 059 Job Reference (optional) Jet Reference 0 017P 1BuildersFuslSource. Tanga. Plant city. Florida 33566 7,640 a Apr 19 2016 &trek Industries. Inc. Mon— 03 14 36 1 2 age ID:D7yacll3rgf5yObDEG6BuzOUf6-VUiSxeSrsEy8gU_TKgnlz5lWeBevDo6yK ZK56zUPkV 2.11-1 I 4 00 2-11.1 1-0.15 2x4 i 2x4 11 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Veri(LL) 0.00 3 n/r 120 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(TL) 0.00 2 n/r 90 BCLL 0.0 ' Rep Stress lncr YES W B 0.05 Horz(TL) 000 We rda BCDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=66/3.11-8, 5=18313.11-8 Max Horz 1=71(LC 12) Max Uplift5=-76(LC 12) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. Scale . 1:13 0 PLATES GRIP MT20 244/190 Weight: 13 lb FT = 20°b BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc puilins. 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=4.2psi; BCDL=6.Opsl; h=25ft; Cat. II; Exp B; Encl., GCpl=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 76 lb uplift at joint 5. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING- Verify dedgn parometere and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE MD-7473 rev. I&CMIS BEFORE USE De*p valid for use only with Mlletr®connDctois. this design Is txx ed orgy ulxo ryliamoters snowm, and Is for an individual building component. not a buss system. Before use. the binding designer must verity the oppNk:atally of dusign Ixaamelers and properly Incorporate M design Into the overallAdditionallernpomryandpermanentb ictcfrtg MiTek' btLdrlg design. Braellg Indicated Is to prevent buckling of Individual truss web and/or chord members only. It always recplred for stability and to prevent collapse with possible personal InMy aril property damage ror general gnldance regadbng the fabrication. sago. delivery, election and tsacblg of fnisses and Iniss systems. soeANSI/TPI I Oualily Cilteda, DSB-89 and SCSI Building Component 6904 Pltke East Blvd Safety Information available from Muss Plate Institute, 218 N. Lee Street. Stlie 312. Alexandria. VA 22314. Tompa. FL 33610 Symbols PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y offsets ore indicated. Dimensions ore in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-'hd' For 4 x 2 orientation, locate plates 0-'nd' 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/TPI l : Notional Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 0 C O U d O r Numbering System 6-4-8 dimensions shown In ft-in-sixteenths Drawings not to scale) 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 2012 MiTek® All Rights Reserved W1 . M!Tek 0 MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stabuity bracing for truss system. e.g. diagonal or X-bracing, is always required. See SCSI. 2. Truss bracing must be designed by on engineer. For wide truss spacing. Individual lateral braces themselves may require bracing. or alternative Tor 1 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 beor tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wone at joint locations ore regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. S. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Comber is a non-structural consideration and Is the responsibility of truss fabricator. General practice Is to comber for dead bad deflection. 11. Plate type, size. orientation and location dimensions indicated ore minimum plating requirements. 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or puffins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing of 10 tt. spacing, or less, if no ceiling Is installed. unless otherwise noted. 15. Connections not shown ore the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criterio. RECORD COPY City of Sanford Building and Fire Prevention Product Approval Specification Form 17-1a46 Permit # Project Location Address: :: %i`% 1-i i wt LQ wA— As required by Florida Statute 553.842 and Florida Administrative Code 9N-3, please provide the information and product approval number(s) on the building components listed below if they are to be utilized on the construction project for which you are applying for a building permit. We recommend that you contact your local product supplier should you not know the product approval number for any of the applicable listed products. Be aware that windows, skylights, and exterior doors must be tested in accordance with the Florida Building Code, Section 1714.5. More information about Statewide Product Approval can be obtained at www.floridabuilding.org. The following information must be available on the jobsite for inspections: 1. This entire product approval form 2. A copy of the manufacturer's installation details and requirements for each product. Category / Subcategory Manufacturer Product Description Florida Approval # include decimal) I. Exterior Doors Swinging herma Tru Swinging Ext. Door (front door) F115225-113 Sliding MI Windows Sliding Ext. Door (Standard SGD) FL15332.09-R2 Sectional Amarr Garage Doors Sectional Ext. Door (Garage SF) FL5302.10-116 Roll U Automatic Other 2.Windows Single Hung MI Windows Single Hung window FL17676.2,9,16 Horizontal Slider Casement Double Hun Fixed MI Windows Frame Fixed Glass FL 18644.04 Awning Pass Through Projected Mullions MI Windows Mullions FL 18504.2 Wind Breaker Dual Action Other June 2014 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 Roofing Shingles FL16305-R4Atlas Underla ments InterWrap, Inc. Underlayments FL15216-R2 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shin les 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 20W Category / Subcategory Manufacturer Product Description Florida Approval # include decimal 5.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 e Florida Building Code Online 6 V A C'*-71 t bcul Page l of 2 Business & Professional Regulation rW.NO nffl lli acts Horne I log in I User Registration i Hot Topics I Subrnll SurChirye I suits & Fafas I Putilkalrons I FBC Stan I BGS Slce Map I Links I Search Busmen guProfessi i Product Approval USER: PUNK User Regulation By > PmAu[t ocAxikation seafch > Aool aUon List > Apptication Oetan FL g FL14239-R3 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer BMP International Inc. Address/ Phone/Email 4710 28th Street N St. Petersburg, FL 33714 727) 458-0544 benmeng8@yahoo. com Authorized Signature Xianbin Meng benmengS@yahoo. com Technical Representative Address/ Phone/Email Quality Assurance Representative Address/ Phone/Email Category Structural Components Subcategory Anchors Compliance Method Evaluation Report from a Florida Registered Architect or a Ucensed Florida Professional Engineer Pi Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Frank L. Bennardo, P.E. the Evaluation Report Florida Ucense PE-0046549 Quality Assurance Entity National Accreditation & Management Institute Quality Assurance Contract Expiration Date 12/31/2018 Validated By Ted Berman, PE W Validation Checklist - Hardcopy Received Certificate or 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 Ucensed Professional Engineer or Architect FL14239 R3 Eauiv EOUIV,Rdf https:// www.floridabuilding. org/prlpr_app_dtl.aspx?param=wGEVXQwtDyuDEJErtOSCei... 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Method 1 Option D Date Submitted 04/23/2015 Date Validated 04/30/2015 Date Pending FBC Approval 05/06/2015 Date Approved 06/23/201S Summary of Products FL it 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 HVHZ: Yes FL14239 R3 11 Dwo.odf Approved for use outside HVHZ: 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 Ft14Z39 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. abd Neat contact Us :: 1940 North Monroe Street. Tallahassee F1.22399 Phv i OSO-487-1624 The Sots of Florida is an Aq/EEO employer. t arv,rloht 007.201A State of Florida.:: :: 69ZS kWb Statement :: RefundStaterment Under Florida 4w, ernail addresses are Welk records. If you do not want your a -mall address released in response to a public-retOrdS requeSt, do not send tkttrw* mall to this entity. Instead. Contact the office by phone or by traditional mnall. It you have any Questions, please contact 850.487.I395. rPurSWnt to Section 45S.27S11). Ronda Statutes, efocllue October 1. 2012, ikensees tkensed under chapter ass, F.S. must provide the Departroerd with an MISS address If they have one. The ana1K provNed may be used for oeidal eormuniealkvi with the licensee. Mwever erah addresses are public record. It you do not wish to supply a personal address: please ProvlOa tie OeOartlrlent with an flop address which can be made available to the W bI1L TO detorroNa If you are a Ikensee under Chatoler 45S. F.S.. please Wdc haL• Product Approval Accepts: 1119E No 0 WVut lmuer wle., https://www. floridabuild i ng.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquDEJErtOSCei... 7/20/2015 BMP INTERNATIONAL, INC. MECHANICAL UNIT STEEL TIE -DOWN CLIP: AT GRADE & ROOF -TOP MOUNTED APPLICATIONS 751b MIN. WEIGHT, 1 MECHANICAL UNIT PER SEPARATECERTIFICATION. TYP. ICENTER OF GRAVITY - -•. ASSUMEO TO ACT AT THE P, I GEOMETRIC CENTER OF THE 1 ! GEE DESIGN MECHANICAL UNIT. O . rOwtCENTEROFiI SCHEOULEfORMECHANICALUNITRUSTBexL L! MArMUM SURFACEWVGRAVITY. "• SQUARE OR RECMNQRAR, x u AREA AND DESIGN NO IRREGULAR SHAPES. PRESSURE, PRESSURE, TYP. lT N V ti. s 0 STEEL TE-DOWN CLIPS. SEE OETAtL 1j3 A 2T3 l,2 FOR CUP INFORMATION, 11 H 3 TYP. 3 MAX \ r MAX I, `I TYP. TYP. MOST STRUHTURE OESIG?7/ eY OTHERS. SEE OEs:GTe- So COULES FOR ALLOWABLE SUBSTRATES 3• MAX TYP. LNL,Vtl MECHANICAL UNIT • 10 1 TIE -DOWN ISOMETRIC F TrcEOT xIPAHDnTIMDER opCUPS 1 l' . 1'A• ISOMETRIC - PER CORNER WILL VARY PER COPINC{ TtON TYPES C I •CA ON SHEET I TIE - DOWN CLIP DIRECTIVE EXAMPLE jMple THE MAXIMUM __ nOW HEIGHT, $1. FOR _ MECHANICAL UNIT THAT CQMM)RMS TO THE DINEEOSE OYRESTRICTIORe USED To NS AND 02SIGN CR r=AALISTED HEREIN. PSEE SNEER-7001S 5FOR DESIGN SCHEDULES.) MECHANICAL UNIT CRITERIA: CONSIDER THE INSTALLATION OF (1) MEOIAJUCAL UNIT WITH THE FOLLOWING CUTENIA. VUU. ITO MPH, EXPOSURE AD• TALL AB• OEEP X AE• WIDE. 100 LS (WEIGHT AS VERIFIED BY OTHERS) INSTALLED TO 3000 PSI MIN CONCRETE WITH (1) 21 CLIP AT EACH CORNER OF UNIT (TOTAL OF (A) CUPS) nVVA. VV i PROCEOURB STEP CULT 1 DETERMINE THE CONNEiT10a TYpE EASCO ON THE OLAWIAMS ON SNEER I I CONNECTIOR TYPE 3 THIS INSTALLATION IS INTENDED FOR A VUR.110 RPM• EVMKE'W- THIS OES:GN 2 OEfE0.KINEWHICH DESIGN SINEW LE SABRE TO USE CRITERIA CORRESPONDS TO TABLE S 7 IOMXMINE LARGEST FACE AREA Or MECHANICAL UNIT TO DE INSTALLED 4R1[40•. L6FI• THIS UNIT HEIGHT OF 46, 15 EQUAL TO TIRE MAXIMUM ALLOWABLE HEIGHT Of 4B'. No- TPOS PRODUC APPIROVAL ALLOWS THE UNIT TO BE INSTALLED ON TOP A C1Hlf.1C MAXIMUM UNIT MElGNT R6TIUR10M OP AN A/C STAND TWAT IS A MAXIMUM "" TALL IFAW AICSTANO IS URL2i[O CHECK TO SEE THAT INS STAND ODES NOT OTCEEO 301 IN NEIGH INSECT MIRHIHY IT WIOTHR 1 /I GREATER IMAN THE MIIIIMUM ALOOWABLE WIOfH 2' THIS UNIT MAY BE INSTALLED AT ROOF HEIGHTS LESS THAN OR EQUALTO IS FT. ADDITIONALLY, THIS UNIT MAY GE INSTALLED OM ROOFTOP HEIGHTS GREATER Of. - ERMINE OERMINETHE ALLOWABLE ROOFTOP HEIGHT OF THE INSTALLATION THAN 60FT AND LESS THAN 100 FT. SEC (•) ON TAGW S FOR THE NUMERICALVALUES OFTHISDESIGNEXAMMLDESIGN NOTES: _ * 7 THIS PRODUCT HAS BEEN OESIGNEO IN ACCORDANCE WITH ASCE 7.10 AND THE Ft0 WILDING CODE FOR USE WITHIN AND OUTSIDE THE NIGH VELOCITY HURRICANE EOT INOICATED IN THE ACCONPAMr.MG DESIGN SCIHEOULeS. THE DESIGN CRITERIA USFA HS GLOBATE THE ALLOWABLE ROOF -TOP MEIGHIS CONSIDERS ASHY 1.10 SBCFTGI 29.5.1 'h FOR ROOF TOP REIGN'S IN) 660 FT AND SECTION 29.5 FOR ROOF TOP MCIGNIS (M)a60 FT B S=Ou 29.4o FOR 01SFAUATIORS AT GRADE (GG 430 WITHIN THE HVNI. LLtYa R( It Ayy,,.,,,•. l.tO OUTSIDE THE HVHZ, (GG]],..,,.. tS TOR LOCATIONS (OD.4OIRRFI. LL 6TMER DESIGN VARIABLES ARE IN AOLS)ROANQ WITH ASCE 7•t0 CHAPTERS ?6 B M. pp l <"` u4e m B THE HEIGHTS LISTED IN THE DESIGN SCMEOUILS REPRESENT THE ALLOWABLE HEIGHT OF THIS PRODUCT APPROVAL ALLOWS FOR EACH UNIT TO BE INSTALLCD ON A X W W THEWILDINGA( C STAND (CERTIFICATION BY OTHERS) ON TOP OF THE HEIGHTS W MAXIMUM 30• TALL IN THE DESIGN SCHEDULES- a LISTEDAY GENERAL NOTES: mi 1. THIS PROOuCI HAS BEEN OESIGNEO AND SMALL Be FABRICATED IN ACCORDANCE WITH THE REQUIREMENTS OF IRE PLORIOA BURD]IG CODE B ASCE T•LO THIS PRODUCT MAY BE USED WITHIN AND OUTSIDE THE HIGH VELOCITY HURRICANE IONS 2, NO 33-ID% INCREASE IN ALLOWABLE STRESS HAS BEEN USED IN THE DESIGN OF THIS SYSTEM. IS BASED ON CLIENT PROVIDED PROOIICT AND DIE SHCETS FROM TEST V 3. DESIGN REPORTSLT&LO 97 E 70 BY TESTING EVALUATION LABORATORIES, INC. NO SUBSTITUTIONS WITH T YRf17EM APPROVAL BY THIS ENGINEER SMALL BE 1Z• Pii • a A. MAXIMUM B MINIMUM DIMENSIONS AND MINIMUM WEIG•IT OF MECHANICAL UNIT SMALL TO STATED MCREIN. ALL MECHANICAL SPECIFICATIONS 2 CONFORM SPECIFICATIONS 10. EILR SPACE TONNAGE. ETC.) SMALL SE AS PER MANUFACTURER KKOMMCNOATIONS Z AND ARE THE EXPRESS RESPONSIBILITY OF THE CONTRACTOR. O z a! w C3. FASTENERS TO BE 112 X V' OR GREATER SAE GRADE S UNLESS NOTED OT•ERWISE TAPCOIS REFERRED TO HERON SHALL BE TTPI BLDLOEX BRAND, CARBON STEEL ONLY, INSTAtLEO TO 3000 PSI MIN CONCRETE. SEE ANCHOR SCHEDULE FOR ANCHOR REQUIREMF. TIS, ALL FASTENERS SMALL HAVE APPROPRIATE CORROSION PROTECTION TO PREVENT ELECTROLYSIS. Q Z a n t ALL STEEL CUPS SHALL BE ASTH A213 STEEL (GRADE O) WITH M33 KSI OR BETTER. V 7 e ALL STEEL MEMBERS SHALL BE PROTECTED AGAINST CORROSION WITH AN APPROVFO PA ENAMEL OR OTHER APPROVEO PROTECTION, f.90-RATED COATING Lu H7 a T. n COAT OF WT, FORALL COASTAL INSTALLATIONS. z • Z OREQUIRED7. ALL CONCRETE SPEORED HEREIN IS NOT PART OF THIS CERTIFICATION. AS A MINIMUM, P••1 ALL CONCRETE SMALL BE STRUCTURAL CONCRETE 4' MIN. THICK AND S•ALL HAVE a W MINIMUMCOMPRESSIVESTRENGTHOF3000PSI, UNLESS NOTED OTHERWISE. TO INSULATE ALL MEMBERS FROM OISSIILAR x x 9. THE CONTRACTOR IS RESPONSIRE MATERIALS TO PREVENT ELECTROLYSIS. 9 ELECTRICAL GRMM. WMEI REQUIRED, TO lk 0.PSicNEOB INSTALLED 6Y OTHERS: m 10. THE AOEOUACT OF AIM EXISTING STRIICRIRE TO tYITMSMNO SUPERIMPOSED LOADS SMALL 0! VERIFIED BY IRE ONSITB OESLGN t4TOFESS101LOA AND IS NOT, WORDED IN 3 pp THIS CEFMrICATIO-A.CXCEPT AS EXPRESSLY PROVIDED HEREIN, NO ADOTITONALCCRTIfICATIONS ORAFFIRMATIONSTGENERIC AND DOES NOT PROVIDE INFORMATION roR 11. THESSYEMDETAILEDHERONQ} A SPECIFIC SITE. FOR SITE CONDITIONS OUFCACNTFROM TIE CONOftTONS DETAILED OR REGISTERED ARCMTTECT SMALL PREPARE SITE yy HEREIN, ALICEASEOENGINEERSPECIFICDOCUMENTS FOR USE Il CONJUNCTION WITH THIS DOCUMENT. 291 12. WATER - TIGHTNESS OF EXISTING MOST SUBSTRATE SMALL Be THE FULL RESPONSIBILITY REMOVED p } C orTHEIVSTALUNGCONTRACTOR. CONTRACTOR SMALL ENSURE THAT ANY OR AITEREO WATERPROOFING MEMBRANE 15 RESTORED APTER FABRICATI04 AND INSTALLATION/ OF STRUCTURE PROPOSEO HEREIN. THIS ENGINEER SHALL NOT K I RESPONSIBLE FOR ANY WATERPROOFING OR LEAKAGE ISSUES WHICH MAY OCCUR AS WATER-11GMTMESS SHALL BE THE MILL RESPONSIBILITY Of THE INSTALLING Ii 1yH i CONTRACTOR. 13. FOR AN EXPLANATION OF EXPOSURE CATEGORIES THAT ACCOMPAYY THE VUR WIND f SPEEDS USED IN THIS APPROVAL, SEE SECTION 26.7 3 OF Asa 7. 10. alrnaWTF441HLOM4Eon 15- 2378 9 r 3013 ZO y MAX 1' CUPS ,. TYP / (•CLIPS W 3'MI1K \ I rwJi ANCHOR SCHEDULE: 1" CLIPS 2" CLIPS s SUBSTRATE DESCRIPTION ll•S/16.0 CARBON STEEL ITW SUILOCK TAPCON. CONCRETE- 2Y'NLL EVBCO TO A' THICK HIM. CONCRETE 3%' 14IN 3000 PSI HIM.) COW DISTANCE, A* MIM, SPACING TO ANY ADJACENT ANCHOR SAE GRADES ALUMINUM:( L)'01A SHFPT METAL SCREW TO ALMS• Mad. ALUMINUM. PROVIDE (5) THICK. BOSH• PITCHES NUN. PAST MIN. ALUMINUM) THREAD PLANE STEEL 1)•# 14 SAE GRADES 0. ar NIN. SHEET METAL SCREW TO THICK, 33 K9 STEEL, PROVIDE (5) MIN. STEEL) PITCHES NIN. PAST THREAD PLANE SUBSTRATE atscRi a"_ *: Z it tq•510'OCARBON ITW SURDE71 TAPCRl•G CONCRETE: 2y' CULL E BEDMTO R R• THICK HIM, 00.tlCREVE, 3%. MIN. '/ ON PSI NUM.) EGG! OISTATICE 3P'•' MIN. lt°"H SPACING TO ANY ADJACENT ANCHOR. Y bi 7 ; g z(9j2w 2)-* Is SAE GRADES ALUMINIUM PanSHEET METAL SCREWS TO WW THIC< 001,1•T{ AWNINUM. PROVIDE(5) PITCHES HIM. PAST 61; J NACMIN. ALUMINUM) THREAD PLANE STEEL: 2)•814SAe GRADE S 0.125' MTM. SHEET METAL SCREWS TO THICK. 33 KS1 STEEL, PROVIOE(5) R NIN.STEE13 PLTCHES NIN. PAST V THREAD PLANE z a tTP. 1. M, ANDEDGEEXCLUDES IF M L EMBEDMENT EN9HR@ MINIMUMEDGEDISTANCE ASNOTFD IN AfPoHroRscnEOULE, R H 3. SEE DeTAILS ON SHEET 3 FOR ANCHORS ATTACMOIG TO MECHANICAL. UNR. Z CONNECTION TYPEClCONNECTIONTYPEC2pGG Cl 1CUP • UTILIZE (1) AT EACH CORNER FOR A TOTAL OF (A) PER UNIT 1" CUP • UTILIZE (2) AT EACH CORNER FOR A TOTAL OF (B1 PER ULjNIT g toagaca UNIT WIDTH 6 """ wog W , N r 6* MAXI i CUP OFFSET --CUP PAIR SPAQNG— CUP OFFSET Z E i J O I I Z W X v N m H 3' TYP MECHANICAL LS n V CLIP -CUP LLYR PER SPACING rSEPTE CERTIFICATION N r r FIAIc . Y taus MAX rn. H r caps3: MAX rn, UTILIZE (A) CUPS EA 510E Of UNIT FOR A'TOTAL OF rn S) PERUNIT H j e YIYP•\P r3• MAX TYP. , t1SA r MAX .•. I I TYP.. RH zI 0 ApTHryTRI 15- 23' CONNECTION TYPE C3 CONNECTION TYPE C4 5 ALTERNATE 8 CLIP DETAIL T: C3 2• CUPS • —• R• IRIUZE (I) ATEACHCOAI(ER TOR A TOTAL OF Cal PER 2 CUPS • UTILIZE (2) AT EACM CORNER FOR A TOTAL OF Ill UNIT 3 N.T.S. PLAN VIEW THIS DETAIL MAY BE VSCO AS AN ALTERNATE GEOMETRIC PATTERN FOR ALL CONNECTION TYPES THAT UTILIZE (2) i CUPS AT EACA CORNER FOR A TOTAL OF (0) CUPS PER UNR. FOR ANY CUP LONGER THAN 10' 0 19' UTI ZE (5)-412 SAE I TM GRADE 5 SHEET METAL SCREWS, TYP, 0.060' TM)CI ASTM 4783 STEEL. TYP. 3)-412 SAE GRADE 5 SHEET METAL SCREWS (n FOR CUPS UP TO 5''V. c LONG. UTILIZE (5)-Al2 777 JY SHEET METAL SCREWS FOR CUPS LOWER THAN S'. TYP. I IIIffJJ WO MOLE, WITH O ' ANCHOR FROM 1' CUP ANCHOR 0.75 SCHEDULE, TYP. OTHE3 DIMENSIONS ac• SIMILAR) 1 1" CLIP ISOMETRIC DETAIL j N.I.S. ISOMETRIC 0. 0.072, OR 0. 113' THICK ASTM A283 STEEL, TYP. I be 3)-Al2SAE GRADE S SHEET METAL SCREWS FOR CUPS 4' LONG. UTILIZE (4)•412 SHEET METAL SCREWS FOR CUPS LONGER THAN 4'. TYP. Y.'0 HOLES, NOT TO BE USED FOR ANCHORS. TYP. FACTORY -MILLED Y.'O HOLES; v, UTILIZE (I) OR (2) ANCHORS S FROM 2' CLIP ANCHOR SCHEDULE TYP. 0.50' 2 2" CUP ISOMETRIC DETAIL 3 N.TS. ISOMETRIC MECHANICAL UNIT BY OTHERS. ALUMINUM HOUSING UNITS SHALL BE 6063-TG MIN. ALUMINUM SHEET WITH Fty.30 KSL 0.125' MIN. THICKNESS, STEEL HOUSING UNITS SMALL BE ASTM A653 Fy-33KSI MIN STEEL, GRADE 33, 22GA MIN. (t-0.029V). 0.068' THICK ASTM 4283 STEEL CUP, TYP. BASE OF UNIT SMALL BE FLUSH WITH BASE OF CUP, NO SPACE PERMITTED, TYP. 1)-012 SAE GRADE S SHEET METAL SCREWS FOR CUPS UP TO S' LONG. UTILIZE. (5)-e 17 SHEET METAL SCREWS FOR CUPS LONGER THAN S. PROVIDE (5) PITCHES MIN. PAST THREAD PLANE FOR EACH SMS, TYP. ANCHOR PER ANCHOR SCHEDULE jSUBSTRATE PER ANCHOR SCHEOULE VARIES) 1" TIE -DOWN CLIP 3 ANCHOR DETAIL 3 3- • 1'-D' DETAIL CLIP IS DESIGNED FOR FULL CONTACT WITH THE BASE OF EACH MECHANICAL UNIT, TYP. MFCMANTCAL UNIT BY OTHERS, ALUMINUM HOUSING UNITS SHALL BE 6063-T6 MIN, ALUMINUM SHCET WITH Ry-301Cri1. 0.12S' MIN. THICKNESS, STEEL HOUSING UNITS SMALL BE ASTM AM Fye33K51 MIN. STEEL. GRADE 33, 22GA MIN. (1+0.0299'). 0.072' OR 0.113' THICK ASTM A203 STEEL CLIP, TYR BASE OF UNIT SHALL BE FLUSH WITH BASE, OF CUP, NO SPACE PERMITTED, TYR. 3)-012 SAE GRADE 5 SHEET METAL SCREWS FOR CUPS 4' LONG. UTTUZE (4)-F 12 SHEET METAL SCREWS FOR CUPS LONGER THAN 4'. PROVIDE (5) PITCHES MIN. PAST THREAD PLANE FOR EACH SMS. TYP. 1) OR (7)tiYCHORS PER ANCHOR SCHEDULE SUBSTRATE PER ANCHOR 2" TIE -DOWN CLIP eANCHOR DETAIL 3 3' • 1'-0' DETAIL CLIP IS DESIGNED FOR FULL CONTACT WITH THE BASE OF EACH MECHANICAL UNIT, TYP. IIAY[ L HK1tNFA00. P.0 Nanigh b, - 4111 WW OA JYVOA Cc 77 0oa '221 L b• 'E u R z I- i a g nOZd= r b z Lu n z ~ OFF CLF m 15- 2378 3 TABLE 1: Vult=17S MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY If STRUCTURE IN THE HIGH VELOCITY HURRICANE IONE•) MAXIMUM I SURFACEAM. O' UNIT UNIT Cl Cl .0 C4 UNITY LARGEST l NELGFIT WIDTH i FACE 6 FP _ 14' MAX 1 124 M_W ` 'N/A !^AT GRACE AT GRADE H 5 200 FT 9FP ,172'MAtc+IS-MIN I N!A A GRADE AT GRADE N160FT IFTi - - ATGMOE . Hf200 ii H530 FT N4206 FT AIGRADE NS40R ATGRAD_ H67 fT 7 9fT' _I48'MAX 20 WIN N/A : ATGRAOE ATGRAOE-• Nf360f1 12Rr' ~NJA ITT -ATGIAEIE ' H940FT-1 LS FTC i _- •N/A 1 AiGRADE M/A _AT-GADE 1 20 FP _ _ MIA _ AT GR40E _ N/A AT GRADE isii'' } WA I -Ai GRAOC _ N/A t AT GRMC , m i, ; 60' MAX ' Or MIN _ N%A + N/A _ WA _ _ AT GRADE36FT' - NJA TAT GRADE NIS TABLE IS PERMISSIBLE TO BE USED WIFHIN THE HVHZ WHICH CONTAINS BROWARO AND MIAMFOADE COUNTIES. CHECK WITH LOCAL AUTHORITY HAVING JURISDICTION FOR THE APPLICABILITY OF THIS TABLE WITHIN CERTAIN FLOiIOA COUNTIES. TABLE 3 : Vult=170 MPH, EXPOSURE C FOR USE WAIN A RISK CATEGORY II STRUCTURE-) Z(;WA6lE ROOF -TOP HEIGHT(H) , TIE -DOWN CONFIGURATION TYPE MAXIMUM I -- SURFACE AREA OF UNIT I UNIT Cl C2 C3 CA IUNIT'SLARGEST I HEIGHT WIDTH FACE 6 FT' I24'MAR • 12'MIN N/A I NS200 FT AT GRADE Hf200R 60 FT<HS 160 FT 9 FT' MAX IS' MIN MIA HSISrT AT GRADE H 1200 FT 132- 60 H <H 5 Z00 FT 4FTI 1 GRADE N5200 FT H5100 FT H5Z00 FT , 60FATF116 FT' r ATGRAOE I N5200 FT I HSAOFTI 160 FT<HS100Fi N5200: T NJA I HA200 FT ATGRA9 Fr4H$ E 60R < NfWR NSIODFT FT' 4B'MAX i 24'MIN U FT' N/A i AT GRADE WA 7 HSI00 C. 1 i 6p fT <H 5 200 FT. w 16 FT` I NIA AT GRADE MIA H S 200 FT 20 FP 1 N/A AT GRAOE N/A• H 5 300 FT , ZS FP 1 1 N/4 N/A N/A HS30FT 60 FT <H 5 20D FT i GO' MAX 48' MIN MIA- 30FT, I fl/ A fl/A N/A Ai GRADE. 60FT< Hf 180 FT I4. .. ._ . _ 36 FT' t I N/A MIA NIA AT GRACE AS AN EXAMPLE, THIS TABLE IS PERMISSIBLE TO BE USED WITHIN PALM BEACH COUNTY. CHECK WITH LOCAL AUTNORTY HAVING JURISDICTION FOR THE APPUCA8IUTV OF THIS TABLE WITHIN CERTAIN FLORIDA COUNTIES TABLE 2 : Vult=175 MPH, EXPOSURE D FOR USE WITH A RISK CATEGORY 11 STRUCTURE IN THE HIGH VELOCITY HURRICANE ZONE-) I ALLOWABLE ROOFTOP HEIGM (H) TIE• OOWN CONFIOUMTIONTof MAR1MlR1: SURFACE AREA OF IUNIT UNIT Cl Cl C3 C4 UNIMLARGEST HEIGHT WIDTH FACE I _ 6 FT' r 9 FT' 24' MAX 32' MAX l2' MWN/A IS' N, It4 1-F • N/A_ I AT GRADE AT GRADE- AT GRADE N S 200 FT NJA _H f 30 FT EL- 4FT' ATGMOE I H5200fT AT GRADF`_N 3200 FF 6F_ N/ A Hi 15 FT • 1 ATGRAOE NS200 FT 9 F r 4r MAX 24' MIN • MIA AT GRADE AT GRADE I Of? H fSDE12FT' N/A 1 AT GRADE H A AT GRA 16 Ff' t N AT ORADE 4-1A i AT GRADE 20 FT' A_ N/ A AT GRADE_ N/- A ATGRADE 1S FT, 30fT' 60P MAX • 48' MIN --•^ N/A MIA NIA AT GRADE j( fir' _ I ; A FTA Zi TAT GR1tDE THIS TAMA 6 PISPERMISSIBLETOBEUSEDWITMWTHEHVHZWHICHCONTAINSBROWARDANDMIAMFOAOECOUNTIES. CHECK WITH LOCAL AUTHORITY HAVING JURSDICTION FOR THE APRCA6W fY OF THIS TABLE WITHIN CERTAIN FLORIOA CDUMIfS. TABLE 4 : Vult=170 MPH, EXPOSURE D FOR USE WITH A RISK CATEGORY If STRUC LIKE-1 AILOWASIE ROOF - TOP HEIGHT IN) TIEdOWN CONFIGURATION TYPE SURFACE AREA OF UNIT UNIT Cl C2 C3 C4 UNITY LARGEST HEIGHT WIOTH FACE 6 FT' 24'MAX 12'MIN . N/A I H5200 FT AT GRADE H5 ZO0 FT 160 FT< H5 SOFT 9P17 f 311MAX 1S'MIN NJA ATGRAOE N/ A H5200 FT 60 FT< H 5200 FTC ZX W ` WW omP C V Z I Z ^oz Z W ril C 9. 4G0- W FGW tD u m 4FT' AT GRADE 6OFT<HSi00Fr. NSI00 FT I HS100 FF H5200FT 6R' fl/ A H5200 FT HS15FT 60FT< HS200FTa H5200 FT9FT' 48'MAX 24'MIN NIA HSISFT 60FT4NfZ00Fr. AT GRADE H52DD FT 9Di S3 12 FT' NJA AT GRADE 60Ft<H1120FT1 NJA N S 20D FT I i aB H 5 40 FT Zfit 16 FT' MIA MIA MIA 60 FF<HSTADFT, 20f1' MIA A: WADE • NIA NS40FTIai FT<HS200FT li. l •..E f i @OlrlloRLCwA AT GRADE IS FT- NIA N/A NIA 60 FT<H5200r 15-2378 60' MAX 48' MIN si GRADE S.u45N rn wCK Des4 ITU" 30 FT' NIA _. N/A. _ TJ/a 60 PATN S 100FT 36FT' MIA N/ A NIA ATGRAOE C AS AN EXAMPLE. THIS TABLE IS PERMISSIBLE TO BE USED WITHIN PALM BEACH COUNTY. CHECK WITH LOCAL AUTHORITY HAVING JURISDICTION FOR THE APPLICABILITY OF THIS TABLE WITHIN CERTAIN FLORIDA COUNTIES. I TABLE 5 : Vult=14O MPH, EXPOSURE B FOR USE WITH A RISK CATEGORY II STRUC1URE•1 ALLOWABLE ROOF -TOP HETGIR Ml TIE-0OWN CONIIGUI4TIONTYPE MAXIMUM SURFACEAAEAOF UNIT UNIT Cl Q a CAUNIT'SLARGEST HDGNT WIDTH 1 FACE 6 Fi' 2A'MAX L5 ITIl2'MIN t10Fl 312pR1 Ns200R ) HSZOO R H5200R I 9R' I32'MAX 15'MIN I AT GIIADE ; Nf2WR NSZOO R HS2W FT AFT' I i 1H5200FT T Hf200R H5200 FT H5200 FT 6R' ) WR< H40 IT 5200 R' N5200FT HS200 FT HSZODFf 9R' AB' MAX I AT GRADE 2A•MIN4WR<HSBOR! Nf200R HSIODR H5200R 1Vr ( 1 AT GRADE HfMFT WR<N 3200R H5Z00 FT 16 R' i 1 N/A i NS200R N51SRNS200R WR<HS1WR 20R' N/ A / NS200R Hf1SR H1200FT WR< HSIWfr 25R, I N/ A j H54OFT AT GRADE H5ZWIT MAX 60R< H5ZDD R, 60IT<H S3OR A6' MIN:......._ - y1 H5200 FT 160' 30 if,.,.. HS15RATGRADE -• IWFI< Hf IWFI 36 FT' ' N/• I ATGRAOE WA 1 ATGRADE H320DR TABLE 6 : Vult= 140 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY II STRUCTURE') ALLOWABLE ROOf-TOP HEIGHT(M) TIE4)OWN CONFIGURATION TYPE MAXIMUM SURFACE AREA OF UNIT UNIT Cl Q 0 UNR'F/LAARGEST HEIGHT WIDTH 6Fi' 2A'MAX f 12'MINI AT GRADE H52W FT I H5200 FT 9R' i2'MAX IS- MIN N/A I Nf200 fT IWIT<H 9200 FT AFT' HS200R HS200 PI H1200R t 6FT' AT GRADE WR<NSIBOR H5200FT N5200FF 9R' AB'MAX 25'MIN) ATGRAOE HS200 FT ll 60FT<Hsno ATGRI60FF<H 12 FT' ! IN/A H3200R 9140Fl 3' sFf+ f N/AHS15R ATGIIAOE I 60R< H 3200R20FT+ N/A H S 30 R AT GRADE 6OR HS200 <R IS FT' N/A AT GRADE AT GRADE• r— ----- '60'MAX fY MIN I-• -• I NS3<OR 1L SO Fr t1t 1 N/ A It AT GRADE VA A 1'—• 36 F' Yi'. N/A _ AT GRADE TABLE 7 : Vult=140 MPH, EXPOSURE D FDA USE WITH A RISK CATEGORY II STRUCTURE') ALLOWABLE ROOF-IOP HEIGHT(H) i TIE-OOWN CONFIGURATION TYPE MAXIMUM SURFACE AREA OF UNIT UNIT Cl Q C3 CA ! UNIT' S LARGEST HEIGHT FACE WIDTH 6 FT 24- MAX 12' MIN N/A H f Z00 FT WR<M f 3N320 R FTH S 200R 1j 9 FT' 13TMAX IS'MIN N/ A Hf200Ft OO ATGMDF H52WFT ' i0R <NSIAO FI AR' NSAOR TOR< HS2W R HS200 FT HS200 FT 1 HS2WR f 6FT' AT GRADE WR< NS IWR Hs200R H520pFT Hs200R 9FT' A6'MAX 24' MIN N/A H5200FT H91SFT J HSIWR I 12FT' 1 N/ A HSAORAT GRADENS2W FT ' WR<H9200R WR<HSBOR 0 toFr N/ A AT GRADE H5 200 IT 6* R< N 1100FrN/A lATGRADE •.. 20 FT+ _ r•^ N/A-6pR< AT H1200R' XRADE25FP I N/A 60 ATGNa6OE BOFTN/ A HS100R ! W'MAX AB'MIN 30 R+ N/A N/ A WA' AS AN EXAMPLE, THESE TABLES ARE KRME98LE TO BE USED WITHIN WR<H 52W Rj BREVARO COUNTY. CHECK WITH LOCAL AUTHORITY HAVING IUMSOICIION 36 FI., N/A N/A N/A AT GRADE 1 FOR THE AP UCABILITY OF THIS TABLE WTHIN CERTAIN FLORIDA COUNTIES, W R < H S 2W R I D H2200R rCnn 1 1!- Nt2WR I cm I zi 113200R W 9 SNcgK N52W FIoW- o< O HSZWR I HSZOOR Nf10DFTZ a FH HS200RIN52WFr— I Z ^^ HS30 FT ! O_ iR<NfZWFT' z€ W og 3 z1-4 a m 1 ENGINEERING EXPRESS® iP E • R •T• PRODUCT EVALUATION REPORT ENGINEERING EXPRE550 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/ASFM017.61-88 test standards per test report(s).#TEL 01970387A and #TEL b1970387B by Teskbj Mi6N ratod( Inc. .-dQQ,' ;cChin: r 0 STRUCTURAL ENGINEERING CALCULATIONS Rapsed En eeer's Seal Valid f& i 2j Structural engineering calculations have been prepared which a9es!W1• evaluate the product based on comparative and/or rational analysis to qualify the following design criteria: 1. Minimum Allowable Unit Width 2. Maximum Allowable Unit Height 3. Minimum Unit Weight Frank I 4. Maximum Allowable Unit Surface Area rrllll;ii 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 ENGINEERING E 1PF?1=SS11 4/14/2015 BMP International — Steel Tie Down Clips Page 2 of 2 Impact Resistance: Not applicable to this product. Wind Load Resistance This product has been designed to resist wind loads as indicated in the design schedule(s) on the Product Evaluation Document (i.e. engineering drawing). Installation The product listed above shall be installed in strict compliance with the Product Evaluation Document (i.e. engineering drawing), along with all components noted therein. The product components shall be of the material specified in the Product Evaluation Document (i.e. engineering drawing). Limitations & Conditions of Use: Use of this product shall be in strict accordance with the Product Evaluation Document (i.e. engineering drawing) as noted herein. All supporting host structures shall be designed to resist all superimposed loads and shall be of a material listed in this product's respective anchor schedule. Host structure conditions which are not accounted for in this product's respective anchor schedule shall be designed for on a site -specific basis by a registered professional engineer. All components which are permanently installed shall be protected against corrosion, contamination, and other such damage at all times. This product has been designed for use within and outside of the High Velocity Hurricane Zone (HVHZ). 160 SW 12T" AVENUE #106 DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX: 954-354-0443 WWW.ENGEXP.COM Florida Building Code Online 1GTe Page 1 of 3 Ir ): Q. PQk6Ue iarMI0` eas Hm I Lao ra I us Itegistrau- . 110,TOP, u ro Bus'nes n . Product Approval Pro eO al USER: wbk user Regulation i. > eomission Us t > AvNrwnon oeraa Regulation I s emir -wow a I suns a Facts I Pubnatlora I F8c son I acts Site a+av I uoio I Seudh I mat FL2197-RS Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by 08PR 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) 851-7480 Ext 7480 dwert@mii.com Authorized Signature David Wert david.c.wert®mil.com Technical Representative David Wert Address/Phone/Emall 14515 North Outer Fourty Drive Suite 300 Chesterfield, MO 630175746 314) 851-7480 dwert@mll.com Quality Assurance Representative David Wert Address/Phone/.Emall 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 ICC Evaluation Service, LLC Quality Assurance Entity Quality Auditing -Institute Ltd. Quality Assurance Contract Expiration Date 12/31/2015 Validated By ICC Evaluation Service, LLC. Certificate of Independence rx 1)+97 Its COI 'Certmcate of Independence for Evaluation.odt Referenced Standard and Year (of Standard) Mandard 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=wGEVXQwtDyvrTEx%2bbkf .. 7/20/2015 Florida Building Code Online Page 3 of 3 Crc itS. A https://www.floridabuilding.orglpr/pr app_4tl.aspx?param=wGEVXQwtDgvrTEx%2bbkf:.. 7/20/2015 Excerpt from 1CC-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. ICC-ES Evaluation Report ESR-1311 Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.ors>t i (800) 423-6587 (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.mll.com. EVALUATION SUBJECT: MiTeke TRUSS CONNECTOR PLATES: M-16. Mil 16, M-20, Mll 20, M-20 HS, Mil 20 HS, AND MT20HSTe 1.0 EVALUATION SCOPE Compliance with the following codes: 2012, 2009, 2006 international Building Code* (IBC) 2012, 2009, 2006 International Residential Code* (IRC) a. 2013 Abu Dhabi International Building Code (ADIBC)t tThe ADIBC is based on the 2009 IBC. 2oo8 IBC code sections referenced In this report are the Same sections in the ADIBC. Property evaluated: Structural 2.0 USES MiTek* metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3A MiTek* M-16 and 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 Oat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area.:Teeth are 0.16 inch (4.1 mm) wide and 0.37 Inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise In 11/44nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTeke M-20 and MII 20: Model M-20 and Model Mil 20 metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)), ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11A mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0:25 inch (6.4 mm). Each slot has a 0.33-inch-long (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, MII 20 HS, and MT20HS*": Models M-20 HS, Mil 20 HS, and MT20HSTM metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)) and having a base-metal3thicknessof0.0346 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 0.254nch-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 hydraulio-platen embedment presses, ICC-ES Cvaluation Rrpory are nor to be construed m mpresenring aesthetics or any other arobrtes not specifically addressed. nor are they to be construedasanendorteatentofthesubjectofthereportorarecommendationforUsuse. 77tere is no tra ronty by ICC Cvahmtion Service. LX. express or Implied as to anyfirding or other matter In this repwA or or to any product covered by the report CopyrightO 2015 0 Page 1 of6 ESR-1311 I Most Kridely ACaepfed and Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT° (Ibfin3/PLATE) LUMBER SPECIES SG r AA 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 -latch 0.5 220 195 180 190 Hem -fir 0.43 185 148 129 145 Spruce -pine -fa 0.42 197 144 143 137 Southern pine 0.55 249 190 184 - 200 M-20 HS, M1120 HS and MT20HS Douglas fir -larch 0.5 165 146 135 143 Hem -fir 6.43 139 111 97 109 Spruce -pine -fir 0.42 148 108 107 103 Southern pine 0.55 187 143 138 150 For SI: 1lbfiff = 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 10 load, wood grain perpendicular to load3AIItruss'pletes are pressed.0to the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses thatusepartialembedmentfollowedbyfull -embedment rollers, or combinations of partial embedment roller presses and hydrsulicrplaten 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 MI120 M-20 HS, Mill 20HS.AND MT20HS Efficiency PoundsllnchlPair of Connector Plates Efficiency PoundslinchlPair of Connector Plates Efficiency PoundsllnchlPok 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)) Meldmum,Net Section Occurs over the Joint: Tension @ 00 0.68 1945 0.62 1091 0.67 1716 Tension ® 900 0.30 849 0.48 841 0.52 1321 Shear values Shear @ 00 0.54 1041 0.49 574 0.43 761 Shear ® 300 0.61 1173 0.63 738 0.61 1085 Shear ® 60D 0.73 1402 0.79 936 0.67 1184 Shear ® 90D 0.55 1055 0.55 645 0.45 792 Shear Q 1200 0.48. 914 0.42 490 0.34 608 Shear ® 1500 0.35 672 0.46 544 0.3 537 For SI: 1 Iblinch = 0.175 Nhnm, linch = z5.4 mm. NOTES: Minimum Net Section -A One through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line passes through a line of holes. 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 One passes through a section of the plate with no holes. ESR4 311 1 Most Widely Accepted and Tiusted Page 5 of 5 0.12V 0.21V 0 5W 0 3$V 32mm 64mm 127mm 9`3mn goo A ban DDD goo 000 D0 Ono 00 000 Goo J 009 DDD goo DOB Da0 ODD Oa0 M-20 HS, MII 20 HS, MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (in Inches) (Continued) IMES Evaluation Report E5K-1311 rt5L. OUPPlemcM Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.onl 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of me inremallonal t uutl vu DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www,mli.com EVALUATION SUBJECT: MiTek®TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mil 20, M-20 HS, MII 20 HS, AND MT20HSTM 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTek® Truss Connector Plates M-16, Mil 16, M-20, MII20, 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: t 2014 and 2010 Florida Building Code —Building 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTek®Truss Connector Plates M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, and MT20HSTm, described in Sections2.0 through 7.0 of the master evaluation report ESR-1311, comply with the 2014 and 2010 Florida Building Code —Buildingandthe2014and2010FIoidaBuildingCode —Residential, provided the design and installation are in accordance with the Intemational'1$60dOg ;Code• {IBC) provisions noted in the master report. Use of the WakeTrussConnector Plates M-16, Mil 16, M-20, Mil 20, M-20 HS, MI120 HS, and MT20HSTM has also been foundtobeincompliancewiththeHigh -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 qualityassuranceentityapprovedbytheFloridaBuildingCommissionforthetypeofinspectionsbeingconductedistheresponsibilityofanapprovedvalidationentity (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- ES Evaluation Peparn are not to be conrrraed as representing ovrhe is or ony offer onnoures nor spec0 cairy wa.c , «,..... «•. • - •-•-•• -- asanindorsementojthesubjectOfthereportorarecommendallonforItsuse. There is no warranty by 1CC Evaluation service. LLC. express or "'spited os so aryJinding or ocher "Wirer in this report. or as to arty product covered by she report Page 1 of t Copyright 0 2015 IMES Evaluation Report E5K-1 s1 I Reissued June 2015 This report is subject to renewal June 2017. www.lcc-es.orn 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the Intemational Code Council" DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 0617 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com. EVALUATION SUBJECT: MiTek! TRUSS CONNECTOR PLATES: M46, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HS- 1.0 EVALUATION SCOPE Compliance with the following codes: I! 2012, 2009, 2006 international Building Code! (IBC) a. 2012, 2009, 2006 International Residential Code! (IRC) 2013 Abu Dhabi International Building Code (ADIBC) The ADIBC is based on the 2009 IBC. 2009 IBC code sections rdererowd in this report are the same sections in the ADISC: 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 M1116: 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 14nch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 1t/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 M11 20 metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [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 (GA mm). Each slot has a 0.33-inch-tong (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTek! M-20 HS, Mll 20 HS, and MT20HS'm: Models M-20 HS, MII 20 HS, and MT20HSTM metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)), ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)) and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/4-inch-by-1-inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.254nch-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, IMES Evaluation Reports are nor to be construed as representing oesthek= or any other attributes not speclJkalli, addressed, nor are they to be construedasanendorsementofthesubjectofthereportorarecommendationforitsuse. There is no %varranty by iCC Evaluation Scrrlce, /.LC. crpmss or In tpllcdas to anyJlnding or ocher matter in this report, or as to any product covered by the report. ,C Copyright O 2015 Page 1 of 5 ESR-1311 I Most WIde/y Accepted and Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ibnn=/PLATE) LUMBER SPECIES SG F AA EA _ AE EE M-16 AND Mil 16 Douglas fir-4arch Hem -Pr 0.5 0.43 176. _ 119 121 64 137 102 126 98 Spruce -pine -fir Soulhem pine 0.42 0.55 127 174 82 126 75 147 107 122 M-20 and Mill 20 Douglas fir-4arch 0.5 220 _ 195 180 190 Hem -fir 0.43 185 148 129 145 Spruce -pine -fir Southern pine 0.42 0.55 197 144 249 190 143 184 137 200 M-20 HS, Mil 20 HS and MT20HS _ Douglas fir -larch Hem -fir 0.5 0.43 165 139 146 111 135 97 143 109 Spruce -pine -fir Southern pine 0.42 0.55 148 187 108 143 107 138 103 150 For SI: 1lbfin` - 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.graln perpendicular to loadAlitrussplate$ 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 hyd!aufic platen presses that feed trusses Into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY FORCE DIRECTION M-16 AND MII 16 M-20 AND Mil 20 M-20 HS, Mil 20HS AND MT20HS Efficiency PoundslinchtPair of Connector plates I Efficiency I PoundsfinchlPalr of Connector Plates I Efficiency I PoundsllncNPair of Connector Plates Tension Values in Accordance with Section 5.4.4.2 of TPI-1 (Minimum Net Section over theJoint)' Tension @ 0- Tension @ 900 0.70 0.36 2012 1013 0.50 0.47 880 820 ' 1 0.59 0.48 1505 1219 Tension Values In Accordance with TPI-1 with a Deviation [see Section 5.4.9 (e)] Maximum Net Section Occurs over the Jolnt2 Tension @ 0- Tension @ 900 0.68 0.30 1945 849. 0.62 0.48 1091 841 0.87 0.52 1716 1321 Sh_ ear Values Shear @ 00 Shear @ 30- Shear @ 60- Shear @ 900 Shear (0 120- Shear @ 150- 0.54 0.61 0.73 0.55 0.48 0.35 1041 1173 1402 1055 914 672 0.49 0.63 0.79 0.55 0.42 0.46 574 738 936 645 490 544 0.43 0.61 0.67 0.45 0.34 0.3 761 1085 1184 792 608 _ 537 For SI: 1 Iblinch = 0.175 Nhnm, Cinch = z5.4 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. 2Maximwri 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 1 Most Widely Accepted and Trusted Page 6 of 6 o i w 0 2W o ADO" 0 3W 3.2mm 94mm 93 mm 12..7-+mm Sono goo 000 ci Iaoo 000 0001 100 ago aoo 000 000 ooa TH M-20 HSI Mil 20 HSI MT20HS FIGURE 1—,APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (In Inches) (Continued) ICC-ES Evaluation Report E5K-' JII r-tsk upplemenL Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.om I (800) 423-6587 1 (562) 699-0543 A Subsidiary of the Intemaiional Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 63—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14516 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii.com EVALUATION SUBJECT: MiTeO TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HS"" 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MTTee Truss Connector Plates M-16. Mll 16, M-20, MII 20, M-20 HS, Mil 20 HS, and MT20HS"", recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: 2014 and 2010 Florida Building Code —Building 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MTek®Truss Connector Plates M-16, MII 16, M-20, Mil 20, M-20 HS, Mil 20 HS, and MT20HS"", described in Sections 2.0 Through 7.0 of the master evaluation report ESR-13T1,-comply with the 2014 and 2010 Florida Building Code —Building and .the2014 arrd 2010,E de Building Codes —Residential, provided the design and installation are in accordance with the International Building Code tl6C) prOvisions.noted in the master report. Use of the MiTeke Truss Connector Plates M-16, Mil 16, M-20, MII 20, M-20 HS, Mil 20 HS, and MT20HSTM" has also beenfoundtobeincompliancewiththeHigh -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For pniducts failing under Florida Rule 9N4, verification thet,the report holders quality assurance program is audited by a. qualify :asst,rarioe :enemy approved. by the. Florida Building Commission• for the type of inspections being. conducted is theresponsrbifityofan: e proyed validation entity (or the code. official 'when the report holder does not possess an approval by the Commissionj. This supplement expires concurrently with the master report, reissued in June 2015. CC -ES Evaluation Reports are not to be comlrucd as representing aesthelhi or any other aa rbutes not specifically addressed. nor are they to be construedasanendorsementofthesubjectofthereportorarecommendationforInuse. "wre is no womanly by ICC Swluollon Sa vice. LLC. espres or lmplled as to any fiading or other mailer In thLs report. or as to any product covered by the report Page 1 of 1 Copyright 0 2015 ICC-ES Evaluation Report ESR-131I Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.org 1 (800) 423-6587 I (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. 14616 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, Mil 20, M-20 HS, MII 20 HS, AND MT20HS- 1.0 EVALUATION SCOPE Compliance with the following codes: 2012, 2009, 2006 Intemational Building Code® (IBC) is 2012, 2009, 2006 Intemational Residential Code® (IRC) 2013 Abu Dhabi Intemational Building Code (ADIBC)t tThe ADIBC Is based on the 2009 IBC, 2009 IBC code sections referenced In this report are the same sections In the ADIBC. Property evaluated: Structural 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTek®M-16 and MII 16: Model M-16 and Model Mil 16 metal truss connector plates are manufactured from minimum No. 16 gage 10.0575 inch total thickness '(1.46 mm)), ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 14nch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 11/44nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MITeko 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 10.0005 inch thickness on each side (0.013 mm)) and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTek® M-20 HS, Mil 20 HS, and MT20HS m: Models M-20 HS, Mil 20 HS, and MT20HS"A metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)), ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/4-inch-by-l-inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal; Each module has three slots, 0.45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.25-inch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6A 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, CC -ES Evaluation Report; ore not to be construed err rep uenlMg aerrhrrla or any other oarlbalss not pcclfica/ty oddrvsed, rror arc they robe construedasanencasementofthesubjectofthereportorarecomnrendotlonforIvuse. There tt no warranty by ICC Evaluation Service, LLC cyrem or implied as to airy finding or other matter in thb report or as to airy product covered by the report 9"U.- Page 1 of 5 Copyright 0 2015 ESR4311. 1 Most Widely Accepted and Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (t reiPLATE) LUMBER SPECIES SG AA EA AE EE M-16 AND 111111116 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 _ 185 145 129 145 Spruce -pine -fir 0.42 197 144 143 _ 137 Southern pine 0.55 249 190 184 200 M-20 HS, MII 20 HS and MT20HS Douglas fir -larch 0.5 165 146 135 143 Hem -fir 0.43 139 111 97 109 Spruce -pine -fir 0.42 148 108 107 103 Southern pine 0.55 187 143 138 150 For SI: llbllrr = 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 pgrpendicuAf to load, wood grain perpendicular to loadAlltruss. plates ere pressed Into the wood for the full depth of Uneir teeth by hydraulic -platen embedment presses, multiple roller presses thatusepartialembedmentfollowedbyfull -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY FORCE DIRECTION M-16 AND M1116 M-20 AND MII 20 M-20HS, Mil 20HS AND MT20HS Efficiency PoundsflnchfPalr of Connector Plates Efficiency Poundstinch/Pair of Connector Plates Efficiency POundslinchlPelr of Connector Plates Tension Values in Accordance with Section 5.4.4.2 of TPI-1 (Minimum Net Section over the Joint)' . Tension @ 0" Tension @ 9V 0.70 0.36 1 2012 1013 0.50 0.47 880 _ 820 0.59 0.48 1505 1219 Tension Values in Accordance with TPI-1 with a DeNelion {see Section 5.4.9 (e)] Maximum Nel Section Occurs over the Joint Tension @ 00 Tension @ 90° 0.68 0.30 1945 849 0.62 0.48 1091 841 0.67 0.52 1718 1321 Shear Values Shear @ V_ Shear @ 300 Shear ® 609 Shear @ 90° Shear @ 12DO Shear @ 1500 0.54 0.61 0.73 0.55 0.48 0.35 1041 1173 1402 1055 914 672 0.49 0.63 0.79 _ 0.55 0.42 0.46 574 738 936 645 490 544 0.43 0.61 0.67 0.45 0.34 0.3 761 1085 1184 792 537537 For SI: 1 Ibfinch = 0.175 Wmm, 1 inch = Z5A 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. 2Maxtmurn 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. M -1311 I Most Widely.ACCepted and. Trusted Page 6 CIS 0,12W 0.2W 0.9W 0 36S 3 2 mm 8.4 m}m 12 7 nwn Tw 000 000 0.00 000 000 000 0 D 0 000000 J 1:000 000 000 000 000 000 000 A 000 UrH M-20 HS, MII 20 HS, MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (In Inches) (ConUnued) ICC-ES Evaluation Report E5R-1;511 1-01; *upplement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.oM I (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council). DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53--Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www. mil.ccm EVALUATION SUBJECT: MITek®TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HS"- 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that Wee Truss Connector Plates M-16, MII 16. M-20, MII20, 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: 1 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, MII 20, M-20 HS, Mil 20 HS, and MT20HSTM, described in Sections2.0•tigou4h 7.6 of the:master evaluation report:ESR4311, comply with the 2014 and 2010 Florida: Building Code —Buildingandttf6'2014 arid.2010=Florrrda Building. Code..—Rest?enNal, provided the design and installation are In accordance with the international Building Code! (IBC) pi !slons•noted in the, master report: Use of the MiTek®Truss Connector Plates M-16, Mll 16. M-20, MII 20, M-20 HS. MII 20 HS, and MT20HSTM has also beenfoundtobeincompliancewiththeHigh -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For produats:falifhg under Florida. Rule 9N-3, verification that the report holder's quality assurance program is audited by a quality.assurance.erkey approved :by.the Florida Building Commission for the type of inspecWons being conducted is-al ib byresppnsibiG, -of an•.approved validation entity (or the Code. official when the report holder.does not possess an approv the Commission).. This supplement expires concurrently with the master report, reissued in June 2015. CC - ES Evaluation Ropora are not to be comrrwd as representing oesthetla or any other otaibut" not specipeolly addressed. nor are they lobe e—t-eedt as an endorsement of the subject of the report or o recommendation for its UM There is tro »vrron by 'CC F.voiumfonservice. LLC, espresa pl _ to arty finding or other mover in this report. or as to any product covered by the report. p1"' Page 1 of 1 Copytrght O 2015 ICC-ES Evaluation Report tsrc-1.311 Reissued June 2015 This report is subject to renewal June 2017. Www.icc-es.o.Eg 1 (800) 423-6587 1 (662) 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) 4344200 wwwmll.com EVALUATION SUBJECT: MiTekm TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HSTM 1.0 EVALUATION SCOPE Compliance with the following codes: 2012, 2009, 2006 international Building Code® (IBC) 2012. 2009, 2006 International Residential Codee (IRC) 2013 Abu Dhabi International Building Code (ADIBC)1 tThe ADIBC Is based on the 2009 IBC. 2009 IBC code sections referenced in this report are the some sections in the ADIBC.. Property evaluated: Structural 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood frame trusses.. 3.0 DESCRIPTION 3.1 MiTek®M-16 and MII 16: Model MA6 and Model MII 16 metal truss connector plates are manufactured from minimum No. 16 gage 10.0575 inch total thickness (1.46 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)) and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm). and lengthwise in 11/4-inch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTek® M-20 and M1120: Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)), ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0,013 mm)) and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33-Inch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTek® M-20 HS, Mil 20 HS, and MT20HSTm: Models M-20 HS, MII 20 HS, and MT20HS7m metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 0.0005 Inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/4-inch-by-14nch (19 mm by 25.4 mm) modules of teeth arestamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0. 45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.254rich-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6. 4 mm). Each slot has a 0.334nch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details. 4. 0 DESIGN AND INSTALLATION 4. 1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, IMES Evaluation Reports are not to be const d" representing aesthetics or any other attributes not specifically addressed, nor an they to be construed as an endorsement of the subject of rho report or a recommendotion for Its use. Then is no warranty by !CC Evaluation $ervke. I l C. UP- or implkd as to ony finding or other matter in this report, of at to any product covered by the report Page 1 off Copyright 0 2015 ESR-1311 I Most Widely Accepted and Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ib/in'/PLATE) LUMBER SPECIES SG AA EA AE EE M-16 AND MII 16 ' Douglas fir -larch 0.5 178 121 137 126 Hem -fir 0.43 119 64 102 98 Spruce -pine -fir 0.42 127 82 75 10T 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 fir -larch 0.5 165 146 135 143 Hemfir 0.43 139 111 97 109 Spruce -pine -fir 0.42 148 108 107 1 Southern pine 0.55 187 143 138 105 For SI: 11b/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. 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 perpendiciular to load, wood grain perpendicular to loadAtitrussplatesare.pressed into the wood for the full depth of their teeth" by hydraulic -platen embedment.presses. multiple roller presses thatusepartialembedmenttoltowe0'by'full-embedmen1 rollers. or Combinations of partial embedment-*roner presses and'hydrautic-plane+ presses that feed misses Into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY FORCE DIRECTION M-16 AND MII 16 M-20 AND MII 20 M-20 HS, MII 20H3 AND MT20t IS Efficiency Pounds/Inch/Palr of Connector Plates I Efflclency i Pounds/Inch/Palr of Connector Plates Efficiency Pounds/inch/Palr of Connector Plates Tension Values in Accordance with Section 5.4.4.2 of TPI-1 (Minimum Net Section over the Joint)' Tension 40 00 0.70 2012 0.50 no 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)) Mardmum Net Section Occurs over the Joint' Tension ®01 0.68 1945 0.62 1091 0.67 1716 Tension @ 900 0.30 849 0:48 841 0.52 1321 Shear Values Shear ® 00 Shear.® 300 Shear ® 609 Shear ( 900 Shear (dJ 12(r Shear (81150° 0.54 0.61 0.73 0.55 1 0.48 0.35 1041 1173 ._ 1402 1055 914 672 0.49 0.63 0.79 0.55 0.42 0.46 574 -- 738 936 645 490 544 0.43 0.61 0.67 0.45 0.34 0.3 761_ .. 1085 11 792 608 637 For SI: 1 lb/inch = 0.175 Wmm, 1 inch = z5.4 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 fine passes through a line of holes. Ma)dmum 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 5 of b d 1 W 0.2W 0-WV 0 sw 32mm esmm 9 3''n m7mm A 600' 000 i0o 000 000 I000 000 000 J I000 000 000 j000 000 000 000 000 000 M-20 HSI MII 20 HSI MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (in Inches) (Continued) IMES 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) 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. 14616 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MiTek®TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mil 20, M-20 HS, M1120 HS, AND MT20HS"r 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTek®Truss Connector Plates M-16, MII 16. M-20, MII 20, W20 HS, Mil 20 HS, and MT20HST", recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: 6 2014 and 2010 Florida Building Code —Building 111 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTekeTruss Connector Plates MA6, Mil 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 Intemational Building Code. (IBC) provisions noted in the master report. Use of the MiTek®Truss Connector Plates M-16, MII 16, M-20, M1120. M-20 HS, MII 20 HS, and MT20HS7e 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 -ES Evaluation Reports are not to be comirued ai representing authetics or any other attributes not spectfkally addressed, nor are they to be comwed as an endornment of the subject ofthe report or a recommendorion for its use. There Is no srorramy by JCC Evaluation Service, U.C, repress or Implied as to arty finding or other matter to thtr report, or m to any product covered by the report =Q1 S Copyright m 2015 Page 1of 7 M 02/11/2015 13:41 ffA* P.0021004 MIA% MIAMi-DADS COUNTY PRODUCT CONTROL, SECTION t 1905 SW 26 stree4 ttoom 208 DBPARTMENT OF REGULATORY AND ECONOMIC RBSOURCBS (RER) Miami, Florida 33175.2474 BOARD AND CODE ADMINISTRATION DIVISION T (726013-2590 F (786) 313-2599 NOTICE OF ACCEPTANCE (NOA) W"anismids4mav/economy Southeastern Metals Manufacturing Company, Inc. 11801 Industry Drive Jacksonville, FL 32218 SCOPE: This NOA Is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER -Product Control Section to be used in Miami Dade County and other area where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section In Miami Dade County) and/or the AHJ (in 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 revolm, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code including the High Velocity Hurricane Zone of the Florida Building Code. DESCRIOMON: Weather Vent LABELING: Each unit shall bear a permanent label with the manufacturers name or logo, city, state and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed. then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for Inspection at the job site at the request of the Building Official. This NOA renews 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 .600,0-- p NOA No.: 13-0814.09 Expiration Date: 04/1919 Approval Date. 01/23/14 Page 1 of 3 Y k 0211112015 13:42 ffa ROOFING ASSEMBLY APPROVAL Category: Roofing Bub -Category: Ventilation Material: Steel Minimum Slope: 2.12 TRADE NAMES OF PRODUCTS MANUFACTURED OR LABELED BY APPLICANT: Manufactured by Test Product Aaelicant Aimenaione Snadficatfooa ]Description Weather Vent Vent : 4- K" x 19" x 46" TAS 100 Galvanized metal roof vent Deck Flan6e: 24" x 52" Thicktuss: 0.0217 inch. • _._. MANuncr JmG LOCATION 1. Jacksonville, FL EVIDENCE SUBMITTED Test Aeenev Teat Identifier Test Name/Renort PRI Asphalt Technologies, Inc. TAS 100 SEM-002.02-01 ICC-ES AC132 SEM-027-02-01 P.0031004 Date 08/14/03 01/07/14 AFMOVED APPLICATIONS: Deck Type: Wood Deck Description: t°/n" or greater plywood or wood plank System Type A: Mechanical attachment of vent for shingle roofs Cutout: Mark a 3K" x 46" opening centered between layout lines and aligned minimum 6 inches from the ridge. Set blade to thickness of sheathing and cut opening. Brush away sawdust and debris. Installation: Vents should be evenly spaced on the roar slope of the roof. Center vent in opening and set it in a 1/8" thick of an approved ASTM D 4586 asphalt roofing cement. Secure vent to the roof deck with 1-y4" galvanized ring shank roofing nails spaced approx. 8" o.c. and 1" from the outside edge of the flange. Use a minimum of 18 nails per vent. Seel all nails and vent flange with an approved ASTM D 4586 roofing cement. (See drawings herein). Net Free Area: 99 square Inches. NOA No.: 13-0914.08 Expiration Date: WOW Approvel Date: 014N14 Page 2 of 3 0211112015 13:43 ffA P.004/004 LIMITATIONS: 1. Refer to applicable building code for required ventilation. 2. Weather Vent shall comply with the manufacturers current published application Instructions and the requirements set forth in the applicable building code. 3. This acceptance is for installations over asphaltic shingle roofs only. 4. Weather Vent shall not be installed on roof mean heights greater than 33 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 manufacturers name or logo, city, state. and following statement: "Miami -Dade County Product Control Approved" or the Miami -Dade County Product Control Seal as shown below: DRAWINGS o • ROOF FLANGE NAIL PLACEMENT END OF THIS ACCEPTANCE NOA No.: 13-0814.08 Itipirstton Date: 04/0/19 Approval Date: 01R3/14 Page 3 of 3 R I Florida Building Code Online Uncker Page 1 of 1 LIS2 16- Business, Z Professional Regulation P Itd OCIS home I I" in I User Registration i Hot soda I Submit Surcharge I slats S Facts I Putahations I FBC Staff I 9CIS site Map I units I search I Businestb)jBusineia*Product Approval USER: public User Regulation Ividild Anriwal Menu > AOdaG Of Avelitatbn freardr > Appllratlon tlft cum 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 JCarGrt IlCiVlsar n rrw r rrra i>< Tyoe Manufacturer validated By Status FL15216-R2 Revision InterWrap, Inc. John W. Knezevich, PE Approved History Category: Roofing 954) 772-6224 Subcategory: Underlayments C,L,d US :: 1940 Neitti alomaj streA Taflihnitae Fl. 32399 Phone: /50-4117-Ie24 The State of Fjords IS an ANEEO employer. Coffi ldht 2002.2013 state et Florida.:: Privacy statement : • eMrecslWM statement :: Refund 51atement Under Florida law, email addresses are public records. If you do not want your a•mall address released in response to a public -records nequesL do not send electronic mall to this entity. Instead, contact the oRka by phone or by traditional mall. If you have any questions, please contact e50.497.1395. 'Pursuant to section 455'275(1), Florida statutes, effective October 1, 2012. licensees licensed under Chapter 455, F.S. must provide the Department with an email address It they have one. The emalls provided may be used for Official commuNulion with the licensee. However email addresses are public recall. If you do not wish to supply a verSpnal address, please provide the Department with an email address which an be made available to the public. To determine It you are a licensee underChapter455, F.S., please loch b=. Product Approval "is: W-3Oil Creel t!Ar E https://www.flOTidabuilding.org/pr/pr_appjst-aspx 7/20/2015 Florida Building Code Online Page I of 2 Business & Professional Regulation F1060109MId Busines SCIS Moore I tog In I user Registration I Mot TopM I Submit surcharge I stats a Facts I Publicatims I FBC Stan I DOS Site Map I Unks search Product Approval tRofessi - al R. Public;User Regulation Pradun AnaroYaLNnmt a Product or Paatkalbe Search Aoolcalbn Lis t > AppllOUon OaloU pl41l f i!R!!!8fllltl8 FL # 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® i nterwrap.com Authorized Signature Eduardo Lozano e loza no @ In to rw ra p. co m Technical Representative Eduardo Lozano Address/ Phone/Email 32923 Mission Way Mission, NON -US 00000 778) 945-2891 elozano@interwrap. com Quality Assurance Representative Address/ Phone/Email Category Roofing Subcategory Underlayments Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer I Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Robert Nieminen the Evaluation Report Florida License PE-59166 Quality Assurance Entity Intertek Testing Services NA Inc. - ETL/Wamock Hersey Quality Assurance Contract Expiration Date 11/17/2015 Validated By John W. Knezevlch, PE I Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code 1507. 2.3 1507. 5.3 1507. 8.3 1507. 9.3 1507. 9.5 T1507. 8 https:// www.floridabuilding.org/pr/pr app_dti.aspx?param=wGEVXQwtDgv3yVVKJZIQ... 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Method 2 Opbon B Date Submitted 04/28/2015 Date Validated 04/2912015 Date Pending FBC Approval 05/04/2015 Date Approved 06/23/ 2015 Summary of Products FL x Model, Number or Name Description 15216.1 RhlnoRoof Underlayments Synthetic roof underlayments Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Installation Instructions Ft 1 S216 R2 11 2015 04 FINAL ER INTERWRAP RHINOROOF FL15216- R2.Dd Verified By: Robert Nieminen PE-59166 Created by Independent Third Party: Yes Other: See ER Section 5 for Limits of Use. Evaluation Reports F1IS216 R2 AE 201S 04 FINAL ER ]NTERWRAP RHINOROOF FLI5216- R2•Dd Created by Independent Third Party: Yes Moat Contact Us.: 1940' Nerih Monroe Street. Tal aha_ssee R 32399 Phone: 050.4e7.1824 The State of Florida is an AA/EW employer. Copyright 2007.2013 Sate of Florida..: ftivacy Statement:: S1W.IIOLS1dlt :: Refund Statement underFlorida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do rot send electronic mail to this entity. Instead, contact the offka by phone or by traditional mall. If you have any questions, please contact 650.487.1395. •PUr$Wfd to Section 455.275(1), Florida Statutes, effective October 1, 2012, ticensees licensed Under Chapter 455, F.S. must provide W Department with an erriiiI address If they have one The emarls provided may In Used for official communication with the brtrtsee. However email addresses are public record. If you do not wish to supply a personal address. Please provide We 011911A l M with an email address which can to made avallable to the public. To detemdm if you are a licensee under chapter 45S. FS., please click help_ Product Approval Accepts: N ®® xrvrih'w'rrrutr https:// www.floridabuilding.org/ pr/pr_app_otl.aspx?param=wGEVXQwtDgv3yV VKJZ1 Q... 7/20/2015 EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503 TRQOINITY I ERD 353 CHRISTIAN STREET, UNIT 4OXFORD, CT o6a787a PHONE: (203) 262-9245 FAX: (203) 262-9243 EVALUATION REPORT Interwrap, Inc. Evaluation Report 140510.02.iZ-RZ 32923 Mission Way FL15216-112 Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2: 04/27/2015 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 5'h Edition (2014) Florida Building Code sections noted herein. DEscRIPrION: RhinoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity I ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words 'Trinity) ERD 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 DCAANE19a3 eft: si;`SS. q:..•fJ, • The faaimh ual appeoft was outhw ted W Robert Wmhen, y,JN>,,.N'• P.Lon Oa/27/201S. This does not sane asonelectronka0y.t,zn ed dommem. Signed, sealed hardwpks have been twnsnk"ed to Ile Pmdun Approval AdminUmtor 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) 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. A QOTRINIWIERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year 1507.2.3,1507.5.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 2507.8.3, 2507.9.3, 2507.9.5 on Heating 1507.2.3,1507.5.3,1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 2507.9.3 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference Date ITS (TST1509) Physical Properties 100539395C0Q-006 10/27/2012 ITS(TST1509) Physical Properties 100539395COQ•002 10/27/2011 ITS(TST1509) Physical Properties 100539395COO.006 03/14/2014 ITS (QUA]673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhinoRoof U20 is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM D226, Type I or Type 11 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: 5.1 This is a building code evaluation. Neither TrinityJERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report Is not for use in the HVHZ. 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. 5.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. If not listed, a request may be made to the 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 CIVWNS Underlayment Asphalt Shingles Nail On The loam On Tile Metal Wood Shakes Shingles Slate or Simulated Slate RhinoRoof U20 Yes No No I Yes Yes I 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 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM D226, Type I or II or D4869, Type II underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, U.C. Certificate oJAuthorizotion #99.503 Evaluation Report I40S10.02.12-R2 FL1S216-R2 Revision 2: 04/27/2015 Page 2 of 3 TRINITYJERD 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. 4.4 RhlnoRoof U20: 6.4.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1-inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 Single Laver: Roof Slope > 4:12: End (vertical) laps shall be minimum 6-Inches and side (horizontal) laps shall be minimum 4-inches. Refer to Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain conditions. For exposure < 24 hours, use of every -other fastening location printed on the surface is acceptable. For exposure > 24 hours up to maximum 30-days, use of every fastening location printed on the surface is required. When batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole in accordance with Interwrap published instructions. 6.4.3 rouble 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. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 8. MANUFACTURING PLANTS: Contact the manufacturer or the named QA entity for information on plants covered under Rule 61G20-3 QA requirements. 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc.-ETL/Warnock Hersey — QUA1673; (604) 520-3321 END OF EVALUATION REPORT - Exterior Research and Design, LLC. Evaluation Report 140510.02.12-RZ Certlficote of Authorizotion #9503 FLiS216-R2 Revision 2: 04/27/2015 Page 3 of 3 QOTFuNITYIERD EVALUATION REPORT EXTERIOR RESEARCH & DESIGN, LLC. Certipcote of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Interwrap, Inc. Evaluation Report 140510.02.12-R2 32923 Mission Way FL15216-R2 Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2: 04/27/2015 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 51h 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 'Trinity I ERD 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 DC4 ANE1983 aQr'LtaeJ,ti<,• , Q xo-sate sue% si— , — MZ ta „• : •° y F • :...... , ` The reams. se.I,ppca rhi{ was authorized by Robe" Nkminen, 1.`Y ON ss`' P.Eona/27/2015. TAIs does not gtveasenekcvonlolly sl{ned document. Signed, tae40 hardtopks have been transmitted to the Product Approval AdminlftratoF end to the named client CERTIFICATION OF INDEPENDENCE: 1. Trinity ERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products It evaluates. 2. Trinity ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity Involved in the approval process of the product. 5. This is a building code evaluation. Neither Trinity ERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. QOTRINITYIERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year 2507.2.3, 1S07.5.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 2507.8.3, 2507.9.3, 2507.95 on Heating 2507.2.3, 1507.5.3, 2507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM 04869 2005 2507.93 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference pate ITS (TST2509) Physical Properties 100539395COQ-006 10/27/2011 ITS (TST3SO9) Physical Propenies 100539395COQ-002 10/27/2012 ITS(TST1509) Physical Properties 1D0539395COQ-006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 13/17/2014 4. PRODUCT DESCRIPTION; 4.1 RhlnoRoof U20 is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM D226, Type 1 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: 5.2 This is a building code evaluation. Neither,TrinitylERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, Is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVHZ. 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. 5.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. If not listed, a request may be made to the 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 OVrions Underlayment Asphalt Shingles Nall -On Tile Foam -On Tile Metal Wood Shakes Shingles Slate or Simulated Slate RhinoRoof U20 Yes No No Yes Yes No 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published Installation instructions and the requirements for ASTM D226, Type I or II or D4869, Type II underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, U.C. Evaluation Report I40SI0.02.32-R2 Certifcote oJAuthorizoUon #9S03 FLlSZ16-RZ Revision 2: 04/27/2015 Page 2 of 3 TRINITYJERD 6.3 Re -fasten any loose decking panels, and check for protruding nall heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. L.4 RhlnoRoof U20- 6.4.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1-inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 Single Laver: Roof Slope > 4.12: End (vertical) laps shall be minimum 6-inches and side (horizontal) laps shall be minimum 4-inches. Refer to Interwrap, Inc. recommendations for alternate lap configuratlons 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 QA entity for information on plants covered under Rule 61G20-3 QA requirements. 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc.-ETL/Warnock Hersey — QUA3673; (604) 520-3321 END OF EVALUATION REPORT - Exterior Research and Design, I.I.C. Evaluation Report 140S10.02.12-RZ Cerd/lcote of Authorization #9503 FLiS216-R2 Revision 2: 04/27/2015 Page 3 of 3 Florida Building Code Onlinehr 1 Page 1 of 2 n - Business & Professional 1 Wkhr"n;V"r# l(d BCIS Home I Log in I User Registration i Not Top" Submit Surcharge I Stats 6 Facts I PublkatIOM I FSC Staff I 8C1S ske Map I Links I Search Busines VjProfessil.lal Product Approval USER: Public User Regulation ggwal Merry > pysEvct er AeMKalkrt Seareq > Aoollrwtian un > Application Damn FL aft 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 mcolilns@atiasroonng.com Authorized Signature Meldrin Collins mcollins@atiasroofing.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Asphalt Shingles Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer I Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Zachary R. Priest the Evaluation Report Florida License PE-74021 Quality Assurance Entity UL LLC Quality Assurance Contract Expiration Date 12/31/2020 Validated By Locke Bowden fir Validation Checklist - Hardcopy Received Certificate of Independence FLi6305 'R4 C01 ATLQ002.4 2014 FBC Produr3 Evaluation Shino d_f Referenced Standard and Year (of Standard) 51andard Year ASTM D 3161 2009 ASTM D 3462 2009 ASTM D 7158 2008 TAS 100 1995 TAS 107 1995 Equivalence of Product Standards Certified By Sections from the Code https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquJBMjgU 1 j3N... 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 FL IS Model, Number or Name Description 16305.1 Atlas Shingles Fiberglass reinforced laminated asphalt shingles Limits of Use Approved for use in HVHZ: Yes Installation Instructions FL16305 R4 11 ATL13062.4 2014 FBd Product Evaluation Shlnales.od( Verified By: Zachary R. Priest 74021 Created by Independent Third Party: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: See evaluation report for limits of use Evaluation Reports FI 16305 R4 AE ATL13002.4 2014 FBC Product Evaluatlon- Shinoles.00f Created by Independent Third Party: Yes oad Haal Contact US :: 1940 tMNIMemne Street. TaOahassee FL 32399 Phone: 850,487.162a The State of Florida Is an AA/EEO employer.-COMloht 2067.2011 Sure of nadds. : Pdyacv Statement :: Accesslblhty Statement •: Refund statement Under FIaWa law, email addresses are public records. If you do not ward your e-mail address released In response to a public -records request, do not send electronic mad to this entity. Instead, contact the office by Phone or by traditional mall. If you have any questions, please contact 050.497.1395. *Pursuant to Section 455'275(I), Florida Statutes. effective October 1, 2012, licensees licensed under Chapter 455. F.S. must provide the Department with an ema11 address if they have one. The emarls provided may be used for official mmmunicatlon with the kensee. However email addresses are Public record. It you do not wish to supply a persorlal address, please provide the Department with an email address which can be made available to the public. To deterMne If you are a licensee under Chapter e55, FS., please dick here . Product Approval Accepts: M stYllri https://www.floridabuilding.org/pr/pi app_dtl.aspx?param=wGEVXQwtDquJBMjgU 1 j3N... 7/20/2015 CREEK Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, Fl. 33647 TECHNICAL SERVICES, LLC (813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE W" EDITION (2014) Manufacturer. ATLAS ROOFING CORPORATION Issued June 29, 2015 2000 Riveredge Parkway, Suite 800 Atlanta, GA 30328 770)612-6267 Manufacturing Plants: Hampton, GA Meridian, MS Dangerfield, TX Ardmore, OK Quality Assurance: UL LLC (QUA9625) SCOPE Category: Roofing Subcategory: Asphalt Shingles Code Sections: 1507.2.5, 1507.2.7.1, 1523.6.5.1 Properties: Physical properties, Wind Resistance, Wind Driven Rain REFERENCES Entity Report No. Standard year PRI Construction Materials Technologies (TST5878) ATL-079-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-083-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-086-02-01 Rev 1 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-104-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATLA06-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATLA06-02-01 Rev 1 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-107-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-107-02-01.1 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-109-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATLA 16-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-118-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-119-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-123-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-125.02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) 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-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) ATLA38-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-143-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-144-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-151-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-162-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-167-02-01 ASTM D 3161 2009 PRI Construction Materials Technologies (TST5878) ATL-166-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-169-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-170-02-01 ASTM D 3462 2009 ATL13002.4 FL 16305-R4 Page 1 of 9 This evaluation report Is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK ATLAS ROOFING CORPORATION Asphalt Shingles TECHNICAL SERVICES, LLC PRI Construction Materials Technologies (TST5878) ATL-171-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-172-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-174-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-179-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) 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, 34ab 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-CutS Starter Strip ASTM D 3161, Class F fiberglass reinforced, starter asphalt shingle with a dashed, Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ProLAMTM Architectural ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Hampton & Meridian) architectural asphalt shingle with a dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pinnacle® Pristine, ASTM D 3161. Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Pinnacle® Pristine architectural asphalt shingle with two, dashed, thermally -activated, self-sealing sealant Lifetime w/Scotchgard stripes that complies with ASTM D 3462. Dangerfield, Hampton & Meridian) StornMaster® Shake ASTM D 3161, Class F & ASTM D 7158. Class H fiberglass reinforced, laminated Dangerfleld) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. StormMaster® Slate ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Ardmore) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ATL13002.4 FL 16305-R4 Page 2 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC INSTALLATION GlassMasterO 30 & Basic Wind Speed (Vwt): Tough -Master® 20 Basic Wind Speed (Vasd): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATL13002.4 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 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 Nails I+-12- -- '---12- Figure 1. GlassMasterO 30 & Tough -Master® 20 4 Nail Paltem (Non-HVHZ only) 38' Nails 12° 4 C,pw 12-—`'-12" Figure 2. GlassMaster® 30 & Tough -Master® 20 6 Nail Pattern FL 16305-R4 3of9 This evaluation' report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use. or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Prol-AM"' Architectural Basic Wind Speed (Vun): Basic Wind Speed (V=d): 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 6 in. exposure in accordanoe with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern' detailed below. Installed with 6 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or *6 Nail Pattern' detailed below. m3W Figure 3. Prol-AMTO Architectural Shingle 4 Nail Pattern (non-HVHZ only) Figure 4. Pro-LAMT" Architectural Shingle 6 Nail Pattern ATL13002.4 FL 16305-R4 Page 4 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Servlces. 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 (VW1): StormMaster@ Shake Basic Wind Speed (Vera): Deck (HVHZ): Deck (Non-HVHZ): Underlayment Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19132 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure in accordance with RAS 115 and 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. den• nbq tit 0ww wdW7MhWrU O O CI l- C LJ CI O a r=1 %1 C LL _I it Ur r— rn 1 1-) r—D L !lL, C e_.:J l-, O CO Gi t—% 17D 1 _ `? CJ U (_1 r=-1 1 -11.-.- i ! . W Figure S. Pinnacle® Pristine and StormMaster® Shake 4 Nail Pattern (Non-HVHZ only) W- L 1. uo+ onwneemo+o+ 000 0000 _ groo 000E30000, cloo 000o raoo 0C 00• rI L Figure 6. Pinnacle® Pristine and StormMaster® Shake 6 Nail Pattern ATL13002.4 FL 16305-R4 Page 5 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC StormMasterO Slate Basic Wind Speed (V,,,): 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 manufacturer's published installation instructions. Shingles shall be attached using '6 Nail Pattern' detailed below. Installed with 8.5 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either'4 Nail Pattern* or "6 Nail Pattern' detailed below. Figure 7. StormMaster® Slate 4 Nail Pattern 9" Figure 8. StormMaster® Slate 6 Nail Pattern ATL13002.4 FL 16305-R4 Page 6 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pro -Cut® Starter Strip Basic Wind Speed (Vwt): Basic Wind Speed (Veld): Deck (HVHZ): Deck (Non-HVHZ): Undertayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19132 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed in accordance with RAS 115 and manufacturers published installation instructions. Shingles shall be attached as shown below. Installed in accordance with FBC requirements and manufacturers published installation instructions. Shingles shall be attached as shown below. 17N 1••N wNroU r- fV F Y-S J 7• I o 0 Figure 9. Pro -Cut® Starter Strip ATL73002.4 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. I CREEK TECHNICAL SERVICES, LLC Pro -Cut® Hip & Ridge Basic Wind Speed (Vw,): Basic Wind Speed (Vow): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ and non-HVHZ): I r-- 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. Installed with 5-5/8 inch exposure in accordance with RAS 115 (HVHZ only) and manufacturer's published installation instructions. The direction of the exposed end shall be away from the prevailing wind. 12" I f r 12 ga. 1-1/2' ring i shank nail I 12" i 6" r i I Figure 10. Pro -Cut@ Hip & Ridge ATL13002.4 FL 16305-114 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. 0 CREEK ATLAS ROOFING CORPORATION Asphalt Shingles TECHNICAL SERVICES, LLC LIMITATIONS 1) Fire Classification is not within the scope of this evaluation. 2) The roof deck and the roof deck attachment shall be designed by others to meet the minimum design loads established for components and cladding and in accordance with FBC requirements. 3) The mean roof height shall be restricted to a maximum 33 ft in the HVHZ. 4) Classification to ASTM D 7158 applies to exposure B & C with a building mean roof height of 33-111 or less. 5) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected prior to underlayment application. 6) Shingles shall be installed starting at the eave in horizontal layers such that the laps shed water from the deck. 7) Installation of the evaluated products shall comply with this report, the FBC, and the manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and code compliant detail shall prevail. 8) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61G20-3. COMPUANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 51D Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. 0\ 4'\ G 2 No 74021 p•STATE OF :•U ` l rc% C,. 111111 CERTIFICATION OF INDEPENDENCE 2015.06.2 9 12:55:48 041001 Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CREEK Technical Services, LLC does not have, nor will It acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest In any other entity Involved in the approval process of the product. END OF REPORT ATL13002.4 FL 16305-R4 Page 9 of 9 This evaluation report is provided for Stale of Florida product approval under Rule 61G20-3. The manufacturer shag 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 Dr Tampa, FL 33647 TECHNICAL SERVICES, LLC 813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE VN EDITION (2014) Manufacturer: ATLAS ROOFING CORPORATION Issued June 29, 2015 2000 Riveredge Parkway, Suite 800 Atlanta, GA 30328 770) 612-6267 Manufacturing Plants: Hampton, GA Meridian, MS Dangerfield, TX Ardmore, OK Quality Assurance: UL LLC (QUA9625) SCOPE Category: Roofing Subcategory: Asphalt Shingles Code Sections: 1507.2.5, 1507.2.7.1. 1523.6.5.1 Properties: Physical properties, Wind Resistance, Wind Driven Rain REFERENCES Entity PRI Construction Materials Technologies (TST5878) PRI Constriction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) Report No. ATL-079-02-01 ATL-083-02-01 ATL-086-02-01 Rev 1 ATL-104-02-01 ATL-106-02-01 ATLA06-02-01 Rev 1 ATL-107-02-01 ATL-107-02-01.1 ATL-109-02-01 ATL-116-02-01 ATL-118-02-01 ATL-119-02-01 ATL-123.02-01 ATL-125-02-01 ATL-127-02-01 Rev 1 ATL-132-02-01 ATL-133-02-01 PRI Construction Materials Technologies (TST5878) ATL-135-02-01 PRI Construction Materials Technologies (TST5878) ATL-136-02-01 PRI Construction Materials Technologies (TST5878) ATL-137-02-01 Rev 1 PRI Construction Materials Technologies (TST5878) ATL-138-02-0t Rev 1 PRI Construction Materials Technologies (TST5878) ATL-143.02-01 PRI Construction Materials Technologies (TST5878) ATL-144-02-01 PRI Construction Materials Technologies (TST5878) ATL-151-02-01 PRI Construction Materials Technologies (TST5878) ATL-162-02-01 PRI Construction Materials Technologies (TST5878) ATL-167-02-01 PRI Construction Materials Technologies (TST5878) ATL-168-02-01 PRI Construction Materials Technologies (TST5878) ATL-169-02-01 PRI Construction Materials Technologies (TST5878) ATL-170-02-01 Standard ASTM D 3161 TAS 107 TAS 100 ASTM D 3462 ASTM D 3462 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 TAS 100 TAS 100 ASTM D 7158 ASTM D 3462 ASTM D 3462 TAS 100 ASTM D 7158 TAS 100 ASTM D 7158 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 ASTM D 3462 ASTM D 3462 ASTM D 7158 ASTM D 7158 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 ASTM D 3462 TAS 100 ASTM D 3161 ASTM D 3161 TAS 107 ASTM D 3462 ASTM D 3462 Year 2009 1995 1995 2009 2009 2009 1995 2009 1995 1995 1995 2008d 2009 2009 1995 2008d 1995 2008d 2009 1995 2009 1995 2009 2009 2008d 2008d 2009 1995 2009 1995 2009 1995 2009 2009 1995 2009 2009 ATL13002.4 FL 16305-R4 Page 1 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK ATLAS ROOFING CORPORATION Asphalt Shingles TECHNICAL SERVICES, LLC PRI Construction Materials Technologies (TST5878) ATL-171-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-172-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-174-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-178-02-01 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 GlassMasterO30 ASTM D 3161, Class F fiberglass reinforced, 34ab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Tough-Masterdi 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(l) Starter Strip ASTM D 3161, Class F fiberglass reinforced, starter asphalt shingle with a dashed, Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ProLAMTM Architectural ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Hampton & Meridian) architectural asphalt shingle with a dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pinnacle® Pristine, ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Pinnacle® Pristine architectural asphalt shingle with two, dashed, thermally -activated, self-sealing sealant Lifetime w/Scotchgard stripes that complies with ASTM D 3462. Dangerdeld, 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 FL16305-R4 2of9 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 (Vui): Tough-MasteAD 20 Basic Wind Speed (Veld): Deck (HVHZ): Deck (Non-HVHZ): Underlayment• Min. slope: Installation (HVHZ): Installation (Non-HVHZ).: ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19132 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7116 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 5-inch exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using '6 Nail Pattern' detailed below. Installed with 5-inch exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern' detailed below. 36' NailsT! 1 5WJL— Figure 1. GlassMasterO 30 & Tough -Master® 20 4 Nail Pattern (Non-HVHZ only) 36" Nails 12" 1 str 12"---12"-- Figure 2. GlassMaster® 30 & Tough-MasterO 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 ProLAMTM Architectural Basic Wind Speed (Vun): Basic Wind Speed (Vaco): 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. 3° yr ran. 17 pa ci I—d".91Ai ww M°d lYP I11T (] 0 1 t=:) r] °C:) = r= C-1 rm co 0 C M 6. d1M' I Figure 3. ProLAMTM Architectural Shingle 4 Nail Pattern (non-HVHZ only) WM U M_y_ MrWd.Y7 BOA w p tiUVU MM I wrnv am ea - -a)— O—Ep I 77 I L 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 Pinnack* Pristine & Basic Wind Speed (V„ n): StormMaster@ Shake Basic Wind Speed (Vwo): 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. Figure S. Pinnacle® Pristine and StormMasterO Shake 4 Nail Pattern (Non-HVHZ only) F r nw.v+.+"oamvwr r e,arK,e r 7vY • OC=,C:3 00 '' 00 OOOQO000v U. MCO b O 0 0 0 0 M CC0 0 0 O. c w vI L Figure6. Pinnacle® Pristine and StonnMaster® 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 (VWr): Basic Wind Speed (Vasd): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 8.5 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using '6 Nail Pattern' detailed below. Installed with 8.5 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either'4 Nail Pattern" or'6 Nail Pattem" detailed below. Figure 7. StormMaster® Slate 4 Nail Pattern 9' Figure 8. StomnMasterO 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 whlch this report is valid. This evaluation report does not express nor Imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pro -Cut® Starter Strip Basic Wind Speed (V„ t): Basic Wind Speed (Veld): Deck (HVHZ): Deck (Non-HVHZ): Underlayment. Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached as shown below. Installed in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached as shown below. Ir 111., 1•Vr sLM 11 r1P - fi r1 1• buv 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 ATLAS ROOFING CORPORATION Asphalt Shingles Pro -Cut® Hip & Ridge Basic Wind Speed (Vw): Max. 194 mph Basic Wind Speed (V.,a): 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" Ll I j Figure 10. Pro -Cut® Hip & Ridge ATL130D2.4 FL 16305-R4 Page 8 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor Imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK ATLAS ROOFING CORPORATION Asphalt Shingles TECHNICAL SERVICES, LLC LIMITATIONS 1) Fire Classification is not within the scope of this evaluation. 2) The roof deck and the roof deck attachment shall be designed by others to meet the minimum design loads established for components and cladding and in accordance with FBC requirements. 3) The mean roof height shall be restricted to a maximum 33 ft in the HVHZ. 4) Classification to ASTM D 7158 applies to exposure B & C with a building mean roof height of 33-ft or less. 5) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected prior to underlayment application. 6) Shingles shall be installed starting at the eave in horizontal layers such that the laps shed water from the deck. 7) Installation of the evaluated products shall comply with this report, the FBC, and the manufacturers published application instructions. Where discrepancies exist between these sources, the more restrictive and code compliant detail shall prevail. 8) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61G20-3. COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code Ss' Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. No 74021 3 •• STATE OF • ` 2015.06.2 lb. 9 12:55:48 04'00' Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CERTIFICATION OF INDEPENDENCE _ CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest In any other entity involved in the approval process of the product. 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 ik Florida Building Code Online Page 1 of 2 Iusiness & ProfessionalRegulation FjMji Lei fijd aces home I top in I use, Registration i Mot Topics I Submlt Surcharge I slats a Flats ( Publications I FaC stall I eos site Map I Links I Search Busines Professial ®Product Approval USER: Public Userr Regulation Product Armrovat Menu s product Or ADMIC8110n Seertll > Aeellolbn Lot > Api0katlon oann, FL # FL12019-115 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 lyre. pestow@aan- metals. com Authorized Signature Vivian Wright rlckw@rwbidgconsultants.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Panel Walls Subcategory Soffits Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer W, 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 3. King, P.E. v- Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Product Approval Method 7 r • ni • i• _-r•'r 1 Standard Year ASTM E330 2002 Method 1 Option D https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquJEQfBP6a6FJ... 7/20/201 S I Florida Building Code Online Page 2 of 2 Date Submitted 04/30/2015 Date Validated 04/30/2015 Date Pending FBC Approval 05/10/2015 Date Approved 06/22/2015 Summary of Products FL a Model, Number or Name Description 12019.1 Triple 4" and "Quad 4" 0.012' Thick Aluminum Soffit - Full Vent and Center Vent Limits of Use Installation Instructions Approved for use in HVHZ: No FL12019 RS 11 Inst 12019.I.ndf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 12019.1 for Design Pressure Ratings by FL12019 RS AE E4al 12019.1.Ddf specific application and for any other additional use Created by Independent Third Party: Yes limitations and Installation instructions. Mack I.— fnr.tan L ha ;; 111a0 North Manse Street_ Taaahatsfe FL 32399 phone: 85I1,487-1824 The State o1 Florida is an WEED employer. CoovrtaM 2 r -2013 stade of iTorida.:: Privacy Statement :: Accessibility Stat Refund Statement Under Florida law, email addresses are public records. if you do not want your e-ma8 address released In response to a puWk-F4Car0s request, do not send electronc map to this entity. Instead, contact the office by phone or by tradillonal mad. 11 you have env questions, please contact 850.487.1395. 'Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2oP2, licensees licensed under Chapter 455, F.S. must provide the Department with an email address 8 they have one. The emalls provided may be used for aMdal iommunkalion with the licensee. However emad addresses are public recoFd. If you do not wish to supply a personal address, please provide the Department withlan email address which Can be made avallable to the public. To determine If you are a licensee under Chapter 455, F.S., please dick here . Product Appppr o(v(aallAAccepts: M is IM— Crcdit'ArFE https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquJEQfBP6a6FJ... 7/20/201 S o ACM AMERICOW CONSTRUCTION METALS 5140 West CQBon Street Tampa, FL 33634 TRIPLE 4" & "QUAD 411 ALUMINUM SOFFIT GENERAL NOTES 1. This product has been evaluated and a in complionce wilh the 5th Edition (2014) Fonda Bulding Code excluding the "High Velocity Hurricane Zone" (HVHZ). 2. Product anchors shoo be as feted and spaced as shown on detaLs. Anchor embedment to base material shag be beyond wall dressing or stucco. 3. Site condilions not covered by this drawing are subject to further engineering analysis. 4. Wood/CMU wall construction, by others, must be designed property to receive loads from the solid and/or T x T bolten ships. S. Aluminum soffits shall conform to the requirements of FBC Section 1404.5.1 and labeled according to FBC Section 1710.9. TAKE OF COMEMS SNEETA OESCNFWN t T icol elevolim a eral notes 2 Ponel delals 3 Soffit detalTs a design pressures Soffit detols S design pressures 5 Soffit details, design pressures 3 bR of mateAals TRIPLE 4 ff4 1.W12( 111ISMCq IT- 4Ou 03r W.0Q QUAD d Q4 00121. OIWTKC4 a401 4 ( fins.-mcq ar: FL- 12019. 1 P 0T s'b'OR8' II P ANlviwn SOFFIT AIR FLOW TABLE AIR FLOW AIR Flaw SOFFIT TYPE SOFFIT TYPE cna. earaw r 3.91 2.71% vmv lArrOM 11.74 8.16% A„osr 11.74 8.16% 3.69 2.56% ii.miW 3.69 2.56% I.$4' 1.25 01SS 1 4 3 "FO—CHANNEL uuminum n- A151.R. - SIN LR. &, sr 440r' I RIB AND END DETAILS 12' COVERAGE 11/16' 4'PRCH r— 25/5' =AVAlAftlFOttOV4M 6 1RI 16'COVERAGE 4.0711TCH 26Y --rTA MAYA AYEPOILOWIM 1 MPA Ns) S Qe a00900-jj 00000—r 00000 —I 0000 I n n n n n n LOINER PAMN (RILL SCALEI LOVVERS DRECRONASRBS1 0380r VIEW'A•,K(,E4aSCAL,a SCALD LE S 6 RILL VENT. WIDE PATIERN ldne^I Inns In tame ra_t:M a4 n'hI) s• 12V rfFa 0 0 0-1 r—0000000000 000000aooao - 00000000o0;o_ LOWER PATTERN LOUVERS FORMED IN SAME C110N AS RI63) y 0.388' Y1EW'Al 14i_{ tli S 6 FULL VENT . NARROW VENT PATTERNlea.en roamed in Force eveetbn m r7b) J W a lo- Fr: JK FL-12019.1 lb ROOF OVERHANG ROOF FRAMING ALUMINUM I FASCIA TRIM SOFFIi7 CMU OR M000 SEEDEAIL'A' FRAMED SEE OEfAIL' B' SIDE VIEW - SINGLE SPAN w/F-CHANNEL Sham wl Irumftnun9 ®I em) SINGLE SPAN LENGTH A. DESIGN PRESSURE MR) PosmvE NEGATIVE s 70.0 141.0 10' 60.0 60.0 IT 50.0 50.0 1C 38.5 38.5 1V 30.0 30.0 Nutt: WUW FKIA Nla Pv4u Wr3m'l"u 6v o[ DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD DETAIL - B F-Channel go.. yJ SPAN ' A - SPAN ' A ' ? • $j- ROOF OVEHANG ROOF OVERHANG ROOF ROOF ••` -c' ^ FRAMING FRAMING ''' Illll* Il %````` o n c z ALUMINUM FASCIA TRIM g c SOFFIT J CMU OR 1 ` SOFFIT) Chu ORWOODd SEEODDETAIL'C' FRAMED St DETAII'A' r FRFA0 SEE OETA4' 0' SEE DERAIL' C' J1// SIDE VIEW - SINGLE SPAN w/3-CHANNELS SIDE VIEW - SINGLE SPAN w/3-CHANNEL Shown N/ busFm mg m1IGICw) (Shorn wl flumlfumim rAnIlligw) TRIM NAIL ATTACHED THROUGH FASCIA NOW. 016' O.C. MAX. FOR SQUARE CUT OVERHANG, TRIM BOTTOM GF FASCIA FLA1 r1 AGAINST PANEL STAPLES LOCATED 24' O.C. INTO FRAMING STAPLES INSTALLED 01TD.C. ONTO WOODI IN XHANNEL SLOT OR TmNAIL 0 IT O.C. INTO WOOD OR MASONRYI STAPLES LOCATED 24.O.C. INTO FRAMING —7 STAPLESMALLEDO WENDOFPANELAND _ '' _ _----- j R SffOEccFAIL'J•.SHEETSI L 1 1/rf rollrfMAX. 1 10 >" 1.MAX tiDETAILAj Al/q/09 FasciaDETAIL"CSTAPLESINSTALLED024°O.C. (INTO WOOD) 1 ChannEdON &CHANNEL LEG OR T-NALL 0 IT O.C. OHIO WOOD OR MASONRY) STAPLES INSTAUED 017 O.C. (INTO WOOD) IN JCHANNEL SLOT OR 1-HAIL 01T O.C. rA& N.T.S. STAPLES INSTALLED 01 T O.C. ONTO WOOD) sm a: X INFCHANNEL SLOT ORT-NAR017O.C. DETAIL "D" SUBSTRATE MOTS: ew,a LFS ONTO WOOD OR MASONRY) J-Channel I. WOOD SUBSTRATE: G = 0.42OR BETTER na wos No. Fascia 2.MASONRTSUBSTRATE: 3.ODOPSI CONCRETE(ACI301) FL-12019.1 OR HOLLOW BLOCK (ASTM C90). sm_4_ v,. SPAN " A ' ROOF OVERHANG ROM OVE' SPAN ` A ' SEE NOTE 2 ROOF ROOF FRAMING FRAMING ALUMINUM ALUMINUM FASCIA FASCIA 9 TRIM TRIM CMU OF WOOD SOFFIT) CHU OR W000 SOFHT FRAMED FRAMED SEE DETAILE' J SEE OETAIL' G' SEEOETAfIFSEE DETAIL' E' SIDE VIEW - SINGLE SPAN w/F-CHANNEL SIDE VIEW - SINGLE SPAN w/3-CHANNEL SAmm w/ Irum/framlmo &Mftng) (Show w/ m"rraedng v+edwv) STAPLES INSTALLED A ENO OF PANEL AND I ` 8'MAX.O.C. `_. L TRIM NAIL ATTACHED THROUGH FASCIA 0 16' O.C. MAX. NOTE: FOR SOVARE CUT OVERHANG. TRIM BOTTOM OF FASCIA RAT AGAINST PANEL s I` 3Ll DETAIL " F" F- Channel STAPLES INSTALLED 0 240.C. (INTO WOOD) ON FCNANNEL LEG OR T-N$JL 0 IT O.C. INTO WOOD OR MASONRY) CONNECTOR NOB: j I. WOOD FRAMING AND CONNEC11ONS TO SEOESIGNE 111, BY nt ARCNRECT OR ENGINEER OF RECORD 2. 12d COMMON MAIL OR 3/16" IIW TAPCON CONCRETE SCREW MN. 1.1,4- EMBEDMENn 0 2c ON CENTER SINGLE SPAN LENGTH A' DESIGN PRESSURE (NSF) IOSINVE NEGATIVE 6' 70.0 141.0 IV 40.0 60.0 12' 50.0 50.0 la' 30.5 3&5 14- 30.0 30.0 STAPLES LOCATED 24O. C. INTO FRAMING STARES INSTALLED O 6 eee e meeean, 1TO.C. ( INTO WOOD) r IN Fo" I'lEL SLOT OR T44AL017 O. C. __---- ----_- INTO WOOD OR MASONRY) I / I — I i 1 /B' MAX. - 1' MAX. SUBSTRATE NOTES: 1, WOOD SUBSTRATE G = M42 OR BETTER DETAIL" G " 2. MASONRY SUBSTRATE: 34W PSI CONCRETE (ACT 301) OR HOLLOW BLOCK (ASTM C901. J-Channel STAPLES INSTALLED 0 ITO.C. ( INTO W000) IN J- QUNNEL SLOT OR T- NAIL 01 T O.C. pNTO W000 OR MASONRY) mlc. m.' 4K o-u. IM: LFS WV.W HQ: FL-12019 1 OEM I DESCRIPTION MATERIAL I FASCIA.021 S' THK. AL 3105 - N 14 ALUMINUM 2 7 CHANNEL .0155 THK. AL 3105 - H24 ALUMINUM 3 F CEIANNE L A155' THK. At. 3104 - H 19 ALUMINUM 5 OUAD 4 PANEL JJO115 OR AI35' THICK AL. 3105 ALUMINUM 6 TRIPLE 4 PANEL (.0115 OR .0135" THICK) AL 3105 ALUMINUM 7 11115 x 13/C TRIM NAIL SS. 8 1F GA. X 1/C SS STAPLE / 7/r MIN. EMBEDMENT) STEM 9 2• X T BATTEN STRIP (G=A2 OR BETT6t) WOOD 10 APA B-C- GROUP 1 EXT. 15/37 PLYWOOD OR BETTER WOOD I I 097" OIA. T-NAll / S/8' MIN. EMBEDMENT) STEEL 12d X 3.1/4' M.D. GALV. STEEL COMMON MAIL 0 ZC O.C. w/ 13/C MIN. EMS. DETAIL " H " I X2 V6t11CAL FRAMING (G>-O.42) ATTACH w/ 2-0d COMMON NAILS 0 TOP TO ROOF FRAMING STAPLES INSTALLED 0 END OF PANEL AND D' MAX B.C. SEE DETAIL'J I I.C. MAIL DETAIL " J If DETAIL " I " ROOFCVERHANG 6 SPAN " A " ROOF I gy n ff/ffill p1 r Z SEE DETAIL' B' v E g o C WSKEET31N: mangyf• 12dX34/,C M.D. GALV. STEEL — ------- CHU OR COMMON MAR 0 2C O.C. SEE DETAIL' A- _,/*% 1 - ( 7 W000 w/ 131C MIN. EMB. (SHE_-T 3) CONTINUOUSCONTINUOUSFRAMED SEE DETAR' H BATTEN 0 CL E SPAN STAKES INSTALLED 0 SIDE VIEW - DOUBLE SPAN w/BATTEN END OF PANEL AND (Shawn w/ truss/rramng cantilever) d'MNLO.C. SEE DETAIL'!') TWIN SPAN LENGTH w/CONTINUOUS BATTEN A. DESIGN PRESSURE (PSI) POSMVE NEGATIVE 16- 70.0 70.0 115" 66.5 66.5 20' 60.0 60.0 27 54.5 54.5 ZC 50.0 1 -50.0 SPAN A " ROOFOVERHANG SEEDETAIL"G" SHEET 41 ROOF FRAMS SEE NOTE 2 I — 1lIli \ 9 1 1 1 CHU OR WOOD SEEDETAIL' 1? 8 11 FRAMED SEE OETA0.' A SHM 3) SIDE VIEW - DOUBLE SPAN w/BATTEN Shown w/ MmVframing Ong) CONNECTORNOTES: _ I. WOOD FRAMING AND CONNECTIONS TO BE DESIGNED owc. Im JK BY THE ARCHITECT OR ENGINEER OF RECORD SUBSTRATE NOTES: aK LFS 2. 12d COMMON NAIL OR 3/16' lIW TAPCON CONCRETE SCREW I. WOOD SUBSTRATE: G = OR BETTER IMIN. 1-1 /C EMBEDMENT) 0 2C ON CENTER OR MASONRY SUBSTRATE 40 PSI CONCRETE (ACI301) FL— J 2019.1 ORHOLLOWBLOCK (ASTMTM C90). 9a[ r 5 or 5 R W R W Building Consultants, Inc. B Consulting and Engineering Services for the Building Industry C P.O. Box 230 Valrico. FL 33595 Phone 813.659.9197 Florida Board of Proressioial Engineers Cenirkale of Awhodrarton No. 9813 Product Sub Category Manufacturer Product Name Category American Construction Metals Panel Walls Soffits 5140 West Clifton Street Triple 4" & "Quad 4" Aluminum Soffit Tampa, FL 33634 Phone 813.880.4444 Scope. This is a Product Evaluation report issued by R W Building Consultants, Inc. and Lyndon F. Schmidt, P.E. for American Construction Metals based on Rule Chapter No. 61G20-3, Method I of the State of Florida Product Approval, Department of Business & Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial interest in the company manufacturing or distributing the product or In any other entity involved in the approval process of the product named herein. Limitations: 1. This product has been evaluated and is in compliance with the 5th Edition (2014) Florida Building Code (FBC) excluding the "High Velocity Hurricane Zone". 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing or stucco. 3. Site conditions not covered by drawing FL-12019.1 are subject to further engineering analysis. 4. Wood/CMU wall construction, by others, must be designed properly to receive toads from the soffit and/or 2' X 2' batten strips. 5. Aluminum soffits shall conform to the rewuirements of FBC Section 1404.5.1 and labeled according to FBC Section 1710.9. 6. See drawing FL-12019.1 for size and design pressure limitations. Supporting Documents. 1. Test Report No. Test Standard TEL 01190073 ASTM E330.02 2. Drawina No. Prepared by No. FL-12019.1 RW Building Consultants, Inc. (CA #9013) 3. Calculations Prepared by Anchoring RW Building Consultants. Inc. (CA #9813) 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 Signed 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. ADSOHA4 a •. 1.''; Zlq Wo 43409 ' m F. Schmidt, P.E. STATE OF !f "Yradon i tify FL PE No. 43409 e fi• . 4 o s ; P ee 4/1/2015 ON A f 4, Florida Building Code Online 18504.2 Page 1 of 3 Gas Home I Log In I User It Istration I Hot Topics I submit Surcharge I slats S Facts I Publications I FaC Stan ( aas Site Map I Links I search Product Approval USER. PublicUserprLIA Product Approval Menu > Product or Application Search > Application List > Application Detail FL tt FL18504 Application Type New Code Version 2014 Application Status Approved Comments Archived O Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Mullions Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer G Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Luis R Lomas the Evaluation Report Florida License PE-62514 Quality Assurance Entity Architectural Testing, Inc. Quality Assurance Contract Expiration Date 12/31/2018 Validated By Steven M. Urich, PE 9 Validation Checklist - Hardcopy Received Certificate of Independence FL38504 RO COI FL COI.Ddf Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code 1710.5.3 Product Approval Method Method 2 Option B https:Hfloridabuilding.orglpr/pr app_dtl.aspx?param=wGEVXQwtDgs9%2f%2ftCOhpJQgi... 9/6/2016 i Florida Building Code Online Page 2 of 3 Date Submitted 09/01/2015 Date Validated 09/01/2015 Date Pending FBC Approval 09/07/2015 Date Approved 10/16/2015 Summary of Products FL III Model, Number or Name Description 18504.1 M-1926 Horizontal Mullion M-1926 Horizontal Mullion Single, Twin or Triple with Transom Limits of Use Installation Instructions Approved for use in HVHZ: No FL18504 RO 11 M-1926 Horizontal 08-01455A.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Maximum Span - 156-3/8% Impact Resistant up to FLIBS04 RO AE 512079A.Ddf Wind Zone 3 Created by Independent Third Party: Yes 18504.2 M-1926 Vertical Mullion M-1926 Vertical Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL18SO4 RO II M-1926 Vertical 08-0144SA.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Maximum Span - 84', Impact resistant up to Wind FL18504 RO AE 512069A.Ddf Zone 3. Created by Independent Third Party: Yes 18504.3 M-2285 Horizontal Mullion M-2285 Horizontal Mullion Single, Twin or Triple with Transom Limits of Use Installation Instructions Approved for use in HVHZ: No FL18504 RO 11 M-2285 Horizontal 08-01834A.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R. Lomas PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Maximum span - 120', Impact resistant up to Wind FL18504 RO AE 512521A.Ddf Zone 3. 1 Created by Independent Third Party: Yes 18504.4 M-2285 Vertical Mullion M-2285 Vertical Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL18504 RO 11 M-2285 Vertical 08-01833A.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Maximum Span - 84% Impact resistant up to Wind FL18504 RO AE 512S20A.Ddf Zone 3. 1 Created by Independent Third Party: Yes 18504.5 M-2302 Horizontal Mullion M-2302 Horizontal Mullion Single, Twin or Triple with Transom Limits of Use Installation Instructions Approved for use in HVHZ: No FL18504 RO II M-2302 Horizontal 08-01456A.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Maximum Span - 156-3/8', Impact Resistant up to FL18504 RO AE 512080A.Ddf Wind Zone 3. Created by Independent Third Party: Yes 18504.6 M-2302 Vertical Mullion M-2302 Vertical Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL18504 RO 11 M-2302 Vertical 08-01447A.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Maximum Span - 84', Impact resistant up to Wind FL18504 RO AE 512071A.Ddf Zone 3. 1 Created by Independent Third Party: Yes 8adt Neri Contact Us :: 2601 Blair Stone Road. Tallahassee Fl. 32399 Phone: 850.487.1824 The State of Florida Is an AA/EEO employer. Coovrlaht 2007.201] State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a publicrecords request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mall If you have any questions, please contact 850.487.1395. 'Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455. F.S. must provide the Department with an email address If they have one The !malls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to https: Hfloridabuilding.orglpr/pr app_dti.aspx?param=wGEVXQwtDgs9%2f%2ftCOhpJQgi... 9/6/2016 Florida Building Code Online Page 3 of 3 supply a personal address, please provide the Department with an email address whidr can be made available to the public. To determine If you arc a licensee under Chapter 455, F.S., please dick b= Product Approval Accepts: M® Credit Card Sale https://floridabuilding.orglprlpr_app_dti.aspx?param=wGEVXQwtDgs9%2Plo2fCOhpJQgi... 9/6/2016 NOTES: 1) THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH RCOUIREMENTS OI THE FLORIDA BUILDING CODE 2) WOOD FRAMING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRMMING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3) ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGI4 OF THE PRODUCT SHOWN HEREIN WIND LOAD DURATION FACTOR Cd-1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. APPROVED IMOACT PROTECTIVE SYSTEM IS NOT REQUIRED FOR THIS PRODUCT IN WINO BORNE DEBRIS R_GIONS UP TO WIND ZONE 3. 5) DESIGN PRESSURE AND INSTALLATION DETAILS SHOWN IN THIS DOCUMENT APPLY ONLY TO MULLION. WINDOWS MUST BE APPROVED UNDER SE°ARATE APOROVAI. 6) SINGLE WINDOWS TO BE MULLED ARE NOT LIMITED TO THOSE SHOWN IN THIS DRAWING. WINDOWS MUST BE MANUFACTURED BY MI WINDOWS AND DOORS. INC. 7) DESIGN PRESSURE OF MULLED UNIT SHALL BE CONTROLLED BY THE LESSER DESIGN PRESSURE OF THE MULLION OR THE INDIVIDUAL WINDOW OR DOOR UNIT. 8) UNITS MAY BE MULLED TOGETHER INDEFINITELY AS LONG AS SINGLE UNIT WIDTH AND HEIGHT ARE NOT EXCEEDED AND MULLION IS ANCHORED AS SHOWN HEREIN. 9) MULLION VERTICAL INSTALLATION IS SHOWN, MULLION MAY BE USED IN HORIZONTAL APPLICATIONS AS LONG AS DIMENSIONS INDICATED HEREIN ARE NOT EXCEEDED AND MULLION IS ANCHORED ACCORDING TO THIS DOCUMENT. DESIGN PRESSURE TABLE INSTRUCTIONS, 1) DEFINE REOUIRED DESIGN LOAD PER FLORIDA BUILDING CODE CHAPTER 16 2) DETERK41NE TRIBUTARY WIDTH AND MULLION SPAN BASED ON PRODUCT 10 BE INSTALLED. SEE FORMULA FOR TRIBUTARY WIDTH. 3) LOCATE MULLION SPAN (UNIT HEIGHT) AND TRIBUTARY WIDTH AT THE INTERSECTION OF ROW AND COLUMN CONTAINING THE MULLION SPAN AND TRIBUTARY WIDTH RESPECTIVELY IS THE MULLION RATING FOR PRODUCT 11: STEP 2. MULLICN RATING MUST BE EOUAL OR GREATER THAN REQUIRED DESIGN PRESSURE OBTAINED IN STEP 1. TRIBUTARY WIDTH - W1 1 W2 2 Rmtoms REv OESCMPigrl OArE I APPROVED I A I REVISED INSTALLATION DETAILS 08/07/15 1 R.L. ANCHORING NOTES: 1) FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE '#10 WOOD SCREW WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM EMBEDMENT LOCATE ANCHORS AS SHOWN IN INSFALLATION DETAILS SHEET 3. 2) FOR ANCHORING INTO CONCRETE USE 1/4" TAPCON WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN ly INSTALLATION DETAILS SHEET 4. 3) ALL FASTENERS TO BE CORROSION RESISTANT a) INSTALLATION ANCHORS SHALL BE INSTALLEO IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS, AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A WOOD — MINIMUM SPECIFIC GRAVITY OF G=0 42 B. CONCRETE — MINIMUM COMPRESSIVE STRENGTH OF 3.200 PSI. C. MASONRY — STRENGTH CONFORMANCE TO ASTM C-90. GP,*%DE N. TYPE 1 (OR GREATER). 5) TO ATTACH MULLION TO CLIP USE (4) #10 r 1 1/4" SELF DRILLING SCREWS PER CLIP. SCREWS MUST BE FIELD INSTALLED. HOLES FOR SCREWS ARE NOT PRE —DRILLED BY MANUFACTURER. TABLE OF CONTENTS SHEET NO. DESCRIPTION NOTES CONFIGURATIONS AND OP CTLART INSTALLATION DETAILS MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 M-1926 — VERTICAL MULLION 83" MULLION SPAN GENERAL NOTES OrtAirv. V*c 40 V. L. 1 08-01445 0'-' NTS — 01/11/12 1 S"EE"1 OF SIGNED: 0810712015 1It IL 0 6 TATOF • v, 107 3/fi" COMBINED WIDTH WI -jr- W2 83" FRAME HEIGHT WINDOW WINDOW MULLION 5° L 1 i 107 S/8" COMBINEO WIDTH W1--1 Wz 83" LWFRAME HEIGHT WINDOW MULLION SPA1 I[ A 107 3j8" COMBINED WIDTH YI1 -- r W2 83" r WINDOW FRAME HEIGHT WINVOIA WINOO N S Iv) f f Wl - 4- h2 107 3/8" COMBINED WIDTH Design prossna iadag (031) Units anenorod into wood btmdlg Mullion span On) T1lbutarywidth 18. 13 2S.30 36.00 4200 n 48. 00 5213 23 00 130.0 iJ0'0 1J0.0 130.0 t30.0 130.0 31. 38 130.D 130.0 127.2 127.0 127.0 127.0 49. 63 120.7 94.3 77.9 73.8 72.1 72.0 62. 00 924 70.5 56.0 51.5 48.6 47.4 65. 63 88.5 65.8 51.7 47.3 44.4 43.0 72. 00 77.8 58.7 45.6 41.4 38.5 37.0 84. 00 621 45.0 33.1 28.1 26,3 24.9 107 3/5" COMBINED WIDTH W1 - 11- W2 as" LFRAME wLOWHEIGHT MULLION SPAN) 107 3/8" COMBINED W10TH wl Wz 83" r WINDOW f FRAME HEIGHT / j MULLION SPL- ` / w 1 --I I-- w2 107 3/S" COMBINED WIDTH RE- AS*NS RE, I DESCNPTION DATE APPROVED I REVISEDINSTALLATIONDETAILS08/07/15 R.L. FW1107 3/ 8" COMBINED WIDTH r W2 83" / / WINDOW FRAME HEIGHT WNDOJj WINDOW MULLION SPAN) 107 3/8" COMBINED WIDTH APPROVED CONFIGURATIONS MULTIPLE UNITS MAYBE MULLED TOGETHER AS LONG AS C 0MBLNED MOTH DOES NOT EXCEED 107 JIB' AS SHOWN HEREIN. owgn p - -tfng (PM) Units ln4'if01'fd intoIn coneroM Mullion span on) TT1buOry 16. 13 23.30 width 36. 00 4200 In) 4500 1 32.13 2100 130.0 130.0 130.0 130.0 130. 0 130.0 37. 30 130. 0 130.0 130.0 130.0 130.0 130.0 49. 63 1300 130.0 130.0 130.0 130.0 130.0 6200 130.0 115.4 87.6 79.3 73.9 71.5 6563 130.0 98.6 729 BS.S 60.5 55.2 7200 99.3 72.4 54.0 48.1 44,0 42,0 a4, 00 6ZI 45.0 311 29.1 26.3 24.9 LARGEAND SMALL MISSILE IMPACT. LEVEL O, WIND ZONE 3 DIMENSIONS IN CHART ARE FRAME DIMENSIONS AND 00 NOT INCLUDE FLANGE MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 M- 1926 - VERTICAL MULLION 83" MULLION SPAN CONFIGURATIONS AND OP CHARTS MW. 4. ORO NO. V. L. 1 08-01445 saLE NTS PATE 01 / 1 1 / 12 sNEL7 2 OF 3 SIGNED: 08/07.2015 g1 Iil lL o9''' r,•v GEN9F.,p Ati AOF4U i0'. 4u oZORIO*•l'\ SSL11NAl1Ea 2 1/2" MIN 1" MIN EDGE DISTANCE r SEPARATION MASONRY/CCNCRETE BY OTHERS 4 . 1 1/4" MIN. EMBEDMENT I I \ I I J J II 1/4" TAPCON CLIP 5796 SECT M-1926 MULLION SECT5796 CLIP ter- Flo w000 SCREW I I 1 3/8" MIN EMBEDMENT 1/2" MIN I - WOOD FRAMING/ ECGE DISTANCE 2X BUCK VERTICAL CROSS SECTION BY OTHERS MASONRYiCCNCRETE AND WOOD FRAMING INSTALLATION 3 3/4" 3/E 2' L 7/8" I SECT5796 CLIP FOR CONCRETE INSTALLATION ALUMINUM 6063•TS .125' THICK 2X 01/4' 3 3/4 2 1/4" - 7/3' T— 2X 01/4" 1 1/2" — I 11`/2' T— lam 8' Rcvr5*,Is ocSCPIPTM arc I APPRo to REVISED INSTALLATION DETAILS 06/07/15 1 R.L. S 11i 3/8" SECT5796 CLIP MT000022 CLIP FOR WOOD FRAMING INSTALLATION 16GA (.0637 GALVANIZED STEEL ALUMINUM 6063-T5.125• THICK 2 3/4" 8' SECT M-1926 MULLION ALUMINUM 6063-T5 125' THICK SECT5796 OR M10000PCLIP I SECT5796 OP. — MT000022 CLIP CLIP INSTALLATION MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 M-1926 — VERTICAL MULLION 83' MULLION SPAN INSTALLATION DETAILS ORANY va'C 1140 V.L. 08-01445 suLc NTS c'E 01/11/12 S"EE73 OF 3 SIGNED: 0810712015 r' oy8 25 •• * s TATOFOFzz L. Roberto Lomas P.E. 233 W Main St Danville, VA 24541 434-688-0609 rllomas@lrlomaspe.com Manufacturer: MI Windows and Doors, Inc. 650 West Market St Gratz, PA 17030 Product Line. M-1926 - Vertical Mullion Engineering Evaluation Report Report No.: 512069A Compliance: The above mentioned product has been evaluated for compliance with the requirements of the Florida Department of Business and Professional Regulation for Statewide Acceptance per Rule 61G20-3.005 method 1(d). The product listed herein complies with requirements of the current Florida Building Code. Supporting Technical Documentation: 1. Approval document: drawing number 08-01445 revision A prepared, signed and sealed by Luis Roberto Lomas P.E 2. Mullion analysis report No. 512069-1 prepared, signed and sealed by Luis Roberto Lomas P.E. Limitations and Conditions of use: Maximum design pressure: refer to design pressure charts in approval document. Maximum single window unit size: 52 1/8" x 84" Window units attached to mullion must have their own separate approval. This product is not rated to be used in the HVHZ. This product is impact resistant and does not require impact protection in Wind -Rome Debris Regions, up to Wind Zone 3. Design pressure of mulled units shall be controlled by the lesser design pressure of the assembly components; mullion or individual units. All windows attached to mullion must be manufactured by MI Windows and Doors, Inc. Installation: Mullion must be installed in strict accordance with installation instructions document 08-01445 revision A. 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). 1of1 1111111I/I i 04f.. 10 , TATE OF ; iFS •••-• G Luis R. Lomas, P.E. FL No.: 62514 08/07/2015 Florida Building Code Online Page 1 of 2 Business Professional Regulation r ow,:J_ Polidlil Dep"td SCIS Home I Log In I User Registration 1 Hot Topics Submit Surcharge Scats 6 Facts ` Putdkations FBC Staff BCIS Site Map Links Search Busines Professi - al 0-USER. product Approval PuDlk User Regulation Product Approval Menu > Prpdutt or Application SenrN > Application List > Application Devil FL # FL18644-R1 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 02/18/2016 v.date. set to reapply per S^Urich's req.zb.02/25/16 Archived Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlingaromiwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com 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 Windows Fixed Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE Rj Validation Checklist - Hardcopy Received Standard AAMA/WDMA/CSA 101/I.S. 2/A440 AAMA/WDMA/CSA 101/1.S. 2/A440 Method 1 Option A 02/18/2016 02/25/2016 02/25/2016 Year 2005 2008 https://floridabuiIding.org/pr/pr app_dti.aspx?param=wGEVXQwtDqulGtg5bCXRsfAEr... 5/10/2016 Florida Building Code Online Page 2 of 2 1 Summary of Products r FL If Model, Number or Name Description 18644.1 3500 PW 81x63 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL18644 RI C CAC MI Windows - 3500 PW B9102 Approved for use outside HVHZ: Yes 81x63.odf Impact Resistant: No Quality Assurance Contract Expiration Date Design Pressure: +50/-50 04/30/2021 Other: FW-LC50 Installation Instructions 08-02818.odfFL18644R111 Verified By: Luis R. Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL18644 R1 AE 513610.odf Created by Independent Third Party: Yes 18644.2 3500 PW 81x63 Finless Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL18644 R1 C CAC APC 3500 FLS 81X63.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 11/18/2017 Design Pressure: +35/-35 Installation Instructions Other: LC-PG35 FL18644 R1 II 08-02818,Ddf Verified By: Luis R. Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL18644 R1 AE 513610.odf Created by Independent Third Party: Yes 18644.3 3500 PW 60x96 Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL18644 R1 C CAC APC - F1910,01,odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 10/08/2020 Design Pressure: +50/-50 Installation Instructions Other: LC-PG50 FL18644 R1 II 08-02858.udf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL18644 R1 AE 513666 F1910 2858.odf Created by Independent Third Party: Yes 18644.4 13500 PW 96x60 Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL18644 R1 C CAC MI Windows - 3500 PW B9102 Approved for use outside HVHZ: Yes 96x60.odf Impact Resistant: No Quality Assurance Contract Expiration Date Design Pressure: +50/-60 04/30/2021 Other: LC-PG50 Negative DP=-60 Installation Instructions FL18644 R1 Il 08-02859.Ddf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL18644 R1 AE 513667.odf Created by Independent Third Party: Yes 6arJr Wert Contact Us :: 1940 North Monroe Street, Tallahassee FL 32399 Phone: 850.487-1824 The State of Florida Is an AA/EEO employer. Copyright 2007.2013 State of Florida.:: Privacy Statement :: Accessibility Statement .: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395. `Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emails 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; I==® 111. Credit ArdFE https://floridabu iIding.org/pr/pr_app_dt1.aspx?param=wGEVXQwtDquIGtg5bCXRsfAEr... 5/10/2016 NOTES: 1 THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REOUIREMENTS OF THE FLORIDA BUILDING CODE. 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD 3. IX BUCK OVER MASONRY/CONCRETE IS OPTIONAL 4, WHERE SHIM OR BUCK THICKNESS IS LESS THAN 1-1/2- WINDOW UNITS MUST BE ANCHORED THROUGH THE FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE MATERIAL. 5. WHERE WOOD BUCK THICKNESS IS 1-1/2" OR GREATER. BUCK SHALL BE SECURELY FASTENED TO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE WINDOW UNITS MAY BE ANCHORED THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS 6, WHERE IX BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 7. BUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT IS PROVIDED. 8. FOR FIN INSTALLATION SHIM AS NEEDED. FOR FRAME INSTALLATION SHIM AS REOUIRED AT EACH ANCHOR LOCATION WITH LOAD BEARING SHIM SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4". 9. SHIMS SHALL BE LOCATED, APPLIED AND MADE FROM MATERIALS AND THICKNESS CAPABLE OF SUSTAINING APPLICABLE LOADS. 10. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 11. FRAME MATERIAL: EXTRUDED RIGID PVC. 12. UNITS MUST BE GLAZED PER ASTM E13OO-O4. 13. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 14. FOR ANCHORING THROUGH FIN INTO WOOD FRAMING OR 2X BUCK USE #6 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. I Kv I ocsceronoN I are I APPROVED 15. ALL FASTENERS TO BE CORROSION RESISTANT. 16. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD - MINIMUM SPECIFIC GRAVITY OF G=0.42 17. GEOMETRIC SHAPES ARE ALSO APPROVED. APPROVED GEOMETRIC SHAPES DIMENSIONS SHALL NOT EXCEED INSCRIBED DIMENSIONS OF APPROVED RECTANGULAR ASSEMBLY SHOWN IN SHEET 2. GEOMETRIC SHAPES ARE NOT LIMITED TO SHAPES SHOWN HEREIN. 18. THIS PRODUCT ALSO LABELED UNDER THE FOLLOWING NAMES: 3500PW, 3500T, 3500SOLITES. 3500SP, 3540PX. 3540T, 3540SOLITES. 3540SP, 3250PZ. 3250T. 3250SOLITES, 3250SP, 3240PW, 3240T, 3240SOILITES. 3240SP, 3500HPPW, 3500HPT, 3500HPSOLITES. 3500HPSP, 3580WP. 3580T, 3580SOLITES. 3580SP, S-350OPW. S-3500T, S-3500SOILITES, S-3500SP, S-3540PW. S-3540T, S-3540SDLITES. S-3540SP, M-350OPW, W-350OPW. W-3500T, W-3540PW, W-3540T, W-3540SDILITES, W-3540SP, 1255PW, 1255SP, 128OPW, 910SP, 1255HPPW, 1255HPT. 1255HPSDLITES AND 1255HPSP, SIGNED: 0211712016 DOORSMIWINDOWSIwDOWESTIICOW,11 MaEDTSTREETq, 1it v GRATZ, PA 17030-0370 GENy.9s i TABLE OF CONTENTS SERIES 3500 FIXED WINDOW 96" X 60" NON -IMPACT 0 5 *= C` SHEETNO. DESCRIPTION NOTES p • TAT OF 1 NOTES ORAVrt+ aec ra aEv %O' ' 4OR10"' • * C - 2 ELEVATIONS 08-0,22859 S ONA11 6\\ suco.>E 3INSTALLATIONDETAILSNTS02/04/16 1 OF 3 2" A Ff HE 96" MAX. FRAME WIDTH MAX - 10 MAX --{ O.C. 2 MAX 2-7 10" MAX i0' I O.C. AX. IAMEGHTGHI I SE FO I 2" MAX -J SERIES 3500 FIXED WINDOW EXTERIOR VIEW FIN INSTALLATION DESIGN PRESSURE RATING IMPACT RATING 50.01-60.OPSF NONE NOTES: 1. MAXIMUM D.L.O.: 92' X 56' 2. (2) 1" X 1/8" WEEPSLOT AT 2" FROM EDCE OF SILL FACE CHART a1 Height CHART #1 t NUMBER ANCHORS REMS*NS OEScnronoN wrE I .PPW41) SIGNED: 0211712016 DOORSM650IwDOWESTMna a il`o/''. EO STREET GRATZ. PA 17030-0370 S gap tl 5 +f: SERIES 3500 FIXED WINDOW 96" X 60" NON -IMPACT ELEVATION DO• TAT E OF oanwN owc NO REV 08-02859 ORIOG`•\` p1111110STALENTSoE02/04/16 SNEu2 OF 3 l r N APPROVED SEALANT BEHIND FIN 6 WOOD SCREW 3/8" MIN EDGE DISTANCE EXTERIOR INTERIOR 3/8" MIN j EDGE DISTANCE 06 WOOD SCREW APPROVED 1 1/4" MIN EMBEDMENT SEALANT BEHIND FIN VERTICAL CROSS SECTION W000 FRAMING OR 2X BUCK INSTALLATION REVISODNS IREVDESCRIPTIONIMRCIAPPROVED WOOD FRAMING BY OTHERS 1/4" MAX. L SHIM SPACE WOOD FRAMING BY OTHERS 6 WOOD SCREW I 1/4" MIN. EMBEDMENT APPROVED SEALANT BEHIND FIN 3/8" MIN EDGE DISTANCE 1/4" MAX SHIM SPACE INTERIOR EXTERIOR JAMB INSTALLATION DETAIL 1 /4" MAX WOOD FRAMING OR 2X BUCK INSTALLATION SHIM SPACE NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS. NOT SHOWN FOR CLARITY. WOOD 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE FRAMING DESIGNED IN ACCORDANCE WITH ASTM E2112 BY OTHERS MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 3500 FIXED WINDOW 96" X 60" NON -IMPACT FIN INSTALLATION DETAILS DRAWN on NO. N.G. 08-02859 w"I-E NTS 0"E 02/04/16 ISHIET3 OF 3 SIGNED: 0211712016 rJ\S G I N10 9, v E SF• STi, TEE Of ; L. Roberto Lomas P.E. 233 W Main St Danville, VA 24541 434-688-0609 rllomas@lrlomaspe com Manufacturer: MI Windows and Doors, Inc. 650 West Market Street Gratz, PA 17030 Product Line: Series 3500 Fixed Window 96" x 60" - Non -Impact Engineering Evaluation Report Report No.: 513667 This product also labeled under the following names: 350OPW, 3500T, 350OSDLITES, 3500SP, 354OPW, 3540T, 3540SDLITES, 3540SP, 3250PW, 3250T, 3250SDLITES, 3250SP, 3240PW, 3240T, 3240SDLITES, 3240SP, 3500HPPW, 3500HPT, 3500HPSDLITES, 3500HPSP, 3580WP, 3580T, 358OSDLITES, 3580SP, S-350OPW, S-3500T, S-3500SDLITES, S-3500SP, S-3540PW, S-3540T, S- 3540SDLITES, S-3540SP, M-350OPW, W-350OPW, W-3500T, W-354017W, W-3540T, W-3540SDLITES, W-3540SP, 1255PW, 1255SP, 128OPW, 910SP, 1255HPPW, 1255HPT, 1255HPSDLITES, and 1255HPSP 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(a).'The product listed herein complies with requirements of the current Florida Building Code. Supporting Technical Documentation: 1. Approval document: drawing number 08-02859, prepared, signed and sealed by Luis Roberto Lomas P.E. 2 Test report No.: B9102.01-109-47 signed and sealed by Michael D. Stremmel, P.E. Architectural Testing, Inc., York, PA. AAMANVDMA/CSA 101/1 S.2/A440-08 Design pressure: t60.15psf Water penetration resistance 7.52psf 3. Anchor calculations, report number 513667-1, prepared, signed and sealed by Luis Roberto Lomas P.E. Limitations and Conditions of use: Maximum design pressure: +50.0/-60.Opsf. Maximum unit size- 96" x 60" Units must be glazed per ASTM El300-04 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 Frame material to be ngid PVC. Installation: Units must be installed in accordance with manufacturer's installation instructions and approval document 08-02859. Certification of Independence: Please note that I don't have nor will acquire a financial interest in any company manufacturing or distributing the product(s) for which this report is being issued. Also, I don't have nor will acquire a financial interest in any other entity involved in the approval process of the listed product(s) 1 of 1 111111t/////, R • 0 (i/ S`c E NSE•'9c1'/ o51p , TAT OF ; Luis R. Lomas, P E. FL No.: 62514 02/23/2016 Florida Building Code Online F717676.9 Page I of 4 ProfessionalBusinessRegulation rg FMB DpMM(d SCIS Home ' Log In I User Registration Hot Topics I Submit Surcharge I Stats a Fads ' PublicationsFBC Staff E SCIS Site Map Links Search Busines Professi ' al ORProduct Eli"r°"a' Regulation Product Approval Menu > DroduR or Aoollratbn Search > Application List > Application Detall FL # FL17676- R2 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer MI Windows and Doors Address/Phone/ Email 650 West Market Street Gratz, PA 17030 717) 365- 3300 Ext2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/ Email Quality Assurance Representative Address/Phone/ Email Category Windows Subcategory Single Hung Compliance Method Certification Mark or Listing Certification Agency American Architectural Manufacturers Association Validated By Steven M. Urich, PE CJ Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year AAMA/WDMA/ CSA 101/I.S.2/A440 2008 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 12/03/2015 Date Validated 12/04/2015 Date Pending FBC Approval Date Approved 12/06/2015 https://floridabuilding. org/prlpr_app_dti.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 2 of 4 Summary of Products FL i! I Model, Number or Name Description 17676.1 3540 SH 36x74 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 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.Ddf 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: 27676.3 3540 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/-4S Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 40x66.Ddf 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.Ddf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.5 3540 SH 4402 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/01/2017 Design Pressure: +35/-47 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 11 Install - 3540 SH Fin 44x72.Ddf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 117676.6 13540 SH 1 44x84 Fin Frame I Limits of Use Approved for use In HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30/-30 Other: LC-PG30. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x84.Ddf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions Verified By: American Architectural Manufacturers Association Created by Independent Third Party: https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 3 of 4 Evaluation Reports Created by Independent Third Party: 117676.7 13540 SH 152x84 Fin Frame I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25/-25 Other: R-PG25. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 52x84.Ddf Quality Assurance Contract Expiration Date 05/26/2020 Installation Instructions FL17676 R2 11 FL17676 RI Il Install - 3540 SH Fin 52x84.Ddf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.8 3540 SH 36x74 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x74.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35 FL17676 R2 11 08-01252B 7.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511854E 1252.Ddf Created by Independent Third Party: Yes 17676.9 3540 SH 36x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40 FL17676 R2 II 08-01372 511989.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511989 3540 FLS 36x84.Ddf Created by Independent Third Party: Yes 17676.10 3540 SH 44x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 44x72.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-47 Installation Instructions Other: LC-PG35 FL17676 R2 lI 08-01247B 10.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511849B 1247.Ddf Created by Independent Third Party: Yes 17676.11 3540 SH 48x96 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 48x96.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +30/-30 Installation Instructions Other:LC-PG30 FL17676 R2 11 08-01371B 11.Ddf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988B 1371.Ddf Created by Independent Third Party: Yes 17676.12 13540 SH 52x62 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x62.Ddf 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 li 08-02269A 12.Ddf Verified By: Luis R. Lomas, PE PE-62524 Created by Independent Third Party: Yes Evaluation Reports https:Hfloridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 4 of 4 IFL17676 R2 AE 513015A 2269.Ddf Created by Independent Third Party: Yes 17676.13 3540 SH 52x72 Frniess Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +30/-30 Installation Instructions Other: R-PG30 FL17676 R2 II 08-02270A 13.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 513016A 2270.Ddf Created by Independent Third Party: Yes 17676.14 3540 SH 52x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x84.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25 FL17676 R2 II 08-01514 512141.Ddf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 512141 3540 Fls 52x84.Ddf Created by Independent Third Party: Yes 17676.15 3540 SH 48x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC(12775)A2726.01-109-47- Approved for use outside HVHZ: Yes R2 C7326.01 3540.AWS.IG.FIN.48X72.R35.(0720161 Impact Resistant. No Rev.Ddf Design Pressure: +35/-35 Quality Assurance Contract Expiration Date Other: R-PG35. Units must be glazed in accordance with 07/20/2016 ASTM E1300-04. Installation Instructions FL17676 R2 II Install Instructs - 3540 SH FIN 48x72 (As Tested).odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.16 3540 Triple SH 108x74 Fin Frame Triple CHS Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 CHS Fin 108x74.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 11 Install - 3540 SH CHS Fin 108x74.Ddf ASTM E3300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: E; Wl Next Contact Us :: 1940 North Monroe Street. Tallahassee FL 323" Phone: 850.487.1824 The Stale of Florida Is an AA/EEO employer. Copyright 2007.2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida low, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395. •Pursuant to Section 4S5.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The !malls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please dick here . Product Approval Accepts: RR CreditSAFE https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Validator I Operstions 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 descAbed below'is hereby approved fot 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 drawfng% by an AAMA Accredited Laboratory. 1. The listing below will be added to the next published AAMA Certified Products Directory. SPECIFICATION RECORD OF PRODUCT TESTEDAAMANVDMA/CSA 101II.S21A440-08 LC-PG40'-914x2134 (36x84)-H Negative Design Pressure = -50 psi COMPANY AND CODE CPD NO. SERIES MODEL & PRODUCT MAXIMUM SIZE TESTED DESCRIPTION MI Windows & Doors, LLC 3540 SH (FINLESS) FRAME SASH 7157 PVC)(OIX)(IG)(INS GL) 914 mm x 2134 mm 067 mm x 892 mm Code: MTL REINF)(TILT)(ASTM) 3'0" x 7'0") 2'10" x 2'11") 2_ This Certification will expire July 27, 2020 (extended from July 27, 2015 per AAMA 103-14a) and requires validation until then by continued listing in the current AAMA Certified Products Directory. 3. Product Tested and Reported by: Architectural Testing, Inc. Report No.: B1910.01-109-47 Date of Report: August 15. 2011 Date: April 16, 2015 Cc: AAMA JGS ACP-04 (Rev. 1111) Validated for Certification 4te' d Laboratories, Inc. Authorized for Certification TZ-Q Ameri&A Architectural Manufacturers Association 36" MAX. FRAME WIDTH 4' MAX. _ ANCHORS TO BE EQUALLY SPACED. SEE ANCHOR CHART SHEET 1 FOR UNIT SIZE .AND ANCI10R OUANTITY O MAX. 11FRE h1Elf,'HT X 1 J_ MAX. I II SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING 40.0%5aOPSF NONE Number of anchors ukod at escb em0 Height in) Panel vAdOI (in) 2" 1 30.0 1 35.0 24,0 2 2 2 30.0 2 2 2 3" 3 3 3 42.0 3 3 3 48.0 3 3 3 54.0 3 3 4 SOA 4 4 4 06.0 4 1 4 1 4 72,0 4 5 78.0 4 4 5 84.0 4 5 5 TARLE OF CONTFNTS SHEET 140.1 DESCRIPTION ELEVATIONS. ANCHORING LAYOUTS AND NOTES 2 - 3 1 INSTALLATION DETAILS RC:SJUS DESMPTQN WE I AWRIMo NOTES: I) THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPL'( AITH REOUIREMENTS OF THE FLORIDA BUILDING CCDE. 2) WOOD FPAMiNG AND MASONRY OPENING TO BE DESIGNED AND ANCHORED 10 PROPERLY TP.ANSFER ALL LOADS TO STRUCTURE. FRAMING AND %1ASCNRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3) 9X BUCK OVER MASONRY/CONCRETE IS OPTIONAL. WHERE 1X SUCK IS NOT USED DISSIMILAR MATERIALS MIDST BE SEPARATED WITH APPROVED COAtUNG OR MEMBRANE SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 4) ALLGWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN WIND LOAD DUF411014 FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS 51 FRAME MATERIAL- EXTRUDED RIGID Fr C. o) SASH UNITS MUST BE REINFORCED WIT, GVL-451-020 STEEL REINFORCEMENT. MEETING RAILS MUST BE REINFORCED WITH RF-104S-020 STEEL REINFORCEMENT 7) UNIiS MUST BE GLAZED PER ASTM E1300-04, 8) APPROVED iMPACT PROTECTIVE SYSTEM IS RECUIREG FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 9) SHIM AS REOUIRED AT EACH INSTALLATION ANCHOR WITH LOAD SEARING SHIM SHIM WHERE SPACE OF 1 /16- OR GREATER OCCURS. MJ•aCdUM ALLOWABLE SHIM STACK- 40- BE 1 /4". 10) FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH SUFFICIENT LENGTH IO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 5/8" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION CETAILS. 10 FOR ANCHORING INTO WOOD FRAMING OR 2x SUCK USE 98 WOOD SCREW WITH SUFFICIENT LENGT-I TO ACHIEVE A 1 3/16" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 12) ALL FASTENERS TO BE CORROSION RESISTANT. 13) INNSTALLATION ANCHORS SHALL BE INSTALLED IMN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS. AND ANCHORS SHALL NOT BE USED IN SUBSTRAITS WTI--. STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. W000 - MINIMUM SPFCIFIC ORAIATY OF G=0.4i B. CONCRETE - MINIMUM COMPRESSIVE STRENGTH OF 3.192 PSI. C. MASONRY - STRENGTH CONFOPMANCE TO ASTM C-90. GRADE N. TYPE I (OR GREATER) SIGNED: 1012112011 M6soIwDOWESTMARKEANDDOORS NSAGRANTZ. PA 17030=0370 J\S EI f0',' r,•AG ,d+ 6SERIES3540FINLESSPVCSINGLEHUNGWINDOW STEEL REINFORCED - NON -IMPACT 36" X 84 ELEVATION. ANCHORING LAYOUT AND NOTES 1:'V_?AT4 Of i 0' 5 :°IORIO: v/,0/DNA 11 X ORA SN. V. . arc No. 08 501372 CrEV wrENTS 10/17/11 1 OF 3 27 BUCR/w000 FRAMING -\ BY OTHERS. 2X EUCK TO \ BE PR( PERLLY SECURED FLAMIE iC 6E SET IN BED OF APPROVED SEALANT EXTERIOR LANCE TO BE SET IN BED OF APPROVED SEALANT 1 f 1 I 1 " MAX. J SHIM HEAD 10 BE SET IN A BED OF ;PPizovw CONSTRV.IIOTJ SEL414 INTERIOR SILL TO BE S0 IN BED Of' APPROVED CONSTRUCTION ADHESIVE 1/A" MAX SHIM 2Y EUCK/W000 VRAHING BY GTHER5. 2-4 :UCK' TO VERTICAL CROSS SECTION BE F'zoovzLY SECURED 2XBUCK4VOOOFRAMING INSTALLATOM RN WAS I RevCE_'CR "IQK GiE aofkOsEO ENBEOMENT Sf IIM 1^ 98 WOOD SCP,E.W INTERIOR 2X BUCK•/W000 FRAMING BY OTHERS, 2h BUCK TO BE PR PERLY SE VREO I EXTERIOR FLANGE iO BE SET IN BED OF APPROVED SEALANT HORIZONTAL CROSS SECTION 1X SUCK4MO FRAMING INSTALLATTON NOTE: INTERIOR AND EXTERI;JR FINISI-ES, BY OTHERS, NOT SH0*.tN rOR CLARITY. MIWINDOWSI O DOORS EST MAKE GRANTZ, PA 17030-0370 TREET \``J\ 5 GENS*.••JI 0 5 = SERIES 3540FINLESSPVCSINGLEHUNGWINDOWSTEELREINFORCED - NON -IMPACT 36'* X 84 f= INSTALLATION DETAILS o+++, $$$$TATEE OF s ;c( ORl0* GN?, CRA::VowGnoREV08501 372 ii"111NAj1E\ G1E NTS10/17/11 2 OF 3 p :'!iluli:5 DE74RAWN MCE I 4,.Wj..m MA7OIll RY;'i.OtIC RETE 1 BY OTHERS OPTICNAL IV DUCK 8Y a• • .+ OTHERS. IX BUCK TO 61 DRODERLY SECURED. TEE NOTE 3 SHEET I II •"., Ism i 4 R. ANSE TC OC I, " Max. SCTIN CEO OF SHIM APPRO: EO SEALANT HEAD iO 6E SET EM6EDa<ER ( SHIM IN A BED CIF APPROVED r CONSTRUCTIONSEALANTMASONRY/CONCRETE1i ! 3/ IF- IADC01: BY OTI!ERS \`( INTERIOR EXTERIOR I L 1°' 11 ] INTERIOR 2 S; 8" MItV. I EDGEDIST. r \ GPIIGNAL Ix 8uCr. By EXTERIOR OTHERS, Ix 6UCK TO gE PP. OPEPLY SECUIREO. SEE \— FLANGE i0 6E NJTE 3 SHEETi SET IN 3t.D OF L r SILL 10 6E SET 114 APPP. OVEO SEALANT BED OF APPROVED HORIZONTAL CROSS SECTION CONSTRUCTIONADHESIVEMASAVAYA: ONCREI'EWSTALLATlON FLANGE TO BE : _ 1/4" MAX SC! IN BED OF C7=:=.g2 ADPROVE? SEAUVIT 1 lAaSONRv ;, pt:CRETE NOTE. INIERI:?R, AND EXTERIORFut15HE5, 6` OTHEF.S, OPTIONBt OTHERS AL 1XBUCK8rc• • +/ % NOT SHC1*N FOR CLARITY OTHERS. IX BUCK TO BE PROPERLY SECUI—< ED. SEE NOTE 3 SHEET I _ "r MI WINDOWS AND DOORS 5 R I L p4/ ii 650 WEST MARKET STREET `J\•. • • • . /9 i VERTICAL CROSS SECTION GRANTZ. PA 17030-0370 .••\r,I-1,s MASONRYX0NCRETEINSTALLATION SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW _ Ar• 0,.5 *= STEEL REINFORCED — NON —IMPACT 36" X 84 INSTALLATION DETAILS D • STATES OF V.L.; ant:o 08-01372 Fa O S` S; ORIO scxE NTs D.1E 10/17/1 I 1SIECI3 OF 3 'I111II0%1 L. Roberto Lomas P.E. 1432 Woodford Rd. Lcwisvillc. NC 27023 336-945-9695 rilomas@lrlomospc.com Manufacturer: MI'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 Technlcal Documentation: 1. Approval document: drawing number 08-01372, titled Series 3540 Finless PVC Single Hung Window — Non - Impact. signed and sealed by Luis Roberto Lomas P.E. 2, Test report No.: B1910.01-109-47, signed and sealed by Michael D. Stremmel, P.E. Architectural Testing, Inc. York; PA AAMANVDMA/CSA 101/I:S.2/A440-05 Design pressure: +40.iO/50.13psf 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 producl'is not rated to be used in the HVHZ, This product is not impact resistant and requires impact protection in wind borne debris regions. Installation: Units must be installed. in accordance with approval document, 08-01372. Certillcation 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 ihVol'ved in the approval process of the listed'product(s). 1of1 G E N SF•9cS 4-TAT 0 F ; 1 Z ip' RIOP GZ' 0NA 11\ Luis R. Lomas, P.E. FL No.: 62514 11 /07/2011 r Florida Building Code Online Page 1 of 4 FL17676.16 RegulationBusiness & Professional rit, NUM norw DpMWjd BCIS Home I Log In I User Registration Hot Topic Submit Surcharge Slats 6 Facts E Publications I FBC Staff BUS Site Map Links Search Busines Professi dl Product Approval USER Public User Regulation Product Approval Menu > Product or Aoollcatbn Search > Application List > Application Detail FL # FL17676-R2 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Ml Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlingeromiwd.com Authorized Signature Brent Sitlinger bsitlingeromiwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Single Hung Compliance Method Certification Mark or Listing Certification Agency American Architectural Manufacturers Association Validated By Steven M. Urich, PE G Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year AAMA/WDMA/CSA 101/I.S.2/A440 2008 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 12/03/2025 Date Validated 12/04/2015 Date Pending FBC Approval Date Approved 12/06/2015 https:Hfloridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 1 Florida Building Code Online Page 2 of 4 1 FL 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 II Install - 3540 SH 36 x74 Fin.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.2 3540 SH 36x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions 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 I Created by Independent Third Party: 17676.3 13540 SH 40x66 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 40x66.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.pdf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.4 3540 SH 44x63 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x63.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +40/-47 Installation Instructions Other: R-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 44x63.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.5 3540 SH 44x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/01/2017 Design Pressure: +35/-47 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 11 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 E 1300-04. 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/pi app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fGI... 5/26/2016 Florida Building Code Online Page 3 of 4 Evaluation Reports Created by Independent Third Party: 17676.7 3540 SH 52x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 52x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25. Units must be glazed in accordance with FL17676 R2 II FL17676 RI II Install - 3540 SH Fin ASTM E1300-04. 52x84.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.8 13540 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.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511854B 1252.odf Created by Independent Third Party: Yes 17676.9 13540 SH 36x84 Finless Frame Limits of Use Approved for use In HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +40/-50 Other: LC-PG40 Certification Agency Certificate FL17676 R2 C CAC APC 3540 FLS 36x84.odf Quality Assurance Contract Expiration Date 07/27/2020 Installation Instructions FL17676 R2 II 08-01372 511989.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511989 3540 FLS 36x84.odf Created by Independent Third Party: Yes 17676.10 13540 SH 44x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17675 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 08-01247B Modf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511849B 1247.odf Created by Independent Third Party: Yes 17676.11 3540 SH 48x96 Finless Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30/-30 Other: LC-PG30 Certification Agency Certificate FL17676 R2 C CAC APC 3540 FLS 48x96.Ddf Quality Assurance Contract Expiration Date 08/28/2017 Installation Instructions 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 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:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrzFR6f G 1... 5/26/2016 Florida Building Code Online Page 4 of 4 IFL17676 R2 AE 513015A 2269.odf Created by Independent Third Party: Yes r 17676.13 3540 SH 52x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +30/-30 Installation Instructions Other: R-PG30 FL17676 R2 II 08-02270A 13.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 513016A 2270.odf Created by Independent Third Party: Yes 17676.14 3540 SH 52x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other. R-PG25 FL17676 R2 II 08-01514 512141.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 512141 3540 Fls 52x84.odf Created by Independent Third Party: Yes 17676.15 3540 SH 48x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC(12775)A2726.01-109-47- Approved for use outside HVHZ: Yes R2 C7326.01 3540.AWS.IG.FIN.48X72.R35.(072016) Impact Resistant: No Rey-odf Design Pressure: +35/-35 Quality Assurance Contract Expiration Date Other: R-PG35. Units must be glazed in accordance with 07/20/2016 ASTM E1300-04. Installation Instructions FL17676 R2 11 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: 27676.16 3540 Triple SH 108x74 Fin Frame Triple CHS Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 CHS Fin 108x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH CHS Fin 108x74.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 6sdr Nent Contact Us : 1240 North Monroe Street, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida Is an AA/EEO employer. Convrlahl 2007.2013 Stale of Fbrltla.:: Privacy Statement : Accessibility Statement :. Refund Statement Under Florida law, email addresses are public records. 11 you do riot want your e-mail address released In response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395. 'Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The malls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public To determine If you are a licensee under Chapter 455, F.S., please click bere . Product Approval Accepts: Milo® Cred it fAFE https: Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG l ... 5/26/2016 f w 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 E 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 TESTEDAAMAIWDMAICSA101/I.S. 21A440 08 LC-PG35'-2731x1867 (108x74) Negative Design Pressure = -50 psf COMPANY AND CODE CPD NO. SERIES MODEL & PRODUCT DESCRIPTION MAXIMUM SIZE TESTED 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 INS GL)(REINF)(TILT)(ASTM) 9'0" x 6'2") 2'10" x 3'0") 2. This Certification will expire April 12, 2017 and requires validation until then by continued listing In the current AAMA Certified Products Directory. 3. Product Tested and Reported by: Architectural Testing, Inc. Report No.: C7327.01-109-07 Date of Report: May 7, 2013 Date: May 8, 2013 Cc: AAMA JGS ACP-04 (Rev.1/11) Validated for Certification h, 4 U- 141dL— aboratories, Inc. Authorized for Certification American Architectural Manufacturers Association ELEVATION low 12' 0.C 2' typ. max. l 2' typ. TT 2' o.c. max. L w n I-dWCLEARANCE ALL FOUR SIDES) WHICH 1 /2- FROM HEAD DETAIL FLASH BY 01" Anchor See Sectior Details) Min Edge 41 SIZE HEADER AS NEEDED Caulk under ENTIRE perimeter of Nailing fin before fastening. IM AS OUIRED DRYWALL 40WN WITH 1/2' SHEATHING) MUST ACHIEVE 1-1/4- PENETRATION INTO STUD. . SILL DETAIL Notes: 1. Installation depicted based off of structural test report If C7327.01-109-47. 2. Wood screws shall satify the National Design Specification for Wood Construction for material type and dimensional requirements. 3. Wood buck installations are assumed 2x S—P—F (G-0.42) or denser. Buck width shall be greater than the window frame width. Tapered or partial width bucks are not allowed. Wood buck shall be secured to the structure to resist all design loads. 4. Wood screw lengths shall be sufficient to guarantee 1-1/4' penetration into wood buck. 5. Maximum shim thickness of 1/4' permitted at each fastener location. Shims shall be load bearing, non — compressible type. 6. These drawings depict the details necessary to meet structural load requirements. They do not address the air infiltration, water penetration, intrusion or thermal performance requirements of the installation. 7. Installation shown is that of the test window for the size shown and the design pressure claimed. For window sizes smaller than shown. locate fasteners approx. 2' from comers and no more than 12' on center. Design pressures of smaller window sizes are limited to that of the test window. SIZE AND DESIGN PRESSURE CHART FASTENER TYPE AND SPACING SHOWN WILL ALLOW DESIGN PRESSURES UP TO +35/-50 UNITS UP TO 108' x 14- SEE TEST REPORTS FOR INDIVIDUAL UNIT SIZE AND APPLICABLE DESIGN PRESSURE LIMITATIONS) 5 THING Min Edge Distonce .m JAMB DETAIL M Windows & Doors Gratz, PA INSTALLATION INSTRUCTIONS I V.M.R. 8-20-09 FASTENER SCHEDULE — FIN— 011EFIX 3540 Single Hung 11 NONE I s I Continuous Head and Sill a ; WOSH CSH FIN 44 Florida Building Code Online FL17676.2 Page 1 of 4 r 9 rMIUp Depafiff12l1ta eas Home I log In I user Regktratbn Hot Topics I Subrolt Suroharye I Scats 6 Facts Publications FBC Stan SCIS Site Map Links Search Bushes I1,12TilProductApprovalProfessi -a l USER: Public User Regulation Product Approval Menu > Produa or Application Search > Application List > Application Detail FL N 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 D MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Windows Single Hung Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE G51 Validation Checklist - Hardcopy Received Standard AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 Option A 12/03/201S 12/04/201S 12/06/2015 Year 2008 https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG I ... 5/26/2016 ELEVATION 2' typ. o.c 2' typ. TT 8' o.c. Max. r ao kCLEARANCE ALL FOUR SIDES) HEAD DETAIL FLASH BY OTH Anchor See Section Del iIZE HEADER AS NEEDED CAULK UNDER PERIMETER BEFORE FASTENING. r Min Edge 7/16' % SHIM AS 1 REWIRED Min Edge 7/16' SHEATHING JAMB DETAIL FIN' IS A GENERIC TERM WHICH TONBENCO BUSED WITH '1/2' FRONT FLANGE) MUSTST ACHIEVESCREW1 R / 4( SHOWNPENETRATIOWITHN 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 are not allowed. Wood buck shall be secured to the structure to resist all design roods. 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. Shims shall be load bearing, non — compressible type. 6. These drawings depict the details necessary to meet structural load requirements. They do not address the air infiltration, water penetration, intrusion or thermal performance requirements of the installation. 7. Installation shown is that of the test window for the size shown and the design pressure claimed. For window sizes smaller than shown, locate fasteners 2' from comers and no more than 8' on center. Design pressures of smaller window sizes are limited to that of the test window. SZE AND DESIGN PRESSURE (MART FASTENER TYPE AND SPACING SHOWN WILL ALLOW DESIGN PRESSURES UP TO +40.10/-50 UNITS UP TO M* x 84' SEE TEST REPORTS FOR INDIVIDUAL UNIT SIZE AND APPLICABLE DESIGN PRESSURE LIMITATIONS) i INSTALLATION INSTRUCTIONS FASTENER SCHEDULE — FIN— mw' ft am V. mom M.R. 12-14-09 M Windows & Doors 3540 Single Hung MINIA NONE I I Gratz, PA M on 3540-3240 SH FIN — J 4 40, Velidator / Opefebons Administrator) MI Windows & Doors, LLC P.O. Box 370 Gratz, PA 17030-0370 Attn: Rick Sawdey AAMA CERTIFICATION PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION The product described below is hereby approved for listing In the next issue of the AAMA.Certified Products Directory: The approval Is based on successful completion of tests, and the reporting t9 the Administrator of the results of tests, accompanied by related drawings, by an AAMA Accredited Laboratory. 1. The listing below will be added to the next published AAMA Certified Products Directory. SPECIFICATION RECORD OF PRODUCT TESTEDAAMANVDMA/CSA 101/I.S?lma-w LC-PG40'-914x2134 (36x84M Negative Design Pressure = -50 psi COMPANY AND CODE CPD NO. SERIES MODEL & PRODUCT MAXIMUM SIZE TESTED DESCRIPTION MI Windows & Doors, LLC 3540 SH (FIN) FRAME SASH 7158 PVC)(O/X)(IG)(INS GL) 914 mm x 2134 mm 867 mm x 892 varn Code: MTL REINF)(TILT)(ASTM) 3'0"x TO") 2110" x 211") 2. This Certification will expire July 27, 2020 (extended from July 27, 2015 per AAMA 103-14a) and requires validation until then by continued listing in the current AAMA Certified Products Directory. 3. Product Tested and Reported by: Architectural Testing, Inc. Report No.: B2133.01-109-47 Date of Report: August 16, 2011 Date: April 16, 2015 Cc: AAMA JGS ACP-04 (Rev. 1111) Validated for Certification h' 4-w- led Laboratories, Inc. Authorized for Certification T Ameri Architectural Manufacturers Association Florida Building Code Online Page 2 of 4 FL it IModel, 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/-SO Other: LC-PG35. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC ARC 3540 Fin 36x74.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 11 Install - 3540 SH 36 x74 Fin.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.2 3540 SH 36x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions 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.ndf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/26/2016 Design Pressure: +35/-45 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 40x66.pdf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.4 3540 SH 44x63 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x63.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +40/-47 Installation Instructions Other: R-PG40. Units must be glazed in accordance with FL17676 R2 11 Install - 3540 SH Fin 44x63.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.5 3540 SH 44x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/01/2017 Design Pressure: +35/-47 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 11 Install - 3540 SH Fin 44x72.Ddf 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_dti.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 3 of 4 IEvaluation Reports Created by Independent Third Party: 17676.7 3540 SH 52x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 52x84.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25. Units must be glazed in accordance with FL17676 R2 II FL17676 R1 11 Install - 3540 SH Fin ASTM E1300-04. 52x84.Ddf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.8 3540 SH 36x74 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x74.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35 FL17676 R2 11 08-01252B 7.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511854E 1252.Ddf Created by Independent Third Party: Yes 17676.9 3540 SH 36x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x84.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40 FL17676 R2 11 08-01372 511989.Ddf Verified By: Luis R. Lomas, PE PE-62S14 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511989 3540 FLS 36x84.Ddf Created by Independent Third Party: Yes 17676.10 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.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-47 Installation Instructions Other: LC-PG35 FL17676 R2 Il 08-01247B 10,odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511849B 1247.Ddf Created by Independent Third Party: Yes 17676.11 3540 SH 48x96 Finless Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3540 FLS 48x96.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +30/-30 Installation Instructions Other: LC-PG30 FL17676 R2 Il 08-01371B 11.Ddf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988B 1371.Ddf Created by Independent Third Party: Yes 117676.12 13540 SH 152x62 Finless Frame I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-35 Other: R-PG35 Certification Agency Certificate FL17676 R2 C CAC APC 3540 FLS 52x62.Ddf Quality Assurance Contract Expiration Date 08/27/2017 Installation Instructions FL17676 R2 11 08-02269A 12.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG I ... 5/26/2016 1 Florida Building Code Online Page 4 of 4 ICreated by Independent Third arty: Yes 17676.13 13540 SH 52x72 Finless Frame Limits of Use cation Agency CertificateCertifi Approved for use In HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x72.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +30/-30 Installation Instructions Other: R-PG30 FL17676 R2 II 08-02270A 13.Ddf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 513016A 2270.Ddf Created by Independent Third Party: Yes 17676.14 3540 SH 52x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x84.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 11 08-01514 512141.Ddf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 512141 3540 Fls 52x84.odf Created by Independent Third Party: Yes 17676.15 3540 SH 48x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC(12775)A2726.01-109-47- Approved for use outside HVHZ: Yes R2 C7326.01 3540.AWS.IG.F]N.48X72.R35.(0720161 Impact Resistant: No Rev.Ddf Design Pressure: +35/-35 Quality Assurance Contract Expiration Date Other: R-PG35. Units must be glazed in accordance with 07/20/2016 ASTM E1300-04. Installation Instructions FL17676 R2 11 Install Instructs - 3540 SH FIN 48x72 (As Tested).Ddf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.16 3S40 Triple SH 108x74 Fin Frame Triple CHS Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3540 CHS Fin 108x74.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH CHS Fin 108x74.Ddf ASTM E3300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Back Next Contact Us :. 1940 North Monroe Sheet, Tallahassee FL 32399 Phone: 850.487,1824 The State of Florida Is an ANEE0 employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records If you do not want your e-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 850.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 20.2. licensees licensed under Chapter 455, F S. must provide the Department with an email address If they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please ctkk b=. Product Approval Accepts: actin iLIIIMA F E https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6f G I ... 5/26/2016 Florida Building Code Online GF_`) Page 1 of 4 i Business & Professional Regulation ram fr ?OwId ecls hlolne I Login I user Registration i Hoc Topic I subrnit surcharge i slits a rods I Pubuo6ons I rae sun I eels site Hap I links I sores I Bdnes Professi nal op° PucLIM al Regulation Product or Aaollollon Search > rdoliollan Lht > Applleaftn Datall FL # Application Type Code Version Application Status Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida Ucense 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.)oyner@amarr.com Brandon Gentle brandon.gentie®a marr.com Brandon Gentle 165 Carriage Court Winston-Salem, NC 27105 336)251-1308 brandon.gentle0amarr.com Danny Joyner Amerr Garage Doors 165 Carriage Court Winston-Salem, NC 27105 djoyner®amarr.com Exterior Doors Sectional Exterior Door Assemblies Evaluation Report from a Florida Registered Architect or a Ucensed Florida Professional Engineer i `• Evaluation Report - Hardcopy Received Thomas L. Shelmerdine PE-0048579 Intertek Testing Services NA Inc. - ETL/Warnock Hersey 01/01/2016 Steven M. Urlch, PE 1 'i Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) sundlad rear ASTM E 330 2002 DASMA 108 2005 Equivalence of Product Standards Certified By Sections from the Code https://www.floridabuilding.org/pr/pr app dtl.aspx?parwn=wGEVXQwtDqunL7seVZMF... 7/20/2015 r Florida Building Code Online Page 2 of 4 I affirm that there are no changes In the new Florida Building Code which affect my product(s) and my product(s) are In compliance with the new Florida Building Code. Documentation from approved Evaluation or Validation Entity ' , Yes '. No N/A Product Approval Method Method 1 Option D Date Submitted 03/30/2015 Date Validated 03/30/2025 Date Pending FBC Approval Date Approved 03/31/2015 FL tr I Model, Number or Name I Description 5302.1 Stratford (M600); Heritage (M950); Dwg. IRC-6009-1 10-2 1,Thru 9' wide. Oak Summit (M650) Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +19.1/-22.6 Other: Design Pressure +19.1/-22.6, Not for use In HVHZ. Glazing option shall not be used In wind-borne debris region unless structure Is designed as partially enclosed or door Is a replacement door. Installation Instructions FI 5302 R6 11 IRC-6009.110.11 Drawing 7-10 FL.Ddf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports F153n7 R6 AF IRC•6009-I10-I1 Reoort 7-10 FL.Ddf Created by Independent Third Party: Yes 5302.2 Stratford (M600)• Heritage (M950); Dwg. IRC-6009-100-11, Thru 9' wide. Oak Summit (M650) Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +15.8/-18.7 Other: Design Pressure +15.8/-18.7,Not for use In HVHZ. Glazing option shall not be used in wind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions FLS102 R6 11 IRC-6009-100-11 drawing 7-10 sealed.Ddf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: Yes 5302.3 Stratford (M600); Heritage (M950); Dwg. IRC-6009-120-15,Thru 9' wide. Oak Summit (M650) Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +22.8/-26.9 Other: Design Pressure +22.81-26.9, Not for use in HVHZ. Glazing option shall not be used In wind-borne debris region unless structure Is designed as partially enclosed or door Is a replacement door. Installation Instructions FL5302 R6 11 IRC-6009-120.1 Drawing 7-10 FL.odf Verified By: TON SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: Yes 5302.4 Stratford (M600); Heritage (M950); Dwg. IRC-6009-130-15, Thru 9' wide. Oak Summit (M650) Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure. +26.7/-31.6 Other: Design Pressure +26.7/-31.6, Not for use in HVHZ. Glazing option shall not be used In wind-borne debris region unless structure Is designed as partially enclosed or door Is a replacement door. Installation Instructions FL5302 R6 11 IRC-6009-130-1S Drawing 7.10 FL.Ddf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: Yes 15302.5 I Stratford (M600); Heritage (M950); I Dwg. IRC-6009-140-15, Thru 9' wide. IOakSummit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No FI Saro R6 11 IRC-6009-140-IS Drawing 7-10 FLodf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +31.0/-35.1 Evaluation Reports https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQWtDqunL7seVZMF... 7/20/2015 - Florida Building Code Online Page 3 of 4 Other: Design Pressure +31.0/-35.1, Not for use in HVHZ. FL5302 R6 AE IRC-6009.140-1S Report 7-10 FL,pdf Glazing option shall not be used In wind-borne debris region Created by Independent Third Party: Yes unless structure Is designed as partially enclosed or door Is a replacement door. 5302.6 Stratford (M600); Heritage (M950); Oak Summit (M650) Dwg. IRC-6009-150-15,Thru 9' wide. Limits of Use Installation Instructions Approved for use in HVHZ: No FL5302 R6 If IRC-6009-[50-15 Drawlna 7-10 FLodf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +35.6/-42.1 Evaluation Reports Other: Design Pressure +35.6/-42.1, Not for use in HVHZ. FL5302 R6 AE IRC-6009.150-IS Report 7-10 FL,Ddf Glazing option shall not be used In wind-bome debris region Created by Independent Third Party: Yes unless structure Is designed as partially enclosed or door Is a replacement door. 5302.7 Stratford (M600); Heritage (M950); Dwg. IRC-6009-169-15,Thru 9' wide. Oak Summit (M650) Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +45.3/-51.2 Other: Design Pressure +45.3/-51.2, Not for use In HVHZ. Glazing option shall not be used in wind-borne debris region unless structure is designed as partially enclosed or door Is a replacement door. Installation Instructions FL5302 R6 11 IRC-6009-169-IS Drawlno 7-10 FL.odf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports FL5302 R6 AE IRC-6009-169--I51teaort-7-10_FL.adf Created by Independent Third Party: Yes 15302.8 I Stratford (M600); Heritage (M950); I Dwg. IRC-6016-100-15, 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: +15.2/-17.2 Other: Design Pressure +15.2/-17.2, Not for use In HVHZ. Glazing option shall not be used In wind-borne debris region unless structure is designed as partially enclosed or door Is a replacement door. Installation Instructions FL5302 R6 11 IRC-6016-100-15 Drawing 7-10 FL,Ddf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports FL S302 R6 AE IRC-6016-100-I5 ReDort 7-10 FLodf Created by Independent Third Party: Yes 15302.9 I Stratford (M600); Heritage (M950); I Dwg. IRC-6016-110-15, 10' Thru 16' wide. Oak Summit (M650) Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +18.3/-20.8 Other: Design Pressure +18.3/-20.8, Not for use In HVHZ. Glazing option shall not be used In wind-borne debris region unless structure is designed as partially enclosed or door Is a replacement door. Installation Instructions FL5302 R6 11 IRC-6016-110-15 Drawlna 7.10 FL,Ddf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: Yes 15302.10 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/-24.8 Other: Design Pressure +21.8/-24.8, Not for use In HVHZ. Glazing option shall not be used In wind-borne debris region unless structure is designed as partially enclosed or door Is a replacement door. Installation Instructions FLS302 R6 II IRC-6016-120.1S Drawino 7-10 FL,odf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: Yes 5302.11 I Stratford (M60D); Heritage (M950); I Dwg. IRC-6016-130-15, 10' Thru 16' wide. IOakSummit (M6SI 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 11 IRC-6016-130-15 Drawing 7-10 FL,Ddf Verified By: TOM SHELMERDINE OD48579 Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: Yes 5302.12 I Stratford (M600); Heritage (M950); I Dwg. IRC-6016-140-17, 10' Thru 16' wide. IOakSummit (M65D) https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDqunL7seVZMF... 7/20/2015 Florida Building Code Online Page 4 of 4 LImRs of use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30.1/-33.8 Other: Design Pressure +30.1/-33.8, Not for use In HVHZ. Glazing option shall not be used in wind-borne debris region unless structure is designed as partially enclosed or door Is a replacement door. Installation Instructions Verified By: TOM SHELMERDINE OD48579 Created by Independent Third Party: Yes Evaluation Reports FL5302 R6 AE IRC-6016-140.17 report 7-10 sealed.odf 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 drawlno 7-10 sealed.pdf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports FL5302 R6 AE IRC- 016.140-24 report 7-10 sealed.vd Created by Independent Third Party: Yes 5302.14 Stratford (M600); Heritage (M950); Dwg. IRC-6016-145-24, 10' Thru 16' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No FL5302 R6 1I IRC-6016.145-24 drawino 7.10 sealed.pdf Verified By: TOM SHELMERDINE 0048579ApprovedforuseoutsideHVHZ: Yes Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +31.91-37.2 Evaluation Reports Other; Design Pressure +31.9/-37.2, Not for use In HVHZ. FL5302 R6 AE IRC-6016-145-24 report 7-10 sealed.pdf Created by Independent Third Parry: YesGlazingoptionshallnotbeusedinwind-borne debris region unless structure is designed as partially enclosed or door Is a replacement door. 5302.15 Stratford (M600); Heritage (M950); Dwg. IRC-6018-110-15, 16'2 thru 18' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No Approved for use outside HVHZ: Yes FL5302 R6 II IRC-6018.110-15 Drawlno 7-10 FL.odf Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +18.2/-20.6 Evaluation Reports Other: Design pressure +18.2/-20.6, Not for use In HVHZ. FL5302 R6 AE IRC-6018-110.IS Report 7.10 FL.pdf Glazing option shall not be used In wind-borne debris region Created by Independent Third Party: Yes unless structure is designed as partially enclosed or door is a replacement door. 5302.16 Stratford (M600); Heritage (M950); Dwg. IRC-6018-120-15, 16'2 thru 18' wide Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No FL5302 R6 II IRC-6018-120-15 Drawino 7.10 FLodf Approved for use outside HVMZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +21.6/-24.5 Evaluation Reports Other: Design pressure +21.6/-24.5, Not for use in HVHZ. FLS302 R6 AE IRC-6018-120-15 Report 7-10 FL.gdf 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. 0.1.3 Net' Contact Lfy :: 1940 (forth Mcnree Street. Taltahassm FL 32399 Phorm aS0.487• 1a24 The State of Florida Is an ANEEO employer. Covmleht 2007.2011 Stale of Florida, :: privacy Statement :: Accessibility Statement :: Refund Simteffient Under Florida law, dnall addresses are publk records. 11 you do not want your e•mall address released In response to a public -records request, do not send electronic mall to this entity. Instead, epmact the office by phone or by traditional map. If you haw any questions, please contact 850.487.1395• 'pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012. licensees licensed under Chapter 455, F.S. must provide the Department with an email address It they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. It you do not wish to supply a personal address, please provide the Department with an "mall address which can be made available to the public. To determine It you are a licensee under Chapter 455, F.S., please click JIM. product Approval Accepts: NOIRE H7:urlty111:tl4lra A https://www.floridabuilding.org/nr/pr_app_dtl.aspx?param=wGEVXQwtDqunL7seVZMF... 7/20/2015 I 6 ALPRTARC RRADI CARRmt ATTACHED V/ rb V.' • 1/2' A s7LT a ILR ra BRACKET lA W MV. KESlawraL TA*goI/.• AC. -C&D SCa11'vS OI AMCKEr 1a L3ICK ELx[1 iJ r 1 Ac r.rc a no OFm O(SIDE ELEVATION r awA wrs ATTAO la 1/.• T W p/AIYE AT INCwiOOVA3f.' K. K" Sam" r :z. sTAVTs ATTACHED VI t. IML ILCA MIVA• A III• IQ D 3Awms ATTACKA CAC w'rULT TO Era STtL( V/ <e7 1/•' . L.' NEl( HEAD IMEVS ROT CIM" r 7-DALL STEEL a ""Am S+INT STEM PILLOWS A W 7/I6• OTTAIHEP FOR PFTMEAIC0 SNArTS TYPICAL CKMASAEC END FdW 3Ls Dar a "AC >D AAAm __ 7( LA Tr arCA. 7 R fATdueQAOe:T ro) 10. 7 OR s[rrol) 20 G• CENTOt au s-k r!. C.LY. Sim 7/16- OP, 1a OLTOrOMQT AIa WTeA lonQ3O TRACK MOUNTING DETAIL R T; r anA, smas fDrrA Urla. 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Slvz uP stizmWavz]aysovzsrWatvznw>svz sous m oew,+svz,26yr+vz uP uP svz+ew svz+evravrays.evr®wervratvseivr+@wnavrmwmvr,w,s,Pr vt ew vJ•eoWSTvar>awesvJ•rovcoJVJ•+uwmvr,swua uP svzuwasvzew.evr®uce+vrelweJvratw,wvrmwwvrww+v DOO©i0©tom STRUCTURAL SOLUTIONS, P.A. Structural Engineering • Investigations a Consulting GARAGE DOOR STATIC PRESSURE TEST REPORT Garage Door No.: IRC-6016-120-15 Test Date: 11/8/2012 Project No.: 12-114 Design Pressures: 21.8 psf, -24.8 psf Report Date: 12/6/2012lAmarr Model # 1600 Test Pressures: 32.7 psf, -37.2 psf Test Location: Garage Doors, Winston-Salem, NC ASCE 7-10 Criteria: Up to 5 Feet of Door Width in Zone 5; Any Roof Slope: Enclosed Building Exp. B 30' MRH Exp. C,15' MRH Exp. C, 25' MRH Exp. D,15' MRH Ex . D. 25' MRH 155 mph 141 mph 134 mph 128 mph 1 122 mph Witnessed By: Brandon Gentle - Amarr Garage Doors; Thomas L. ShOmerdine, 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 I to 5 minutes. Step 3: Load the door to 100% of the Design Pressure and bold for 60 seconds. Step 4: Unload the door for I to 5 minutes. Step 5: Load the door to 150% of the Design Pressure (which equals 100% of the Test Pressure) and hold for 10 seconds. Step 6: Repeat 1 through 5 above for negative pressure. Observations: No failures occurred as a result of the noted loadings. The door remained operable after both positive and negative tests. Summary: A 16'-0"x7'-0" Model 600 as described on drawing IRC-6016-120-15 meets or exceeds the testing criteria as described above. By comparison to the construction of the 16'-0"x7'-0" Model 600, the following doors also meet or exceed the above testing criteria, when constructed in accordance with drawing IRC-6016-120.15: 16' x 7' Model 950 doors (which are constructed of thicker 24 gauge steel in lieu of 25 gauge steel) 16' x 7' Model 650 doors (which have the "Oak Summit" embossment pattern in the skin) ON/yseoeco r Model 600, 650 and 950 doors with widths up to 16'-0" and heights up to 14'-0" o0 L. SPIE, Short, Long, Flush, and Oak Summit Panels, which are alternate embossment patterns in the skin so` ;GEIV t 8 short panel (18-1/8 x 10-5/8) or 4 long panel (38-1/8" x 10-5/8') windows (3/32' annealed glass minimum - meets ASTM E1300-04) may be installed in 1 section ^ ; Pd0 t;^ -t Submitted By: L ? rt OF 146 ? OJs` 0 Aq STRUCTURAL SOLUTIONS, P.A. (Florida: dba Structural Solutions of North Carolina, Inc., Firm #29412) Thomas L. Shelmerdine, PE (NC PE #14654; Florida PE #0048579) 5921-G West Friendly Avenue • Greensboro, North Carolina 27410 a (336) 856-2686 • Fax (336) 856-2687 • NC Firm #C-1096 a Florida Building Code Online on&,(d SC t Page 1 of 3 u 1 Regulation Nav cr- 11 "511 Fb kf Deparnital(d eels rmm. I og In I user Ragistrauon I Hot Topta I submit Surcharge I stats a Facts E publications I Fee Stan { eas Site Map I unta I search I Busines9," a Product ApprovalProfessial*USER: public User Regulation gypyp Aoemyat Menu ).Piedun er AWleation Search > AemKalwn List > App110Uon OoOU' FL 0 F1.15332-112 Application Type Affirmation Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@mlwd.com Brent Sitlinger bsitlinger@miwd.com Exterior Doors Sliding Exterior Door Assemblies Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed the Luis Roberto Lomas Evaluation Report Florida License PE-62514 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2015 Validated By Steven M. Urich, PE 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 AAMA/WDMA/CSA 101/I.S.2/A440 2005 W.01 alarm 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 Florlda Building Code. Documentation from approved Evaluation or Validation Entity (DYes (%No ON/A https://www.floridabui lding.org/pr/pr_app_dtl.aspx?param=wGEVXQwd)gtH8572gvdWI... 7/20/2015 Florida Building Code Online Page 2 of 3 Product Approval Method Method 1 Option D Date Submitted 04/30/2015 Date Validated 04/30/2015 Date Pending FBC Approval Date Approved 05/06/2015 Summary of Products FL it Model, Number or Name Description 15332.1 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OXO 145-3/4"x80' NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A rL15332 R2 11 08-00500C.odf Verified By: Luis Roberto Lomas 62514 Created by Independent Third Party: Yes Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLI5332 R2 AE 510807B.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.2 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OX, XO, XX 96"x80" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No FLI5332 R2 11 08-00498C.odf Verified By: Luis Roberto Lomas 62514 Created by Independent Third Party: Yes Design Pressure: N/A Other: REFER TO APPROVAL DOCUMENT FOR DESIGN Evaluation Reports FL15332 R2 AE 5108058.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.3 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OXO REINFORCED 145-3/4"x96' Limits of Use Installation Instructions Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A FLI5332 R2 11 08.02248A.odf Verified By: Luis Roberto Lomas 62514 Created by Independent Third Party: Yes Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 512968A.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.4 SERIES 420 ALUMINUM SGD REINFORCED SERIES 420 ALUMINUM SGD REINFORCED OX, XO, XX 96'x96" Limits of Use Installation Instructions Approved for use In HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A FLI5332 R2 11 08-02249A.odf Verified By: Luis Roberto Lomas 62514 Created by Independent Third Party: Yes Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL115 3 R2 AE 512969A.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.5 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED XXX 143'x96" REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLI5332 R2 11 08-02250A.odf Verified By: Luis Roberto Lomas 62514 Created by Independent Third Party: Yes Evaluation Reports FLI5332 R2 AE 512970A.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.6 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OX, XO, XX ALUMINUM SGD 96'x96" Limits of Use Installation Instructions Approved for use In HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A Ft IS332 R2 11 08-00499C.odf Verified By: Luis Roberto Lomas 62514 Created by Independent Third Party: Yes Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLI5332 R2 AE 5108065.od[ PRESSURE RATINGS Created by Independent Third Party: Yes 15332.7 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OXO 146"x96" ALUMINUM SGD hops://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgtH8572gvdWl... 7/20/2015 Florida Building Code Online Page 3 of 3 Limits of Use Installation Instructions Approved for use in HVHZ: No Fl 5332 R 11 OB-OOSOlC.0d1 Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AE 5108088.pd PRESSURE RATINGS Created by Independent Third Party: Yes 15332.8 SERIES 430/440 ALUMINUM SGD SERIES 430/440 ALUMINUM SGD XXX 143"x8o' NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R2 II 08-00502C.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AE 5108696.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.9 SERIES 430/440 REINFORCED SERIES 430/440 REINFORCED ALUMINUM SGD XXX ALUMINUM SGD 143'x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS332 R2 II OS-00S03C.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports . Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15337. R AE 5108109.odf PRESSURE RATINGS Created by Independent Third Party: Yes Bete Houl Contact US :: 19401(anh N1nae Street Ta11a11as6M Fl 32399 Plane: eS0:/rr7•ltt24 The State of Florida h an ,WEED employer. reevAdbt 2g07•IDl3 Scale Floral- :: prIpcy Statern re :: Accessibility statement :: Refund Statement Under Ronda bw, email addresses are public records. It you do not want your a -mall address released In response to a pubik-records request, do not send NerJronk mall to this entity, instead, contact the offi2 toy phone or by traditional mall. If you he" any questions, please Contact 050.407.1395. -Pursuant to Skill" 455.27S(l). nod" Statutes, 011160ivq 000ber 1. 2012. Ikenuu 11 tMCd under chapter 4S5. F.S. must provide the Department with an email address e they have one. The emaas providld may be used W olfiWl (Or - uMOtbn!vi(h the Ikensee. Hower email addresses are pubik record. It you do not wish to supply a personal acidness. please provide the DeparLrrent with an email address which can be made available to the public. To determine if you are a licensee under Chapin ass. F.S.. please click b>:!!.. Product Approval Accepts: M ®GR CreditSar r1E https://www.floridabui lding.org/pr/pr_app_dtl.aspx?param=wGEV XQwtDgtH8572gvdW I... 7/20/2015 1, THE: M. E)JCT ShO':;r! IiEPEIN IS r,•CS.GN_D A40 A41. FaUU2E0 TO COIAC_; W'TII REOt!I12EMEMil, ^;F T,IE FtCP,ID4 HIA r;NG 0 )0 CRA AIMG vN.I f,4joNRY 6:N,Jv TC .. U-SGf:FO Ai40 AIJL' IpREC, iC PR6mFRI Y IR44SFER ALL L':;A:c TO-VRLICTJRE. A':? 1N50N? C°Lt.tt:C ti P.- PESPvNSIEIIlTY C-- THC A;C,ITECT OR :NSINIEER ^= REC0,10. 3. 10. E•,JC K C -cR MASONRY/COMCi -lE'_ . T1GN :Yt:EPC IX BU,-!; IS NOT USCG C--S','. HATE IALS 1t5T r: S:PA?ATEO WIC •%PPR =C COAVIC. OR L/L''46R6NE. S_LEC-I::N OF LCAiIMG OR U:.'B A'... IS THE RE;C`.='B;L5V OF T-'E ARC."TFCT C:z NCINEER Cf R:CO?O, 4,-1L,?WPSLE STRESS IN•."..wE.4.SE OF i,3 WAZ ti t USED IN T-IE DESIGN 0= Tr.E ?RODUCi SH,^,alt7 I-EPOM. `HIND LOA,, UJRAT'-N F-^,T^,R Cc=I.5 :11A.3 USED -C,R IAOO AIJC;!OR CALCUL,t i QlIZ. 5, FFAME MATEF•IAL' EXTRUDED-LUMINUTA .3CS3-T.,. 6. UNITS :4J:T BE ':LAZEO 'E? ASTM El_OC-Oa, '::,i 154"ETY G-ASS- 7. AP-NC'rF.O tvpaZr='iOtEcr,r SYSTEM ',;i_-z"I'?-D =CR r:,IS va7CUCT 171 :cf<U BC.;NF C=8°.!S R:GIo"S. P. S .IM 45 RECUIRLE„ AT EeC-1 INSTAL.-T*4 nf:Cr CR t1 Tk LOA.7 SEARINv S-11, sF•,:4 tY,i=R: S=%CE C'r I;'16" OR SREAIE= OCCUR% MAXIMUM ALLOW -ELF i1ACK TO BE 1/--. 9. DOOR EM_JES I;.S7ALl=C tcHESE O:'_Rt.'•,NG PJ:T'0 •S OIJAL OR GPEAr:P Th;'N ' 0 00 I J! P QUIPf WA'=R INFILTRA"MN RLSISTANCF.• tYvFRH;dtG R.A-I0 = ("rF.RHAVG LENGTH/ :Ffi=`.I`-C HEi II. 13. FAIR ANCHOPIY,, INTO WOOD :--AVIfIG OP 2X BUCK L•SE #1C NCOD SCRE+.S t:ITH SU7rIi;ENT LE%rTfi TC aC 7_.= -. t L/2 14V6iUor £MS=O','C " P:To SUBSTRATE. LOJ Arc AtICHORS AS SI CiY! IN E!E'JA'I:)4" 4NO INSTALLAW'N DETaLS, 1. FOR AJJCH R':.v INTO arSCKc`/rC-.f:^."t TE :JSC '!lc' ':.^4$ 'NIlH SU7-SiCIENT LEf:: F rTOF I ! j P4MIJUTA cu3ECM:hT It.TO SJOSTRAT- tt ITH 7 1. 2" 'Alt:'V1JM rric C' STANCE. LOCATE ;J:OiQRS AS OaN IN __. 4.T.C:.: pill, a-LATIOf: CETA._. 12. F44 ANCHCRRI; LNTO IJ:T-L :T?UCTI,RE USE 410 SM: ,]R SELF DFC!INC SCREt'15 S.-F SJFFICIEN' i LENGT- -C ACH!:bE 3 TI,RE,bS VNIAN,,10 9-144D STRUCTURE IiaTE:Z UR YrALL. LOCATE Al: CI'CN:•J 1,S :i'JOWN C: LLc/f•r10R ANC 'r:5',LL;,clot: C_rot!s. i-SrLNCRS TV 8E C:iR?^,SIOII I:CSi5T4 1. 1=.INSTAL0TION ANCHORS SHALL E: It13i;.LLEC i`I WITH W.NjFACTURV' E iNSTALL-T1014 iJ_TFlLlCTIV4S A40 .N!,10,IRI SHALL NOT .- USELI IN yl!RcTpaTES : t'1-1TRi:JGTH t.C'S THAN -H. miNu.14 ,'Ts:t'7ii S=F:IFIFO GCLCh. A, a:'.'G - : FlWf.IIJH SPEC•F1C GR4o TY 0= '7=0.=7 3, C:.'JCRcIE - IAINILILM CCNIIRES511F- STPENGTH OF .1,192 PS'. C. vASn.lIPY - STRENC-h CONr%lM.'44i;C -^I A_.TM C-9G GT-CC M. 'YPC 1 (OF' GRi?1CR1• VET-L 3TRJCTURE. STEEL il'LA, ]_'LS' OR EOA-,-T5 THICK i41-4IIAJLI tAP'LFOF CONT-'NTS 1 DESCF.IPPON t: CTES ELE'=• Ov 9 1 1IISIALLAT C'I CET-ILS Amr. I wv I CE4cmvnc. I wi I nuC3ft90 OJFfI FIANCE I: S1aLL6T10115 MI WINDOWS AND DOORS LLC I= W. CROSBY RD CARROLLTON, TX 75006 SERIES 430/440 XIX SGD 143" z 96" REINFORCED WITHOUT ADAPTER NOTES I, 08- 02250 N— TS 10" 10/30/13 °' 1 OF 9 SIGNED: 1211012013 I<S" raa: FFAME aiDIH lA! A,,cpio s if' Ec t::(.A iy SO;-,:Ell tP L C4fI:N 1 CE J11e?T .1 i ^i• I NLM3F % OF f(E:UhJ I T- 6" 1 Tr. t>:= IIC _7 f i L ! r' MAP. I I x I X SERIES 430/440 XIX SGO EXTERIOR VIEW DESIGN PRESSURE RATING ( IMPACT RATING t35.OPSF I NONE WITH 2 142' 51LL SEE CHARTS It AND A2 FOR OTHER UNITS RATINGS Lj--L--L111LJ 2 I r32" SILL ALUMINUM 6053-T5.055 THICK DESIGN PRESSURE RATING + IMPACT RATING 25.01-2s.sPSF I NONE WITH 1 117 S01 SEE CHARTS 113 AND 04 FOR OTHER UNITS RATINGS CHARTII WITH 2 1/3Y SILL WHERE WATER INFILTRATION RESISTANCE IS REOUIREO SEE NOTE 9 SHEET 1 DO n premm chart Frees S p Panel and TWI Flom Wtl01(N Hr9hI I•, 00.00 30.0 MO fOL00 42.0 law 1 47.7 143.40 Poa Ng PCs Poa Ng Fei Ng 04.0 400 Se2 400 43.5 400 420 4 4 9,a 4620t4004a37.1 7 .IMo401953023e23I03SA CHARTI2 WITH 2 IM' SILL WHERE WATER INFILTRATION RESISTANCE IS NOT REOI/1RE0 SEE NOTE 9 SHEET I 099gn t mum cIIM (04 Flow 9^OafamlaM Totd Frans HWRII IaO IMi0h1 cnl Ill 6aa 3l0 fora 4:. 126A0 147.a Pea, N Pw Ng Pas Ng Pos Ng 61.0 S52 S62 30. 50.7 4 , aS.S 42A 42 Sao 550 550 Q, 4.6 426 426 A 94 6L0 2.1 521 2 4. 404 06.0 495 49 42 4 9 362 33 I 11/2' SILL ALUMINUM 6063•TS.055 THICK 9_ v9:V; P1. CHARTIJ WITH t 112• SILL WHERE WATER NFILTRATION RESISTANCE IS REOUIREO SEE NOTE 9 SHEET I Ocean ommm chats (h F1a60 Panel and Total From wmn a0 Meld 0 0-Poa Ng as Ng 0 m- Sa2 , 4 2 0 0. 4ILO 407.23• 0 0 a 25 4 CHART N WITH 1 117 SILL WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED SEE NOTE 9 SHEET I OcOgn pre.mr6 Chart 4)9q Spoe Panel and TOW %Afth(a) 30. 0 moo 3L0 1N. a 42A 26aD 47. 47 1 00 Poa Ng Pes Ng es NgosNg41.71-1-1-137A 37.a 34.5 345 39. 3 0-2 3S3 32.a 324 42. 9 429 3722 37.2 332 7J2 30.S30.540.740.7 1 3.3 1,1 1,4 CHART95 Muntowetenchor loesllonareutrlred Snob Pptd pro TOW Frpne Wt00t (N Terns I 3 0420 Q.T mom in! aA 0 TOLD 12a0 1Q.0 lu Jomft us9 JamO N{S HAS Jam N. 0 6 6 T e e 9 6 18. 0 6 e 7 e 0 6 9 e 92D 0 6 7 6 e e 7 e s6o e e 7 e 6 e 9 a MI WINDOWS AND DOORS LLC 100i W. CROSBY RO CARROLLTON. TX 75006 SERIES 430/440 XIX SG0 143" t 96" REINFORCED WITHOUT AOAPTER ELEVATIONS 4. " A 1•C V. L. 1 08-02250 74T5 ' a"T 10/30/13 1 s'rF-' OF S IEOGE LI5T-1.= 1 1t_...,_......=•• n!va I _ _ to . Yt'_-- Wr•=pnf lr' gg 11$;GMEMT C;F. =Y. 6f;ck Eht_:LM:Ni t I_ I'VAX r p''` 1• V INTERIOR 5..; W I t IILP DISiR- 11 III Ihl po a'C00 ckc'N v.01-,{; FRAWNC SY OTf1=RF• EXTERIOR 11 11 11 11 1' • I I INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2K SUCK INSTALLA 77ON NOTES: 1. INTERIOR AND EKTEAIOR FINISHES. BYOTHERS, NOT SHOWN FOR CLARIrv. 2. PERIMETER AND JOWrSEALANrBYOTHERS TO BE DESIGNED IN ACCORDANCE W THASTME2112 I-) WOOD Si,K'N E<E-il F Ai' <h' 1 16 T.'1i: AD4=S;vT: L OR 2X 3U ,/ 3Y OTh=R5 fAIN. d_rli 1 EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR IX BUCK 1NSTALLAT/ON Mi WINDOWS AND DOORS LLC fool W. 'R0S3Y RO CARROLLTON, TX i5006 SERIES 430/4AO XIX SGO 143" x 96" REINFORCED WITHOUT ADAPTER FRAME INSTALLATION DETAILS cl!W- C-G •.:. V.L 08-02250 r NTS 1WE 10/30/13 • C-3 OF 9 XOENS'- d- 5 pp; ST(iATTi OF BONA 0%G\?`` ht Zk_ STRUCTURE OY OTHERS p IG SMS 0= ccL7 = RILL I:G S%REW 1.1_IAL TR,UC7UR E'r 01-1ERS EXTERIOR VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: 1. INTERIOR ANO EXTERIOR FINISHES. BY OTHERS, NorsHOWN FOR CLARITY. 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE OESIGNEO IN ACCOROANCE WITH ASTM E2112 i/4' VAt. iI I $'A E fi I I EJ';E CISTrt:Ci k SL15 : R SIFL' DRIt LI :G SiCRFW INTERIOR 10 3%,S OP KF. W—F o e E K T IN CI •.;JLY.EL; ' l E 114L uE Ak iN..:Tll• SEE SAEET 9' 3IHL' S F,R 51LI. 0071014S vavSmrr, AC)rr, rLANGC Ira-=A(ISII_7117771 i. IP.L. .. I St4v SP:.ci INTERIOR EXTERIOR JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION CAI WINDOWS AND DOORS LLC 1001 W. CROSBY i0 CARROLLTON, TX 75006 SERIES 430/440 XIX SGD 143" r 96" REINFORCED WITHOUT ADAPTER FRAME INSTALLATION DETAILS r. CA: 90, L. I 08-02250 Ll NTS "^" 10/30/13 SSLr'4 OF 9 0 E Ns4c' 9'P EDGE DISI4,.0 1 '4" tidy 4 •1_Ct:18sL.,rt:i 1 y14' 1, _. i/c• rb: ix IJc< I SNIV SPACE 16' TA' SHEET I it 3. 1fj' 74=;;N i.uVCRLiE: !Ar.S BY O1 AI,,SC:t;R eI BY OT11•:T.S EXTERIOR VERTICAL CROSS SECTION CONCRETE MASONRYINSTALLATION INTERIOR SIL_ TO BF 5F I IN a ':C F t'UVEY, 116 ClZTRJ010:,; 40NC.SIv1 C-R EQUAL SFE SHEET 2 10 SILT t)-il(:•`IS' 0 BE FRC°;R!Y FC iJOiE 3 SA I 1 viv fiira Y7.M u;ntr, T1;..;c rs_L.n.iKs CORGRE 1CJt4AJURR V V"1ALL In 1 NOTES: 1. INTERIOR ANOEXTERIOR FINISHES. BYOTHERS. Cv,FQ: U G`17 NOT SMOWN FOR CLARITY. I 2 PERIMETER AND JOINT SEALANT BY OTHEAS TO BE DESIGNED IN ACCORDANCE W,THASTM E2112 2 1 / 2" AYN. EDGE D, cT;.I;--E MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON. TX 75006 SERIES A30/ 440 XIX SGO 143- x 96" REIIIFORC?0 WITHOUT ADAPTER TRANE INSTALLATION DETAILS Cv Fe 0 p0. 08-02250 S rL" 10/30/13 OTF OF 9 5 a. L p4ii r •v, ENSF'9S iG pQTF01 FM,*!= 2 ONAL•aG?``• L IIOW F RAWN;; OR 2+ 9U!:! Sy 0' cRF R10 wO43 SCREW EXTERIOR L "iOc"o - V SCRf'.a I WOOD FRA' lire 0ll -=ULR Br 01HIER5 I /7- `.1'4, j °CGE C157m4cE lam_ f EiA_ :•i_ :7 MAX. Shlb SPACE INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: I. INTERIOR AND EXTERIOR FINISHES. BY OTHERS NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOUVT SEALANT BY OTHERS TO BE OESIGNED IN ACCOROANCE WITH ASTM E2112 SILL -? NE S.-T IN A :EC C:F 'vu•..:a 116 CR EOUAL cc =I-EcT S!J_ C?f10nS 3 ip- bI.N. CtjGE0mE\i L-eLe:4' tiyl-- O,STANC_ i P IC :^00D CREW NC;1n Ft 4'd; OR 7% S-Jco4 NY O'IIL!'.5 1.,4" RLti:<. i S!IIEt SPACE ME S'4y5 Won a A)gtJ r!MCC RSiAU iilO':: j"J, (l,'1,7 Cl.. JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION CAI WINDOWS AND DOORS LLC 100! W. CROSBY RD CARROLLTON. TX 75006 SEPIES 430/440 XIx SGD 143" x 96" REINFORCED WIT4OUT ACAPIER FLANGE INSTALLATION DETAILS 08-02250 1 NT5 1'r 10/30/13 1 S.M.6 OF 9 VE i iA STP.UCi U is 9•. CTi,F.ic ce Sus cz. xV ORI,_LINS SCRE4 V: AL TFI! C I:PE BY -) Ir4:M; EXTERIOR VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES' I. INIERIORANO EXTERIOR KNISHES. BY OTHERS. NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE MTN ASTM E2112 1 / 4" 4aX. LLING EOGE 013T:-L -E LF ? ILu?I, C 9E SEi IN OF VLL<?LI 1;6 RUMICN a01E3'E JAL L I A'- Si UCT:1M1= ThER SNErT QR SILL ;IONS SI L' SPaCP INTERIOR EXTERIOR I x.AS. c.s -I a5Ynarlcp'Jti t-t: I rpna..ep AUOYU iU9.^,:yiA(lnu{,S b t- r I JAMS INSTALLATION DETAIL METAL STRUCTURE INSTALLATION W WINDOWS AND DOORS LLC 1001 W. CROSBY RO CARROLLTON, TX 75006 SERIES 430/140 XIX SOO 143" x 96" REINFORCED WITHOUT ADAPTER FLANGE INSTALLATION DETAILS 08- 02250 s. F.NTS -7 1C/30/13 —'7 OF 9 14rii::P,Y G ' r, 1cc0 tca 1 i; G' hti•V. _ t/4' 1:.+',<. M1KZ)1VFN1 i T-- [ — I CIST AKCC ° INTERIOR BE l i P:C.aFRIY 3-'t y 1 • .: S=C 4.i• ! p E ':%'TE 3 ' SPACE " r 1 CLiNi.RE tL,/h+4irfiF•r EXTERIOR INTERIOR 3t or-ENs r _ j/ 16" iAP. QJI SET IN I EXTERIOR OF vU.KEN I c: 6 I c;Irsutlx;n;:J :•f•HLIsE -•- 1-4 rC:;4ET_ F A • i t%4" 4W. F.4iP.f NT VERTICAL CROSS SECTION, 2 t; 7' Mir:, CONCRETEIMASONRYINSTALLATION F.00E OISIANCF P'IGr.A_ .% DLr• 1:; e:=ROPFRtY SECLI3. I ftvsC 3 Ai:Ur0 +LA`-fit'rvSri'_ TIiNS— _ -• + K, r—' JAMB INSTALLATION DETAIL CONCRETEIMASONRY INSTALLATION NOTES I. INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS LLC i001 W. CROSBY RO CARFOLLTOH, TX 75006 SERIES 430/440 XIX SCO t43" x 96" REIVFORCED WITHOUT ADAPTER FLANGE INSTALLATION DETAILS V.L. 08-02250 C•'' NTS °a't 10/30/13 1111IT78 OF 9 VL pENo'- 4p p•, . TAT SEOF i'T.. _ J EOGE DIST.1 INTERIOR DA5ED.IE,. T I:SONRYJ CON7R= i E 1 Y OiHLKS X y!!47.K By OT47RS, aP0'E-LY SE::URED EXTERIOR 1 14'rV` - A>I=L ni= , . HOOKSTRIP_ INSTALLATION MASONRY,CONCREiE INTERIOR i'c;-K SIHIR S/6' `AI`I EVEIEDVEN L 1 I{ S(:RE1 j IIEXTERIOR HOOK STRIP INSTALLATION 2X 6UCK4VOOO FRAMING 1 :., DJJS f •! --._ CZS:VFF—.. _ - — `A.•.. __ACo4!PFG JLP °.,u1Cf 'iaAllvHe :7: ' F.L. TR." INTERIOR EXTERIOR HOOK STRIP INSTALLATION_ METAL STRUCTURE NOTES: I. INTERIOR AND EXTERIOR FINISHES. BYOTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 AND 000oRS LLCMIWINOoww. a"to q icRosBY CAP.ROLLTON. TX 75006 J`5 v GENSt.,tP SVATSERIES430/440 XIX SOD 143" x 96" REINFORCED WITHOUT ADAPTERrH00KINSTALLATIONDETAILSOF ORIO V.L. 08-02250 0NA11 i -EE' SCAF NTS 10/30/13 9 OF 9 L. Roberto Lomas P.E. 233 W. Main St. Danvillc, VA 24541 434-688-0609 rilomas@lrlomaspe.comIrlomaspc.com Manufacturer: M1 Windows and Doors LLC 1001 W. Crosby Road Carrollton, TX 75006 Engineering Evaluation Report Product Line: Series 420 XIX Aluminum SGD 143" x 96' Reinforced without adapter Report No.: 612970A Compliance: The above mentioned product has been evaluated for compliance with the requirements of the Florida Department of Community Affairs for Statewide Acceptance per Rule 61G20-3.005 method 1(d). The product listed herein complies with requirements of the Florida Building Code. Supporting Technical Documentation: 1. Approval document: drawing number 0"2250 revision A, titled Series 420 XIX Aluminum SGD 143' x 96' Reinforced without adapter, prepared, signed and sealed by Luis Roberto Lomas P.E. 2. Report No.: CCLI-12-118 signed by Wesley Wilson Construction Consulting Laboratory International, Carrollton, TX AAMANVDMA/CSA 101/I.S.2/A440-05 Design pressure: t35.Opsf Water penetration resistance 6.Opsf 3. Report No.: C1716.03-109-47 signed by Michael D. Stremmel, P.E. Architectural Testing, Inc., York, PA AAMANVDMA/CSA 101/I.S.2/A440-08 Design pressure: t25.Opsf Water penetration resistance 3.76psf 4. Anchor calculations, report number 512970-1A, prepared, signed and sealed by Luis Roberto Lomas P.E. Limitations and Conditions of use: Maximum design pressure: Refer to approval document. Maximum unit size: 143' x 96' Units must be glazed per ASTM E 1300-04, see installation instructions for glass options. This product is not rated to be used in the HVHZ. This product is not impact resistant and requires impact protection in wind bome debris regions. Frame material to be aluminum 6063-T5. Installation: Units must be installed in accordance with approval document, 08-02250 revision A. Certification of Independence: Please note that I don't have nor will acquire a financial interest in any company manufacturing or distributing the product(s) for which this report is being issued. Also, I don't have nor will acquire a financial interest in any other entity involved in the approval process of the listed product(s). 1 of 1 N R' 0 iS'' •'. 4.-TAT OF ; U. WORVO s/DNA 1` Luis R. Lomas, P.E. FL No.: 62514 12/13/2013 Florida Building Code Online gom-T Page I of 3 Business & Professional Regulation MW F[t71 r.am t Mllrillj BUS Home I log In I User RegW"Von Hot Topks I Sub"t Surcharge ! Sots a FORS I PubkDOO s FaC Stab I DOS Ste 1081) I Unks Search I Bus nes ), Pro#essi vial Product Approval USER: Public User Regulation Praduct AamaWl Min u a WIXOM at AoalhAtlen Search > Aaolltalbn I. > ApplIftdon Derail FL 1t FL15225-R3 r 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 1- Product Manufacturer Therma-Tru Corporation Address/Phone/Email 118 Industrial Drive Edgerton, OH 43517 419)298-1740 rickw@rwbldgconsultants.com Authorized Signature Vivian Wright rickw@rwbldgconsultants.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Emall Category Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance Method Certification Mark or Listing Certification Agency National Accreditation & Management Institute Validated By Ryan J. King, P.E. Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Ord Year 101/I.S.2 1997 ASTM E1686 2002 ASTM E1996 2002 ASTM E330 2002 TAS 201, 202, 203 1994 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 06/13/2015 Date Validated 06/28/2015 https://www.floridabuilding.OTg/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZI Q... 7/20/2015 Florida Building Code Online Page 2 of 3 Date Pending FBC Approval Date Approved 07/05/2015 Summary of Products FL 8 Model, Number or Name Description 15225.1 a. "Classic -Craft" and "Benchmark 6/8 and 8/0 Opaque and Glazed Fiberglass Door with and by Therma-Tru' without Sidelites. Inswing and Outswing Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLIS225 R3 C CAC 15225.1 NAMI 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 15225.1-68 (61 Door Products), INST FL15225 R3 11 INST 15225.1-68.Ddf 15225.1-80 (8'0 Door Products) and INST 15225-68M (6'8 FLIS225 R3 11 INST 1522S.1-80.odf Door Products Direct to Masonry) for Installation FLIS22S R3 11 INST iS225.68M.odf instructions. (Note - Glazing Shall comply with ASTM E1300- Verified By: Lyndon F. Schmidt, P.E. 43409 04) Created by Independent Third Party: Yes Evaluation Reports FLIS225 R3 AE Eval•1522S.1-68.odf FLIS22S R3 AE EVAL 1S22S.1-80.odf FLIS225 R3 AE EVAL 15225-68M.Ddf Created by Independent Third Party: Yes 15225.2 b. "Construction Series" and 6/8 Opaque Steel Door with and without Sidelites. Inswing Benchmark by Therma-Tru" and Outswing Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLIS22S R3 C CAC IS225.2 NAM] cens.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: Yes 12/31/2021 Design Pressure: N/A Installation Instructions Other: See INST 15225.2-68 (68 Door Products) and INST FLIS225 R3 11 INST 15225.2-68.Ddf 15225-68M (6'8 Door Products Direct to Masonry) for FLIS225 R3 11 INST 1S225=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 FL15225 R3 AE EVAL 15225.2-68.Ddf. FL1.5225 R3 AE EVAL 1522S-68M.Ddf Created by independent Third Party: Yes 15225.3 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 Certlificate Approved for use in HVHZ: No FL15225 R3 C CAC 15225.3 NAMI certs.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 12/3112021 Design Pressure: N/ A Installation Instructions Other: See INST 15225.3-68 (6'8 Door Products), INST FLIS225 R3 11 INST T7,7 3_(t$,RO. 15225.3-80 ( 8'0 Door Products) and INST 15225-68M (61 FLIS225 R3' 11 Ipdf, Door Products Direct to Masonry) for Installation FL15225 R3 If 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 "I" 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 FLIS225 R3 AE EVAL 15225.3-68.odf Benchmark Door Panels.) FLIS22S R3 AE EVAL 1522S.3-80.041 FL15225 R3 AE EVAL 15225-68M.odf 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 FLIS22S R3 C CAC 15225.4 NAMI certs.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: Yes 12/ 31/2022 Design Pressure: N/A Installation Instructions Other: See INST 15225. 4-68 (6'8 Door Products), INST FJ1522S R3 11 INST 1522S.4-68.Ddf 15225.4-80 (8' 0 Door Products) and INST 15225-68M (61 FLIS225 R3 11 INST 15225.4-SO.Ddf Door Products Direct to Masonry) for installation FL15225 R3 11 INST'15225=68M.Ddf instructions. (Note - Glazing Shall comply with ASTM E1300- Verified By: Lyndon F. Schmidt, P.E. 43409 04) Created by Independent Third Party: Yes Evaluation Reports FLIS225 R3 AE EVAL 15225.4-fiB.odf FLIS225 R3 AE EVAL 1522S.4-80.odf FLIS225 R3 AE EVAL 1522S-68M.odf Created by Independent Third Party: Yes 115225.S I e. ' Smooth -Star' and "Benchmark 16/8 and 8/0 Opaque and Glazed Fiberglass Door with and I by Therma-Tru" withoutSidelites. Inswing and Outswing blips://www.tloridabui lding. org/pr/pr_app_dtl.aspx?paraxn=wGEVXQwtDgv3yV V KJZ 1 Q... 7/20/2015 Florida Building Code Online Page 3 of 3 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A other: See INST 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 "i" part number doors and sidelites, which have been stained or painted within 6 months of Installation - Excludes Opaque Benchmark Door Panels.) Certification Agency Certificate Quality Assurance Contract Expiration Date 12/31/2021 Installation Instructions FLIS225 R3 11 INST 15225.5-68.odf FLIS22S R3 11 INST 35225.5-80.Dd1 FLIS225 R3 11 INST 15225-68M.Ddf Verified By: Lyndon F. Schmidt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports FLIS225 R3 AE EVAL 15225.5-68.pdf FL15225 R3 AE EVAL15225.5-80.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. Series" 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 R t S21S R3 C CAC 15225 NAMI certs.Ddf 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 11 INST 1522S.6-68 odf 15225.6-80 (8'0 Door Products) for installation instructions. FLIS225 R3 Il INST. _IS225.6-80.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 FLIS225 R3 AE EVAL 15225.6-68.odf FLIS225 R3 AE EVAL 15225.6-80,01' Created by independent Third Party: Yes oacM Ncst Contact Us •: 19a0 North Homee Street. TSBahasgee FL 32399 Phone: 850.487.1924 The State of Florida Is an AA/EE0 Cmploy4r. rnnvry m 2007.20E etal of Florida.:: Prhlacv statement :: er .sgbility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a publbretords request, do not send cloctronic man to this entity. Instead, contact the ofM1ce by phone or by traditional map. It you have any questions, please contact 850.487.1395. 'Pursuant to Section 455.275(1), Florida Statutes, effective October 1. 2012, licerlseos licensed under Chapter 455, F.S. must provide the Department with an email address n they have one. The emalts provided may be used for oftic it communication with the licensee. However !mall addresses are public record. If You do not wish to supply a personal address, pease provide the Department with an email address which can be made available to the public. To determlhe It You are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: ER® Cre itsR E https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yV V KJZ 1 Q... 7/20/2015 NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: N1005327-115 108 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 within nv \ 'certification com NA Mite Certification Pro ram is accredited bv The American National Standards Institute (ANSI). i,vAivais%-trti"eurrouuctL,imz&nLyaL Inswing war ., nmi Glazed Design Missile Test Report Number Configuration or or Maximum Pressure Impact Outswing Opaque Size PostNeg Rated Comments X I/S Opaque 310" x 8'0" 47/-47 No NCTL-210-1940-1.2.3.4=F-257F Single X O/S Opaque 3'0" x 8'0" 47/-47 No NCTL-210-1940-1.2.3.4/i-TF-257F Sin le XX I/S Opaque 6'0" x 8'0" 40/40 No NCTL-210-1940-1.2.3.4/TTF-257F Double Standard Aluminum Astragal XX O/S Opaque 610" x 8'0" 40/40 No NCTL-210-1940-1.2.3.4/TTF-257F Double Standard Aluminum Astragal XX I/S Opaque 610" x 8'0" 47/47 No NCTL-210-1940-1.2.3.4/ITF-257F Double Coastal Aluminum Astragal XX O/S Opaque - 6'0" x 810" 47/47 No NCTL-210-1940-1.2.3.4/ITF-257F Double Coastal Aluminum Astragal OXO/OX/XO 1/S Opaque Door 594" x 810" 40/40 No ETC-01-741-10593.0/L-2173/rTF-257F Single w/Sidelites Glazed Sidelites OXO/OX/XO O/S Opaque Door 5'4" x 8'0" 40/-40 No ETC-01-741-10593.0/L-2173/1-iF-257F Single w/Sidelites Glazed Sidelites OXXO I/S Opaque Door 8'4" x 8'0" 40/-40 No ETC-Stand0 I 3 57F Double w/Sidelites Glazed Sidelites ragaldAluminumAstragalStandardAluminumAstraal OXXO O/S Opaque Door 8'4" x 8'0" 40/-40 No ETC-01-741-10593.0/L-2173/iTF-257F Double w/Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO I/S Opaque Door 8'4" x 8'0" 47/47 No ETC-01-741-10593.0/L-2173/fTF-257F Double w/Sidelites I Glazed Sidelites Coastal Aluminum Astragal OXXO O/S Opaque Door 8'4" x 8'0" 47/-47 No ETC-01-741-10593.0/L-2173=F-257F Double w/Sidelites I Glazed Sidelites Coastal Aluminum Astragal National Accreditation & Management Institute, Inc./4794 George Washington Memoria i y/Hayes, vA 23072 Tel: (804) 684-5124/Fax: (804) 684-5124 NAMI AUTHORIZED SIGNATURE: NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: NI005329-114 108 Mutzfeld Road Certification Date: 10/152003 Butler, IN 46721 Expiration Date: 12/312021 Revision Date: 02242015 Product: FiberClassic Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Benchmark by Tberma-Tru Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330/E331frAS202 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 e!_ __.. _. a e_.:_ ............ W.—;..rf:r...#—.. annnNAMIte rorNt ratinn Prnoram iv accredited by The American National Standards Institute (ANSI). 1` 1A1T11 -S \ VFU1ICU ruuuuca uWual aa Inswing Glazed Design Missile Test Report Number Configuration or or Maximum Pressure Impact Outswing Opaque Size PostNex Rated Comments X I/S Opaque 310" x 6'8" 67/-67 No ETC-01-741-10703.0/L-2097/TTF-253F Sin le X O/S Opaque 3'0" x 6'8" 67/-67 No ETC-01-741-10703.0/L-2097n7F-254F Sin le XX I/S Opaque 6'0" x 6'8" 40/-40 No ETC-01-741-10703.0/L-2097/ITF-253F Double Standard Aluminum Astragal XX O/S Opaque 610" x 6'8" 40/40 No ETC-01-741-10703.0/L-2097frrF-254F Double Standard Aluminum Astragal XX 1/S Opaque 6'0" x 6'8" 47/47 No ETC-01-741-10703.0/L-2097/1TF-253F Double Coastal Aluminum Astragal XX O/S Opaque 6101,x 6'8" 47/47 No ETC-01-741-10703.0/L-2097/T-1'F-254F Double Coastal Aluminum Astragal OXO/ OX/XO I/S Opaque Door 594" x 618" 401-40 No ETC-01-741-10593.0/L-2097MF-253F Sin Ie w/Sidelites Glazed Sidelites OXO/ OX/XO O/S Opaque Door 5'4" x 6'8" 40/-40 No ETC-Ol-741-10593.0/L-2097/TTF-254F Single w/Sidelites Glazed Sidelites OXXO 1/S Opaque Door 8'4" x 6'8" 40/40 No ETC-01-741-10593.0/L-2097/ITF-253F Double w/Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO O/S Opaque Door 814" x 6'8" 40/40 No ETC-01-741-10593.0/L-2097=F-254F Double w/Sidelites Glazed Sidelites Standard Aluminum Astra al OXXO I/S Opaque Door 8'4" x 6'8" 47/47 No ETC-01-741-10593.0/L-2097/i-1"F-253F Double w/Sidelites Glazed Sidelites Coastal Aluminum Astragal OXXO O/S Opaque Door 81411 x 618" 47/47 No ETC-01-741-10593.0/L-2097/TTF-254F Double w/Sidelites Glazed Sidelites Coastal Aluminum Astragal National Accreditation & Management Institute, tnc.f47V4 t;eorge Washington MemorlaJ r1nayes, V rL &Ju,k Tel: ( 804) 684-5124/Fax: (804) 684-5122 NAMI AUTHORIZED SIGNATURE: NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: N1005330-115 108 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 Bencbmark by Therma-Tru Series Glazed Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330/E331/TAS202 The "Notice of Product Certification" is only valid if the NAMI Certification Label has been applied to the product as described within this document. The certification label represents product conformity to the applicable specification and that all certification criteria has been satisfied. This product has been approved for listing within1eradl.rl by Ths AMerienn Natinnat Standards Institute (ANSI). NAMI's Certlned rroauct U longat Inswing w "Va'Namlceruuca Glazed I ".cvur. r...r. w...... Design Missile 1. ---- •--- ---- - - Test Report Number Configuration or or Maximum Pressure Impact Outswing O a ue Size Pos/Neg Rated Comments X 1/S Glazed 3'0" x 618" 47/47 No NCTL-210-1940-1.2.3.4MF-256F Sin le X 0/S Glazed 3'0" x 6'8" 47/47 No NCTL-210-1940-1.2.3.4/i-I F-255F Si nixie XX l/S 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 6'0" x 6'8" 40/40 No NCTL-210-1940-1.2.3.4n7F-255F Standard Aluminum Astrital Double XX I/S Glazed 6101tx 6'8" 47/47 No NCTL-210-1940-1.2.3.4/ITF-256F Coastal Aluminum Astragal Double XX O/S Glazed 6'0" x 6'8" 47/47 No NCTL-210-1940-1.2.3.4/TTF-255F Double Coastal Aluminum As al OXO/ OX/XO I/S Glazed Door 5'4" x 6'8" 40/40 No ETC-0 1-741-11008.0/L-215 1=-256F Single w/Sidelites OXO/ OX/XO O/S Glazed Sidelites Glazed Door 5'411x 6'8" 40/40 No ETC-01-741-11008.0/L-2151/TTF255F Single w/Sidelites OXXO 1/S Glazed Sidelites Glazed Door 8'4" x 6'8" 40/-40 No ETC-01-741-I 1008.0/l-2151/f-fF-256F Double w/Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO O/S Glazed Door 8'4" x 6'8" 40/40 No ETC-01-741-11008.0/L-2151/TTF255F Double w/Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO I/S Glazed Door 814" x 6'8" 47/47 No ETC-0 1-741-11008.0/L-21 5 1 /TTF-256F Double w/Sidelites Glazed Sidelites Coastal Aluminum Astragal OXXO O/S Glazed Door 8'4" x 6'8" 47/47 No ETC-01-741-11008.0/L-2151/TTF255F Double w/Sidelites Glazed Sidelites Coastal Aluminum Astragal 1Ha es VP "172 National Accreditation & Management Institute, Inc./4794 George Washington MemOrla y y Tel: ( 804) 684-5124/F'ax: (804) 684-5122 NAMI AUTHORIZED SIGNATURE: NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: NI005331-115 108 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 Bencbmark 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 m NA Mile rz-41r-.aa,." p agram is neer"tited t v The American National Standards Institute (ANSI). INAMI'S l.eraneu rrouucL Configuration ua.s4 NS Inswing or Outswing w.-..a............................. Glazed or Opaque Maximum Size Design Pressure Pos/NeK Missile Impact Rated Test Report Number Comments X I/S Opaque 3'0" x 6'8" 67/-67 No ETC-01-741-10702.0/L-2096/TTF252F Single X O/S Opaque 3'0"x 6'8" 67/-67 No ETC-01-741-10702.0/Lr2096/i-[F251F Single XX I/S Opaque 6'0" x 6'8" 40/40 No ETC-01-741-10702.0/L-2096AW252F Double Standard Aluminum Astragal XX O/S Opaque 6'0"x 6'8" 40/40 No ETC-01-741-10702.0/L-2096=F251F Double Standard Aluminum Astragal XX 1/S Opaque 6'0" x 6'8" 551-55 No ETC-01-741-11008.0/L-215I/fTF252F Double Coastal Aluminum Astragal XX O/S Opaque 61011x 6'8" 551-55 No ETC-0 I -741-11008.0/L-2 15 1 JTTF251 F Double Coastal Aluminum Astragal OXO/OX/XO US Opaque Door 5'4" x 6'8" 40/40 No ETC-01-741-11008.0/L-2151/TTF252F Single w/Sidelites Glazed Sidelites OXO/OX/XO O/S Opaque Door 5'4" x 6'8" 40/40 No ETC-0I-741-11008.0/L-215I=17251 F Single w/Sidelites Glazed Sidelites OXXO I/S Opaque Door 8'4" x 6'8" 40/40 No ETC-01-741-i 1 Double w/Sidelites Glazed Sidelites lumina AstragalStandardAluminumAstragal OXXO O/S Opaque Door 8'4" x 6'8" 40/40 No ETC-01 -741-11008.0/L-215 InTF251 F Double w/Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO US Opaque Door 894" x 6'8" 55/-55 No ETC-0 1 -74 1 -11 008.0/L-215 I ITTF252F Double w/Sidelites Glazed Sidelites Coastal Aluminum Astragal OXXO O/S Opaque Door 8'4" x 6'8" 551-55 No 1 ETC-0I-741-11008.0/L-215InW251 F Double w/Sidelites Glazed Sidelites Coastal Aluminum Astragal National Accreditation Management Institute, IncJ4794 George Washington Memoria"i » y/tiayes, VA 23072 Tel: (804) 684-5124/Fax: (804) 684-5122 NAMI AUTHORIZED SIGNATURE: C/ THERMAITRU 0 THERMA TRU DOORS 1 16 IMou*"" l on.. EOCCRroN. ON 43517 Smooth -Star" and "Benchmark by Therma-Tru" 6'8" SINGLE AND DOUBLE OPAQUE OR GLAZED PANELS W/ & W/OUT SIDELITES INSWING / OUTSWING INSULATED FIBERGLASS DOOR WITH WOOD FRAMES General Notes 1. This product anchoring drawing has been developed in compliance With the 5th Edition 2014) FloWo Building Code (FOCI excluding the "High Velocity hurricane Zone'. See the Certificalion Agency certificate for sties. specifications and ratings. 2. Product anchors shag be as listed and spaced as shown on detach. Anchor embedment t ba material sterol be beyond wag dressing. stucco. foam. Wick and other wag t zr 105M, MAX OVERALL FRAME WIDTH Is s1Ft1IIrHis1 1 ti; 1 1 Ir 1 1 1 1 1 1 1 Ir 1A 1 A saSV MAX. OVERALL WIDTH s• s s 6 e 8 rs 6• • 6 •8 B• e• 6 e e. DOUBLE W/ SIDEUIES Oxxo SINGLE W/ SIDEUTES Ox0 MAX DESIGN PRESSURE MAX DESIGN PRESSURE S5.0 -55.0 +40.0 -40.0 o se coverings. 3. Wood screws shop be installed following Installation instructions of ANSUAFdPA NDS 21DI I All other fastener types to be installed fallowing fastener rnanutachaefs istallation instructions. 3MAX. OVERALL WIDTH K 4. Fastener embedment depths. edge distances and center<enter distances shall be as =1 4 specifiedbythefastenermanufacturerbutinnoinstanceshagtheybelessthanshownInalIhls drawing. 5. Where shins are used. they must be a -rigid / soli• material that compiles with the s requirements of the FBC.- 6. Posilive and negative design pressure requirements for use with B1is drawing stag be detemsined by others for specific jobs In accordance with the governing code. 5 r 1 1 1 i i g 7. Site conditions not covered by this drawing are subject to further engineering ana". 4 FABLE OF COMIENIS SKEET • OESCVMN 1 ftical elevations. oftgn pmaures a generd notes 2 Busk andloring 3 Frame arc 4 Frame anchal &b1olmoterich S N tali a vertical sass sections d V cross sections SINGLE x MAX DESIGN PRESSURE 67. 0 -67.0 743V MAX. OVERALL WIDTH t ? 3 S S S DOUBLE xx MAX DESIGN PRESSURE 55. 0 -55.0 LOCK 144E0WAR MFG Al sr W rw+ cn DGNATUM MM LATCN RW WNGNARW SEW — DEAWOU S3. OI! MAX OVERALL WIDTH i 2 3 I• s s. rt K SINGLE W/SIOEUrE Ox MAX DESIGN PRESSURE 40. 0 -40.0 w 49 z C No * t, 4 4- NN 1 I I I 4 it " 4MASON I MULUON i I I SHOWN FOR t'11 MULLION SHOWN FOR I I Ittt A •:g MASONRY TYP. HEADOPENING OPENING 11 REFERENCE OPENING 11 I I REFERENCE I I I I fi, i 1Q54kJAMBSHipIIH'EAo 11doJAMBSdoJAMBS a 2X BUCK 11 2X BUCK tt I I II V 2X BUCK 11 x ^ I I 1 I I IuII I( rn v I I I I MULLION SHOWN FOR I (. II cd II cd d II REFERENCE t' SIN II II II y• h'.`,• SINGLE W/SIDELtTES BUCK ANCHORING BUCK ANCHORING BUCK ANCHORING E m Ioil MASONRY J OPENING NOIFS: t. 2Xbuck nin. S.G.:0.55. 2X BUCK - COMCREIEANCNO>t NOTES 1. concrero awed_ tocotbnt at the comer nor be oc$Lnted to mantain the nin. edoe dblaneo to mertajo nm z Concrete anchor 16e noted as XIAX. ON CBrIFJs-must be o*nted to m ontan"men. edge dkfatco to mortaptnts. adcolms concrete 0whows mar be mauiod to groom the 7.NIL ON CENTER *-n*n ore not ou coeded. J. Concrete anchor table: .. AMCNOR ANGNOR AIfM. EM8EOb1EM MIN. CIEAEANCE 10 MASOW ARM. CIEMANCE iO A,'QJACENI TYPE SRE EDGE ANCHOR• IIYU • TAtCON 1/t' 1-1/4' T NCO I/P 1.1/t' 1• Ul1tACO N 1- -1r18- r1 I II1 a 4 1 t II SHOWN 1 MULLION I SHOWN FOR D I ITYP. HEAD 1lASTRAGAL TYP. I ( REFERENCE 1 REFERENCE IIdoJAMBSHEAD SHOWN FOR do JAMBS 1 II REFERENCE 2X_ 1 ri BUCK t t II 1 LI II a 1 1 d IIASTRAGAL II 1 m o SHOWNJOR REFERENCE 11 6 o 1 I) II 1 II 1 I I s K, 2121II1 II so%D N.T. II L DOUBLE DOOR BUCK ANCHORING DOUBLE MASONRY BUCK W/SIDELITES ANCHORING OPENING FL- 15225. swm 2 as 3• F73 T-H-1 F-3' MULLION rII SHOWN FOR REFERENCE BUCK INSTALLATIONW/Ix W,211 clBUCKINSTALLATION TYP. HEAD 6: JAMBS 16 T6 Ie NI _ 16 12 5 0, iii 12 C__•C-•C• sINGI DOOR W/SIDEL4'ES tin 6, IN PAIRS 30 TYP. 3 TYP. iH 3' --I i T W - o G 4 (A NW W = I >y c OWa yA. Q wSEE a• 7n ElfDETAILoISEES DETAIL a VIEW Y'-'E• NEW 90M y mints MWILIGnm FAS1UMM RFY /•1D tom• ALlSaonem1xKArJwCj,: tt xW SIDE d NOTES: 1. fio sldelife is drett set Into the jamb wiM (IZ) e8 x T pTh. wood slaws There ale (q at each vertical jamb. from the top down at Mr, 31' a6.S' 6 66' There are (2) of the header at C from tiro outside comers of the home. mere are (2) of the dL a' from the outside COnroa. 2 For optional sidate conslrucfion with stales. sideliite Is diect set into the jamb with (4 ref X 1.s/i 16 qa slab donG each )omb (6• horn ends and equally spaced thereafter). CONCRETE ANCHOR NOTB: I. Conoete anchor locations of the comers may be odlutted to matntaln the min, edge distance to mortor)oints. 2. Concrete anchor locations noted a! MAX. ON CENTER' must be odusted to maintain the min. edge dstonce to mortar joints, additional concrete anchors may be required to ensure the 'MAX. ON CENTER' dlmenslon are not exceeded. 3. Concrete anchor table: ANCHOR_ ANCHOR MIN. MIN. CLEARANCE MIN. CLEARANCE SIZE EMBEDMENT JO MASONRY 10AG%ACENf' IYPf EDGE ANCHOR• ITw . 1)r 1.1)r r TAPCON flw • TA CON s/u• t•t/ r t•T/Z 401 Is 17 F S o 7 6' 6'f—'e nullll` y` o F, B, ' A' I " a T o a z A W/2x BUCK ERR m F...,ON INSTALLATION REFERENCE ^ 9' STALLATION W ei In 46 BUCK INSTALLATION ~ tl TYP. HEAD 0; _ JAMBS o Fa BUCK INSTALLATION ' a HEAD k JAMBS + u G Is: G t 6 v+ 16 SEE Jc 1 2S SEE - 5 _ DETAIL - I'. n v Ir u g DETAIL 12 m b' A' 'B' A' SINGLE DOOR W/SIDELITE VIEW '13'- 9SINGLE DOOR VIEW A'- A' B DETAIL ' 6' W/2X BUCK 2 INSTALLATION W/ IX BUCK 11 INSTALLATION DETAIL ' 2" 142 JA ra: DETAIL 0 C" 7" 3" a3J 3. 7"tLt R J L II If I _ SEE NOTE JI ASHEET3 ° SEE DETAIL 'J" ASTRAGAL) , MULLION SHOWN FOR a SHOWN FOR _ REFERENCE a REFERENCE ONLY e 42 16 18 E t6 C, 0 12 5 e C. E. NEW C CDOUBLE DOOR WISIDELRES IN ngN PAIRS 30 Di TYP. v W/ 2X BUCK I O INSTALLATIONW/ IX BUCK INSTALLATION TYP. HEAD a (n k JAu85 N SEE _ OETAIL 4" o Wa= - ol I 1 NEW ' E'- E' 9o" r/ gnaw. CORR"T a FASTFI9M M JIM (LIP. AL sDLva M DOOR .wro amomc xxs) Iteml DESCRIPTION Material A 110 x 2-1 2 P W000 SCR STEEL. B X I- 4 PFN W00 CREW STEEL C I # 10 X 1 PFH WOOD SCREW STEEL I 10 x 3 4 l 0 SCREW Hine to Frome STEEL 10 x 2 LG. PFH WOOD SCREW SILLIL 3 8 x- t 2 l PFH WOOD SCREWSTEEL 4 1 1 4 x 2-3 4 PFH ELCO OR ITW CONCRETE SCREW STEEL g 1 4 x 1-3a 1TW PFH CONCRETE SCREW STEEL 9 I1 4 x 3-3 4 ITW PFH CONCRETE SCREW STEEL It 3 16 x 3-1 ITW PFH CONCRETE SCREW STEEL 12 1 4 x 3-1 4 fiW PFH CONCRETE SCREW STEEL 13 MASONRY - 3000 PSI MIN. CONCRETE CONFORMING TO ACI 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 CONCRETE I6 11 4 X 2-1 4 PFH ITW CONCRETE SCREW L I HEADER JAMB SUGAR PINE SG >= 0.34 WOOD 21 3 4 THK. PRESSURE TREATED SIOELITE PAO W000 30 1 2 X t X 25 GA. CORRUGATED FASTENER W/2X BUCK 2 INSTALLATION o` I I 6 R. 1........... iO rgo 4'--4Irhrj SEE DETAIL , w/2X BUCK A 3" INSTALLATIONW/1X BUCK nnu iy TRq )' INSTALLATION o` w v O LiK° N g d SHOWN FOR HEAD& REFERENCE imes - ONLY W 1' I mCn 1 1 SEE 16 16 ; _ DETAILc \ n 5 5 DOUBLE DOOR NEW A'- A"I W/1X BUCK INSTALLATION 12 I C W/2X BUCK NSTALLATION 3" t 0W/Ix BUCK 17 DETAIL 'I' INSTALLATION DCTAIL B ATTACH ATRIK ASTRAGALLA TO THROW BOLT ME STRIKE ASSHOWN2121112u N.T. S. W. JK e ft LFS ; w No. a 15225. 5- 68 n a 4 ar L 0 ix BUCK a d INTERIOR EXTERIOR 1 HEAD JAMB Tok-ing lf— INTERIOR 4 HEAD JAMB s TO BUCK INTERIOR 71.1$' EXTERIOR 1S MAX SKM SPACE MIN. 1.2SMW. EMB. EMS. TYP. r4'N VERTICAL SIDE JAMB N v weaibbo shown a" EXTERIOR INTERIOR EXTERIOR INTERIOR L A EXTERIOR 3 HEAD JAMB s 1 Z--0.ISMP1. C-SWK 0.2r MAX. SW SPACE 1.15 MIN. EMS. S VERTICAL SIDE JAMS vTQWWdhQjl SWA C 9N z OM i o i 2/II 12 i N.T.S. sr JK sn LFS 3 rc w_ a 1522-.5-E8 c L a INTERIOR EXTERIOR 16 L 1 VERTICAL CROSS SWRON 6 bmrtn8 con6gueua+ INTERIOR E EXTERIOR d VERTTC • L GROSS SECTION 6 Imwi O oon6gwofian DMR10R F filet INTERIOR EXTERIOR T elQ ofINTERIORbppsE 20 14 a 13 n 21 12 2 VERTICAL CROSS SECTION 6 QASNigconfipaotbn EXTERIOR i INTERIOR S-\ VERTTCAL CROSS SECTION J vuw" connp"rion t-3"N VERTICAL CROSS SECTION EXTERIOR n INTERIOR 6 VERRCAL CROSS SEaON V a 9co!sWotion ANNE h a j 7C Z u 2 21 12 1 ewc N.T.S JK a oaM.c ao, a FL-15225.5-58 n sum 6 -- G THERMAITRU 0 THERMA TRU DOORS 1 I a IMGue—AL 0".. eooc ft' ON 43517 Smooth -Star" and "Benchmark by Therma-Tru" 87 SINGLE AND DOUBLE OPAQUE OR GLAZED PANELS W/ & W/OUT SIDELITES INSWING / OUTSWING INSULATED FIBERGLASS DOOR WITH WOOD FRAMES General Notes IOSSrT MAX. OVERALL FRAME WIDTH -• I G s• s 11 11 0 II II 1. This product anchoring drawing has been developed in compliance with the Sth Edition 2014) Hairdo 9ulding Code (Fee) exJuding the 'High velocity Hurricane tone % See the Certification Agency Certificate for sues. specifications and ratings. 2. Product anchors shall be as fisted and spaced as shown on details. Anchor embedment to base material shag be beyond wall dressing, stucco, foam brick and other wall coverings. 3. Wood screws shop be Waited following installation instructions of ANSUAF&PA NOS 2012. All other fastener types to be installed following fastener manufocturees installation instructions. 4. Fastener embedment depths, edge distances and center -center distances shag be as specified by the fastener manufacturer but in no instance shag they be less than shown In this drawing. 5. Whom shims are used, they must be a 1Tgld It stiff" material that compiles with the requirements of the FBC. d. Positive and negative design pressure requirements for use with this drawing shag be detemnined by others for specific jobs in accordance with the governing code. 7. Site conditloru not covered by this drawing ore subject to further englneerfng onalysIL TA61E OF CON111M SNEEr• I DESCRIPTION 1 Typicd elevolions. design pressures a general notes 2 euckanchoM 3 0 4 Flat, arochaft&bdofmaledoft S Horizontal a vedcd cross sections 6 vefficat CJass sections 68.97 MAX Ovgte u nlrlptHF-E; s s 11 11 I 1 11 11 111111; 11 II 1 1 11 11 1, II 1 1 1, 11 11 11 11 ,1 I' a 1' 11 11 11 11 11 11 11 Q• 1; 1 1 ,1 8 6 6 6 6, 6 DOUBLE w/SIDam OXXo SINGLE W/SIOEUTES OXO MAX DESIGN PRESSURE LoclrruwwArEww a tErlss MAX DESIGN PRESSURE 47.0 -47.0 P"CUSIGNATIJKlENlSLAMM 1 40.0 40.0 InstxsnsroNAruusmcsno orAorar 37.57 MAX. OVERALL 4-0" MAX. OVERALL WIDTH 93.07 MAX. OVERALL WIDTH 51SS'sI 3 s b 1 '1 3 11 11 11 11 11 11 11 I 11 I' 1' L1 y1 e `-_Y C--Y 1_1 'L_1 L--J __ 11_1' 1-1 el--J L--J 11 11 eC--Y C__Y 0 0 3 11 1, Ir-T, Ii YI Ir-YI Ir-il 11 1, 1 1 LL I SINGLE X DOUBLE XX MAX DESIGN PRESSURE MAX DESIGN PRESSURE 67.0 -67.0 +47.0 -47.0 u vUv t,«c K: JK SINGLE w/StDEUTE OX LFS MAX DESIGN PRESSURE 40.0 -40.0 FL-15223.5• vim 1 a 4 4- I I SHOWN FOR a I I I I MASONRY OPENING Tom• HEAD MASONRY OPENING 11 REFERENCE MASONRY OPENING TYp II II i,T c lllllyll Y1 ' do JAMBS HEAp'11 HEAD I I I I 8 JAMBS h JAMBS II II l oA s f °aw o 2x BUCK I I o oz 2X BUCK d MULLION SHOWN FOR IIup' vi i i i REFERENCE I I I I 2X eUCK I I II I I II II o v i 77 qo y Vrf:• _ t SINGLE DOOR SINGL W/SIOELITE BUCK ANCHORING SINGLE W/SIDELITES BUCK ANCHORING G m BUCK ANCHORING 12 MASONRY a MULLION II SHOWN FOR p a MULLION J 11 I g. 6 OPENING nIpHEADItTYP. I ( REFERENCE 1 SHOWN FOR I 1 do JAMBS 1 ASTRAGAL HEAD a REFERENCE II 1 SHOWN FOR k JAMBS 1 II 1 REFERENCE 1 II Q NOTES'2X BUCK 1 11 1 II' I, ?xbuck min. S.G. z O.SS. 1 I I 1 I I 1 II b` ASTRAGAL 2XCONCRETEANCHORNOTES. II 1 SHOWN FOR 11 BUCKI, Concrete anchor locations of me cameo mar be acWedcr Ctance to mortar 10 nlL to maintain the min. I I 1 REFERENCE edge be 0*41ed to 1 I 1 1 I 1 ^ a2. Concrete anchor locations noted as'MAX.ONCEH119rmuff mobrtain Me min edge dttance to motto Joints. oddtbnd concrete anchors zmaybeseq,*od to enure the TUX. ON CENTEIr denenslan ate not artooded. f ci I I 1 I ( cc C-M- 2 21 12 °zJ. Conororo anchor table., 1 11 1 I ( h sou N.T.S. ANCHOR ANCHOR MIN. MIN, CLEARANCE' 1 1. I I 1 11 " 0-0 BY: JK77. a I I 1 11 ac er LFS ; dlow DOOR w: DOUBLE W/SID LITES FL-t5225.5-HO nDOUBLE BUCK ANCHORING MASONRY OPENING BUCK ANCHORING star ar -§- O Mlly. ClE1RANCe TYPE' sire eAlat:Alety toMAsoHRr EWE TO lif uficrtvi ANC1(OR 1/!' 1.1/A" 2' or" Co TAfCONe uullAcoN 0' 3. b' 73'' F-3- 1 1 I I I I I 1 O1 MULLION tli SHOWN FOR iii - x REFERENCE iI BUCK INSTALlAT10N Ci g/ ZX Ci M I% BUCK INSTALLATION TYP. HEAD h JAMBS - 1cro 3' I MULLION SHOWN FOR REFERENCE BUCK INSTALLAI BUCK WSTAUAI HEAD & JAMBS SEE - o :N .6. - NO I SEE o W T6 16 DETAIL nI nI - 12 iH 5 t2 4- iii uj A' i W L 6] F-16, i T r n T A W/2Xllue0 W o W y W/ Ix BUCK - INSTALLATION TYP. HEAD R JAMBS SEE DETAIL N u O l— C. - D• -E- C. b A VIEW ' C'-'C' SINGLE DOOR W/SIDELfTES VIEW E---F' VIEW b'-b' SINGLE DOOR W/SIDELRE VIEW "9'-19' SHMN •/ opno" cowiGATIM rASIVX i xOr /.17 (1tP, YL SVEUTV A OOOIr .oWs GUMtC b?! 1. OdIRs VdOreAcREeNtOinTtEo :fhe Jamb with (12) N8 x 7 pfh. wood screws thereare (4) at each 0 venccol pmb. from the top down of I3.5'. 317, ASS" 6 66'. there are (2) of the header at !' from the outside comers of the home. There ore (21 of the set. 4' from the ovtside comers. 2. For optional sidelite construction with staples, side6le is direct set Into fhe lamb with (5) % X t C. 1-3/4" 16 ga. staples along each jamb (6" from ends and equally voced Meleager). 3. Lofck deadbdl and hinge locations vary. See Certification Agency Cedifaafe and corresponding test reports for spectric dimensions and design pressure ratings. 1 CONCRETE ANCHOR IJOTFS: 1. C:%t anchor locofioro of fhe comers maybe adjusted to maintain the min. DETAIL -v' edge distance to mortor) oints. 2. Concrete anchor locations noted as "MAX. ON CENTER" must be adjusted to maintain the min. edge dstance to mortarjohM additional concrete arwJM may be mgt*od to ensure the MAX. ON CL7dW dimention are not exceeded. A A 3. Concrete anchor table: ANCHOR ANCHOR MIN. MIN. CLEARANCE MIN. CLEARANCE SIZE EM8EGINEM roMAsibkiv roAiifA EHr TYPE ED" ANCHOR ITw 1.1/4' Y d- TAPCON ITw a TA CON 3/16- 1.1/v 3' 1.1/2- 9. A" SINGLE 000R VIEW A"- A" N.T.S. or. JK LFS 15225. 5-80 1 3 or 6 C 3- - 4 + 3i-k`—I I— 3• 1 I II II III 1 SEE 0E 11L "J' III SEE NOTE 3 JJJ11 w SHEET 3 a / 9 IN GMULLION- & 1 SHOWN FOR — J REFERENCE ASTRAGALS aSHOWNFOR REFERENCE a ONLY 1 _ a a t6 16 Q I6 16 111 111 t2 IIIA WEW 'C"—"C" DOORL_F DOOR W SIDELfTES Butt SEE DETAIL 4' to y 2 W W 4- -A Item DESCRIPTION Material A 10 x 2-1 2 PFH WO 0 SCREW STEEL B 10 X 1-314 W J STEEL C 10 X 1 PFH WOOD SCREW STEEL 1 10 x 3 4 LG. PFH WOOD SCR Hine to rome STEEL 4 1 4 x 2-3 4" PFH ELCO OR fTW CONCRETE SCREW ST L 9 1 4 x l-3 4 ITW PFH CONCRETE SCREW t 4 x 3-3 4 aw PFH CONCRETE SCREW STEEL 57EEL t0 8 X J FH S STEEL 11 J t6 x 3-t 4 ITW PFH CONCRETE SCREW STEEL 12 1 4 x 3-14 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 4 PFH TTW CONCRETE SCREW S L 20 21 HEADER JAMB PINE SG > 0.42 3 4 THK. PRESSURE TREATED SIOELITE PAO W000 w O 30 1 2" X I' X 25 GA. CORRUGATED FASTENER STEEL 4 A' w 2 30 3 U: age p, SEEOETAIL (11TAalA1tON s y . OETAIL 3" INSTALLATION 9' n Lj t• p i TYP. HERO a JAMBS _ ASTRAGAL) hT— SHOWN FOR 1 O REFERENCE ONLY 1 16 1 t6 = ^ 1 G WEW A'— A' su"N W/ onlo" CMUCAT O Fwttdux nd jx (nr. Bonne :o oao>r wie caNNLCI1ars) It 0 DETAIL 3' ATTACH ASTRAGAL THROW BOLT STRIKE PLATE TO FRAME AS SHOWN. n A n Anst a Oy u 2 21 12 a N.T. S. er JK a N. LFS a eo No" a 15225. 5- 80 a 4 0 Zg 13. IrVi z PC el 13 4' t4 4: 1 x BUCK i cL: NY el z T Ln EXTERIORAj 2X BUCK INTERIOR 1.2S*— L. A INTERIOR d EXTERIOR INTERIOR EXTERIOR E 5 m HDJAM8ToFAlissuboum2HEAD JAMB r_3N HEAD JAMB R Ins"" S cc ct r2X BUCK INTERIOR 4 A EXTERIOR IrMA) L SHIM SPACE 1.151MIN. EMS. 6w. r( p. 1 VEIMCAL SIDE JAMB To bL sub -buck hrfkg Otown INTERIOR EXTERIOR0. 1 S MW.I C-SNK 02rMAX. SHM SPACE IS* MIN. EMS. 5'* N VEIMCAL SIDE JAMB S To wood Dome Vtj%kq shown I 1191 N T. S. JK LFS 5- 5- 80 FL— 15225.5-80 to.w5or6 EXTERIOR in 411 •% ......... r • INTERIOR EXTERIOR rq', 6 R n INTERIOR n r < i 20 0a 8 Z vET3 41 T2 f1kid 2 VERTICAL CROSS SECTION 6 OuM.ing contig xaaon INTERIOR 4 VERTICAL CROSS SECTION S VERITCAL CROSS SECTION 6 .1 g con. gu Im 6 ovtsNvg con.'gmwn S VERTICAL CROSS SECTION 6 EXTERIOR 3- m A n INTERIOR 6 VERTICAL CROSS SECTION 6 DIM-" cOnfig"w MAW N.T. D.c er: aa. rn L yq.wp 0: FL-15225. ww -c or THERMAITRU THERMA TRU DOORS 1 1 a INOueAUL Con.. 609L -. ON 43017 6'8" SINGLE & DOUBLE OPAQUE OR GLAZED DOORS W/ & W/OUT SIDELITES OUTSWING DIRECT TO MASONRY INSTALLATION General Notes I. itis product onchodng drawing has been developed in compliance with the Sth Eddim 2014) Flodda Sulding Code (F8C) exduding the'Hlgh Velocity Hurricane Zone . See the Certification Agency Certificate for skm specifications and ratings. 2. Product anchors shill be os kited and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing, stucco. foam, brick and other wall coverings. 3. Fastener embedment depths, edge distances and center -center distances shall be as specified by the fastener monufoct rer but in no instance shag they be less than Ox" in Ihit drawing. Where shims are used. they must be a tiigid / stiff' material that complies with the requirements of the FBC. S. Positive and negative design pressure requirements for use with this droving shag be determined by others for specific lobs In accordance with the governing code. 6. Site conditions not covered by this; drawing are subject to further engineering analysis. GKEOFCOKnM SHEET• 0E3CRR110M t rVowelevations.0 pressures a generd notes 2 HodWn doss 3 VwtCat Dori Sections nlosonly 1 Rants 5 Fr. = 8 bit of mot 105.5T MO.OVEM1. FRAME VNIOTMH 1 2 9Kt 1VM rti 1 1 LL JL -1L J.I I` J-1 1-L 1 1 1 r 1 1 I I 1 11 1 11 f 11 canowlsmermsOXIO MAX DESIGN /RESSURE S5.0 .55.0 37-V MAX. OV6tML wim . 1 2 Tw 11 1; 0 11 11 1 11 2 iF_ii iF:i 0 VIGli x MAX DESIGN PRESSURE V=dwamm/ +55.0 -S5.0 sKq*mg. +65.0 -65.0 50' MA71X. OVO ALL VRD1H U. 2 0MV 11 MAX DESIGN PRESSURE 55.0 -S5.0 I j'—ovetAuvro 3 3 far MAX DESIGN PRESSURE 55.0 -55.0 53A' MAX OVERALL W113711 1 2 3 3 :: sMUw/s=MOx MAX DESIGN PRESSURE 55.0 -55.0 IOCx KAWWAK MPa 11 SIM RMCW SIOMIU IMU rAMM MUM SIGNAMN SUM M KAOIOU a N 1 z u 2 21 12 i N.T.S. ° R JK lf5 i wa w: " 15225-68M " c 1 e-s- t'i"N HORIZONTAL CROSS SECTION 49lmb r, n INTERIOR 4 N EXTERIOR 2 HORIZONTAL CROSS SECTION 2 b9llhpmp figuration 1 h EXTERIOR V 3 HORIZONTAL CROSS SECTION Z W 66rtg0 rdigtrawm INTERIOR I EXTERIOR 4 HORIZONTAL CROSS SECTION i pb9ull 6nb fig "uon 0,7 s iv V INTERIOR EXTERIOR N. 5 HORIZONTAL CROSS SECTION y ovlt w 8gurolbn, J h j a Km. 22t 12 = r&L N.T.S. 9 no. r r JK u FKtf2; 68Ma! cafar ar G I EXTERIOR _W INTERIOR 1 VERTICAL CROSS SECTION 1 v9/I6'b IS•NWL EXTERIOR INTERIOR 2 vER1TCAL CROSS SECTION b•9 UM EXTERIOR INTERIOR 6 z S VERTICAL CROSS SECTION 1 C." oonrguo,wn EXTERIOR INTERIOR VERTICAL CROSS SECTION 3 / ow" can gr— EXTERIOR oonTip"Wn INTERIOR E 114 3d T6 IA EXTERIOR O. Q WMAL CROSSSECTION t 1III= a' . 2121112 Ru[ N.T.S 3 o.a BY; JK • MK or. LFS 3 au•wc w: a FL-15225-68M o acr 3 ., ` 0 VIEW *C-"C SINGLE DOOR W/SIDEUFES iDE T— O SEE TAIL •C' VIEW "E"-i VIEW V"-"W CONCRETE ANCHOR NOTES ae1. Conro anchor IWC WM at Me COnren may be aOAW to malntoin MO min. edge dsfaneo to modar Joints. 2. Canciefc and bcatiorn noted as It AX ON CEN ER• mwf be o4usted to movUaln the min. edge distance to mortarJoints. additional concrete anChon nay be requied to erowe tho'M/AX ON CENTER" dsmembn are not exceeded. 3. Concrete onehor robfe: ANCHOR ANCHOR MfN MM GEEARANCE MIN.YIEA(tANCE 6NBE1,1K i6 fNA1oNRY POAQJACfffT TYPE S%TP e0d ANCHOR ffw 1/P 1.1/fr r TAYMN• ElCO Elf ULi1tACONaw • 1/ 16' 1-1/e AS SHOW AS SHOWN TAPCON STDE3ffE NOTE: 1. The dde6fe Is direct set into the jamb with(12) N8 x ? pfh. wood spews. There are Tel of each vellicaljamb, from the fop down at 1355 31 ; 48.5- d 66-. There are (2) of the header of 4• from the outside corners of the home. There are (2) at the SfE, r from the outside comers. Mr 41 L g> tut09/id HEAD N Mill Vt` '3 a f e Tt'P. ®HEAD LO ^ l S a" z p 9/16• HEAD Y L D 9/16• TiEJV 'y h h E o. S OR ^ p 19/I6-HEAD > of V a o MWODI 4u - G 9116'JAMB- 6A/16• JAMB - O ; ( TYP. 0 JAMBS TYP. 0 JAMBS 49/ I6' JAMS - - H +9116' JAMB- 1 o SEE c l Q oETvl•I c < w — SEE 1O 5 OEFAIL7&7 W L rl r r SINGLE DOOR W/SIDEME VIEW't) -l" SINGLE DOOR VIEW A"- A" A I I P i Hm u wv 2121112 i scab N.T S. W. er. JK a' DA at. LFS ; mt- 04 W . FL- 15225-68M o I 0 VIEW T%"C r ---4 rT 1 I I I 1 . 1 SEE OETA` S' L9/15 HEAD TYP. 0 HEAD 1-9/16 HEADASIRAOALI MULLION SHOWN FOR 1 SHOWN FOR REFERENCE 1 REFERENCE ONLY 1 1 1 1 DOUBLE DOOR W/SIDEUIES r 1 r 69/16' JAMB TYP. 0 JAMBS 4.9/16' JAMB r SEE o OEULL'S p 1 VIEW 7-"F BILL OF MAWALS owe osco m" MAT6ft C 1 /4' MAX. SHIM SPACE 0 1/4' X 2J/4' ELCO OR 1TW PFN CONCRETE SCREW STEEL. E MA SONRY - 30D0 PA MIN. CONCRETE CONFORMING TO ACI 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 CONCRETE F 1 /r x 2-1 /r ELCO OR 1TW PFH CONCRETE SCREW STEEL G 3116- X 2-31r F PFH CONCRETE SCREW STEEL H 3/16' X 2.1/4'rtW PFH CONCRETE SCREW STEEL S 1 hr x I Vr ELCO OR 1TW PFH CONCRETE SCREW STEEL 1 I 3/16' x 3.1 /r HW PFH CONCRETE SCREW STEEL 12 11rx 3.1/4' ELCO OR 0W PFH ORCRETE SCREW STEEL 16 I!<• X 2-1/r PFH rTW CONCRETE SCREW STEEL 24 0 X 314' PFH WS STEEL 26 1 M9 X 1' PFH WS S EL 27 1410X 1 J/r PfH WOOD SCREW I STEEL i J":I r~ SEEDETAIL"6' - Q B p/1i ASSR1lGAl TYP.1 p 4 9/11 a SHOWN FOR 1REFERENCE ONLY I6.9/16' JAMB 1 TYP. ® JAMBS 149116-JAMB 1 1 1 1 1 DOUBLE DOOR io INof a6• Ic 0o l VN i tE o Zv i po6 bsz 07 d r SEE DETAIL T C3j o1 VIEW A'; A, 11 0 1 DETAIL6" ATTACH ASTRAGAL THROW BOLT STRIKE PLATEVFE AS Zw A LFSJK oac DMC N0. FL-15225- 88M R W R W Building Consultants, Inc. B Consulting and Engineering Services for the Building Industry C P.O Dos 230 Valrico, FL 33595 Phonc 813.659.9197 Florida Board orProfessional Engineers Ccnifieale orAatlrorization No. 9813 Product Category Sub Category Manufacturer Product Name Therms Tru Corporation Smooth -Star" and "Benchmark by Therma-Tru" Exterior Swinging 118 Industrial Dr 6'8 Single IL Double Opaque or Glazed Panels w/ 6 w/o Sidelites Doors Exterior Door Assemblies Edgerton, OH 43517 Inswing I Outswing Phone 419.298.1740 Insulated Fiberglass Door with Wood Frames Scope: Product Evaluation report issued by R W Building Consultants, Inc. 6 Lyndon F. Schmidt, P.E. (System ID # 1998) for Thermo Tru Corporation, based on Rule Chapter No. 61G20-3, Method 1A of the State of Florida Product Approval, Dept. of Business 3 Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved In the approval process of the product named herein. Um/tatlons: 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 wall coverings. 3. Wood screws shall be Installed following installations Instructions of ANSI AF&PA NDS 2012. All other fastener types to be Installed following fastener manufacturer's installation instructions. 4. Fastener embedment depths, edge distance and center -center distances shall be specified by the fastener manufacture, but in no instance shall they be less than shown In drawing FL-15225.5-68. 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 specific jobs in accordanoe with the governing code. 7. Site conditions that deviate from the details of drawing FLA 5225.5-68 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 / E1996-02 2. Drawing No. Prepared by No. FL-15225.5-68 RW Building Consultants, Inc. (CA #9813) 3. Calculations Prepared by Anchoring RW Building Consultants. Inc. (CA 09813) Sheet 1 of 1 Testing Laboratory Sinned by ETC Laboratories Wendell W. Haney, P.E. ETC Laboratories Joseph L. Dolden, P.E. Testing Evaluation Lab. Lyndon F. Schmidt, P.E. Signed & Seated by Lyndon F. Schmidt, P.E. Signed & Sealed by Lyndon F. Schmidt, P.E. j t kt Ill tty A4 r' j r • / r '' Lyndon F. Schmidt, P.E. FL PE No. 43409 2/6/2015 R R W Building Consultants, Inc. W B Consulting and Engineering Services for the Building Industry l7 / P.O. Box ?30 Valrico, FL 33593 Phonc 813.659.9197 l/ Florida Board or Professional Engineers Cenificau orAtahorimlion No. 9813 Product Sub Category Manufacturer Product Name Category Therma Tru Corporation Smooth -Star" and "Benchmark by Therma-Tru" Exterior Swinging I IS Industrial Dr 8'0 Single & Double Opaque or Glazed Panels w/ 6 w/o Sldelites Doors Exterior Door Edgerton, OH 43517 Inswing / Outswing Assemblies 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 # 1998) for Thermo Tru Corporation, based on Rule Chapter No. 61G20-3, Method I of the State of Florida Product Approval, Dept. of Business b Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial Interest In the company manufacturing or distributing the product or in any other entity Involved in the approval process of the product named herein. Umlt flons: 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 wall coverings. 3. Wood screws shall be installed following Installations instructions of ANSI AF&PA NDS 2012. All other fastener types to be installed following fastener manufacture's Installation instructions. 4. Fastener embedment depths, edge distance and center -center distances shall be specified by the fastener manufacture, but in no instance shall they be less than shown in drawing FL-15225.5-60. 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 governing code. 7. Site condilions 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 Report No. Test Standard ETC-01-741-10593.0 ASTM E330-02 / TAS 202-94 ETC-01-741-10703.0 ASTM E330-02I TAS 202-94 NCTL 210-1940-1,2,3,4 ASTM E330-02 / TAS 202-94 TEL 01460147 ASTM E330-02 I ElSe"2 / E1996-02 2. Drawing 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 Testing Laboratory ETC Laboratories ETC Laboratories NCTL Testing Evaluation Lab. Signed by Mark D. Possero, P.E. Wendell W. Haney, P.E. Barry Portnoy, P.E. Lyndon F. Schmidt, P.E. Stoned & Seated by Lyndon F. Schmidt, P.E. Signed & Sealed k Lyndon F. Schmidt, P.E. 1 i'•a+i"-,' 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 P.O. Dox 230 Val6co. FL 33395 Phone 813.659.9197 Florida Bard of Professional Engineers Cer ifiate of Authorization No. 9813 Scope: Product Evaluation report issued by R W Building Consultants, Inc. & Lyndon F. Schmidt, P.E. (System ID 01998) for Therma 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. Umltation3: 1. This product anchoring has been developed -In compliance with the Sth Edition (2014) Flortde 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 fisted 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 / stiff" material that complies with the requirements of the FBC. 6. Positive and negative design pressure requirements for use with drawing FL-15225-68M shall be determined by others for spec 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, Test Standard TEL 01460145 ASTM E330-02 / E1886-02 / E1996-02 ETC 01-741-11006.0 ASTM E330-02 / TAS 201, 202, 203-94 2. Drawina No. Prepared by No. FL-15225-68M RW Building Consultants, Inc. (CA 09813) 3. Calculations Prepared by Anchoring RW Building Consultants, Inc. (CA #9813) Sheet 1 of 1 Testlnn Laboratory Sinned Testing Evaluation Lab. Lyndon F. Schmidt, P.E. ETC Laboratories Joseph L. Dolden, P.E. Stand & Sealed by Lyndon F. Schmidt, P.E. Stand 6 Sealed by Lyndon F. Schmidt, P.E. f:ticrrrr r tZ STATE OF ' W arrrltlst s- Lyndon F. Schmidt, P.E. FL PE No. 43409 2/6/2015 D• h/t nI Y j~ 3 79 Type of Work: Description of Work: City, State Zip: CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: j 9 - / 6)) -p Documented Construction Property Owner Information Value: S Historic District: Yes No Residential X Commercial Change of Use Move Resident of property? : Contractor Information Name NORTHWEST PLUMBING OF ORLANDO Phone: (770) 941-5421 x 2082 Street: 6310 MABLETON PARKWAY, SUITE 1000 Fax: (770) 941-9522 City, State Zip: Name: Street: City, St, Zip: _ MABLETON, GA 30126 State License No.: Arch itect/EngIneer Information Phone: Fax: E-mail: Bonding Company: Mortgage Lender: Address: Address: CFC1426562 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 Shill be inscribed with the date of application and the code in errect as or that date: 5"' Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Applicntirm 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 eftect 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 ul'O«ner/Agent Date signature of Con ctor/Agent ate Print Owier/Agent's Name Print Signature of Notary -State of Florida .. Date Owner/Agent is Personally Known to Me or Produced ID Type of ID J I signature o otory-State of Florida 0 ( J q zo ORC Contractor/Agent is)( Persona{Io I e Produced ID Type of ID 4p BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas[] Roof Construction Type: Total Sq Ft of Bldg: Occupancy Use: Flood Zone: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps, Fire Sprinkler Permit: Ycs No APPROVALS: ZONING: ENGINEERING: COMMENTS: Plumbing - # of Fixtures of Heads Fire Alarm Permit: Yes No UTILITIES: FIRE: WASTE WATER: BUILDING: Revised June 30.2015 Permit Application UNIVERSAL ENGINEERING SCIENCES , Consultants In: Geotechnical Engineering • Environmental Sciences Geophysical Services • Construction Materials Testing • Threshold Inspection Building Inspection • Plan Review • Building Code Administration 3532 Maggie Blvd, Orland% 32811 • P: 407.423.0504 • F: 407.423.3106 UES Project No: 0110.1401008.0000 Workorder No: 9324365-3 Report Date: 9/5/2017 In -Place Density Test Renort Client: Taylor Morrison of Florida, Incorporated 2600 Lake Lucien Drive Suite D U S echnician: Raymond Roman Maitland, FL 32751 •Date Tested: 09/05/2017 Project: Thombrooke 40s & 50s, SF House Lots ra L Various Lots, Sanford, Seminole County, FL 32771 Area Tested: 444 Rocky Grove Lane Lot 287 Material: Native Reference Datum: 0 = Top of Native 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 Pcf) ptimum Moisture I%1 Field Dry Density pd) Field Moisture 1%) Soil Compaction 1% Native Depth inch) Pass or Fail 11 North Footing 0_1 ft 105.4 11.8 104.3 7.8 99 N/A Pas: 12 East Footing 1_2 ft 105.4 11.8 102.7 9.9 97 N/A Pas: 13 West Footing 1_2 ft 105.4 11.8 105.2 7.0 100 N/A Pas: 14 Northwest Comer Of Lot (TOF) 1_2 ft 105.4 11.8 106.5 6.3 101 N/A Pas: 15 1 Southeast Comer Of Lot (TOF) 1 2_3 ft 1 105.41 11.8 1 104.4 1 9.1 1 99 1 N/A I Pas: Remarks: (TOF) = Top Of Fill Tn nw.hlinh a rn•...a/ n.wMN:nn M /n:••on.•/4. ..IinnM Mw D••Alin end w•••e.wA•nw ol1 ronnA•. n n.•A.wi1M l nn •.nnlirlwnl:. n n..w.h• nl w.•n/:nnM .n'1 e••Mnr..a inn pd"Jll CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: / f 7 - I (; q V' Documented Construction Value: S 'N k _ JobAddress: G.1 t .1 {n .1 1r1 Historic District: Yes Nog Parcel ID: Residentiao Commercial U Type of Work: Newo Addition Alteration[] Repair Demo Change of Use Move Description of Plan Review Contact Person: 'ift,D- , .1 1 Title: Phone: 0-5 5..( Fax:tl_t385 Email: hV Property Owner Information Name f( _ ' Phone: Pf- Street: lI _ Resident of property.: City, State Zip: I LiJ r'1 M (_ .: `L L _)o:4 le-Z-Ja b1A7." A_.C/ orit ad1or Information / ' C Name - y't t r - f-t' _ phone -t Q Z- J$ j - 300 Street: atSGd Fax: 0 - 8353 City, State Zip: 5anl State License No.:R&_'QL"g- ArchltectlEnglneer Information Name: Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: Mortgage Lender: Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 1053 Shall be inscribed with the date of application and the code in effect as of that date: 50, Edition (2014) Florida Building Code Revised: June 30. 2015 Permit Application 10 NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may befoundinthepublicrecordsofthiscounty, and there may be additional permits required from other governmental entities such as watermanagementdisttiuts, state agencies, or kderal agencies. Acceptance of permit is verification that 1 will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at die 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, inaccordancewithlocalordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S + + AVIT: I certify that all of the foregoing information is accurate at work will be done is compliance with all applicabae laws regulating construction and zo g. SignaNreofOwna/Agent Date Sirnat&nfCnntrJtrlm/A*—t ._ v i.rt )- _fIV-III 0 -" X>'-Qr) PrintOmer/Agent's Name I t Contractor/A enes Name SignatureofNoury- State of Florida Date Sianamre of Un .,._c,...rn...:a . CHERYL D AKERS i MY COMMISSION tt FF998962 EXPIRES June O5, 2020 N07 j9a- 0153 Fladar+owryScroks.eom Owner/Agent is Personally Known to Me or Contractor/Agent is _Personally Known to.Me or Produced IDTypeofIDProducedIDTypeofIDBELOWIS FOR OFFICE USE ONLY Permits Required.: Building Lrlectrical Mccllanical Plumbing Gas Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Tire Sprinkler Permit: Ycs No 8 of Heads Fire Alarm Permit: Yes No ENGINEERING: FIRE: BUILDING: COMMENTS: Revised: June 30, 201 S Permit Application Ya Wllml IOU PYl l•.fCC.Yawl an:agrrxoosgs. m.ab.e.K 211411it1waui two t-W Yttaa.fbYrrr prY two llrl} i L Y Q• Btt n. ..-.• tN/uu•.tt aywltlWw 00. Q.0 Qst Qb Ylvgit m.ai_ _ Oa[lb. tr.. Om Lctwo- LI/Units i s=oza. rer Kwll•s.r titr. b.M.1.. Yflw w.t •_ IYYw LRuut•1a44. LOOlFONa RYn7 W4aN on 1=1 WIC r K r.wr et.,Ll.faq.r tp.S.i.sa! wlfl.:r wrW. 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Ilrllk K mW.RNIf W Y>t.a.O6a If! br Y.irl I frl1 1. 1f ' -^•-'. y t nt:.A r..n 1.PiOrr rKrrw.1 pa..•4..rI4..a•r.fry. Ma•It. -- • one wK t41.10 M-Itank-a1010tfia wIK41 Y }.w•IWL..C. M.wawrfu lu Ise lw I.i t YYK 1..r[t.tbt Na..K a\.• LJ} Daq a.p l..t YNA4,U:f •V FIRE INSPECTIONS CITY OF SANFORD 407.562.2786 BUILDING & FIRE PREVENTION BUILDING INSPECTIONS 300 N PARK AVE 855.541.2112 SANFORD FL 32771 DRIVEWAYS -SIDEWALK 407.688.5080 Application Number . . . . . 17-00001946 Date 11/03/17 Application pin number . . . 108228 Revision number . . . . . . . 1 Property Address . . . . . . 444 ROCKY GROVE LN Parcel Number . . . . . . . . 21.19.30.510-0000-2870 Application type description NEW SINGLE FAMILY HOME - DETACHED Subdivision Name . . . . . . Property Zoning . . . . . . . PUD Application valuation . . . . 338386 Application desc noc on file Owner Contractor TAYLOR MORRISON TAYLOR MORRISON 2600 LAKE LUCINE DR STE 350 MAITLAND FL 32751 407) 489-1475 Structure Information 000 000 ---------------------- Construction Type . . . . . VB Occupancy Type . . . . . . RESIDENTIAL USE GROUP Flood Zone NONE Other struct info . . . . . PLUMBING FIXTURES 23.00 NUMBER OF STORIES 2.00 SQUARE FOOTAGE 3247.00 Permit . . . . . . MECHANICAL - NEW RESIDENTIAL Additional desc . . Phone Access Code 1011089 Permit pin number 1011089 Sub Contractor DEL AIR HEATING A/C & REFRIGER Permit Fee . . . . 110.00 Issue Date . . . . 11/03/17 Valuation . . . . 8496 Expiration Date 5/02/18 Qty Unit Charge Per Extension BASE FEE 110.00 Special Notes and Comments All projects within the City shall use WastePro for debris removal. Please contact WastePro at 407.774.0800. Normal hours for inspections are from 7:30 through 4:30 Monday through Thursday. Please be aware you must contact the Building Official to schedule a Friday or after hours inspection. This is required since not every inspector is licensed to do every type inspection. Communication is the key, so please contact the Building Official if you have any questions at 407.688.5058 or at dave.aldrich®sanfordfl.gov June 28, 2017 5:39:48 PM blaker. water impact fee $1343.00 sewer impact fee $3025.00 Other Fees . . . . . . . . . 01-APPLCTN FEE -ELECTRIC 25.00 Oper: ANTONINIL Type: OC Drawer: I 01-APPLCTN FEE -BUILDING 25.00 Date: 11/03/17 01 Receipt no: 17912 01-APPLCTN FEE -PLUMBING 25.00 2017 1946 01-BLDG PLAN REVIEW 1017.00 444 WXY GROVE LN SANFORD, FL 32771 BP BUILDING PERMIT RECEIPTS 138.10 CL CREDIT CARD 113.10 CC CREDIT CARD 25.00 Dotal tendered 138.10 FAILURE TO COMPLY WITH MECHANIC'S LEIN LAW CAN RESULT IN THE Total payment 138.19 PROPERTY OWNER PAYING TWICE FOR BUILDING IMPROVEMENTS. Trans date: 11/03/17 Time: 12:23:25NOTE: ALL FEES MUST BE PAID PRIOR TO C.O. BEING ISSUED. NOTE: PLEASE BE ADVISED ALL PERMITS MUST BE INSPECTED. FIRE INSPECTIONS CITY OF SANFORD 407.562.2786 BUILDING & FIRE PREVENTION BUILDING INSPECTIONS 300 N PARK AVE 855.541.2112 SANFORD FL 32771 DRIVEWAYS -SIDEWALK 407.688.5080 Page 2 Application Number . . . . . 17-00001946 Date 11/03/17 Application pin number . . . 108228 Revision number . . . . . . . 1 Other Fees . . . . . . . . . 02-CURB CUT/DRIVE - S/F 40.00 O1-FIRE IMP-RS 7-2017 373.91 O1-LIBRARY IMPACT FEE 54.00 O1-PARKS IMP-RS SINGLE 1086.29 O1-POLICE IMP-RS 07-2017 374.90 O1-BLDG REINSPECTION 35.00 O1-BLDG REINSPECTION 35.00 O1-SEM CNTY RD IMPACT FEE 705.00 O1-SCHOOL IMPACT FEE 5000.00 WD IMPACT:SINGLE FAMILY 1343.00 SD IMPACT:SINGLE FAMILY 3025.00 O1-BLDG DCA SURCHARGE 39.13 O1-BLDG DBPR SURCHARGE 57.36 Fee summary Charged Paid Credited Due Permit Fee Total 110.00 00 .00 110.00 Other Fee Total 13260.59 13257.49 .00 3.10 Grand Total 13370.59 13257.49 .00 113.10 FAILURE TO COMPLY WITH MECHANIC'S LEIN LAW CAN RESULT IN THE PROPERTY OWNER PAYING TWICE FOR BUILDING IMPROVEMENTS. NOTE: ALL FEES MUST BE PAID PRIOR TO C.O. BEING ISSUED. NOTE: PLEASE BE ADVISED ALL PERMITS MUST BE INSPECTED. FIRE INSPECTIONS CITY OF SANFORD 407.562.2786 BUILDING & FIRE PREVENTION BUILDING INSPECTIONS 300 N PARK AVE 855.541.2112 SANFORD FL 32771 DRIVEWAYS -SIDEWALK 407.688.5080 Page 3 Application Number . . . . . 17-00002946 Date 11/03/17 Revision number . . . . . . . 1 Property Address . . . . . . 444 ROCKY GROVE LN Parcel Number . . . . . . . . 21.19.30.510-0000-2870 Application description . . . NEW SINGLE FAMILY HOME - DETACHED Subdivision Name . . . . . . Property Zoning . . . . . . . PUD Permit . . . . . . MECHANICAL - NEW RESIDENTIAL Additional desc . . Phone Access Code 1011089 Permit pin number 1011089 Required Inspections Phone Insp Seq Insp# Code Description Initials Date 10 409 MHO1 MECHANICAL ROUGH IN 1000 410 MH02 MECHANICAL FINAL / / Revision Response to Comments Permit # % I Project Address: Contact: Daphne Ph: 407-257-6940 Email: daphneclarkinc@cfl.rr.com P/ Trades encompassed in revision: 13 Building Plumbing Electrical Mechanical Life Safety Waste Water Department Utilities Waste Water Planning Engineering City of Sanford CCT 2 u Z17 Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov Submittal Date 10/25/17 LN LOT 24-? Fax: General description of revision: PRODUCT APPROVALS REVISED ROUTING INFORMATION Approvals Fire Prevention 0 Building RECORD COPY CBUCK Engineering Spsclalty Structural Englnckering 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 VkE\JJ!SJ0tA Florida Building Code Sth Edition (2014) Per Rule 61G20-3 Method: 2 - B IJ\1ING SPNFOFtO EPAR 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 u..O enrealt l.dAr EhoowO[ AAsreal 1111111111,', No 31242 0 * w= 0n' STATE OF 2. F ''•.FlOR10P .•' ;. 1/1111111 J DW&Y Siped by: laws L /ucknev. 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 R1 Date: 2 / 26 / 15 CBUCK Engineering Page No.: 25-104-MM2-St0RV-ER 14 SpFclalty Structural Engineering 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: 0 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 RI Date: 2 / 26 / 15 CBUCK Engineering Page rt No.: 35of MM2-StORV-ER 14 Specialty Strui=tural Englneerinq CBUCK, Inc. Certificate of Authorizotion #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". Oution for aaalication outside "Limitations and Conditions of Use" Rule 61G20-3.005(1)(e) allows engineering analysis for "project specific approval by the local authorities having jurisdiction in accordance with the alternate methods and materials authorized in the Code". Any modification of the product as evaluated in this report and approved by the Florida Building Commission is outside the scope of this evaluation and will be the responsibility of others. Refer to applicable building code section for ventilation requirements. Design of support system is outside the scope of this report. Fire Classification is outside the scope of Rule 61G20-3, and is therefore not included in this evaluation. This evaluation report does not evaluate the use of this product for use in the High Velocity Hurricane Zone code section. (Dade & Broward Counties) Quality Assurance: The manufacturer has demonstrated compliance of roof panel products in accordance with the Florida Building Code and Rule 61G20-3.005 (3) for manufacturing under a quality assurance program audited by an approved quality assurance entity through Keystone Certifications, Inc. (FBC Organization li: QUA 1824). FL #: FL 26568.1 R1 Date: 2 / 26 / 15 CBUCKEngineering Page Report No.: 15 1 MM2-St0RV-ER_14 SpF+cIa1N Structural Englneerinq CBUCK, Inc. Certificate of Authorizotion #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 26568.1 R1 Date: 2 / 26 / 15 CBUCKEngineering Page Report No.: 55-1 MM2-StORV-ER 14 of 7 ISppclalttj Structural Engineering 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) FL #: FL 16568.1 R1 Date: 2 / 26 / 15 CBUCKEngineering Page Report No.: 15-1 MM2-StORV-ER 14 Specialty Structural Englneerinq CBUCK, Inc. Certificate of Authorization #8064 Installation Method Millennium Metals, Inc. MMI-2" Steel Off Ridge Vent Attached to Wood Deck 4 1/2 in. I 1 5-1/2" Profile 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 Screws I..n_•_•U? 3 Lower Slope Front) Typical Side View (Not To Scale) 3" Higher Slope Back) FL #: FL 16568.1 RI Date: 2/26/15 CHUCK EngineeringN Page 7 Report No.: 15-104-MM2-St0RV-ER-14 of 7 SpZc5H'Lj r=trLJC=ftXc9l E:nQIr1E%=rInQ CBUCK, Inc. Certificote of Authorizotion #8064 Installation Method Millennium Metals, Inc. MMI-2" Steel Off Ridge Vent Attached to Wood Deck 1 1/7' o.c. Nominal Lengths 4 Ft. 6 Ft 8 Ft. 2 r o.c. 4" o.c. Typical, Maximum Typical Fastener(s) 11 Gauge Ping Shank Roofing Nail OR Base Flange 10 min. Wood Screws Top Plan View (Not To Scale) Typical Fastening Pattern) Typical Ridge Vent Assembly Isometric View (Not To Scale) I.. -: V' N. Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Wood Screws r. A l Revision Response to Com ents al Permit # Project Address:. Let & Contact: Daphne Ph: 407-257-6940 Email: daphneclarkinc@cfl.rr.com Trades encompassed in revision: E(Building City of Sanford Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov Submittal Date 11 /8/ 1 7 Fax: General description of revision: Plumbing l ` r Electrical L N w Mechanical Life Safety Waste Water Department Utilities Waste Water Planning Engineering Fire Prevention 0 Building ROUTING INFORMATION Approvals Il l'1.11 w MCD MONTA CONSULTING & DESIGN OF WMR AND ASSOCIATES, LLC 2 2 2 SOUTH WESTMONTE D R I V E, SUITE 1 0 0 ALTAMONTE SPRINGS, FLORIDA 3 2 7 1 4 P H O N E 4 0 7- 6 8 1. 1 9 1 7 F A Y 4 0 7- 6 8 1. 1 9 2 0 TRANSMITTAL SHEET TO: DATE. Taylor Morison November 3, 2017 ATI-ENTI ON FROM: Kim Carter MCD PROJECT NO: PROJECT NAME: 2170520 TB-287 (40's)(Dadington (TM) AR) EOR: DAFILKE Quantity Items 2S&S (2406) & Narrative Framing Repair (Bearing WA Remarks: 11 /3/2017 7 l-t-lqq(' a • • • Monta Consulting & Design of WMR and Associates, LLC Mayflower Center Phone (407) 681-1917 222 S. Westmonte Drive, Suite 100 Certificate of Authorization # 9177 Altamonte Springs, FL 32714 montaconsulting.com Structural Engineering, Truss Engineering, Third Party Inspection, Forensic Study, Project Management Residential Design and BIM Modeling for Homebuilders TAYLOR MORRISION Thornbrooke — Lot 287(40's) (Darlington A) Date: November 3, 2017 Plan Revision: Framing Revision at Bearing Wall and Ledger REVISIONS 1. Removed BW3 callout from the bearing wall between the Master Bedroom and the Family Room. This framing is not required. 2. Updated note for ledger connection and truss attachment at rear Lanai. All the changes on the structural plan have been clouded and notated with delta 1. Sheet(s) revised: Sl, S4 DESCRIPTION AS FURNISHED: Lot 287, 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. LOT 308 N 00°10'44 " W N 00*1455 " W 16.07" 24.07' REC. 1/2' I.R. REC. 1/2' I.R. REC. 1/2' I.R. NO I.D. NO 1.D. NO I.D. ok, tiry y0 y 79.81, 19,80' 7.O'x3.5' LOT 287 AC PAD 5.07' 15.T c COV'D. of CONC. 5.10' 14.3' 1 8' RECESS FOR POCKET SLIDER w Ly TWO STORY RESIDENCE W OO 44 c F. 24.50' 288 OLOT LOT 286 5.13' 5.0' s?. COV'O. CONC. 0 of 21.3' 5.10' 16' BRICK WALK BRICK OR. 25.20 5.20' 1.4' 10' UTII. ESMT. 1.2 0 [opy0 434.30' SET N&D 5' . LK SEfN&DCON[WA—(PC) 4596 4596 SET N&O 14596 S 00010'44" E N 0001455 W (B.B.) a N LOT AREACALCULATIONS; 16.16' 24.16' LOT - 4,826 SOFT. LIVING - 1,467 SO.FT. GARAGE a 455 SOFT. ENTRY - 71 SO.FT. 1 BREEZEWAY - N/A SO.FT. GQP DRIVEWAY a 403 SOFT, ROCKY CROVE LANE A/C PAD - 18 SOFT. WALKWAY SX50' R/W) TRACT I C7 UTILITY & ACCESS R/W 2.620 SOD . 2206 SOFT. SOFT. A U 1 NS: QO F, R/W = 443 SOFT. Q 0 PROPOSED FINISHED SPOT GRADE ELEVATION APRON - 110 SIDEWALK - 201 SOFT. SO.FT. PER DRAINAGE PLANS BUILDING SETBACKS: SOD 132 SOFT. PROPOSED DRAINAGE FLOW FRONT - 25' LOT GRADING TYPE A • REAR a 15' PROPOSED INFORMATION SHOWN AREA a 5.269 SIDE 5.0' SOFT. PROPOSED F.F. PER PLANS - 24.50' BASED ON SUPPLIED PLAN DRIVEWAY - 513 SOFT. SIDE CORNER - 10' AND/OR INSTRUCTIONS PER SIDEWALK a 268 SOFT, PROPOSED GRADE PER CONSTRUCTION PLAN CLIENT NOT FIELD VERIFIED SOD SOFT. CRUSIENMEYER-SCOTT & ASSOC, INC. - LAND SURVEYORS. LEGEND LEGEND 5400 E. COLONIAL DR. ORLANDO. FL. 32807 (407)-277-3232 FAX (407)-658-1436 P PLAT aJ- POINT ON LINE F rwLD TV. TYPICAL NOTES: IP. . IRO" IK PAZ • POINTOr REVERSE CURVATURE T. THE UNVV XNW DOES NOMW COO LINT THIS XMWY MEETS THE STANDARDS OF PRACIICE SET FORTH BY THE PLORIGA MUID OF IR IRON ROD GC • POINT or CDIDUID WRVATURC PROF SS10HA1• SURWOM AND •MPPM W CHAPTER W-17 FLORIM ADUMOS ITOT CODE PURSUANT TO SECRON 472.027. nOMVA STATUES CA . COItREi[ MDRDCNi RA0. •RADIAL SET LR. IJL /OLD 45% N11• • HU"AMAL IUNLESS EMB05'Sm WIN SI/RVEYORS 57GHA7VRE AND ORICDNI. RAISED SEAL THISSURVEY BLIP OR COPIES ARE NOT VALID. J. IMS SUAWr WAS PITDAVlm F110M mu BTPOIGIATION PIDTN6Nm TO THE SURYETOR. TNERC WY BE O/H0T Re"WrIONS REC. RECOVERED VA VITNESS POOR P. O.D. • POINT W DCGDMIIIO CALL. CALCULATED GLC. . POINT OF COMMENCEMENT FAA P[IOWDIT RE EREICC IONUMCNT EDT CASEMENTS THAT AFFECT if16 PROPOTM t, HO CASEMENTS TD T AFFECT THIS HAVE W. LOCAIM UNLESS OINEANTSE SIRTRN. IL fr. • F04SWO FLOOR ELEVATION CENTERLINEDSURVEY 6 PREPARED TOR THE SOLE BD/6TT OF TI10SE CERIITRD TO AND SHOULD NOT BE REUM UPON BY ANY O1NOI WITTY. DOS SURVEYN&D HAL DISK DSL WILDING SETBACK LINE a DWENSONS .511OWN FOR THE LOCATION OF WPROVD/ENTS NORM SHOULD NOT BE USED 70 RECCONSIRIICT 8"Aw UNES. R/V RIGHT-of-VAY DA • BENCHMARK ESNT. • EASEW47 D.L BASE WARpw 7. BEARD005. AW BASED ASARRD 6lNM M AND ONELINE SHOW AS SW BEARM (B.&) DRAIN . LOWMAGE 6 EIEVAIIDMn IF SHORN. ARE DASED ON NAROIW. GEODETIC BATUM Or 1929, UNLESS ORR711MSE NOSED. UTIL. • UlturY D. COTRFICATE Or AVINCR7ANON N•. NOB. CLFC • CWUN LINK FENCE VDFC • VODD FENCE C/D CONCRETE BLOCK SCALE I-- 1 • 20' DRAWN VT: ••• P.C. POT Q CLDIW P.T. • 01NINT Wr TANGCVA7ICTE cERnFlEo BY; DATE OR DER No. RPi10N DES[. AD1US PLOTPLAN 03-78-2017 I28/-17 n • TACNG7N REVISED PLOT PLAN 05-31-2017 C • CIWID CL • CHME.DEARING FDRMBOARD FOUNDAnON/ELEVS. 08-Ot-17 3802-17 NORTH FlNAL/ELEVS. 01-36-6 540-18 0\— THIS BUIU) INC/ PROPERTY DOES. NOT UE WRHIN THE ESTABUSHEO 100 YEAR FL000 PLANE AS PER 'FIRM' TO GRUSENM R.LS. / 4714 ZONE X. MAP j 12117C 0055 F. JAMES W. SCOTT, LS 1 4601 A44 R lorida Buildi e Results Builder: // Neighborhood: -7 I R1 Lot #: Z Address: (7 CityState: Permit #: Square Footage: is Z/ Stage of Construction for Test Rough in with Air Handler 11 Rough in no Air Handler EfPost Construction Duct Leakage Test Results: Duct Leakage percent requirement: WO/O Systemy CFM25 Square Footage Duct Leakage CFM/100s ft. Location Pass or Fail 1 2 3 4 5 EDjass Rating Company: SkyeTec® Rater Name: Rater Signature: F_ Fail Inspection st" The Energy Code Experts 9570 Regency Square Blvd. Suite 410 Jacksonville, FL 32225 Phone: 904.482.4000 i 1.866.SKYETEC www.SkyeTec.com 1 r FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Builder Name: y ell- 4 Street: C G7 ' j Lam% Permit Office: City, State, Zip: ,% Permit Number: Design Location: '-, r Jurisdiction: Envelope Leakage Test Results Single Point Test Data: HOUSE PRESSURE: L-2-2Leakage Characteristics r CFM ( 50): ACH( 50): R402. 4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During Testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with section R402.4.1.2. SIGNATURE: Frank Ferrentino p,'',°.1010 PRINTED Where required by the code official, testing shall be conducted by an approved third -party. A written report of the test results shall be signed by the third party conducting the test and provided to the code official. BUILDING OFFICIAL: