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407 Rocky Grove Ln 17-1943; NEW SFHCOUNTY OF SEMINOLE IMPACT FEE STATEMENT iq-19 3 STATEMENT NUMBER: 17100004 BUILDING APPLICATION #: 17-10000427 BUILDING PERMIT NUMBER: 17-10000427 UNIT ADDRESS: ROCKY GROVE LN 407 TRAFFIC 20NE:022 JURISDICTION: SEC: TWP: RNG: SUF: SUBDIVISION: PLAT BOOK: PLAT BOOK PAGE: OWNER NAME: ADDRESS: DATE: July 06, 2017 21-19-30-510-0000-0940 PARCEL: TRACT: BLOCK: LOT: lv33 1 APPLICANT NAME: TAYLOR MORRISON OF FL INC ADDRESS: 2600 LAKE LUCIEN DR #350 MAITLAND FL 32751 LAND USE: THORNBROOKE PH 4 TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 407 ROCKY GROVE LANE THORNBROOKE PH 4 LOT 94 SFR FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUETYPE---------DIST SCHEDRATEUNITS TYPE ROADS -ARTERIALS CO -WIDE ORD Single Family Hou ingROADSqCOLLECTORSNA 705.00 1.000 dwl unit 705.00 FISingle Family Hou iAng 00 1.000 dwl unit 00 LIBRARY CO -WIDE ORD 00 Single Family HousingSCHOOLSCO -WIDE ORD 54.00 1.000 dwl unit 54.00 PARKS Family Hou iAng 5,000.00 1.000 dwl unit 5,000.00 LAW ENFORCE N/A 00 DRAINAGE N/A 00 AMOUNT DUE 5,759.00 STATEMENT RECEIVED BY: SIGNAT PLEASE PRINT NAME) , . DATE: () AND' TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER ANDENSURETIMELYPAYMENTMAYRESULTINYOURLIABILITYFORTHEFEE. *** DISTRIBUTION: 1-BLDG DEPT 3-APPLICANT 2-FINANCE 4-LAND MANAGEMENT NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THESEMINOLECOUNTYROADFIRE/RESCUE, LIBRARY AND/OR EDUCATIONALISSUANCEOFABUILDINGPERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATION OF ANY -OF THE ABOVE MENTIONED IMPACT FEESMUSTBEEXERCISEDBYFILINGAWRITTENREQUESTWITHIN45CALENDARDAYSOFTHERECEIVINGSIGNATUREDATEABOVEBUTNOTLATERTHANCERTIFICATEOFOCCUPANCYOROCCUPANCY. THk REQUEST FOR REVIEW COPIESEOF RULESEGOVERNNINREQUIREMENTSOF MAY BE PICKED UP, OR REQUESTED, FROMTHEPLANIMPLEMENTATIONOFFICE: 1101 EAST FIRST STREET, SANFORDFL, 32771; 407-665-7356. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDINGDEPARTMENT1101 EAST FIRST STREET SANFORD, FL 32771 TH COUNTY UNYMENTTYOBUILDINGYPERMITONUMBER ATOTHERfOP LEFTOOFDTHISESTATEMENT. ISSLEDSWITHINM60 CALENDAR DAYS OF THEIRECEIVINGISIGNATTUURIEDATEOABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST. CALL 407-665-7356. Parcel I D Number: 21-19-30- ttQ-0000-0Q(P 0 Prepared By Kim Carter and Taylor Morrison Homes Return To : 2600 Lake Lucien Drive, Suite 350 Maitland, FL 32751 NOTICE OF COMMENCEMENT. State of Florida. County of Seminole. GRANT MALOY SEMINOLE COUNTY CLERK OF CIRCUIT COURT & COMPTROLLER' BK 8949 P9 73 QP9s ) CLERK'S AT 2017049112 RECORDED 07/07/2017 03:24::i5 PI1 REC00ING FEES $10.00 RECORDED BY hdevore The undersigned hereby gives notice that improvements will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. I. Description of property : LO Legal Description : Thornbro ke Phase according to the plat thereof, as recorded in Plat Book Page f the public records of Seminole County, Florida. Addresses : d Q Q Sanford 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(I)(b), Florida Statutes. N.A. 10. Expiration date of notice of commencement: One year from the date of recording. WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTENT TO OBTAIN FINANCING, CONSULT YOUR LENDER OT ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. Ale11. Date Signed : Signature of Owner's Agent: e K /. = Jo Asa Wright T ylor Morrison of Floridajfc. Sworn to and subscribed before me this by John Asa Wri o is personally known to me. N F'Oo- Notary Public DA Clark vue CPO!!\ e 1,g . My commission expires: 6/27/19 Serial o. FF 209108 -11 otary Signature: aRTIFIED P MA ,,a; ,,°r eaF` CLERK OF C T AND COMP SEMINOLE CO RIDA JUL 0 7 2011. av DEPUTY CLE P.K ti CITY OF SANFORD BUILDING & FIRE PREVENTION UN e J PERMIT APPLICATION 1-7-Igg3ApplicationNo•ao Documented Construction Value: $ 39 Job Address: 40 k 6 c-4--7 C-11 r- v.-- (A P-*.' Historic District: Yes No X Parcel ID: 2(-19-30-SI6-0000-o4,/ 0 Residential R Commercial Type of Work: New X Addition Alteration Repair Demo Change of Use Move Description of Work: NEW SINGLE FAMILY HOME THORNEBROOK PHASE 4 LOT NUMBER : Q / Plan Review Contact Person: Daphne Clark Title: Phone: 407-257-6940 Fax: Property Owner Information Name TAYLOR MORRISON OF FLORIDA INC Street: 151 SOUTHHALL LANE # 200 City, State Zip: MAITLAND FL 32751 IMMI-t!1k'lll orMin '- 11 Phone: 407-629-0077 Resident of property? : NO 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.: Architect/Engineer Information Name: Phone: Street: Fax: City, St, Zip: Bonding Company: N/A Address: E-mail: Mortgage Lender: N/A Address: CBC1257462 WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5t° Edition (2014) Florida Building Code Revised: June 30, 20 t 5 `U Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. xo(* A1221, Signature of er/Agent Date I Signatuprof Contractor/Agent e MY COMMISSION 0 FF 209108 EXPIRES: June 27, 2019 6WW tnro OvQit NoWy 6avitor Owner/Agent is yM Personally Known to Me or Produced ID N/A Type of ID JOHN ASA WRIGHT Print Co or Name Si ature of Notary -state of Florida Date / MYCOMMISSIOONN 0FF 209108 EXPIRES: ,pine 27, 2019rovn Bon4M TAro BWptt Nota mac rContractor/Agent is YES Personally mown to Me or Produced ID NIA— Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building R Electrical 2f Mechanical Z PlumbingE] Gas Roof Construction Type: N102 Occupancy Use: e'3 Flood Zone: X- 5 CE Total Sq Ft of Bldg: 3 (03 3 Min. Occupancy Load: 1!2, # of Stories: 2 AZ'TO CHE) New Construction: Electric - # of Amps 7c o Plumbing - # of Fixtures 7.2 Fire Sprinkler Permit: Yes No [f # of Heads Fire Alarm Permit: Yes No Q APPROVALS: ZONING: (24117UTILITIES: ' Z,r WASTE WATER: ENGINEERING: WtzG (o"Z'"1 FIRE: COMMENTS: _ Ok to construct single family home with setbacks and impervious area shown on plan. BUILDING: 517 6. 3o • t3 Revised: June 30, 2015 Permit Application P4-1877-1 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: 407 Rocky Grove Lane Property Owner: Taylor Morrison of Florida, Inc. Parcel identification Number: 21-19-30-510-0000-0940 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) OFFIC A US' O Flood Zone: X Base Flood Elevation: N/A Datum: N/A FIRM Panel Number: 120294 0055 F Map Date: September 28, 2007 The referenced Flood Insurance Rate Map indicates the following: The parcel is in the: floodplain floodway A portion of the parcel is in the: floodplain floodway The parcel is not in the: floodplain floodway The structure is in the: floodplain floodway The structure is not in the: floodplain floodway If the subject property is determined to be flood zone 'A', the best available information used to determine the base flood elevation is: BP# 17-1943 Reviewed by: Michael Cash, CFM Date: June 29, 2017 0 r0_),,1 Application for Right -of -Way Use for Driveway, Walkway & Landscape O 7 Department of Planning & Development Services nfor 300 North Park Avenue, Sanford, Florida 32771wwwsanrordn.yov Phone:407.688.5140 Fax:407.688.5141 This permit authorizes work to be done in the City of Sanford's right-of-way in accordance with the City's regulations and the attached construction plans approved as part of this permit. It does not approve any work within any other jurisdiction's right-of-way. All requested information below as well as a current survey, site plan or plat clearly identifying the size and location of the eexxx.ChtfNistiti nggright—of-way and use shall be provided or application could be delayed. vkVLJB1 VI 9l rne.. n.nbelow. Calleefareyondt4 1. Project Locaflon/Address: 2. Proposed Activity: Vr Driveway Walkway Other: 3. Schedule of Work: Sta/rtt Date C V i s / C+ oomplpletion Date Emergency Repairs 4. Brief Description of Work: iUlk ;VA AX #aV VW. This application is submitted by: / p / f p! y, Signature: " " y Print Name: Avis rly/VCI N hmts Address: ISI WaWMII 44 VE / A0R, ZVICZ Phone: 40 -Z7-6 44 Q Fax- nlu ohne@tni WIQNi Date: V Maintenance Responsibilities/ Indemnification The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the improvement installed under this Agreement This shall include maintenance of the improvement and unpaved portion of right -&-way adjacent thereto. Requestor may, with written City authcrizatlon, remove said installation/improvement fully restoring the right-of-way to its previous condition. In the event that any future construction of roadways, utilities, slormwater facilities, or any general maintenance activities by the City becomes in conflict with the above permitted activity, the per t tee shall remove, relocate and/or repair as necessary at no cost to the City of Sanford insofar as such facilities are in the public right-of-way. If the Requestor does not continuously maintain the 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 Requestoes property to recover costs of restoration. To the fullest extent permitted by law, Requester agrees to defend, indemnify, 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 oonsequentiaQ, or Injury of any nature whatsoever to person or property, and the costs and expenses incident thereto (including costs of defense, settlement, and reasonable attomey' s fees up to and including an appeal), resulting in any fashion from or arising directly or indirectly out of or connected with the use of the Cltys right-of- way. I have read and understand the above statement and by signing this application I agree to its terms. I hereby understand and agree to pay all city fees related to this application as required by the city's adopted Fee Resolution. Signature: Date: & - a a 11 This permit shall be posted on the site during construction. Please call 407. 688.6080. Ext. 6401. 24 hours In advance to schedule a pre -pour Inspection. Pre -pour Inspection by: Date: n:.l.. 1....... n.. .., L.............:::.........l..: : .n:.......n.......: Y..: `..i i. li y... :'un •::: •)YY J:: S ..;.......:. YY.:SL'SSn).Y)>J:SY.... w.}! .:5 : Icral> tlse• 4rti::::.r.:• . ). ..:.............nn .c...,., .:... ..r.........n......:: 5:}::i. : >.: :.ii:.:::::1 ..r•:'ri: h.: ni:n>. • Fee:' i€:. :n:i:;:>.;:<:":L a0ate:•: 4:}.%..,,,;^,:'• '...<i.Y.i>s:.i.}.: r..:.5..>.h:%:::. ..:.:... ... i.......n........................ ::'Y). h..:. w.:h .%.rS. J.i :L.•. Y.:•l.,iq':>Yy:'<.i::.i.'i}v.:i!.. %..:5 '4]C]•'}'.. }A., :.. .^'i ..•S.S 4w 43:4'(w .J fii•.A ••lJ.t.v . •S •:S.%i.'.w : : J:. •::41 %••:.i sW.'G:s 4li:a <: r Re iewed:' L. } . i:-:]T,f•.}>.,,.•: a:i iG.-• Fhl } b Y 11: ii:ii4r.l : ni ,u'.:r. 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Peir ttt `t1i` i::'•y xi i his' Cion ho' ns< a ItbepcemoerZuiu ROW Use 0dv*"y.po1 REQUIRED INSPECTION SEQUENCE TAYLOR MORRISON SFR-DETACHED Permit # 1'1 -1 Q W-5 BUILDING PERMIT Min Max Inspection Description 10 Form board / Foundation Survey 10 Slab / Mono Slab Pre our 20 Lintel / Tie Beam / Fill / Down Cell 30 Sheathing - Walls 30 Sheathing - Roof 30 50 Final Window 40 Roof Dry In 50 Frame 60 Insulation Rough In 70 Drywall / Sheetrock 40 70 Lath Inspection 50 1000 Final Roof 50 1000 Final Stucco / Siding 80 1000 Insulation Final 1000 Final Single Family Residence Address: 4r n 1C,oc -4 Q-W 03 ELECTRICAL PERMIT Min Max Inspection Description 10 Electric Underground 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final 1 ( NC PERMIT ,s inF10 Max Inspection Description 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 SCPA Parcel View: 21-19-30-510-0000-0940 http://parceidetai i.scpafl.org/Parcei Detai I In fo.aspx?P I D=2119305100... Property Record Cab Pareel: 2t-19-30-510-0000-0940 Owner. TAYLOR MORRISON OF FL INC anvda oouwn aoo Property Address: FL Parcel Information Parcel 21-19-30-510-0000-0940 Owner TAYLOR MORRISON OF FL INC Property Address FL Mailing 151 SOUTHALL LN STE 200 MAITLAND, FL 32751 Subdivision Name THORNSROOKE PHASE 4 Tax District St-SANFORD DOR Use Code 00-VACANT RESIDENTIAL Exemptions 114, 94co co 9LO 95.07 Value Summary 2017 Working 2016 Certified Values Values Valuation Method I Cost/Market 1 Cost/Market Number of Buildings 10 10 Depreciated Bldg Value 0 - 0 - -- - Depreciated EXFT Value Land Value (Market) 1 $26,050 to Land Value Ag 0 Just/Market Value •• 1 $26,050 0 Portability Adj 0 Save Our Homes Adj so 0 Amendment 1 Adj -- 0 - - - 0 - - -- - - PSG Adj 0 0 Assessed Value 26,050 0 Tax Amount without SOH: $0.00 2016 Tax Bill Tax Estimator Amount $0.00 Save Our Homes Savings: $0.00 Does NOT INCLUDE Non Ad Valorem Assessments Seminole County GIS Legal Description - - -- ----- --- - ---- -- ----- LOT 94 THORNBROOKE PHASE 4 PS 81 PGS 70.71 Taxes Taxing Authority Assessment Value Exempt Values Taxable value County General Fund 26,050 0 26,060 Schools 26,050 s0 26.050 City Sanford 26,050 0 26,060 SJWM(Saint Johns Water Management) 26.050 0 26,050 County Bonds 26.050 0 tS26,050 Description Date Book Page Amount Qualified Vac/Imp No Sales Comparable Sales Land Building Information Permits Permit p Description Agency Amount CO Date Permit Date 1 of 2 6/22/ 17, 2:08 PM SCPA Parcel View: 21-19-30-510-0000-0940 http://parceidetaii.scpafl.org/ParceiDetailinfo.aspx?PID=2119305100... No Permits Extra Features Description Year Suitt Units Value New Cost No Extra Features 2 of 2 6/22/17, 2:08 PM or norrison In•O/n0 by Y TaylorMorrison 2600 Lake Lucian Drive Suite 350 Maitland, FL 32751 June_!__, 2017 City Manager City of Sanford 300 N. Park Avenue Sanford, Florida 32771 RE: ESTOPPEL LETTER Thornbrooke Single Family Lots in Phases 4 and 5 Address% ZI b1 ' OCI—A C"f WU-(. LCI, U 0 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 5. Taylor Morrison of Florida, Inc., hereinafter referred to as the "Owner", recognizes that issuance of Permit No. will be made with numerous limitations as more particularly set forth herein. The Owner recognizes that this approval does not exempt us from complying with any applicable building codes, land development regulations, comprehensive plan requirements, or exempt our site or building(s) from any applicable development regulations. By issuing Permit No. , the City does not guarantee approval of any other development orders or development permits. The Owner acknowledges and agrees that no Certificate of Occupancy will be issued by the City for the single-family homes in Thornbrooke phases 4 and 5 until all required land development approvals have been obtained and all required improvements have been installed, inspected and authorized for use by the City. The Owner hereby grants the City the right to deny use of single -family townhome unit in Thornbrooke phase 4 and5 for occupancy until all of the above referenced project is in compliance with all applicable development regulations. The Owner hereby agrees to indemnify and hold the City and its officers, employees and agents harmless for any and all losses, damage, injuries and claims in any way relating, directly or indirectly, to the permitting or construction of the above referenced project or the issuance of Permit No. . The Owner also agrees to the following as additional conditions for Permit No. The Owner hereby agrees to disclose the contents of this document to any and all of our successors in interest, contractors, subcontractors, and agents. The undersigned further warrants that he or she is authorized to bind the Owner and has been duly authorized to sign this document. WITNESSES: Owner Signature Brian Brunhofer C—,rE r' President, Taylor Morrison of Florida, Inc. AedN, me ct W Si nature STATE OF FLORIDA ZXA G 1,6 e-koiAt-L COUNTY OF ORANGE Printed Name The foregoing instrument was acknowledged before me this day c% 2017, by, Brian Brunhofer as President for Taylor Morrison of Florida, Inc. Nbtary Publ Print Name: mission Expires: 2s Z0/7 who is personallo"AMI)h, RIGG, A O SSION 29. Q RECORD COPY W FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot94ThombrookeDapphenelIIBGLW 6' Builder Name: TAYLOR MORRISON HOMES Street: i rC lovQ r-C Permit OfficerState, Zip: ,FL, $4v&kr-,d Permit Number: Owner: SANFOP_r-,City, Jurisdiction: 691500 Design Location: FL, Orlando County:: Seminole (Florida Climate Zone 2)ARTM 1. New construction or existing New (From Plans) 9. Wall Types(2823.0 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1395.00 ft' b. Concrete Block - In( Insul, Exterior R=4.1 1222.70 ft2 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 205.33 ft' 4. Number of Bedrooms 4 d. N/A R= ft' 5. Is this a worst case? No 10. Ceiling Types (1464.0 sqft.) Insulation Area a. Under Attic (Vented) R=30.0 1464.00 ft 6. Conditioned floor area above grade (ft') 2612 b. N/A R= ft' Conditioned floor area below grade (ft') 0 c. N/A R= ft' 11. Ducts R ft' 7. Windows(413.7 sgft.) Description Area a. Sup: Attic, Ret: Attic, AH: Garage 6 290.6 a. U-Factor: Dbl, U=0.34 341.72 ft' b. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 6 231.8 SHGC: SHGC=0.31 b. U-Factor: Dbl, U=0.58 72.00 ft' 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.32 a. Central Unit 25.2 SEER:16.00 b. Central Unit 18.0 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 17.5 HSPF:8.50 Area Weighted Average Overhang Depth: 6.487 ft. Area Weighted Average SHGC: 0.312 14. Hot water systems a. Electric Cap: 50 gallons8. Floor Types (2612.0 sgft.) Insulation Area EF: 0.950 a. Slab -On -Grade Edge Insulation R=0.0 1453.00 ft' b. Conservation features b. Floor Over Other Space R=0.0 1148.00 ft' None c. other (see details) R= 11.00 ft' 15. Credits Pstat Glass/Floor Area: 0.158 Total Proposed Modified Loads: 67.30 PASSTotalBaselineLoads: 75.63 1 hereby certify that the plans and specifications covered by Review of the plans and iqHE STgT this calculation are in compliance with the Florida Energy Code. - specifications covered by this calculation indicates compliance v0 tea„ O with the Florida Energy Code. m,,,•. PREPARED BY: Before construction is completedcc DATE: 3/24/_17 this building will be inspected for a compliance with Section 553.908 I hereby certify that this buildin as designed, is in compliance Florida Statutes. CADwiththeFloridaEnergyCode WE, OWNER/AGENT: BUILDING OFFICIAL: 0-3•` ' ^1DATE: DATE: Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. 3/24/2017 3:39 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 FORM RAGS_gnu PROJECT Title: Lot94ThombrookeDaphenelll Bedrooms: 4 Address Type: Street Address Building Type: User Conditioned Area: 2612 Lot # Owner: Total Stories, 2 Block/SubDivision: of Units: 1 Worst Case: No PlatBook: Builder Name: TAYLOR MORRISON HOME 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 1453 13512.9 2 Block2 1159 10431 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 1st Floor 1453 13512.9 Yes 5 1 1 Yes Yes Yes 2 2nd Floor 1159 10431 No 0 3 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Raised Floor 2nd Floor 11 ft' 19 0 0 1 2Slab-On-Grade Edge Insulatio 1st Floor 130.9 It 0 1453 ft' 0.51 0 0.49 3 Floor Over Other Space 2nd Floor 1148 ft' 0 0 0 1 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch Type Materials Area Area Color Absor. Tested Tested Insul. deg) 1 Gable or Shed Composition shingles 1637 ft' 366 ft' Medium 0.85 N 0.85 No 0 26.6 ATTIC J# Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1464 ft2 N N 3/24/2017 3:39 PM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5 FORM RanS_717114 CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) 2nd Floor 30 Blown 1464 ft' 0.11 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below V #-Omt To Wall_T.ype Spate R_Value-Ft-In-Et-In Area-R_Value_Eraction-Absor._Grade%_ 1 N Exterior Frame - Wood 2nd Floor 13 37 6 9 0 337.5 ft' 0 0.23 0.6 0 2 N Exterior Concrete Block - Int Insul 1st Floor 4.1 36 6 9 4 340.7 ft° 0 0 0.6 0 3 E Exterior Frame - Wood 2nd Floor 13 40 0 9 0 360.0 ft' 0 0.23 0.6 0 4 E Exterior Concrete Block - Int Insul 1st Floor 4.1 40 0 9 4 373.3 ft' 0 0 0.6 0 5 S Exterior Frame - Wood 2nd Floor 13 37 6 9 0 337.5 ft' 0 0.23 0.6 0 6 S Exterior Concrete Block - Int Insul 1st Floor 4.1 36 6 9 4 340.7 ft' 0 0 0.6 0 7 W Exterior Frame - Wood 2nd Floor 13 40 0 9 0 360.0 ft° 0 0.23 0.6 0 8 W Exterior Concrete Block - Int Insul list Floor 4.1 18 0 9 4 1680 ft' 0 0 0.6 0 9 Garage Frame - Wood 1st Floor 13 22 0 9 4 205.3 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 8 21.3 ft° WINDOWS Orientation shown is the entered, Proposed orientation. Wall Overhang V/ Omt ID Frame Panes NFRC U-Faclor SHGC Area Depth Separation Int Shade Screening 1 N 1 Metal Low-E Double Yes 0.34 0.31 15.0 ft' 1 ft 0 in 1 ft 6 in Drapes/blinds None 2 N 2 Metal Low-E Double Yes 0.34 0.31 16.4 ft' 1 ft 0 in 11 ft 8 in Drapes/blinds None 3 N 2 Metal Low-E Double Yes 0.34 0.31 19.5 ft' 1 ft 0 in 11 ft 8 in Drapes/blinds None 4 E 3 Metal Low-E Double Yes 0.34 0.31 30.0 ft' 1 ft 0 in 1 ft 6 in Drapes/blinds None 5 E 3 Metal Low-E Double Yes 0.34 0.31 22.0 ft' 1 ft 0 in 1 ft 6 in None None 6 E 4 Metal Low-E Double Yes 0.34 0.31 39.1 ft° 11 ft 0 in 0 ft 0 in Drapes/blinds None 7 E 4 Metal Low-E Double Yes 0.34 0.31 59.1 ft' 11 ft 0 in 0 ft 0 in Drapes/blinds None 8 E 4 Metal Low-E Double Yes 0.58 0.32 72.0 ft' 11 ft 0 in 0 ft 0 in None None 9 S 6 Metal Low-E Double Yes 0.34 0.31 19.5 ft° 1 ft 0 in 11 ft 8 in Drapes/blinds None 10 W 7 Metal Low-E Double Yes 0.34 0.31 20.0 ft° 1 ft 0 in 1 ft 6 in Drapes/blinds None 11 W 7 Metal Low-E Double Yes 0.34 031 30.0 ft° 1 ft 0 in 1 ft 6 in Drapes/blinds None 12 W 8 Metal Low-E Double Yes 0.34 0.31 24.0 ft° 9 ft 0 in 0 It 10 in None None 13 W 8 Metal Low-E Double Yes 0.34 0.31 8.0 ft' 9 ft 0 in 0 It 10 in None None 14 W 8 Metal Low-E Double Yes 0.34 0.31 39.1 ft' 9 ft 0 in 0 ft 6 in Drapes/blinds None 3/24/2017 3:39 PM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 5 FORM R405-2014 GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 477 ft° 477 ft' 64 ft 8 ft 1 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) 000291 1995.3 109.54 206.01 .2617 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:8.5 17.5 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 18 kBtu/hr cfm 0.75 2 sys#1 sys#2 HOT WATER SYSTEM System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.95 50 gal 62.3 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Cart # Company Name Collector Storage System Model # Collector Model # Area Volume FEF None None ft' DUCTS v # Supply -- Location R-Value Area Return -- Air CFM 25 CFM25 Location Area Leakage Type Handler TOT OUT ON RLF HVAC # Heat Cool 1 2 Attic 6 290.6 ft Attic 6 231.8 ft Attic 2nd Floor 72.65 ft Default Leakage Garage (Default) (Default) 57.95 ft Default Leakage 2nd Floor (Default) (Default) 1 1 2 2 3/24/2017 3:39 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 FORM R405-2014 TEMPERATURES Programable Thermostat: Y Ceiling Fans: CoolingHJan HeatinJan Feb Xj Feb jj jj Mar X] Mar r 4r I Ma [ X) May [) Jun Jun X Jul j j Jul X AugX] j Aug Se Sep Oct Oct Nov Nov Dec Dec Ventin Jan j Feb X] Mar r Ma [)Jun Jul Au 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/ 24/2017 3:39 PM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 5 of 5 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 89 The lower the EnergyPerformance Index, the more efficient the home. FL, 1. New construction or existing New (From Plans) 9. Wall Types Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1395.00 ft' b. Concrete Block - Int Insul, Exterior R=4.1 1222.70 ft 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 205.33 ft' 4. Number of Bedrooms 4 d. N/A R= ft' 10. Ceiling Types Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1464.00 ft 6. Conditioned floor area (ft') 2612 b. N/A R= ft' c. N/A R= ft' 7. Windows" Description Area 11 Ducts R ft } a. U-Factor, Dbl, U=0.34 341.72 ft' a. Sup: Attic, Ret: Attic, AH: Garage 6 290.6 SHGC: SHGC=0.31 b. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 6 231.8 b. U-Factor: Dbl, U=0.58 72.00 ft' SHGC: SHGC=0.32 12. Cooling systems kBtu/hr Efficiency c. U-Factor: N/A ft' a. Central Unit 25 2 SEER:16.00 SHGC: b. Central Unit 18.0 SEER:16.00 d. U-Factor: N/A ft' 13. Heating systems kBtu/hr Efficiency SHGC: a. Electric Heat Pump 21.8 HSPF:9.00 Area Weighted Average Overhang Depth: 6.487 ft. b. Electric Heat Pump 17.5 HSPF:8.50 Area Weighted Average SHGC: 0.312 8. Floor Types Insulation Area 14. Hot water systems Cap: 50 gallons a. Slab -On -Grade Edge Insulation R=0.0 1453.00 ft' a. Electric EF: 0.95 b. Floor Over Other Space R=0.0 1148.00 ft' b. Conservation features c. other (see details) R= 11.00 W 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 complia eatures. Builder Signature: Date: Address of New Home: Q-1 R d c `wt. M{ City/FL Zip: F d gt1E a 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. 3/24/2017 3:39 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 1 DEL -AIR Manual S Compliance Report 1111EAM • °111111 COMMOMM ahu 1 DEL -AIR HEATING & AIR CONDITIONING 531 COOISCO WAY, SANFORO, FL 32771 Phone: 407-333.2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: TAYLOR MORRISON HOMES Design Conditions Outdoor design DB: 92.5°F Outdoor design WB: 76.3°F Indoor design DB: 75.0°F Indoor RH: 50% Sensible gain: 19121 Btuh Latent gain: 3220 Btuh Total gain: 22342 Btuh Estimated airflow: 840 cfm Job: LotWhombrookeDaph... Date: 5/28/2015 By: FJF Entering coil DB: 76.5°F Entering coil WB: 63.2°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-024-230-21+CBX27UH-024-230'++TDR Actual airflow: 840 cfm Sensible capacity: 19467 Btuh 102% of load Latent capacity: 3241 Btuh 101% of load Total capacity: 22708 Btuh 102% of load SHR: 86% Design Conditions Outdoor design DB: 41.7°F Heat loss: 18542 Btuh Entering coil DB: 69.5°F Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-024-230-21+CBX27UH-024-230'++TDR Actual airflow: 840 cfm Output capacity: 22379 Btuh 121% of load Capacity balance: 37 OF Supplemental heat required: 0 Btuh Economic balance: -99 OF Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 840 cfm Output capacity: 4.4 kW 820/o of load Temp. rise: 50 OF Meets are all requirements of ACCA Manual S. Altwri htsoft' 2017-Mar-2415:34:58 9 Right -Suite® Universal 2017 17 0.16 RSU24011 Page 1 phenelllBGLW1Lot94ThombrookeDepheneII18GLW rup Calc - MJ8 House laces W 1 DEL -AIR Manual S Compliance Report Job: Lot94Thombrooke0aph... P P Date: 5/28/2015 mmo-Amceimmoom 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 HOMES Design Conditions Outdoor design DB: 92.5°F Sensible gain: 14015 Btuh Entering coil DB: 76.8°F Outdoor design WB: 76.3°F Latent gain: 2263 Btuh Entering coil WB: 63.4°F Indoor design DB: 75.0°F Total gain: 16278 Btuh Indoor RH: 50% Estimated airflow: 600 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-018-230A21+CBX27UH-018-230'++TDR Actual airflow: 600 cfm Sensible capacity: 14391 Btuh 103% of load Latent capacity: 2713 Btuh 120% of load Total capacity: 17105 Btuh 105% of load SHR: 840/6 Heating Equipment Design Conditions Outdoor design DB: 41.7°F Heat loss: 11178 Btuh Entering coil DB: 69.4°F Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-018-230A21+CBX27UH-018-230'++TDR Actual airflow: 600 cfm Output capacity: 16460 Btuh 147% of load Capacity balance: 30 OF Supplemental heat required: 0 Btuh Economic balance: -99 OF Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 600 cfm Output capacity: 3.2 kW 98% of load Temp. rise: 50 OF Meets are all requirements of ACCA Manual S. C Wrl IIftSOft' 2017-Mar-2415.34:58 9 Right -Suite® Universal 2017 17 0 16 RSU24011 Page 2 fCCA... phenol IIBGLW%Lol94ThornbrookeDaphenelllBGLW.rup Calc = MJ8 House laces: W DEL -AIR Component Constructions HUM-MCON111=111111110 Entire House DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: TAYLOR MORRISON HOMES Job: Lot94ThombrookeDaph... Date: 5/28/2015 By: FJF Location: Indoor: Heating Orlando Intl AP, FL, US Indoor temperature (°F) 70 Elevation: 95 ft Design TD (°F) 28 Latitude: 28°N Relative humidity (%) 30 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 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 Walls Cooling 75 18 50 46.4 Or Area U-value Insul R Htg HTM Loss Clg HTM Gain Ilr 8Wh/M--•F III "F/aWh 8Wh/Itr 81uh 8Wh/V BWh 12C-Osw: Frm wall, stucco ext, r-13 cav ins, 1/2 gypsum board int n fnsh, 2"x6" wood frm, 16" o.c. stud e s w all Blk wall, stucco exl, r-2 exl bd ins, 8" thk, 1/2" gypsum board int fnsh: n Blk wall, stucco exl, r-2 exl bd ins, 8" thk, 1/2" gypsum board int fnsh e s w all Partitions 12C-Osw: Frm wall, stucco exl, r-13 cav ins, 2"x4" wood frm, 16" ox stud Windows 2A-2om: 2 glazing, Or low-e ouir, air gas, mtl no brk Irm mat, clr innr, n 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 e ft overhang (5 it window ht, 1.5 ft sep.); 6.67 ft head ht w w all 2A-2om: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, n 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (5.3 ft window ht, 11.67 ft sep.); 6.67 It head ht 323 0.091 13.0 2.58 831 2.84 915 308 0.091 13.0 2.58 793 2.84 873 338 0.091 13.0 2.58 869 2.84 958 310 0.091 13.0 2.58 798 2.84 880 1278 0.091 13.0 2.58 3291 2.84 3626 305 0.201 4.1 5.69 1734 5.27 1608 204 0.201 4.1 5.69 1158 5.27 1074 321 0.201 4.1 5.69 1827 5.27 1694 97 0.201 4.1 5.69 552 5.27 512 927 0.201 4.1 5.69 5270 5.27 4887 184 0.091 13.0 2.58 474 1.44 265 15 0.340 0 9.62 144 10.6 159 30 0.340 0 9.62 289 30.4 911 20 0.340 0 9.62 192 30.4 607 30 0.340 0 9.62 289 30.4 911 95 0.340 0 9.62 914 27.2 2588 16 0.340 0 9.62 157 10.6 173 2A-2om: 2 glazing, Or low-e outr, air gas, mtl no brk frm mat, Or innr, n 19 0.340 0 9.62 187 10.6 206 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 it overhang (6.3 ft window ht, 11.67 ft sep.); 6.67 it head ht s 19 0.340 0 9.62 187 12.2 236 all 39 0.340 0 9.62 374 11.4 442 2B-2fm: 2 glazing, Or low-e outr, air gas, mtl no brk frm mat, cir innr, a 22 0.340 0 9.62 214 35.7 793 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 1 It overhang (3.7 ft window ht, 1.5 ft sep.); 6.67 it head ht c wri htsofft• 2017-Mar-2415:34:58 9 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 1 A...phenelllBGLW\Lot94Thornbrooke0aphenelllBGLW.rup Cale - MJ8 House faces W 2A-2om: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, a 39 0.340 0 9.62 374 10.6 411 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 11 ft overhang (6.3 It window ht, 0 ft sep.); 6.67 It head ht a 59 0.340 0 9.62 566 10.6 622 all 98 0.340 0 9.62 940 10.6 1033 2A-2omd: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, a 72 0.580 0 16.4 1182 16.8 1213 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.32); 11 ft overhang (8 It window ht, 0 ft sep.); 6.67 ft head ht 10C-m: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, w 24 0.340 0 9.62 231 11.5 276 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 9 It overhang (8 ft w 8 0.340 0 9.62 77 16.4 131 window ht, 0.83 It sep.); 6.67 It head ht all 32 0.340 0 9.62 308 12.7 407 2A-2om: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, w 39 0.340 0 9.62 374 10.6 411 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 9 It overhang (6.3 It window ht, 0.5 ft sep.); 6.67 ft head ht Doors 11 DO: Door, wd sc type n 21 0.390 0 11.0 235 12.0 256 Ceilings 168-30ad: Attic ceiling, asphalt shingles roof mat, r-30 ceil ins, 1/2" 1471 0.032 30.0 0.91 1332 1.74 2554 gypsum board int fnsh Floors 20P-191: Flr floor, frm flr, 6" thkns, r-19 cav ins, amb ovr 11 0.050 19.0 1.41 16 0.71 8 22A-ipl: Bg floor, light dry soil, on grade depth 131 0.989 0 28.0 3664 0 0 C Wrl htsoft` 2017-Mar-2415:34:58 A9 Right -Suite® Universal 2017 17.0. W RSU24011 Page 2 phenelll8GLW\Lot94Thombrooke0aphenelllBGLW.rup Calc . MJB House faces: W Job: Lot94Thombrooke0aph... 1 DEL -AIR Component Constructions Date- 5/28/2015 IEArd0. OH COtmm01mr0 ahu 1 ./ ponent 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 HOMES Location: Indoor: Heating Cooling Orlando Intl AR FL, US Indoor temperature (°F) 70 75 Elevation: 95 It 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 Clg HTM Gain fp BWh/M-•F fig •F/BWh BWhRp BWh BWh/V 81uh Walls Blk wall, stucco ext, r-2 ext bd ins, 8" thk, 1/2" gypsum board int fnsh: n 305 0.201 4.1 5.69 1734 5.27 1608 Blk wall, stucco ext, r-2 ext bd ins, 8" thk, 1/2" gypsum board int fnsh a 204 0.201 4.1 5.69 1158 5.27 1074 s 321 0.201 4.1 5.69 1827 5.27 1694 w 97 0.201 4.1 5.69 552 5.27 512 all 927 0.201 4.1 5.69 5270 5.27 4887 Partitions 12C-Osw: Frm wall, stucco exi, r-13 cav ins, 2"x4" wood frm, 16" o.c. stud Windows 2A-2om: 2 glazing, clr low-e outr, air gas, mil no brk frm mat, clr innr, n 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 It overhang (5.3 ft window ht, 11.67 It sep.); 6.67 ft head ht 2A-2om: 2 glazing, clr low-e outr, air gas, mil no brk frm mat, clr innr, n 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 It overhang (6.3 ft window ht, 11.67 ft sep.); 6.67 It head ht s all 2A-2om: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, e 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 11 ft overhang (6.3 ft window ht, 0 ft sep.); 6.67 ft head ht e all 2A-2omd: 2 glazing, clr low-e ouir, air gas, mill no brk frm mat, clr innr, e 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.32): 11 ft overhang (8 ft window ht, 0 ft sep.); 6.67 ft head ht 10C-m: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, w 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 9 ft overhang (8 ft W window ht, 0.83 ft sep.); 6.67 ft head ht all 2A-2om: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, w 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 9 ft overhang (6.3 ft window ht, 0.5 ft sep.); 6.67 ft head ht 184 0.091 13.0 2.58 474 1.44 265 16 0.340 0 9.62 157 10.6 173 19 0.340 0 9.62 187 10.6 206 19 0.340 0 9.62 187 12.2 236 39 0.340 0 9.62 374 11.4 442 39 0.340 0 9.62 374 10.6 411 59 0.340 0 9.62 566 10!6 622 98 0.340 0 9.62 940 10.6 1033 72 0.580 0 16.4 1182 16.8 1213 24 0.340 0 9.62 231 11.5 276 8 0.340 0 9.62 77 16.4 131 32 0.340 0 9.62 308 12.7 407 39 0.340 0 9.62 374 10.6 411 C wri htsoft• 2017-Mar-2415:34:58 ACA9 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 3 pheneII18GLW%Lo194Thombrooke0aphenelllBGLW.rup Calc - MJ8 House faces: W Doors 11 DO: Door, wd sc type Ceilings none) Floors 22A-tpl: eg floor, light dry soil, on grade depth n 21 0.390 0 11.0 235 12.0 r 256 131 0.989 0 28.0 3664 0 0 C wri htsoft• 2017•Mar•2415:34:58 A., 9 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 4 A..pheneillSGLW\Lot94ThombrookeDapheneII18GLW.rup Celc a MJB House faces: W rWEL-AIR Component Constructions Amwamahu 2 DEL - AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333.2665 Fax: 407.333.3853 Web: WWW.DEL-AIR COM For: TAYLOR MORRISON HOMES Job: Lot94ThombrookeDaph... Date: 5/28/2015 By: FJF Location: Indoor: Heating Orlando Intl AR FL, US Indoor temperature (OF) 70 Elevation: 95 ft Design TD (OF) 28 Latitude: 28°N Relative humidity (%) 30 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 Dry bulb (OF) 42 93 Infiltration: Daily range (OF) - 17 (M) Method Simplified Wet bulb (OF) - 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Walls 12C- Osw: Frm wall, stucco ext, r-13 cav ins, 1/2" gypsum board int fnsh, 2"x6" wood frm, 16" o.c. stud Partitions none) Cooling 75 18 50 46. 4 Or Area U-value Insul R Htg HTM Loss Clg HTM Gain fp BWh/ff'--•F ft'•"F/BWh BWhM' BWh 8Wh/ff 81uh n 323 0.091 13.0 2.58 831 2.84 915 e 308 0.091 13.0 2.58 793 2.64 873 s 338 0.091 13.0 2.58 869 2.84 958 W 310 0.091 13.0 2.58 798 2.84 880 all 1278 0.091 13.0 2.58 3291 2.84 3626 Windows 2A- 2om: 2 glazing, Or low-e outr, air gas, mtl no brk frm mat, clr innr, n 1/ 4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 e it overhang (5 ft window ht, 1.5 ft sep.); 6.67 ft head ht W w all 2B- 21m: 2 glazing, Or low-e outr, air gas, mtl no brk frm mat, clr innr, e 1/ 4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 1 It overhang (3.7 it window ht, 1.5 it sep.); 6.67 ft head ht Doors none) Ceilings 16B- 30ad:Attic ceiling, asphalt shingles roof mat, r-30 ceil ins, 1/2" gypsum board int fnsh Floors 20P- 19t: Flr floor, frm flr, 6" thkns, r-19 cav ins, amb ovr 15 0.340 0 9.62 144 10.6 159 30 0.340 0 9.62 289 30.4 911 20 0.340 0 9.62 192 30.4 607 30 0.340 0 9.62 289 30.4 911 95 0.340 0 9.62 914 27.2 2588 22 0.340 0 9.62 214 35.7 793 1471 0.032 30.0 11 0.050 19.0 0. 91 1332 1.74 2554 1. 41 16 0.71 8 2017- Mar-24 15,34.58 wrightsoft" Right.SuileO Universal 2017 17 0 16 RSU24011 Page 5 phenelllBGLW% Lot94Thornbrooke0aphenelllBGLW rup Calc = M.18 House faces: W Job: LotWhombrookeDaph... DEL -AIR Project Summary Date: 5/28/2015 tEnrac•ncolmmtnom 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 Promect Information For: TAYLOR MORRISON HOMES Notes: LS 2116/17 JA LS 3/24/17 JA Design Information Weather: Orlando Intl AP, FL, US Winter Design Conditions Outside db 42 OF Inside db 70 OF Design TD 28 OF Heating Summary Structure 24438 Btuh Ducts 5282 Btuh Central vent (0 cfm) 0 Btuh Humidification 0 Btuh Piping 0 Btuh Equipment load 29720 Btuh Infiltration Summer Design Conditions Outside db 93 OF Inside db 75 OF Design TD 18 OF Daily range M Relative humidity 50 Moisture difference 46 gr/lb Sensible Cooling Equipment Load Sizing Structure 25204 Btuh Ducts 7672 Btuh Central vent (0 cfm) 0 Btuh Blower 0 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Equipment- sensible load 32876 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 3956 Btuh Ducts 1527 Btuh Central vent (0 cfm) 0 Btuh Heatingg Coolin BtuhArea (ft2 2612 2611 Equipment latent load 5483 Volume (ft3) 26861 26861 Air changes/hour 0.41 0.21 Equipment total load 38359 Btuh Equiv. AVF (cfm) 184 94 Req. total capacity at 0.70 SHR 3.9 ton Heating Equipment Summary Cooling Equipment Summary Make n/a Make n/a Trade n/a Trade n/a Model n/a Cond n/a AHRI ref. n/a Coil n/a AH R I ref. n/a Efficiency n/a Efficiency n/a Heating input Sensible cooling 0 Btuh Heating output 0 Btuh Latent cooling 0 Btuh Temperature rise 0 OF Total cooling 0 Btuh Actual air flow 0 cfm Actual air flow 0 cfm Air flow factor 0 cfm/Btuh Air flow factor 0 cfm/Btuh Static pressure 0 in H2O Static pressure 0 in H2O Space thermostat Na Load sensible heat ratio 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. C 1 fltSOft' 2017-Mar-2415:34:58 Wr9 Right -Suite® Universal 2017 17 0 16 RSU24011 Page 1 CphenelllBGLW\ Lot94ThornbrookeDaphenelllBGLW rup Celc - M.18 House laces: W Job: LotWhombrookeDaph... DEL -AIR Project Summary Date: 5/28/2015 lEAi0tO-MCOtmmmolU 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 HOMES Notes: LS 2116/17 JA LS 3/24117 JA Weather: Orlando Intl AP, FL, US Winter Design Conditions Outside db 42 OF Inside db 70 OF Design TD 28 OF Heating Summary Structure 15637 Btuh Ducts 2905 Btuh Central vent (0 cfm) 0 Btuh none) Humidification 0 Btuh Piping 0 Btuh Equipment load 18542 Btuh Infiltration Method Construction quality Fireplaces Simplified Average 0 Heating Cooling Area (ft2) 1453 1453 Volume (ft3) 13622 13622 Air changes/hour 0.38 0.19 Equiv. AVF (cfm) 86 44 Heating Equipment Summary Make Lennox Trade MERIT Model 14H PX-024-230-21 AH R I ref 9139471 Summer Design Conditions Outside db 93 OF Inside db 75 OF Design TD 18 OF Daily range M Relative humidity 50 Moisture difference 46 gr/lb Sensible Cooling Equipment Load Sizing Structure 14874 Btuh Ducts 4247 Btuh Central vent (0 cfm) 0 Btuh none) Blower 0 Btuh Use manufacturer's data Rate/swing multiplier 1.00 EquipmentSens ible load 19121 Btuh Latent Cooling Equipment Load Sizing Structure 2381 Btuh Ducts 840 Btuh Central vent (0 cfm) 0 Btuh none) Equipment latent load 3220 Btuh Equipment total load 22342 Btuh Req. total capacity at 0.75 SHR 2.1 ton Cooling Equipment Summary Make Lennox Trade MERIT Cond 14HPX-024-230-21 Coil CBX27UH-024-230'++TDR AHRI ref 9139471 Efficiency 9 HSPF Efficiency 13.5 EER, 16 SEER Heating input Sensible cooling 18900 Btuh Heating output 21800 Btuh @ 47OF 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 0.045 cfm/Stuh 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 0.86 Capacity balance point = 37 OF Backup: Input = 4 kW, Output = 15127 Btuh, 100 AFUE Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. A L Wrl htso t' Right -Suite® Universal 2017 17.0.16 RSU24011 2017- Mar-2415:34:58 Page 2 16&9 phenell18GLW1Lot94ThombrookeDaphene1118GLW. rup Cale - MJ8 House laces: W 1,DEL-AIR Project Summary Job: Lot94Thombrooke0aph... Project Y Date: 5/28/2015 HUM -11111111 0111410=1411111+ 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 HOMES Notes: LS 2/16117 JA LS 3/24/17 JA Weather: Orlando Intl AR FL, US Winter Design Conditions Outside db 42 OF Inside db 70 OF Design TD 28 OF Heating Summary Structure 8801 Btuh Ducts 2377 Btuh Central vent (0 cfm) 0 Btuh none) Humidification 0 Btuh Piping 0 Btuh Equipment load 11178 Btuh Infiltration Method Construction quality Fireplaces Simplified Average 0 He1158 Coo Area ft 9 1115% Volume ft3) 13239 13239 Air changes/hour 0.44 0.23 Equiv. AVF (cfm) 98 50 Heating Equipment Summary Make Lennox Trade MERIT Model 14H PX-018-23OA21 AH R I ref 9139434 Summer Design Conditions Outside db 93 OF Inside db 75 OF Design TD 18 OF Daily range M Relative humidity 50 Moisture difference 46 gr/lb Sensible Cooling Equipment Load Sizing Structure 10529 Btuh Ducts 3486 Btuh Central vent (0 cfm) 0 Btuh none) Blower 0 Btuh Use manufacturer's data Rate/swing multiplier 1.00 Equipment sensible load 14015 Btuh Latent Cooling Equipment Load Sizing Structure 1576 Btuh Ducts 687 Btuh Central vent (0 cfm) 0 Btuh none) Equipment latent load 2263 Btuh Equipment total load 16278 Btuh Req. total capacity at 0.75 SHR 1.6 ton Cooling Equipment Summary Make Lennox Trade MERIT Cond 14H PX-018-23OA21 Coil CBX27UH-018-230-++TDR AH R I ref 9139434 Efficiency 8.5 HSPF Efficiency 13.0 EER, 16 SEER Heating input Sensible cooling 13500 Btuh Heating output 17500 Btuh @ 470F Latent cooling 4500 Btuh Temperature rise 27 OF Total cooling 18000 Btuh Actual air flow 600 cfm Actual air flow 600 cfm Air flow factor 0.054 cfm/Btuh Air flow factor 0.043 cfm/Btuh Static pressure 0.30 in H2O Static pressure 0.30 in H2O Space thermostat Load sensible heat ratio 0.86 Capacity balance point = 30 OF Backup: Input = 3 kW, Output = 10970 Btuh, 100 AFUE Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. c wri htsofft' 2017-Mar-24IS,34:Se A 9 Right -Suite® Universal 2017 17.0 16 RSU24011 Pape 3 phenelllBGLW1Lot94ThombrookeDaphenelllBGLW.rup Calc - MJ8 House faces: W DEL -AIR Right-J® Worksheet u[MM- "0 Entire House DEL -AIR QHEATING & AIR 531 CODISCO WAY, SANFORD, FL 3277C1 PnND407-333N26N5 Fax' 107-333.3853 Web. WWW.DSL-AIR.COM Job: Lot94Thombrooke0aphenel... Date: 5/28/2015 By: FJF 1 Room name Entire House ahu 1 2 Exposed wall 285.9 1t 130 9 it 3 Room height 9.2 It 9.3 It 4 Room dimensions 5 Room area 2931.0 It2 1460.0 112 Ty Construction U-value Or HTM Area (ft2) Load Area (fig Load number Btuhll12-•F) BtuFVftg) or perimeter (It) Stuh) I or perimeter (11) Stuh) Heal Cod Gross N/P/S Heal Cod Gross N/P/S Heat Cod 6 tI--fi 12C-0sw 2A-2om Blk wall, stucco ext 0.091 0.340 0.201 n n n 2.58 9.62 5.69 2.84 10.58 5.27 338 15 341 323 0 305 831 144 1734 915 159 1608 0 0 341 0 0 305 0 0 1734 0 0 1608yl Lam_ GG 2A-2om 0.340 n 9.62 10.58 16 0 157 173 16 0 157 173 11 2A-2om 0.340 n 9.62 10.58 19 0 187 206 19 0 197 206 Vjl 12C-0sw 0.091 a 2.58 2.84 360 308 793 873 0 0 0 0 2A-tom 0.340 a 9.62 30.36 30 0 289 911 0 0 0 0II----GG 2B-21m 0.340 a 9.62 35.73 22 0 214 793 0 0 0 0 Slk wall, stucco ext 0.201 a 5.69 5.27 373 204 1158 1074 373 204 1158 1074 2A-2om 0.340 a 9.62 10.58 39 39 374 411 39 39 374 411 W 2A-2om 2A-2omd 12C-0sw 0.340 0.580 0.091 a a s 9.62 16.41 2.58 10.58 16.85 2.84 59 72 338 59 72 338 566 1182 869 622 1213 958 59 72 0 59 72 0 566 1182 0 622 1213 0 NJ Blk wall, stucco ext 0.201 s 5.69 5.27 341 321 1827 1694 341 321 1827 1694 Y_C 2A-2om 0.340 s 9.62 1215 19 0 187 236 19 0 187 236 Vjl 12C-0sw 0.091 w 2.58 284 360 310 798 880 0 0 0 0 2A-2om 2A-2om 0.340 0.340 w w 9.62 9.62 30.36 30.36 20 30 0 0 192 289 607 911 0 0 0 0 0 0 0 0 Blk wall, stucco ext IOC-m 2A-2om 0.201 0.340 0.340 w w w 5.69 9.62 9.62 5.27 11.48 16.41 168 24 8 97 20 7 552 231 77 512 276 131 168 24 8 97 20 7 552 231 77 512 276 131 G P 2A-20m 1210-0sw 0.340 0.091 w 9.62 2.58 10.58 1.44 39 205 39 184 374 474 411 265 39 205 39 184 374 474 411 265 11130 168.30ad 0.390 0.032 n 11.04 0.91 11.99 1.74 21 1471 21 1471 235 1332 256 2554 21 0 21 0 235 0 256 0C F 2OP-191 0.050 1.41 0.71 11 11 16 8 0 0 0 0 F 22A-td 0.9w 27.99 0.00 1460 131 3664 0 1460 131 3664 0 61 c) AED excursion 15801 1 780 Envelopeloss/On 18744 19235 12978 9867 12 a) Infiltration 5894 1804 2659 842 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 5 1150 5 1150 Appliances/other 3015 3015 Subtotal (lines 6 to 13) 24438 2S2041 15637 14874 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 24438 25204 15637 14874 15 Duct bads I 22% 31% 5282 7672 19% M 2905 4247 Total room load 29720 32876 law 19121 Air required (cfm) 1"0 1440 840 840 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft' 2017-Mar-24 15:34:58 AIM Right-Suile® Universal 2017 17.0.16 RSU24011 Page 1 phenol IIBGLW1Lot94Thombmake0aphenelllBGLW.rup Cale = M.18 House faces: W QEL-AIR nano • M Right-J® Worksheet Entire House DEL -AIR HEATING & AIR Cg,NDITI%NINC 531 CODISCO WAY, SANFORD, FL 32771 hone: 407-3 -2665 ax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot94ThombrookeDaphenel... Date: 5/28/2015 By: FJF 1 Room name ahu 2 2 Exposed wall 155.0 It 3 Room height 9.0 It 4 Room dimensions 5 mRooarea 1471.0 It2 Ty Construction U-value Or HTM Area (ftq Load Area Load number Btuh/fP-*F) atutVft2) or perimeter ((Q atuh) or perimeter Heat Cod Gross N/P/S Heat Cool Gross N/P/S Heat Cod 6 VII 12C-Osw 0.091 n 2.58 2.84 338 323 831 915 2A- 2om Blk wall, stucco ext 0. 340 0. 201 n n 9. 62 5. 69 10. 58 5. 27 15 0 0 0 144 0 159 0 G 2A• 2om 0.340 n 9.62 10.58 0 0 0 0 11 2A-2om 0.340 n 9.62 10.58 0 0 0 0 Vjl 12C-Osw 0.091 a 2.58 2.84 360 308 793 873 2A• 2om 0.340 a 9.62 30.36 30 0 289 911 28. 21m 0.340 a 9.62 35.73 22 0 214 793 Blk wall, stucco ext 0.201 a 5.69 5.27 0 0 0 0 2A• 2om 0.340 a 9.62 10.58 0 0 0 0 2A- 2om 0.340 a 9.62 10.58 0 0 0 0 W 2A- 2omd 12C- Osw 0. 580 0. 091 a s 16. 41 2. 58 16. 85 2. 84 0 338 0 338 0 869 0 958 Blk wall, stucco ext 0.201 s 5.69 5.27 0 0 0 0 2A• 2om 0.340 s 9.62 12.15 0 0 0 0 yJ L- fCi 12C- Osw 2A• 2om 2A- 2Dm 0. 091 0. 340 0. 340 w w w 2. 58 9. 62 9. 62 2. 84 30. 36 30. 36 360 20 30 310 0 0 798 192 289 880 607 911 Blk wall, stucco ext 10C• m 0. 201 0. 340 w w 5. 69 9. 62 5. 27 11. 48 0 0 0 0 0 0 0 0 G2A• 2om 0.340 w 9.62 16.41 0 0 0 0 P L- D 2A- 2om 12C- Osw 0. 340 0. 091 w 962 2. 58 10. 58 1. 44 0 0 0 0 0 0 0 0 11 DO 0.390 n 11.04 11.99 0 0 0 0 C 16B•30ad 0.032 0.91 1.74 1471 1471 1332 2554 F 20P•191 0.050 1.41 0.71 11 11 16 8 F 22A•ld 0.989 27.99 0.00 0 0 0 0 6 c) AED excursion 0 Envelope loss/gain 5766 9568 12 a) Infiltration 3035 961 b) Room ventilation 0 0 13 Internal gains: Occupants @ 230 0 0 Appliances/ other 0 Subtotal ( lines 6 to 13) 8801 10529 Less external load 0 0 Less transfer 0 0 Redistribution 0 0 14 Subtotal 8801 10529 Duct bads 1 279/e 33%1 2377 3486 r Total room load I 1 11178 14015 Air required (cfm) 600 600 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. C - F F- Wrightsoft- 2017-Mar-2415:34:58 ArA Right -Suite® Universal 2017 17.0.16 RSU24011 Page 2 phenelllSGLW% Lot94Thombmoke0aphenelllSGLW.cup Cale = MJS House (aces W j QEL-AIR r mm • a emnomro Right-J® Worksheet ahu 1 DEL -AIR HEATING 81 AIR P9NDITIO NING531CODISCOWAY, SANFORD, FL 327hone: 407.3 -2665Fax: 407-333.3853 Web: WWW.DEL-AIR.COM Job: Lot94Thombrooke0aphenel... Date: 5/28/2015 By: FJF 1 Room name ahu 1 msir nn 2 Exposed wall 130.9 It 28.5 It 3 Room height 9.3 It 9.3 It heat/cool 4 5 Room dimensions Room area 1460.0 fP 1. 0 x 249.8 It 249. 8 I12 Ty Construction U•value Or HTM Area (Itj Load Area (I42) Load number Stuh/ft2•F) at (19 or perimeter (1t) atuh) c or perimeter (It) Btuh) Heat Cool Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 VL-fi 120- 0sw 0.091 n 0.00 0.00 0 0 0 0 0 0 0 0 2A• 2om 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 Elk wall, stucco ext 0.201 n 5.69 5.27 341 305 1734 1608 149 130 739 685 2A- 2om 0.340 n 9.62 10.58 16 0 157 173 0 0 0 0 11 2A•2om 0.340 n 9.62 10.58 19 0 187 206 19 0 187 206 Vjl 12C-0sw 0.091 a 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2om 2B- 21m 0. 340 0. 340 a a 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yl Bilk wall, stucco ext 0.201 a 5.69 5.27 373 204 1158 1074 117 58 329 305 2A• 2om 0.340 a 9.62 10.58 39 39 374 411 0 0 0 0 W 2A• 2om 2A- 2omd 12C- 0sw 0. 340 0. 580 0. 091 a a s 9. 62 16. 41 0. 00 10. 58 16. 85 0. 00 59 72 0 59 72 0 566 1182 0 622 1213 0 59 0 0 59 0 0 566 0 0 622 0 0 tBlk wall, stucco ext 0.201 s 5.69 5.27 341 321 1827 1694 0 0 0 0 2A- 2om 0.340 s 9.62 12.15 19 0 187 236 0 0 0 0 012C- Osw 2A• 2om 2A• 2om 0. 091 0. 340 0. 340 w w w 0. 00 0. 00 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yl Bilk wall, stucco ext tOC• m 0. 201 0. 340 w w 5. 69 9. 62 5. 27 11. 48 168 24 97 20 552 231 512 276 0 0 0 0 0 0 0 0 tll------GGG 2A-2om 0.340 w 9.62 16.41 8 7 77 131 0 0 0 0 2A- 2om 12C- 0sw 0. 340 0. 091 w 9.62 2. 58 10. 58 1. 44 39 205 39 184 374 474 411 265 0 0 0 0 0 0 0 0 R0 11 D0 0.390 n 11.04 11.99 21 21 235 256 0 0 0 0 C 168-30ad 0.032 0.00 0.00 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-td 0.989 27.99 0.00 1460 131 3664 0 250 29 798 0 61 c) AED excursion 1780 150 Envelope losstgain 12978 9867 2618 1668 12 a) Infiltration 2659 842 579 183 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 5 1150 1 230 Appliances/ othar 3015 600 Subtotal ( lines 6 to 13) 15637 14874 3196 2681 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 15637 14874 3196 2681 15 Duct loads 1s90/0 29% 2905 4247 190/0 2" 594 765 Total room load I 18542 19121 3790 3446 Air required ( clm) 1 1 840 840 1 72 151 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. c wrlghtsoft' 2017-Mar-2415:34:58 r Righl- Suite® Universal 2017 17.0.16 RSU24011 Pape 3 phenelllBGLW\Lot94ThombrookeDaphenelllBGLW. rup Cale - M.18 House laces: W 1 DEL -AIR eraao • M Right-J® Worksheet ahu 1 DEL -AIR HEATING & AIR C9NDITIq INCH531CODISCOWAY, SANFORD. FL 32771 hone: 407.3 •2665 ax: 407.333.3853 Web: WWW.DEL-AIR.COM Job: Lot94ThombrookeDaphenel... Date: 5/28/2015 By: FJF 1 Room name mstr bth mstr wic 2 Exposed wall 10.9 It 9.5 It 3 Room height 9.3 It heat/cool 9.3 It heat/cool 4 5 Room dimensions mRooarea 1. 0 x 111.3 It 111. 3 It2 1. 0 x 47.0 It 47. 0 112 Ty Construction U-value Or HTM Area (It2) Load Area (III Load number Btuh/ItZ•F) let fig or perimeter (It) Bluh) or perimeter (it) Btuh) Heat Cod Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 VG 12C-Osw 0.091 n 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2om wall, stucco ext 0. 340 0. 201 n n 0. 00 5. 69 0. 00 5. 27 0 103 0 86 0 491 0 455 0 89 0 89 0 504 0 468 T= Blk 2A• 2om 0.340 n 9.62 10.58 16 0 157 173 0 0 0 0 2112A-2om 0.340 n 9.62 10.58 0 0 0 0 0 0 0 0 V) I 12C-Osw 0.091 a 0.00 0.00 0 0 0 0 0 0 0 0 2A• 2om 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 2B- 21m 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 V Blk wall, Stucco ext 0.201 69 58 0 0 0 0 0 0 0 0 2A- 2om 0.340 a a9.62 9100.58 0 0 0 0 0 0 0 0 2A- 2om 0.340 a 9.62 10.58 0 0 0 0 0 0 0 0 2A- 2omd 12C- Osw 0. 580 0. 091 a s 16. 41 0. 00 16. 85 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 WV1l Blk wall, stucco ext 0.201 s 5.69 5.27 0 0 0 0 0 0 0 0 Y_ G 2A-2om 0.340 s 9.62 12.15 0 0 0 0 0 0 0 0 V! 12C-Osw 2A• 2om 2A- 2om 0. 091 0. 340 0. 340 w w w 0. 00 0. 00 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I-- 2 V) I Blk wall, stucco ext tOC• m 0. 201 0. 340 w w 9.69 9. 62 11.48 480 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I- fCCi 2A• 2om 0.340 w 9.62 16.41 0 0 0 0 0 0 0 0 2A- 2om 12C- Osw 0. 340 0. 091 w 9.62 2. 58 10. 58 1. 44 0 107 0 107 0 276 0 155 0 0 0 0 0 0 0 0 P11 DO 0.390 n 11.04 11.99 0 0 0 0 0 0 0 0 C 16B•30ad 0.032 0.00 0.00 0 0 0 0 0 0 0 0 F 2015•19t 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-Id 0.989 27.99 0.00 111 11 306 0 47 10 266 0 61 c) AED excursion 1-45 1 28 Envelope loss/gain 1230 738 770 440 12 a) Infiltration 223 71 193 61 b) Room ventilation 0 0 0 0 13 Intemal gains: Occupants @ 230 0 0 0 0 Appliances/ other 0 0 Subtotal ( lines 6 to 13) 11453 808 963 501 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1453 808 963 501 Duct loads 19% 299% 270 231 191Y. 299% 179 143 r Total room bad 1723 1039 1142 6" Air required (cfm) 78 46 1 1 52 28 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. c - 4-11- wNghtsoft' 2017•Mar•2415:34.58 AM. Right•Suite* Universal 2017 17.0 16 RSU24011 Page 4 phenelllBGLW\ Lot94Thornbrooke0apheneII18GLW.rup Calc - M.18 House laces: W QEL-AIR a • M rarmaoro Right-J® Worksheet ahu 1 DEL -AIR HEATING & AIR C9NDITIQ NINC 531 CODISCO WAY, SANFORD, FL 32771 hone: 407- 2665 ax: 107.333.38W Web: WWW.OEL-AIR.COM Job: Lot94ThombrookeDaphenel... Date: 5/28/2015 By: FJF 1 Room name mstr we mstr wic int 2 Exposed wall 0 It 0 It 3 Room height 9.3 It heat/cool 9.3 It heat/cool 4 5 Room dimensions Room area 5.5 x 3.5 It 19.3 1I2 1.0 x 39.0 It 39.0 It2 Ty Construction U-value Or HTM Area (III Load Area (Il2) Load number Btuh/Itz•F) Btuhll(2) or perimeter (it) Btuh) or perimeter (It) Btuh) Heal Cod Gross N/P/S Heat Cool Gross N/P/S Heat Cod 6 W G 12C-Osw 2A-2om Blk wall, stucco ext 0.091 0.340 0.201 n n n 0.00 0.00 5.69 0.00 0.00 5.27 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 2A-2om 2A-2om 0.340 0.340 n n 9.62 9.62 10.58 10.58 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12C-Osw 2A-2om 28-21m 0.091 0.340 0.340 a a a 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yyll Bic wall, stucco ext 2A-3om 0.201 0.340 a a 5.69 9.62 5.27 10.58 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2A-2om 2A-2omd 12C-Osw 0.340 0.580 0.091 e a s 962 1641 0.00 10.58 16.85 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0W y1 C v l Blk wall, stucco ext 2A-2om 12C-Osw 2A-2om2A-2nm Blk wall, stucco ext 1OC-m 0.201 0.340 0.091 0.340 0.340 0.201 0.340 s s w w w w w 5.69 9.62 0.00 0.00 0.00 5.69 9.62 5.27 12.15 0.00 0.00 0.00 5.27 11.48 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 I---f f 2A-2om 2A-2om 12C-Osw 0.340 0.340 0.091 w w 9.62 9.62 2.58 16.41 10.58 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 0RL-o IIDO 168- 30ad 0. 390 0. 032 n 11.04 0. 00 11. 99 0. 00 0 0 0 0 0 0 0 0 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-td 0.989 27.99 0.00 19 0 0 0 39 0 0 0 6 c) AED excursion 0 0 Envelope loss/gain 0 0 0 0 12 a) Inlinration b) Room ventilation 0 0 0 0 0 0 0 0 13 Internal gains: Occupants @ 230 Appliances/ other 0 0 5 0 0 5 Subtotal ( lines 6 to 13) 0 5 0 5 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redstribution 0 0 0 0 14 Subtotal 0 5 0 5 15 Duct loads Iwo29% 0 1 19% 299/6 1 0 1 Total room load 0 61 0 6 Air required (cfm) 0 0 0 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. AA wrightsoft- 2017-Mar-24 15:34:58 Right - Suite® Universal 2017 17.0.16 RSU24011 Page 5 phenelllBGLW\ Lot94ThombrookeDaphene111BGLW.rup Cale - MJ8 House laces: W j DEL -AIRm Right-J® Worksheet ahu 1 DEL -AIR HEATING & AIR C9NDITI hone: 407. NI 531 CODISCO WAY, SANFORD, FL 327326a: 407.333.3853 Web: WWW.DEL•AIR.COM Job: Lot94ThombrookeOaphenel... Date: 5/ 28/2015 By: FJF 1 Room dame family rm brkfst/kit 2 Exposed wall 16.0 It 36.5 It 3 Room height 9.3 It heat/cool 9.3 If heat/cool 4 5 Room dimensions Room area 1.0 x 385.8 It 385.8 It2 11.5 x 25.0 It 287.5 f12 Ty Construction U-value Or HTM Area (III Load Area (III Load number BtutVft2-* F) 81 111 or perimeter (It) letuh) or perimeter (It) Btuh) Heat Cod Gross N/P/S Heat Cool Gross N/P/S Heat Cod 6 V11 12C-OSw 0.091 n 0.00 0.00 0 0 0 0 0 0 0 0 C 2A- 2om 61k wall, stucco ext 0.340 0.201 n n 0. 00 5.69 0.00 5.27 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2A- 2om 0.340 n 9.62 10.58 0 0 0 0 0 0 0 0 11 2A- 2om 0.340 n 9.62 10.58 0 0 0 0 0 0 0 0 V)I IL-G 12C-0sw 0.091 a 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 28-21m 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 VN 81k wall, stucco ext 0.201 a 5.69 5.27 149 77 440 408 107 68 389 361 2A-2om 0.340 a 9.62 10.58 0 0 0 0 39 39 374 411 L(^^ 2A- 2om 0.340 a 9.62 10.58 0 0 0 0 0 0 0 0 2A-2omd 0.580 a 16.41 16.85 72 72 1182 1213 0 0 0 0 W 12C- 0sw 0.091 s 0.00 0.00 0 0 0 0 0 0 0 0 W YLC Blk wall, stucco ext 0.201 s 5.69 5.27 0 0 0 0 233 214 1216 1128 2A-2orn 0.340 s 9.62 12.15 0 0 0 0 19 0 187 236 Vjl 12C- Osw 2A-2om 2A-2om 0.091 0.340 0.340 w w w 0. 00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 IL---- GGVjlBlk wall, stucco ext IOC-m 2A-2om 0.201 0.340 0.340 w w w 5. 69 9.62 9.62 5.27 11.48 16.41 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 111------ GGG2A-2om 12C-Osw 0.340 0.091 w 9. 62 2.58 10.58 1.44 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 P L-D IIDO 0.390 n 11.04 11.99 0 0 0 0 0 0 0 0 C 168-30ad 0.032 0.00 0.00 0 0 0 0 0 0 0 0 F 20P-19t 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-tot 0.9m 27.99 0.00 386 16 448 0 288 37 1022 0 61 c) AED excursion 1.160 189 Envelope loss/gain 2069 1461 3188 1947 12 a) Infiltration 325 103 741 235 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 3 690 0 0 Appliances/other 600 1200 Subtotal (lines 6 to 13) 2394 2854 3929 3382 Less external load 0 0 0 0 Less transfer 0 0 0 0 Re6stribution 0 0 0 0 14 Subtotal 2394 2854 3929 3382 15 Duct loaft 19% 29'/6 445 815 19% 29% 730 965 Total room bad 2839 1 1 4347 Air rewired (cfm) 129 161 211 191 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. c -of., wrightsoft' 2017-Mar-24 15 34 58 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 6 phenol IIBGLW1Lo194Thombrooke0aphenelllSGLW.rup Calc - M.18 House laces: W t QoroEL-AIRuvmnwo Right-J® Worksheet ahu 1 DEL -AIR HEATING & AIR PJD01ONN531COOISCOWAY, SANFORD, FL 32-M ho472665 ax 407-333-3853 Web: WWW.OEL-AIR.COM Job: LotWhombrookeDaphenel... Date: 5/28/2015 By: FJF 1 Room name pwdr utd 2 Exposed wall 0 It 0 It 3 Room height 9.3 It heat/cool 93 It heat/Cool 4 5 Room dimensions Room area 6.0 x 6.5 It 39.0 f12 10 x 45.3 it 45.3 fl2 Ty Construction U-value 8tutVtt2•F) Or HTM atuh/It2) Area (It2) or perimeter (ft) Load atuh) Area (ft2) or penmeter (ft) Load Btuh) Heal Cool Gross N/P/S Heat Cod Gross N/P/S Heat Cool 6 Vy L--f 12C-Osw 2A•2om Blk wall, stucco ext 0.091 0.340 0.201 n n in 0.00 0.00 5.69 0.00 0.00 5.27 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 2A•20m 2A-tom 0.340 0.340 n n 9.62 9.62 10.58 10.58 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12C-0sw 2A•20m 213.21m 0.091 0.340 0.340 a a a 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Bak wall, stucco ext 2A•2om 0.201 0.340 a a 69 9.629 100.5858 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0T 2A•2om 2A•2omd 120-0sw 0.340 0.580 0.091 a a s 9.62 16.41 0.00 10.58 16.85 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0W yl Blk wall, stucco ext 2A•2om 0.201 0.340 s s 5.69 9.62 5.27 12.15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0G V l 120-0sw 2A-2om 2A•2om Blk wall, stucco ext 10C-m 2A-2om 0.091 0.340 0.340 0.201 0.340 0.340 w w w w w w 0.00 0.00 0.00 5.69 9.62 9.62 0.00 0.00 0.00 5.27 11.48 16.41 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 I--C l--fi 2A•2om 12C-0sw 0.340 0.091 w 9.62 2.58 10.58 1.44 0 0 0 0 0 0 0 0 0 56 0 56 0 144 0 81R I_0 11 D0 168-30ad 0.390 0.032 n 11.04 0.00 11.99 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0C F 20P•19t 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-td 0.989 27.99 0.00 39 0 0 0 45 0 0 0 61 c) AED excursion 1 0 36 Envelope loss/gain 0 0 144 45 12 a) INinration 0 0 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 5 600 Subtotal (lines 6 to 13) 0 5 144 645 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 0 5 144 645 15 Duct bads 1 19% 29% 0 1 19% 29% 27 184 Total room bad 0 61 171 829 Air required (cfm) 0 0 at 36 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. A Wrightsoft' 2017•Mar•24 15:34:58 Right -Suite® Universal 2017 17.0.16 RSU24011 PaQe 7 pheneillSGLW\Lot94ThombrookeDapheneillBGLW.rup Calc - MJ8 House faces. W 1 DEL -AIR rtaro • mronmo Right-J® Worksheet ahu 1 DEL -AIR HEATING & AIR ho ne: 531 COOISCO WAY, SANFORD, FL 32771 hone: 407- -2665 ax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot94ThombrookeDaphenel... Date: 5/28/2015 By: FJF 1 Room name dining 2 Exposed wall 29 5 ft 3 Room height 9.3 ft heat/cool 4 5 Room dimensions Room area 1.0 x 236.3 ft 236.3 W Ty Constriction U-value Or HTM Area (f(2) Load Area Load number Btuh/flx•F) atuh/1t2) or perimeter (ft) Btuh) or perimeter Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 V1l C 12C-0sw 0.091 n 0.00 0.00 0 0 0 0 2A-2orn 0.340 n 0.00 0.00 0 0 0 0 YL2Bilk wall, stucco ext 0.201 n 5.69 5.27 0 0 0 0 2A•2om 0.340 n 9.62 10.58 0 0 0 0 11 2A•2om 0.340 n 9.62 10.58 0 0 0 0 Val 12C-0sw 0.091 a 0.00 0.00 0 0 0 0 2A•2om 28•21m 0.340 0.340 a a 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0II ----CC Vfl wall, stucco ext 0. 340 a 0 0 0 0 2A2A•2om 0.340 a 9. 62 9.62 10.580.58 0 0 0 0 I- GG 2A-2om 2A-20md 12C-0sw 0.340 0.580 0.091 a a s 9.62 16.41 0.00 10.58 16.85 0.00 0 0 0 0 0 0 0 0 0 0 0 0W VY t" 81k wall, stucco ext 0.201 s 5.69 5.27 107 107 610 566 2A•2om 0.340 s 9.62 12.15 0 0 0 0 Val 12C-0sw 2A-2om 2A-2orn 0.091 0.340 0.340 w w w 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 02 V)I Blk wall, stucco ext 10C•m 2A•2om 0.201 0.340 0.340 w w w 5.69 9.62 9.62 5.27 11.48 16.41 168 24 8 97 20 7 552 231 77 512 276 131III--GGG 2A-2orn 12C-0sw 0.340 0.091 w 9.62 2.58 10.58 1.44 39 42 39 21 374 53 411 30P 11D0 0.390 n 11.04 11.99 21 21 235 256 C 168.30ad 0.032 0.00 0.00 0 0 0 0 F 20P-191 0.050 0.00 0.00 0 0 0 0 F 22A•td 0.989 27.99 0.00 236 30 826 0 6 c) AEO excursion 1389 Envelope loss/gain 2959 3570 12 a) Infiltration 599 190 b) Room ventilation 0 0 13 Internal gains: Occupants @ 230 1 230 Appliances/other 0 Subtotal (lines 6 to 13) 3557 3990 Less external load 0 0 Less transfer 0 0 Redistnbution 0 0 14 Subotal 3557 3990 15 Ouct loads 1W. 29Yo Wl 1139 Total room bad 4218 5129 Air required (cfm) 191 225 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. C. wrightsoft- 2017-Mar-2415:34:58 Xz Right -Suite® Universal 2017 17.0.16 RSU24011 Page 8 phene1118GLW\Lot94Thombrooke0aphene1118GLW.rup Calc - MJ8 House faces: W QEL-AIR atro•.emmo o Right-J® Worksheet ahu 2 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: Lot94ThombrookeDaphenel... Date: 5/28/2015 By: FJF 1 Room name ahu 2 nn 4 2 Exposed wall 156.0 ft 27.5 It 3 Room height 9.0 It 9.0 It heat/cool 4 5 Room dimensions Room area 1471.0 ft2 1.0 x 163.5 It 163.5 it2 Ty Construction U-value Or HTM Area (ft2) Load Area (f12) Load 1I Stutvft2 °F) at le) or perimeter (It) atuh) or perimeter (It) Stuh) Heat cod Gross N/P/S Heat Cod Gross N/P/S Heat Cool 6 VM f 12C-0sw 2A•20m Blk wall, stucco ext 0.091 0.340 0.201 n n n 2.58 9.62 0.00 2.84 10.58 0.00 338 15 0 323 0 0 831 144 0 915 159 0 9 0 0 9 0 0 23 0 0 26 0 0 11 2A-2om 2A-2om 0 340 0.340 n n 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 V I I--G I--G 12C-Osw 2A-2Dm 28-21m 0.091 0.340 0.340 a a a 2.58 9.62 9.62 2.84 30.36 35.73 360 30 22 308 0 0 793 289 214 873 911 793 0 0 0 0 0 0 0 0 0 0 0 0 l C Blk wall, stucco ext 0.201 0.340 a a 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I- f( 2A•20m 2A•2Dm 2A•2Dmd 12C-Osw 0.340 0.580 0.091 a a s 0.00 0.00 2.58 0.00 0.00 2.84 0 0 338 0 0 338 0 0 869 0 0 958 0 0 140 0 0 140 0 0 359 0 0 396W y! G 81k wall, stucco ext 2A•2om 0.201 0.340 s s 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vjl 12C-0sw 2A-2om 2A•2Dm 811c wall, stucco ext IOC-m 2A-2Dm 2A•2om 12C-0sw 0.091 0.340 0.340 0.201 0.340 0.340 0.340 0.091 w w w w w w w 2.58 9.62 9.62 0.00 0.00 0.00 0.00 0.00 2.84 30.36 30.36 0.00 0.00 0.00 0.00 0.00 360 20 30 0 0 0 0 0 310 0 0 0 0 0 0 0 798 192 289 0 0 0 0 0 880 607 911 0 0 0 0 0 99 0 30 0 0 0 0 0 69 0 0 0 0 0 0 0 178 0 289 0 0 0 0 0 196 0 911 0 0 0 0 0 II-----GG P LO 1100 16B-30ad 0.390 0.032 n 0.00 0.91 0.00 1.74 0 1471 0 1471 0 1332 0 2554 0 164 0 164 0 148 0 284C F 20P-19t 0.050 1.41 0.71 11 11 16 8 11 11 16 8 F 22A-ta 0.9m 0.00 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 0 255 Envelope loss/gain 5766 9568 1012 2075 12 a) Infiltration b) Room ventilation 3035 0 961 0 538 0 171 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 1 0 Subtotal (lines 6 to 13) 8801 10529 1561 2245 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 8801 105N 1561 2245 15 Duct bads 27% 33a/a 2377 3486 279% 339/a 419 743 Total room bad 11178 14015 1970 2989 Air required (c(m) I 600 600 106 128 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. AP. 4 wrtghtsoft- 2017•Mar•24 15:34:58 Right•Suite® Universal 2017 17.0 16 RSU24011 Page 9 phene1118GLWlLo194Thornbrooke0aphenelll8GLW.rup Calc = M.18 House faces: W Q.EL-AIR at camtarae Right-J® Worksheet ahu 2 DEL -AIR HEATING & AIR JD0 6F531CODISCOWAY, SANFORD, FL 327711ho473ax: 407-333.3853 Web: WWW.DEL-AIR COM Job: Lot94ThombrookeDaphenel... Date: 5/28/2015 By: FJF 1 Room name loft den 2 Exposed wall 16.5 it 26.5 It 3 Room height 9.0 If heat/Cool 9.0 It heat/cool 4 5 Room dimensions m Rooarea1.0 x 446.8 it 446.8 W 12.5 x 14.0 1t 175.0 f12 Ty Construction U-value Or HTM Area (Ill Load Area (ft2) Load number Btuh/ fh-•F) Btuh/I12) or perimeter (It) atuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cod Gross N/P/S Heat cod 6 VII fa LlBlk 12C- Osw 2A-30m wall, stucco ext 0.091 0.340 0.201 n n n 2. 58 9.62 0.00 2.84 10.58 0.00 0 0 0 0 0 0 0 0 0 0 0 0 126 15 0 111 0 0 286 144 0 315 159 0 2A- 2om 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 11 2A- 2om 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 Vjl 12C- Osw 2A-2om 28-21m 0.091 0.340 0.340 a a a 2. 58 9.62 9.62 2.84 30.36 35.73 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ff Blkwall, stucco ext 0.201 a 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 2A-2omd 12C-Osw 0.340 0.580 0.091 a a s 0. 00 0.00 2.58 0.00 0.00 2.84 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W 1NBlk wall, stucco ext 2A-2om 0.201 0.340 s s 0. 00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a Val12C- Osw 2A-2om 2A-2om 0.091 0.340 0.340 w w w 2. 58 9.62 9.62 2.84 30.36 30.36 149 10 0 139 0 0 357 96 0 393 304 0 113 10 0 103 0 0 264 96 0 291 304 0 F--( C yl Blk wall, stucco ext 10C-m 2A-2om 0.201 0.340 0.340 w w w 0. 00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2A- 2om 12C-Osw 0.340 0.091 w 0. 00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 P L-0 IIDO 168-30ad 0. 390 0. 032 n 0.00 0.91 0. 00 1. 74 0 447 0 447 0 405 0 776 0 175 0 175 0 ISO 0 304 C F 20P-191 0.050 1.41 0.71 0 0 0 0 0 0 0 0 F 22A-t l 0.989 0.00 0.00 0 0 0 0 0 0 0 0 61 c) AED excursion 16 53 Envelope loss/gain 857 1456 949 1319 12 a) Infiltration 323 102 519 164 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) 1181 1558 1468 1483 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1181 1558 1468 1483 15 Duct bads 1 27% 33% 319 516 279% 339/. 396 491 Total room load I 1499 2074 1864 1974 Air required (cim) 1 1 80 89 1 100 85 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. A • wrightsoft' 58 Right• Suite® Universal 2017 17 0.16 RSU24011 2017•Mar•24 Peg 15:34: 0 phenelllBGLWLLot94ThombrookeDaphenelllBGLW.rup Calc - MJ8 House laces: W 1 DEL -AIR ramm • eamwo Right-J® Worksheet ahu 2 DEL -AIR HEATING & AIR C9NDITIO NINC 531 CODISCO WAY, SANFORD, FL 32771 hone: 407-3 -2665 ax 407-333-3853 Web: WWW.DEL-AIR COM Job: LotWhombrookeDaphenel... Date: 5/28/2015 By: FJF 1 Room name hth 2 rm 2 2 3 Exposed wall Room height 9.0 It 9.0 It heat/cool 26.0 It 9.0 It heat/cool 4 5 Room dimensions Room area 5.5 x 9.0 It 49.5 ft2 12.5 x 13.5 If 168.8 iP Ty Constriction number U-value Bluh/112-*F) Or HTM atuhlf12) I Area 012) or perimeter (ft) Load Btuh) I Area (ft2) or perimeter (it) Load Stuh) Heat Cod Gross N/P/S Heat Cool Gross N/P/S Heat Cod 6 t12C-0sw G 2A-2om Blk wall, stucco ext 0.091 0.340 0.201 n n n 2.58 9.62 0.00 Z84 10.58 0.00 81 0 0 81 0 0 209 0 0 230 0 0 122 0 0 122 0 0 313 0 0 345 0 0 11 2A-2om 2A-2om 0.340 0.340 n n 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vy I--C 12C-0sw 2A•2om 28.21m 0.091 0.340 0.340 a a a 2.58 9.62 9.62 2.84 30.36 35.73 0 0 0 0 0 0 0 0 0 0 0 0 113 15 0 98 0 0 251 144 0 277 455 0l Blk wall, stucco ext 2A•2om 0.201 0.340 a a 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0G Ih-G 2A-2om2A-2omd 12C-Osw 0.340 0.580 0.091 a a s 0.00 0.00 2.58 0.00 0.00 2.84 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0W yI T-C Blk wall, stucco ext 2A-2Dm 0.201 0.340 s s 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 y I- E:2 12C-0sw 2A•2om 2A•2om Blk wall, stucco ext IOC-m 2A-2om 2A-2om 12C-Osw 0.091 0.340 0.340 0.201 0.340 0.340 0.340 0.091 w w w w w w w 2.58 9.62 9.62 0.00 0.00 0.00 0.00 0.00 2.84 30.36 30.36 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0P L-D 1100 168.30ad 0.390 0.032 n 0.00 0.91 0.00 1.74 0 50 0 50 0 45 0 86 0 169 0 169 0 153 0 293C F 20P-191 0.050 1.41 0.71 0 0 0 0 0 0 0 0 F 22A-td 0.9m 0.00 0.00 0 0 0 0 0 0 0 0 61 c) AED excursion 1 41 14 Envelope loss/gain 253 274 861 1356 12 a) Infiltration 176 56 509 161 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) 430 330 1370 1518 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 430 330 1370 1518 15 Duct bads 27% 33% 116 109 27% 33% 370 502 Total room bad 546 440 1740 2020 Air required (clm) 1 1 29 19 1 1 93 86 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft' 2017-Mar-24 15:34:58 Right•Sufte® Universal 2017 17.0.16 RSU24011 Page 11 pheneII18GLW\Lot94ThombrookeDaphenelllBGLW.rup Calc . M.18 House faces: W tj DramEL-AIRceraltao Right-J® Worksheet ahu 2 DEL -AIR HEATING & AIR C9NDITIfflNC 531 CODISCO WAY, SANFORD, FL 32771 hone: 407.3 -2665 ax: 407-333-3853 Web: WWW DEL-AIR.COM Job: LotWhombrookeDaphenel... Date: 5/28/2015 By: FJF 1 Room name open to below rm 3 2 3 Exposed wall Room height 16.5 It 9.0 It heat/cool 24.0 It 9.0 It heat/cool 4 5 Room dimensions Room area 16.5 x 16.0 It 264.0 ft2 11.0 x 13.0 It 143.0 112 Ty Constriction U-value Or HTM Area (Il2) Load Area (It2) Load number 8tuh/ft2-•F) Bluh/ft2) I or perimeter (ft) Btuh) or perimeter (It) Btuh) Heat Cod Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 V l 1 12C-Osw 2A-2om wall, stucco ext 0.091 0.340 0.201 n n n 2.58 9.62 0.00 2.84 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 0 G IL2Blk 11 2A-2om 2A-2om 0.340 0.340 n n 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12C-Osw 2A-Zom 28-21m 0.091 0.340 0.340 a a a 2.58 9.62 9.62 2.84 30.36 35.73 149 0 22 126 0 0 325 0 214 358 0 793 99 15 0 84 0 0 216 144 0 238 455 0 yl Blk wall, stucco ext 2A-2om 0.201 0.340 a a 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0G L---GG 2A-2om 2A-2omd 12C-Osw 0.340 0.580 0.091 a a s 0.00 0.00 2.58 0.00 0.00 2.84 0 0 0 0 0 0 0 0 0 0 0 0 0 0 117 0 0 117 0 0 301 0 0 332W Vy BOt wall, stucco ext 2A-2om 0.201 0.340 s s 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0LG Vjl 12C-Osw 2A-2om 2A-2om 0.091 0.340 0.340 w w w 2.58 9.62 9.62 2.84 30.36 30.36 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Fes' I--f Blk wall, stucco ext IOC-m 2A-2om 2A-20m 12C-Osw 0.201 0.340 0.340 0.340 0.091 w w w w 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0P IIDO 168. 30ad 0. 390 0. 032 n 0.00 0. 91 0. 00 1. 74 0 264 0 264 0 239 0 458 0 143 0 143 0 130 0 248 CF 2OP-191 0.050 1.41 0.71 0 0 0 0 0 0 0 0 F 22A-td 0.9m 0.00 0.00 0 0 0 0 0 0 0 0 61 c) AED excursion 1 86 1 Envelope loss/gain 778 1524 791 1273 12 a) Infiltration 323 102 470 149 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliancestother 0 0 Subtotal ( lines 6 to 13) 11101 1627 1261 1421 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redstribulion 0 0 0 0 14 Subtotal 1101 1627 1261 1421 15 Duct bads 27% 33% 297 538 2T/o 33% 341 471 Total room bad 1398 2165 1602 1892 Air required (elm) 1 1 75 93 I 86 81 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 00- wMghtsoft' 2017-Mar-24 15 34 58 Right - Suite® Universal 2017 17.0.16 RSU24011 Page 12 phenelllBGLW\ Lot94ThombrookeDaphenelllBGLW.rup Cate - MJ8 House laces: W 1' DEL -AIR remro • M atm10=0 Right-J® Worksheet ahu 2 DEL -AIR HEATING & AIR C9NDITIQ&NINq531CODISCOWAY, SANFORD, FL 32771 hone: 407- -2665 ax: 407.333.3853 Web: WWW.DEL-AIR.COM Job: Lot94ThombrookeDaphenel... Date: 5/28/2015 By: FJF 1 Room name bth 3 2 Exposed wall 9.0 ft 3 Room height 9.0 ft heat/cool 4 5 Room dimensions Room area 1.0 x 60.5 ft 60.5 ftz Ty Construction number U•value Btuh/lt;•F) Or HTM BtufUll2) Area (lt2) or perimeter (ft) Load Btuh) I Area or penmeter Load Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 vM C LiBlk 12C-0sw 2A-2om wall, stucco ext 0.091 0.340 0.201 n n n 2.58 9.62 0.00 2.84 10.58 0.00 0 0 0 0 0 0 0 0 0 0 0 0 11 2A•20m 2A•2om 0.340 0.340 n n 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 V I--( 12C-0sw 2A-2om 2B-21m 0.091 0.340 0.340 a a a 2.58 9.62 9.62 2.84 30.36 35.73 0 0 0 0 0 0 0 0 0 0 0 0 Blk wall, stucco ext 2A•2om 0.201 0.340 a a 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0G GG W 2A•2om 2A-2omd 12C-0sw 0.340 0.580 0.091 a a s 0.00 0.00 2.58 0.00 0.00 2.84 0 0 81 0 0 81 0 0 209 0 0 230 BIk wall, stucco ext 2A•2om 0.201 0.340 s s 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 12C-0sw 2A-2om 2A-2om 0.091 0.340 0.340 w w w 2.58 9.62 9.62 2.84 30.36 30.36 0 0 0 0 0 0 0 0 0 0 0 0 Blk wall, stucco ext 10C•m 2A•2om 0.201 0.340 0.340 w w w 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 G P 2A•2om 12C-Osw 0.340 0.091 w 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 L--D 11130 168.30ad 0.390 0.032 n 0.00 0.91 0.00 1.74 0 61 0 61 0 55 0 105C F 20P-19t 0.050 1.41 0.71 0 0 0 0 F 22A•td 0.989 000 0.00 0 0 0 0 6 c) AED excursion 43 Envelope loss/on 263 291 12 a) Infiltration 176 56 b) Room ventilation 0 0 13 Internal gains: Occupants @ 230 0 0 Appliances/other 0 Subtotal (lines 6 to 13) 440 347 Less external load 0 0 Less transfer 0 0 Redistribution 0 0 14 Subtotal 440 347 15 Duct bads 1 27% 33°/a 119 115 Total room bad 558 M 2 Air required (cfm) 30 20 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. A wrtghtsoft' 2017-Mar-24 15.34 58 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 13 pheneillBGLW1Lot94ThambrookeDapheneII18GLW.rup Calc - MJ8 House faces: W QDEL-AIR Duct System Summary Job: LotWhombrookeDaph... Date: 5/28/2015 1eAm "m Ce'm'"m ahu 1 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD. FL 32771 Phone, 407-333.2665 Fax: 407.333.3853 Web: WWW.DEL-AIR.COM For: TAYLOR MORRISON HOMES External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.120 / 0.120 in H2O 0.191 in/100ft 840 cfm Cooling 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.120 / 0.120 in H2O 0.191 in/100ft 840 cfm 126 ft Name Design Btuh) Htg cfm) Clg cfm) Design FR Diam in) H x W in) Duct Matl Actual Ln (ft) Ftg.Egv Ln (ft) Trunk brkfst/kit h 2329 106 95 0.197 6.0 Ox 0 VIFx 36.7 85.0 SO brkfst/kit-A h 2329 106 95 0.191 6.0 Ox 0 VIFx 40.9 85.0 SO dining c 5129 191 225 0.214 8.0 Ox0 VIFx 27.1 85.0 stl family rm c 3669 129 161 0.213 8.0 Ox 0 VIFx 27.4 85.0 st2 msir bth h 1723 78 46 0.248 5.0 Ox 0 VIFx 11.9 85.0 st2 msir rm h 3790 172 151 0.217 8.0 Ox 0 VIFx 25.7 85.0 st2 msir we C 6 0 0 0.251 4.0 Ox 0 VIFx 10.5 85.0 st2 mstr wic h 1142 52 28 0.230 4.0 Ox 0 VIFx 19.2 85.0 st2 msir wic int c 6 0 0 0.240 4.0 Ox 0 VIFx 15.0 85.0 st2 pwdr c 6 0 0 0.290 4.0 Ox 0 VIFx 12.8 70.0 ulil c 829 8 36 0.310 4.0 Ox 0 VIFx 7.4 70.0 Trunk Htg Clg Design Veloc Diam H x W Duct Name Type cfm) cfm) FR fpm) in) in) Material Trunk stl Peak AVF 402 416 0.191 530 12.0 0 x 0 VinlFlx st2 Peak AVF 430 387 0.213 548 12.0 0 x 0 VinlFlx C Wri htSOft' 2017-Mar-2415:35:00 9 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 1 phenelllBGLVALot94ThombrookeDaphenelllBGLW.rup Cale - MJ8 House faces: W Name Grille Size (in) Htg cfm) Clg cfm) TEL ft) Design FR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Matl Trunk rb3 Ox 0 840 840 0 0 0 0 Ox 0 VIFx C wri htSoft' 2017-Mar-2415:35:00 9 Right -Suite® Universal 2017 17 0.16 RSU24011 Page 2 phene1118GLW%Lot94Thombrooke0aphenel118GLW.rup Cate . MJ8 House laces: W 1 DEL -AIR Duct System Summary Job: LotWhombrookeDaph... tEAroto Date: 5/28/2015 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 For: TAYLOR MORRISON HOMES External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.120 / 0.120 in H2O 0.195 in/1001t 600 cfm Cooling 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.120 / 0.120 in H2O 0.195 in/100ft 600 cfm 123 it Name Design Btuh) Htg cfm) Clg cfm) Design FR Diam in) H x W in) Duct Matt Actual Ln (it) Ftg.Egv Ln (it) Trunk bth 2 h 546 29 19 0.308 4.0 Ox 0 VIFx 7.8 70.0 bth 3 h 558 30 20 0.209 4.0 Ox 0 VIFx 29.7 85.0 st3 den h 1864 100 85 0.304 6.0 Ox 0 VIFx 9.0 70.0 loll c 2074 80 89 0.276 6.0 Ox 0 VIFx 16.9 70.0 open to below c 2165 75 93 0.282 6.0 Ox 0 VIFx 15.0 70.0 nn 2 h 1740 93 86 0.320 6.0 Ox 0 VIFx 5.0 70.0 rm 3 h 1602 86 81 0.198 6.0 Ox 0 VIFx 36.1 85.0 st3 rm 4 c 2989 106 128 0.195 6.0 Ox 0 VIFx 38.0 85.0 st3 Name Trunk Type Htg cfm) Clg cfm) Design FR Veloc fpm) Diam in) H x W in) Duct Material Trunk st3 Peak AVF 222 229 0.195 655 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 Matl Trunk rb2 Ox 0 600 600 0 0 0 0 Ox 0 VIFx C wri htsoft• 2017-Mar-24 15:35 00 9 Right -Suite® Universal 2017 17.0.16 RSU24011 Pape 3 ACCA..phenelllBGLW\Lot94ThombrookeDaphenell18GLW.cup Calc - MJ8 House laces: W FORM R405-2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot94ThombrookeDaphenelllBGLW Builder Name: TAYLOR MORRISON HOMES 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 3/24/2017 3:39 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 This checklist A Form R405 report that documents that the Proposed Design complies with Section R405.3 of the Florida Energy Code. This form shall include a summary page indicating home address, a -ratio and the pass or fail status along with summary areas and types of components, whether the home was simulated as a worst -case orientation, name and version of the compliance software tool, name of individual completing the compliance report (1 page) and an input summary checklist that can be used for field verification (usually 4 pages/may be greater). Energy Performance Level (EPL) Display Card (one page) Mandatory Requirements(three pages) Required prior to CO for the Performance Method: Air Barrier and Insulation Inspection Component Criteria checklist (Table R402.4.1.1 - one page) A completed Envelope Leakage Test Report(usually one page) If Form R405 duct leakage type indicates anything other than default leakage", then a completed Form R405 Duct Leakage Test Report (usually one page) EnergyGauge® - USRCSB v5.1 3/24/2017 3:38:48 PM Page 1 of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Lot94ThombrookeDaphenelllBGLW Builder Name: TAYLOR MORRISON HOMES Street: Permit Office: City, State; Zip: FL. Permit Number: Design Location: FL, Orlando Jurisdiction: 691500 Cond. Floor Area:: 2612 sq.ft. Cond. Volume: 23944 cu ft. Envelope Leakage Test Results Regression Data: C: 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 thins 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: 3/24/2017 3:39 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. O 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. O 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-buming fireplaces shall have tight -fitting flue dampers and outdoor combustion air. O R402.4.3 Fenestration air IeakageWindows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot (1.5 Us/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 Us/m2), when tested according to NFRC 400 or AAMA/WDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site -built windows, skylights and doors. O R402.4.4 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than 2.0 cfm (0.944 Us) when tested in accordance with ASTM E 283 at a 1.57 psf (75 Pa) pressure differential. All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. O R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. O R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load. O R403.2.2 Sealing (Mandatory)Wl ducts, air handlers, and filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts and plenum chambers, shall be constructed and sealed in accordance with Section C403.2.7.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria by post -construction or rough -in testing below. Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by either an energy rater certified in accordance with Section 553.99. Florida Statutes, or as authorized by Florida Statutes, to be "substantially leak free" by either of the following: 1. Post -construction test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. All register boots shall be taped or otherwise sealed during the test. 2. Rough -in test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25Pa) across the system, including the manufacturer's air handler enclosure. All registers shall be taped or otherwise sealed during the test. If the air handler is not installed at the time of the test, total leakage shall be less than or equal to 3 cfm 85 Umin) per 100 square feet (9.29 m2) of conditioned floor area. Exceptions: The total leakage test is not required for ducts and air handlers located entirely within the building envelope. 2. Duct testing is not mandatory for buildings complying by Section R405 of this code. 3/24/2017 3:39 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 1 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) O R403.2.3 Building Cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. O R403.3 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carving fluids above 105'F (41'C) or below 55'F (13'C) shall be insulated to a minimum of R-3., R403.3.1 Protection of piping insulation. O R403.4.1 Circulating hot water systems (Mandatory). Circulating hot water systems shall be provided with an automatic or readily accessible manual switch that can turn off the hot-water circulating pump when the system is not in use. O R403.4.3 Heat traps (Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a downward and upward bend of at least 3'/: inches (89 mm) in the hot water distribution line and cold water line located as close as possible to the storage tank. O R403.4.4 Water heater efficiencies (Mandatory). O R403.4.4.1 Storage water heater temperature controls R403.4.4.1.1 Automatic controls. Service water heating systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature setting range shall be from 100'F to 140'F (38'C to 60'C). R403.4.4.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main bumer(s) of combustion types of service water heating systems to be turned off. O R403.4.4.2 Water heating equipment. Water heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water heating category. Solar water heaters shall met the criteria Section R403.4.4.2.1. R403.4.4.2.1 Solar water heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors, and SRCC Standard 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. O R403.5 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the Florida Building Code, Residential or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. p R403.6 Heating and cooling equipment (Mandatory). The following sections are mandatory for cooling and heating equipment. O R403.6.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1. This code does not allow designer safety factors, provisions for future expansion or other factors which affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. R403.6.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load, but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.6, or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the equipment shall not be less than the calculated latent load. 3/24/2017 3:39 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 2 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) O R403.6.1.1 Cooling equipment capacity. (continued) The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacture's expanded performance data shall be used to select cooling -only equipment. This selection shall be used to select cooling -only equipment This selection shall be based on the outdoor design dry bulb temperature for the load calculation (or entering water temperature for water -source equipment), the blower cfm provided by the expanded performance data, the design value for entering wet bulb temperature and the design value for entering dry bulb temperature. Design values for entering wet bulb and dry bulb temperature shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space. Exceptions: 1. Attached single- and multi -family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. 2. When signed and sealed by a Florida -registered engineer, in attached single- and multi -family units, the capacity of equipment may be sized in accordance with good design practice. O R403.6.1.2 Heating equipment capacity R403.6.1.2.1 Heat pumps. Heat pumps sizing shall be based on the cooling requirements as calculated according to Section R403 6.1.1 and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load. R403.6.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.6.1. R403.6.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric bumers shall not be less than the design load calculated in accordance with Section R403.6.1. O R403.6.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. 2. A variable capacity system sized for optimum performance during base load periods is utilized. O R403.7 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the Commercial Provisions in lieu of Section R403. O 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. O 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 0 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. 3/24/2017 3:39 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 3 of 3 a e6tatC eM AU MaE a"GIAYLLaRTwwm MFOM • fal MM4311l1 TYPICAL MASONRY WINDOW SCHEDULE WINDOW WIDTHS 20' 2r 3r I53 MNDOW CAU-01.17s Q 26' 0 SH 10954 V SI1 3194 a511 1433SI a511 33V3r 3 9Sr u SW lQ 3.511 r su 3<SH 6S4 03594 ask 3551163' 3 1?' 9 K 511 N 36 54 26 5N 36 SW GC. vew nww. OF9MFOR /ILL NdaM MW 510 AT WAL1A" MAT VARY M MAKFALI M Ada VECFICAd1OIt3. 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A• 8 l! 12' I K _ • M aG to roof cap I as lexle rag s II w/fan CIA " '—" w "ra7 a %6 Nutone 696RNB a 6 T1 xx4 Iw- 30 5 i --- ti oue¢ I ii 0 4, 8x4 1 _-- 1 1rx4 wcd 0PL 9' Full wcet TN 4' _ 14x8 lwcd ara 225 1'N 5 S6l C i ( N N Ox6 lwcd oaa®orr 45 I 1 ` J nE i iaL ia! i 12' as 4 d I I f-.AFur- rIrCa 4s 18x11, II hiI.16% aWNW 4 TrQAraa10, a4 ; Ya7t I V rro•' jFamnx a GARAGE M- arm'- o• L — — — r-V 0. T. W. Ef@g1lCM r--------------------- I a aataooaMaeitmtniII I I I I I I I I I I I I I FestoHarEatwwtc dryer duct-, 11." Wl'' — " roof cap I A Ir er vet ar+EF u• ELT. r- r 0.T. W. Mit o®aaanE I of -PAR. ar-' aF. Transfer ducts/grRtes sized In compliance with Florida Residential Bullding Code - M1602. 4 Balanced Return Air, exceptions 1-3. Builder must provide unrestricted 1 Inch undercut on doors to habitable e rooms. O. F.AR aim IEwis 7jC MOBIO Mill Ere*" aCF Alate! neEo eta a rw+a HHaaE EE Hoer H+aQ 6 OE QW 04= 6 BE 009IYIL nt A t"cP st Nm am KFW V R=*` N IL101 MOW REl• OQaOr(A81 aBb! f 0laT Dose twLL l7rPeFat aHaEn ola 4i41AdW0.4a0auaem ~6W 471 a9KdME laIi® t1N1 M la7®a T! Rf!®M7t f61FYJl • INEDaGI OW I607 WO NLFFEWMDENSAOOWS M WFIP =OIOLQMVwowaE MURMCFAWFIVIPF11MR- 15NIPM mum Must have a minimum clearance of 4 Inches around the air handler per the State Energy code. All duct has an r=6 Insulation HATCHING LEGM UUMOLL LMJB MAN FLOOR W93 OF. UPPER FLOOR 11" OF. TOTAL LIVNG 260 OF. GARAGE 4TT OF. LANAI 4W Of. PORGN 144 OF. I 1Z O 0i L N K1 0; \ t MI 06 Q g v O CC) ALMAam Go E flE >L O t_ O S Q e m wwo Z Q W W \ C ` 0 V. o\ LL' Cu i C C VL V) LLI z O Ck Z C o LLLlJ00 '-' o U-) o C/ CU O n, a, z \ f j S Cp - a o Cu LL- C Q d C:1 AA. Rating Z O 2 } Q' NCDW >_ Z 0 Z p W 3: W.+ i J Q F- m Q O J O O Q D2 CO CL J ( n 0 a J----------------rJ------------C— Builder dust provide a half door for ahu closet 1 , I I sou a iu uu w i I I , w.arr aiaarr eam 1.5 TON V/5KV 8240V IPH BEDROOM 2 BEDROOM 3 it-u• oX to ea•-r 18x10 pten r-0• T aA r MT aA platform by bldr 10x6 1NcdScale -1/8'=1'O' IOx6 lwcd 1040 ng / 1Ox10 rag 6, ., to 8' ULMl 95 16x16 rag I0x6 lwcd 12xl2 rag 3' bath duct 44 lwca to roof cap 242 rag"' T"' w/fan TM 2 I 4 T wa 20 s. Nutone 696RNB e" exa lw a ss 4 I I a c Olam/ ae `_ rObeWV I 10x6 wcd l2xI2 g ApilKio 6' 85 90 6' e+s I0x6 lwcd LOx6 wcd 8' 130 rr-wey-r is nr-r s-V TUas T s -w;9T as 1Ox10 rn 4 Ta-eery 31•Kaxxm f-d FIAT aA Garm ffi MUG aeoa e ; nneeMuena 2 INK M K to At Tr exa T•r I I j I.we& MIMI` 4rI I etub I I I , I I , I I I WSF& I LJ LJ I WF4I --------------------- I I WSW I I I I 4w ew I I I I WSW I I I I 0ep g, I I I I pg10, I I rFIR ow I I ORMO I I I I I aM. oreeae i Must have a minimum clearance of 4 Inches around the air handler per the State Energy code. All duct has an r=6 Insulation value. v 1z a= aRar atNgf6i 11Eq O wlim PON no PMCNSNAMN PEA u \ Z08"N aa L v Q N WmfM qQpK1IC fl O I o V i g i i 3' bath duct N z O m Q Q to roof cap I w/fan W Nutone 696RNB a --I EOM V) LLI i z 0 V W r-i00 '-' O U-) 0 000 U 0az CULL- FQJ~ ins i Rating o W z Z C J- MH O Z) LLJ3.1 Q Q x mCLJ(n00 DESCRIPTION AS FURNISHED: Lot 94, THORNBROOKE PHASE:4. as recorded in Plot Book 81, Pages 70 thru 71, Public Records of Seminole County, Florida. 3C' 1-7- 19LA3 RECORD COPY ZONINGPLOTPLANFOR/CERTIFIED T0: Taylor Morrison of Florida, Inc. Ok to construct single family home LOT 26 THORNBROOKE PHASE 1 with setbacks and impervious area P.B.79. PCS.3-7) shown on plan. S 00'10'44" E IN AREA CALCULATIONS 68.41 ' 0 A I 'Sg1 s THORNBROOKE PHASE I P.9.79. PGS.3-7) I o LOT 9426.80' 26.80' I N DO A/G I I 23.94' 5.00' 23.34' 40.0' 1 COVERED o PATIO 0 1 5.00' 23.31' 140.0' I O PROPOSED RESIDENCE t to MODEL: DAPHENE-111 ELEVV, B to OO 2 CAR GARAGE LEFT 1 D 3 3 Oz LOT 9306 L In I Off` 1 8.0' U ENTRY I w 23.19.1 O Lo N I f I 7 22 0' 5.00' I16' DRIVE 7— D=89050'38" R=25.00' 25.20 5.20' L=39.20' C=35.31 ' 10' unL. ESMT. ati CB=S 45R06'03" E 5CONC WALK Z. 3' FARES ON LOT AREA CALCULAT DNS: CURB LOT a 6.056 SO.FT. LIVING - 1,453 SOFT. S 00°10'44" E GARAGE - 477 SOFT. 43. 15' ENTRY - 144 LANAI - 400 SO FT. SOFT. BREEZEWAY- N/A SO.Fr. DRIVEWAY - 403 SOFT. ROCKY CR 0 VE LANE A/C PAD - 24 SOFT. 50' R/W) TRACT I WALKWAY = 68 IMPERVIOUS° 36.9 SO. FT. x UTILITY & ACCESS R 2. 969 500 = 5 087 SOFT. SOFT. O- Q- A A ULA IONR/W1,952 SOFT. PROPOSED FINISHED SPOT GRADE ELEVATION APRON - 110 SOFT. PER DRAINAGE PLANS 8011LOING SETBACKS: PLOT PLAN ONLY* SIDEWALK a 846 SO.FT. V PROPOSED DRAINAGE FLOW FRONT - 25' NOT A SURVEY) S00 997 SOFT. LOT GRADING TYPE PROPOSED F.F. A REAR - 15' PER PLANS 25.0' SIDE a 5.0' PROPOSED INFORMATION SHOWN AREA = 10.008 SOFT. SIDE CORNER - 10' BASED ON SUPPLIED PLAN DRIVEWAY - 513 SOFT. PROPOSED GRADE PER CONSTRUCTION PLAN ++ AND/OR INSTRUCTIONS PER CLIENT NOT FIELD VERIFIED SIDEWALK - 914 SOD 4 SOFT. SO. FT. CRUSEXHEYLTR- SCOTT & ASSOC., INC. - LAND SURVEYORS LEGEND - LEGEND - 5400 E. COLONIAL DR. ORLANDO. FL. 32807 (407)-277-3232 FAX (407)-658-1436 P • PLAT F • FIELD PAL- • POINT ON LUC TV. • TYPICAL Holm' I. P. • OroN PI E R. • IRON ROD PRG • POINT OF RL;VERSE CURVATURE elm • POINT OF CO POUIID CURVATURE I. iNE UNOER9GLED DOES NEREHY CERR% ITMI 110S SURVEY MEETS THE STANDARDS OF PRACTICE SEl FORM 9F THE FLORIDA BLMRD or PROFESSIONAL SURANORS AND MAPPERS IN CHAPTER SJ-17 FLORIDA AOHWISTRAnW 000E PURSUANT TO SECWN 472.027, nARRIA STATUES CA • CONCRETE MONUMENT SET IR. IA •/RL0 45l1 RAO. • RADIAL NR 2 UNLESS E40055E0 WRH SWOVOR'S SIGNATURE AND ORICIIW. RAISED SEAL. THIS SURVEY WW OR COPIES ARE NOT VALID REC. POINT OF D RCCEPat. • POINT OF REGOIICC WITNESS POINT W.P. CALCULATED CALL • CALCLRENT 5. THIS SURVEY WAS PREPARED FROM TITLE WFORWTION fURN15HC0 10 THE SURVEYOR. INDIC OR EASCEREMS IMF AFFECT THIS PROPEW.. MAY BE OINER RCSTRICTIONS ILt. • PONT a CIUMOSCNEM RJl • PERMANENT REFERENCE MONUMENT 4• MD UNDERGROUND WPROVEUOR" HAVE BEEN LOCATED UNLESS 01HER1MSE SHOWN - It CEMMI E NAIL L DISK FJ'. • FINISHED FLOW CLEVAil01 ILSL • WILDING SCTlAL7f LINE 0. THIS SURVEY tl PREPARED FOR THE SOLE 80"IT OF THOSE CERTIFIED TO AND SNOULO NOT Of REUCD UPON 17Y ANY OTHER DOM. R/ V RIWIi-OF-VAT ESHT. • EASENENT Jl 2"ICHCBEAR LIL • MSE BEARING 0. OtWZHSIONS SHOWN FOR INC LOCATION OF WPROVDIEMS HEREON SHOULD NOT BE USED TO 7. 91 ARE 84= ASSUMED DAR W AND ON THE LINE SHOWN AS a4SC BEARWO (BA) RECONSTRUCT BOUNDARY LINES DRAIN. At 0. ELEYATTOH£ II VgWN ARE LASED ON Mnoml. DEOOCRC DATUM OF 1029. UNLESS oTNERWISE NOSED. VTIL• UTILITY CC& CHAIN LINK FFJICE 0. COY71RCATE OF AU11HOR17ATION .NR. 4500. VDFC. WOOD FENCE C/ D • CONCRETE ROCK P. C. • OINT or CURVATWK SCALE 1• 20'— DRAWN or..••• P. T. • POINT OF TANGENCY OESC. DESCRIPTION CERIIFlEU BY: DATE ORDER No. R • RADIUS L • AMC LENGTH PLOT PLAN 03-28-2017 1279-17 c CMG REVISED PLOT PLAN 05-31-2017 C. 1 CHORD OCARING NORTH THIS BUILDING/PROPERTY DOFS.NOT UE WRHIN 5 - THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER 'FIRM• CRVSEN EVER. R.LS. 1 4714 ZONE MAP / 12117C 0055 F. JAMES W, SCOTT, R.LS 1 4801 MEN ZYMNIME bqlq..wml ISIXII Mr MEN IMMMEEM ON SOMMERSMENMlKISSIMMEEMUMM"wriamm MMMMIMMMMVMYAM MEN! No SOMEONE. a- MORE IMEM MERSIN MAIMEMI NAuppMMMIMMAIMM:11 3- WASTE STACK FROM RATH 2 RMINATING TO 1ST FLOOR WASTE STACK FROM BATH 3 TO 1ST FLOOR MERIMEM ME ME 3" TERMINATING mom ME iiin MEMO mM n nmm RECORD COPY C E'L EeL-ciea. csEzvieEs,nc. 2153 Premier Row Orlando, FL 32809 407-812-1822 Fax 407-812-7171 LOAD CALCULATIONS ONE FAMILY DWELLING WITH HEAT PUMP HOME OWNER Taylor Morrison Homes HOUSE PLAN Daphene III 2600 SOFT GENERAL LIGHTING X 3 VA PER SO FT. 7800 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 OV gUiLoigc 8000 VA 1 WATER HEATER 4500 VA SANFpRp1DISHWASHER 1200 VA 1 CLOTHES DRYER o AgRTtN V 5000 VA 1 DISPOSAL (113 HP) 7- 1 9 4 3 500 VA 1 MICROWAVE/HOOD CIRCUIT 1500 VA VA SUBTOTAL OF GENERAL LOAD 33000 VA FIRST 10 KVA OF GENERAL LOAD AT 100% 10000 VA REMAINDER OF GENERAL LOAD AT 40% 23000 VA x . 4 9200 VA TOTAL NET GENERAL LOAD 19200 VA 3 TON HEAT PUMP #1 24 AMP X 240 VA = 5760 VA 3 TON HEAT PUMP #1 24 AMP X 240 VA = 5760 VA TON HEAT PUMP #2 AMP X 240 VA = 0 VA KW ELECTRIC HEAT AT 65% 3250 VA 5 KW ELECTRIC HEAT AT 65% 3250 VA KW ELECTRIC HEAT AT 65% 0 VA NET GENERAL LOAD 19200 VA NET TOTAL HEAT 18020 VA TOTAL LOAD 37220 VA CALCULATED LOAD FOR SERVICE 37220 VA / 240 V= 155.08 AMP 200 AMP SERVICE Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. W1 RECORD COPY MiTek® RE: TBOO94 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Taylor Morrison Project Name: TB0094 Model: Daphene III B Tampa, FL 33610 4115 Lot/Block: 94 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: FBC2014lTP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 140 mph Roof Load: 37.0 psf Floor Load: 55.0 psf This package includes 57 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# I Truss Name I Date I No. I Seal# I Truss Name Date 1 I T10790475 I C01 4/3/17 118 1 T10790492 1 HR02 4/3/17 12 1 T1 0790476 1 CO2 14/3/17 119 1 T107904931 HR03 1 4/3/17 1 13 1 T107904771 CO3 14/3/17 120 1 T1 0790494 1 HR04 14/3/17 1 14 1 T1 0790478 1 C04 14/3/17 121 I T10790495 I J01 14/3/17 1 15 I T107904791 F01 14/3/17 22 I T10790496 J02 14/3/17 16 I T10790480 I F03 14/3/17 123 I T10790497 I J03 14/3/17 I 7 I T10790481 F04 14/3/17 24 I T10790498 I J04 14/3/17 18 I T10790482 I F05 14/3/17 125 I T10790499 I J05 14/3/17 I 19 I T10790483 I F06 14/3/17 126 I T10790500 I J06 14/3/17 110 I T10790484 I F07 14/3/17 127 I T10790501 I J07 14/3/17 I 11 IT10790485IF08 4/3/17 128 IT10790502IJ08 4/3/17 12 IT10790486IF09 4/3/17 129 IT10790503IJ09 4/3/17 13 IT10790487IF10 4/3/17 130 IT10790504IJ10 4/3/17 14 IT10790488IF11 4/3/17 131 JT10790505IJ11 4/3/17 15 IT10790489IF12 4/3/17 132 1 T10790506 1 R01 4/3/17 116 IT10790490IF13 4/3/17 133 1 T10790507 1 R02 14/3/17 117 1 T10790491 1 HR01 14/3/17 134 1 T1 0790508 1 R03 1 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: Finn, Walter My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verity applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. INc SAt FORD FpAf2 7_1445 P G E N • ti No 2 • : • 13 - STATE OF :• 00. 11"O N A„ E0.` Walter P. Rnn PE No.22639 M(rek USA. Inc. R . Cart 6634 6904 Parke East Blvd. Tampa Ft. 33610 Date: April 3,2017 Finn, Walter 1 of 2 RE: TB0094 - Site Information: Customer Info: Taylor Morrison Project Name: TB0094 Model: Daphene III B Lot/Block: 94 Subdivision: Thornbrooke Address: City: Sanford State: Florida No. Seal# Truss Name I Date 35 T10790509 1 R04 14/3/17 136 1 T1 0790510 1 R05 1 4/3/17 137 1 T10790511 1 R06 1 4/3/17 138 1 T10790512 1 R07 14/3/1771 139 1 T107905131 R08 1 4/3/17 140 1 T1 0790514 1 R09 1 4/3/17 141 1 T 10790515 I R 10 1 4/3/17 142 1 T107905161 R 11 1 4/3/17 1 143 1 T1 0790517 1 R 12 1 4/3/17 144 1 T1 0790518 1 R 13 1 4/3/17 1 145 1 T1 0790519 1 R 14 1 4/3/17 1 146 1 T107905201 R 15 1 4/3/17 147 1 T10790521 1 R 16 1 4/3/17 148 1 T1 0790522 1 R17 1 4/3/17 1 149 1 T107905231 R18 1 4/3/17 50 1 T10790524 1 R19 4/3/17 51 1 T1 0790525 1 R20 1 4/3/17 1 152 1 T1 0790526 1 R F01 1 4/3/17 1 153 1 T1 0790527 1 RF02 1 4/3/17 I 154 1 T1 0790528 1 V01 1 4/3/17 I 155 I T107905291 V02 1 4/3/17 J 56 I T107905301 V03 1 4/3/17 1 157 I T10790531 1 VO4 1 4/3/17 2of2 Job Truss Truss Type Qty Ply T1o7ea7s T80004 col GABLE 1 1 Job Reference(optional) rw.—.— .—V.. ran. v..r. .v...... -- OM 1 24 23 22 2 3 ID:Sls7p2vicca4iB9DL55 DPz_POS-bTSgtWxNdKIfsX4V882WYEOz3LgLUIILVdAKn9zUPnl op Scale a 1:21.3 4 5 30 = 6 7 8 9 21 20 19 18 17 16 15 14 13 12 3X4 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Udell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Ven(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Ven(TQ n/a We 999 BCLL 0.0 Rep Stress Incr YES WS 0.03 Horz(rL) -0.00 12 rVa rVa BCDL 5.0 Code FBC2014/rP12007 (Matrix) Weight: 66lb FT = 20O.F, I I%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc puriins, except BOT CHORD 2x4 SP No.2(Ilat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6.0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 12-7-12. Ib) - Max Grav All reactions 250lb or less at joint(s) 22. 21, 20, 19, 18, 17, 16, 15, 14. 13 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- (a) 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 lixity model was used In the analysis and design of this truss. 6) Recommend 2x6 s(rongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3.10d (0.131' X 3') nails. Strongbacks to be attached to wails at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING. YMIy dedgm parameter, and READ NOTES ON THIS AND INCLUDED WrEK REFERANCE PAGE MA67473 rev. 160.i/1015 BEFORE USE Desldrl valid lot use orgy vAlh Mltek® connectors. This design IS based only upon paamoters shown, and Is for an individual txAding component. not a Was system. Boloto use. the lxadlng desl0rot must verify the appilcabll fy of design paanolers and property Incapotato this design Into the overall txading design. Racing Indicated Is to ptovent buckling of Individual Irua web and/a chard members only. Adc911onal temporary and polmanant txocing WOW Is always required la stability aril to prevent collapse with possible personal "sy and property damage. ra Dental guidance tegadkng the taxkbatlorx storage. delivery. etoctlon and tracing of trusses and truss systems. sooANSI/TPI I Quality Criteria, OSS-69 and 8CS16u0ding Component 6904 Parka East Blvd. Safety Information available Dom hua Plato institute. 218 N. too Street. Suito 312. Alexandria. VA 22314. Tampa FL 33610 N r r Tt07fI0476 1 1 Job Reference o tronal 7.640 a Apr 19 2016 MTak sit as. Inc. Mon Apr 03 14:31:42 2017 Page 1 ID:81s7p2vjcca4jB9DL55wDPz_POS-bT8gtWMdKlfsX4V882WYEOz3LgLUjtLVdAKn9zUPnl Scale = 1:20.4 Job Truss Truss Type op 2 3 4 530 6 7 a 9 10 22 21 20 19 1a 17 16 1s 14 13 30 = LOADING ( psf) SPACING- 2-0.0 CS1. OEFL. in (roc) Udefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Ven(LL) We rVa 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Ven(TL) rVa n/a 999 BCLL 0.0 Rep Stress Incr YES W B 0.03 Horz(TL) -0.00 14 n/a rVa BCDL 5.0 Code FBC20141TPI2007 (Matrix) Weight: 64 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flal) TOP CHORD Structural wood sheathing directly applied or 10.0.0 oc pudins, except BOT CHORD 2x4 SP No.2(flal) end verticals. WEBS 2x4 SP No.3(flal) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. OTHERS 20 SP No.3(flat) REACTIONS. All bearings 12-4-10. lb) - Max Uplift All uplift 100 lb or less at joints) 12 Max Grav All reactions 250 lb or less at jolnt(s) 22. 12, 21, 20, 19, 18, 17, 16, 15. 14. 13 FORCES. ( lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. NOTES ( 9) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12. 6)' Seml-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) 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. 8) CAUTION, Do not erect truss backwards. 9) ' This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNWG . Verily dedgn parameters end READ NOTES ON THIS ANDWCLUDED MIIEK REFERANCE PAGE Al0.7473 rev. 1609R0/6 BEFORE USE Do* jn vatld tot use orgy With Mllek®conneclom fhb aeslgrn is based only upon pxaanel0M shovm. and a la an Ixllvldtrai txddkng component. not a tnm systern. Below too. the lx/lding deslgna must vodfy the atx111cabAllyof doslQn dxgranoters<1nd properly Worpaalu knb design Into the ovotdl tans members only. Add illoncil temporary, cncl permanent txockq M iTek' txt aingcloslgn. Bracing Indlcaled Is to proven$ lxrcldkq of Individual web and/o(Chord is always tecoted for slcd)Olty and to provenl collapse with poulble persorxll Inhry and ptopeny clarnoge. For gonord gtKlance tegaaing the kltxk:atlon. sloatge. tlollvery, oreellon dmcl bracing of InrAcs and fnrn systoms. socANSI/pPl I Quality, Criteria, OSB-89 and SCSI Bukdlrp Component 6904 Parke East Blvd. Tarrya. FL 33610 Salary IMamaSon available groin tttm Plate Institute. 218 N. Leo Street. Suite 312, Mexanclila. VA 22314. o fuss ruse ype ty T,m9an JReference(optional) T60094 1,03 OABLE 0.0 10:8ls7p2vlcca4iB90L55wOPz_POS•3ghC5sy?OdIW Ugfti sal4Rz8nl?a0A7UkFtMJczU Pnk Scale . 1:40.2 30 = 3x6 FP = 3x4 = 1 2 3 4 5 6 7 a 9 10 11 12 13 14 15 16 17 18 19 2021 4 N1 43 ° P 995 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 2322 34 FP = 3x4 = 3x4 = LOADING (psf) 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 rVa 999 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Ven(rL) We r1/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) -0.00 22 We We BCDL 5.0 Code FBC2014/rP12007 (Matrix) Weight: 122 lb Fr = 20°bF, I I%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 10-0.0 oc pudins, except BOT CHORD 20 SP No.2(flat) end verticals. WEBS 20 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 24-5.12. Ib) - Max Uplift All uplift 100lb or less at joint(s) 22 Max Grav All reactions 250 lb or less at joint(S) 42, 22, 41, 40, 39, 38, 37. 36, 35, 33. 32, 31, 30, 29, 28. 27, 26, 25, 24. 23 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joints) 22. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3.1 Od (0.131' X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8) CAUTION, Do not erect truss backwards. 9) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNWG - Verify design paramours and READ NO7E8 ON no AND WCLUDED U"K REFERANCE PAGE MO.7472 rev. 1603MIS BEFORE USE Deso valkl for use only wllh Mllek® connectors. Ihls design, k based only urxrn paatnelers shown. and Is lot on I ndlAdtal binding component, not a Was system. Below fee. the txtidlrng desklwt muel vedly the aplAlcabilty of design paamolers and txoporly Incorpotole ihts design Info the overall txllding design. Bracing hKdlcaled Is to lxovenl buckling of Individual Inm wob and/or chord members only. Addglonal lem"M and pennonenl lxacing M iTek' is always reopltod lot slablilty and to ptovenl collapso with possible personal frWny and property damage. for genial guidance togadng the latylcotbn. storage. clellvery, oectlan ctncl tracing of formes and lrlm systems seeANSIMI I Cuathy CdlerW. OSS-69 and BCSI Building Component 6904 Parke East Blvd. safety Informallon cwffabie from Inns Plate tmfllute. 218 N. Leo Sheet. Salle 312. Alexandria VA 22314. Tonpo. FL 33610 Job Trusia YPe tYT10790478ply T80094 C04 PussABLE I 1 I Job Reference (optional) p,__...._ oo« 7 RAO s Apr 12 2016 MTak Induslrias. Inc. Mon Apr 03 14:31 432017 Priori D.—amrua.wu,w, .u..ya. r w... v..r. ..... .... ..w.... - - I0:81s7p2vjcca4j890L55wOPz_POS-3ghC55y?OdtW Ugllusa14Rz8n?YOABUkHwtJczUPnk og Scale - I: 19.2 1 2 3 4 5 6 7 8 9 10 22 21 20 19 16 17 16 15 14 13 Iz LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Ven(LL) rVa rVa 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Ven(TL) rVa n/a 999 BCLL 0.0 Rep Stress Incr YES W B 0.03 Horz(TL) 0.00 11 rVa rda BCOL 5.0 Code FBC2014/TPI2007 (Matrix) Weight: 57 lb FT = 20%F, 114SE LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc punins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(ilat) BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. OTHERS 20 SP No.3(llat) REACTIONS. All bearings 11-8.4. pb) - Max Grav All reactions 250 lb or less at joint(s) 20, 11, 19, 18. 17, 16, 15. 14. 13, 12 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8) 1) All plates are 1.5x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one lace or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5)'Semi-flgld pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0.0 oc and fastened to each truss with 3.1 Od (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNWG • Verily design paramoran and READ NOTES ON THIS AND WCLUDED INREK REFERANCE PAGE U11403 rev. IOAX 1pIS BEFORE USE Do*p valid for use Only vAlh "Iek®conneclors. Ott clesIW1 It Ixwd only upon poramelersshown. and is for an hdl14afrx>f IxAdlrlg component, not a hum systuxll. Bolow uso. Ito lxBdh o deslgrlet must verify the c"Alcabllty of desl®I pxaanolors and plrofolly hx:apetate this design Into the overall Ixedhlp design. Braking Indicatod fa to prevent bucafng of fndNWual truss web aril/or chord morntors only. Additional lemlporaY and permarwrlt lxoc&V M iTek' is always tegAed for slallWty, and to prevent cdtapso with p oss0ole personal "and property dumogo. For general gurdalce roWdIng the ratification. storage, dellvery. erection and traeing of tr1155 -s and truss systems. SeoANSVIPI I Quality Criteria, OSS-89 and SCSI Building Component 6904 Parke East Blvd. Sarah' Information avallafAe from buss Plate Institute. 218 N. Leo Street, Sullo 312. Alexandria. VA 22314. Tampa, FL 33610 Job rus Truss Type oty ply T10790479 TB0094 F01 Flap 1 1 Job Reference(optional) 0.1•e Fi 2.6-0 II I.Sx3 II 1.5x3 = t.Sx3 = 30 = 1 2 ID:91s7p2vjcca4tB9DL56DPz POS-XsFalCyd9x?N6gEtFZ5_dfVC99CFy21evdOs2zUPrtj LSx3 11 t.Sx3 11 3 4 0f•e Sole'. 1:21.9 1.50 II 3x4 = 1.50 = S 6 3x4 = 30 = 3x5 = 13 Q LOADING (psi) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCOL 5.0 SPACING- 2-0.0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Iner YES Code FBC2014/rP12007 CSI. TC 0.55 BC 0.62 W B 0.31 Matrix) DEFL. In Ven(LL) -0.15 Ven(rL) -0.26 Horz(TL) 0.02 loc) Well Ud 7-8 >991 360 7.8 >566 240 7 We We PLATES GRIP MT20 244/190 Weight: 66lb FT = 2041*F, 114SE LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc puffins, except BOT CHORD 20 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (lb/slze) 7=672/0-3-8, 10=678/0-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1356/0, 3.4=-1356/0, 4-5=-1358/0 BOT CHORD 9-10=0/923, 8-9--Wl356, 7.8=0/939 WEBS 2.10_ 1077/0, 2-9=0/575, 5-7=-1084/0, 5-8=0/562 NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3.1 Od (0.131' X 3') halls. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING - Verily design peremeten and READ NOTES ON TIM AND INCLUDED MMK REFERANCE PAGE M1167473 rev. IMMIS BEFORE USE EtOegMvcdldforuseonlyvAlhMilekSConrecfers. Ihds deskp b lxysod ordy ulm Ixtrameters shown, and Is tot an Individual b ldBttg component. not a Inns syslern. Before uso. tho txld ho designer must verify 1hw (401CaWlly of de —Jon txadxfelers dnd properly Incoglotolo this design Into the overall building design. BacM Indicated Is to rxovent txfcidktg of kKnvkW truss web and/or child mornbers only. Addlkxxb lernporsrry and perfnanent txocktg M iTek' B always regtdnod for stablilly and to txevenl collarno wllh posselle porsoral IMIy and rxoporty damage. Fa genofal gJdance legaldklg the fditxlcallon, storage. delivery, etacllon <nri IxaUng of frusas and truss systems. saeANSVM I Quality Criteria. OSS-69 and SCSI Building Compomnl 6904 Parke East Blvd. Safety Information ovdlat)lo horn kuss Rato Institute. 21B N. Loa Stroel. Stdto 312. Alexrnulna. VA 22314. Tampa. FL 33610 Job Truss Truss Type ty T107a0460 T80094 f03 floor 1 1 Job Reference (optional) 0.1-a H 26.0 2 t 1.Sx3 II 1.Sx3 = 1.Sx3 = 30 = 1 2 10:8ls7p2vlcca4j B90LSSw0 Pz_P0S•XsFalCyd9x?N6gEtF25_dNOz9CkyZ9ezxfOs2z1JPnj 1. 9.2 t. 5x311 LSx311 3 4 3x4 = 5 Scale . 1:21.4 3x4 = 3x4 = 30 = LOADING ( psf) SPACING- 2-0.0 CSI. DEFL. In loc) I/dell Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.50 Ven(LL) 0.13 9-10 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.59 Ven(TL) 0.24 9-10 610 240 SCLL 0.0 Rep Stress Incr YES W B 0.30 Horl(rL) 0.02 7 Na Na BCDL 5.0 Code FBC2014/rP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No.2(flat) WEBS 20 SP No.3(Ilat) BOT CHORD REACTIONS. ( lb(size) 10=667/0.7-4, 7=667/Mechanical FORCES. ( lb) - Max. CompJMax. Ten -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1316/0, 3.4_ 1316/0, 4-5=-1316/0 BOT CHORD 9.10=0/906, 8-9=0/1316, 7.8=0/906 WEBS 2-10=-1057/0, 2-9=0/548, 5-7=-1057/0, 5.8=0/548 PLATES GRIP MT20 244/190 Weight: 64 lb FT = 200e1', 11°1aE Structural wood sheathing directly applied or 6-0.0 oc puffins, except end verticals. Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- ( 6) 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3)' Seml-rigid pltchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 4) Recommend 2x6 sirongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3.1 Od (0.131' X 3') nalls. Slrongbacks 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 parameter, and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE M1167473 mv. I&OZ2016 BEFORE USE Design void ror use orgy with Mllek® connectors. R* deslgn Is bated only upon lrsatneters dxmL and Is lot an WlvkMd building componenl, not a truss system. Belae use, the lxlding doalpncr must verity the apWca bllty of design Ixuameters and Ixopedy, Incorporate ft design Into the overall bulk" design. eackV Indicated Is to rxevent Uuckling of trgNldral truss web and/or chard snombers only Additional temporary and permanent txoc ft MiTek' I: always regJted lot stability and to txevent collapse vAth possible personal " and ixoperly damage. For general guidance regarding the la brbolkxL slotage. delivery, (section and txcjcuV of trusses and farss systems soeANSI/Ipl t Quality Cdtedd. OSS-69 and SCSI BuOding Component 6904 Parke East Blvd. Safety information available from true Rate bullMe. 218 N. Lee Sheet. Sulle 312. Alexandria. VA 22314. Tampa. FL 33610 Job cuss Truss Type tY Tt0790481 T80094 F04 Floor Girder 1 t Job Reference o tional Builders Fes1Source. Tamps, Plam City. Florida 33566 7.640 a Npr IC NIO M,1acim. Mw,ryn w 14;Ji:tea cv,a'• ID:BIs7p2vioca4IB9DL55wDPz_POS-?2pyWYzFwF7Ek_p4pGCDA620RYegh2o4 P OU2UPnl 1. 6-0 i 1.Sx3 II 2 30 = 31.Sx3 II 30 = 30 = 3. 3-0 LOADING ( psi) SPACING- 2-0-0 CSI. DEFL. In loc) I/defl Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.46 Ven(LL) 0.00 5 "" 360 TCDL 10.0 Lumber DOL 1.00 BC 0.21 Vert(rL) 0.02 4-5 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.15 Horz(rL) 0.00 4 rVa n/a BCDL 5.0 Code FBC2014/TPt2007 Matrix) LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) TOP CHORD SOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. ( lb/size) 4=596/Mechanleal, 5=596/Mechanical FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 4-5=0/425 WEBS 2-4=-598/0, 2-5=-598/0 Scale - 1:11.3 PLATES GRIP MT20 244/190 Weight: 20lb FT=20%F,II%E Structural wood sheathing directly applied or 3.3-0 oc puffins, except end verticals Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- ( 6) 1) Refer to girder(s) for truss to truss connections. 2)' Semi-rigid pitchbreaks with Iixed 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) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 317 lb down at 1-7-8 on top chord. The design/selec(ion of such connection device(s) Is the responsibility of others. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). 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.' LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 4-5=-10, 1-3=-270(F=-170) Concentrated Loads (Ib) Vert: 2=-317(F) 0 WARNING • Vertry design parametwo and READ NOTES ON THIS AND INCLUDED AUTEK REFERANCE PAGE MD-7473 rev. ID03,2016 BEFORE USE. Deslgl valid nor use only Win fAfek® convectors. It9s design is tx wd only upon Ixzamelom mown. and is fa an hawk uai 1xlldl ng component. not a htrss system. Below use. Ile Wilding deslgnet nand verity the agxkatAlty of design lxnatnelers and properly, hcogxetole this design Into the overall txBdng design. Bracing VxAeated Is to prevent budding of Individual truss wob aril/or chord members only. Additional temporary and permanent txachng M iTek' is always tequ4ed for stalxllly and to Ixevent coligne with posslNo personal Iryuty and propeAy damago. for general guidance tegatdng the hsrlcallm storage. dellveM erection rind, tracing of tnrssas Oral truss syslonnz secANSI/IPI I Quality Criteria, OSB-69 and SCSI BuSdtrp Component 6904 Parka East Blvd Safety Information avallatAo from huss Rate hsllluto. 218 N. Lee Sheet. Sulto 312. Alexandria. VA 22314. Tampa. FL 33610 Job I rasa Truss Type aly T10790492 T80094 F05 Floor I 1 Job Reference lions BuAdets FitstSource. Tortpa. Plant City. Fbrido 33566 10 u 640 s Apt iY [uro mi i ek md—Rios. Me. men npr va ,..a,.•a cv - rag6l 10:8ls7p2vieca4l B9DL55wD Pz_POS-'12pyW YzFwF7Ek_p4pGc DAs2OkYaAh3TnBbP_OUzU Pni at$ H i 2.6-0 1.7.12 1.3-0 1.Sx3 11 3x4 = I.Sx3 11 2 3 30 = 4 30 = 30 = Scale . 1:12.6 6-0.4 Plate Offsets (XY)-- 12.0.1.8 Edael 13.0.1-8 Edael LOADING(psf) SPACING- 2-0.0 CSI. DEFL. In loc) Udell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.50 Ven(LL) 0.05 7-8 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.45 Ven(TL) 0.07 7.8 932 240 BCLL 0.0 Rep Stress Incr YES WB 0.11 HOrz(TL) 0.00 5 rVa We BCDL 5.0 Code FBC2014/rP12007 Matrix) Weight: 35 lb FT = 20OV, I I%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 20 SP No 2(flat) WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. (lb/slze) 8=317/0-5-4, 5=317/Mechanical FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-289/0 BOT CHORD 7-8=0/289, 6-7=0/289, 5.6=0/289 WEBS 2.8=-335/0, 3-5=-434/0 Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(S) for truss to truss connections. 3) 'Semi -rigid pltchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3.1 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) '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 . Var1Ny dedgn parameters and READ NOTES ON THIS AND INCLUDED AUTEK REFERANCE PAGE AM7473 M. 111102 OIS BEFORE USE Ded W valid for use oNy vAth fAlek®Conneclors. ttds desltpt h Ixtsed oNy urrxt lrlamolersshown, and Is lot an Individual "dhg cornpomxmt. not a tams system. Before use. Iho txdkfW deslanof must veAty the atOIC(AAlly of design farameters and lxoperly htcorporato thh design Into Iho overall txddrtg design. Bracing tnr9cated Is to proven) buckling of Individual truss web and/lit chord moinbers oNy. Addillorial lemlxxary and pennartent Lrackq M iTek' Is always required lot staltofly and to Ixevenl collapse with posshle porsonat b*fy and ptotxany darnoge. For general gUdonce tegording the fcdxlcatlon, storago, cfelNery. erecnon cW txackV of trusses and trim systems. soeANSVIP1I Quality Criteria, OSS-69 and SCSI Building Component 6904 Parke East Blvd. Safety Inlormatlon avallaMo Bern frua Plato kutflute. 218 N. Lae Stteol. Sul to 312. Alexandria. VA 22314. Tanga. FL 33610 Job Truss Truss Type ty T70790483 T80094 F06 Floor Girder 1 1 Job Reference (optional) ounaers rns-..aoqu, rwu, —Y. rw, aw . 0.1-8 H 1 t-too 30 If 1.50 = 1.SX3 = 6x8 = 3x6 11 1 2 3 4 ID:8ls7p2vicca4189DL55wDPz_POS-?2pyW YzFwF7Ek_p4pGcDAs2HyYT2ht1 nBbP_OUzUPni 2.0.0 4x6 11 3x6 11 4x6 11 5 6 2-" Ou8 e . 1:22.4 3x6 II 4x6 II 1.Sx3 7 a 17 30 = 56 = 1.6x3 II Sx6 = 3x6 = 3x6 = 4op LOADING (psi) TCLL 40.0 TCDL 10.0 SCLL 0.0 BCDL 5.0 SPACING- 2-0.0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr NO Code FBC2014/TPI2007 CS1. TC 0.94 BC 0.90 WS 0.84 Matrix) DEFL. In (loc) Udell Ud Ven(LL) -0.15 11.12 >999 360 Ven(TL) -0.2311-12 >672 240 Horz(fL) 0.03 9 n/a n/a PLATES GRIP MT20 244/190 Weight: 90lb FT=20?SF,II%E LUMBER- BRACING - TOP CHORD 2x4 SP No.1(flat) TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc pudins, except BOT CHORD 20 SP No. I(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid calling directly applied or 10-0.0 oc bracing. REACTIONS. (Ib/size) 9=972/0.3.8, 14=1011/0.5.4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-1954/0, 3-4=-1954/0, 4-5=-2820/0, 5-6=-2820/0, 6-7=-1778/0 BOT CHORD 13-14=0087, 12-13=0/1954, 11-12=011954, 10.11=0/2273, 9-10=0/1256 WEBS 7-9=- 1526/0. 7-10=0/809, 6-10=-766/0, 6-11=0/674, 5-11_ 1232/0. 4.11=011328, 2-14=-1186/0. 2-13=0/1758, 3-13= 1170/ 0 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) 'Semi -rigid pltchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3-10d (0.131' X X) 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) 596 lb down at 6-2-0 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: 5_ 596( F) WARNING - veriry dedgn panmetare and READ NOTES ON THIS AND WCLUDED NrrEK REFERANCE PAGE A07473 mv. 164113 eIS BEFORE USE. Design valid lot use orgy Win Mlalc® con neclas. 9nfs desgn fq bar d only upon pararrnetefs shovnn. and Is for an kX11 dual txidi ng coml"wnl, nor a lures system. Moto use, the Ixlldlnp deslgnef must verity the alXAcc billy of design parameters and poperly Wogxxale Rhin design Into the overall Ixidtrng design. Bracing Indicated Is to prevent Ixlciding of 1ndMdtK1 truss web ant/or chord members only. Additional temporary and permanent txd-.frig MiTek' Is always redplted for slablllly and to prevent collapso Win IxmBtle personal " and ptorwny dtarnage. For geroral gtddanco regarding the krtxlcorbn, slorcrga, dollvory, erection and txdallg of misses and Inns systems uKANSI/rPI I Quality Ciltoft. OSS-89 and SCSI Building Component 6904 Parke East Blvd. Safety Inlormatlon avallal) le from fnm Rate Institute. 218 N. too Street. Srdle 312. Alexandria. VA 22314. Tatrpa, FL 33610 Job TrUSS Truss Type ty rlo7eo4e4 T80094 FoT Floor 1 1 Job Reference(optional) 0.1.8 H 2.6.0 2 1 1.50 II 1.Sx3 = 1.Sx3 = 3x4 = 1 2 ID:Bts7p2vicca4iB9DL55wDPz_Pt1S-UENLfu_thYF5L8NGN_7SabW5ytvOSMxOFSXwwzU Pnh 2.2.12 1.Sx3 11 I .Sx3 11 3 4 Ott 18 Scale'- 1:22.4 1.50 II 3x4 = 1.5x3 5 6 30 = 3x4 = 3x6 = 13 LOADING (psi) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 2-0-0 Plate Grip OOL 1.00 Lumber DOL 1.00 Rep Stress Incr YES Code FBC20141TPI2007 CSI. TC 0.65 SC 0.67 W B 0.32 Matrix) DEFL. in Vert(LL) -0.18 Ven(TL) -0.29 HOrz(TL) 0.02 loc) Well L/d 7-8 >853 360 7.6 >521 240 7 n/a We PLATES GRIP MT20 244/190 Weight: 67lb FT = 2001,F, 11°S,E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except SOT CHORD 20 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (lb/size) 7=690M-3.8, 10=697/0-5-4 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1421/0, 3.4=-1421/0, 4.5=-1421/0 BOT CHORD 9.10=0/952, 8-9=0/1421, 7-8=0/968 WEBS 2-10=-1111/0, 2-9=0/622, 5.7=-1118/0, 5.8=0/608 NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysls and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0.0 oc and fastened to each truss with 3-1Od (0.131' X 3') nails. Slrongbacks 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. Vafry dedpn pamnstsm and READ NOTES ON THIS AND INCLUDED AN EX REFERANCE PAGE A167473 rev. rG IMIS BEFORE USE wtDesignvalidforuseonlywithMilek® conneclots. Ms design is based only upon pczanetots shown. and Is (of an Individual txBding cornponont. not a tnrss system. WI(xo wo, the IxBdlno designer must verity the apf)IlcatAIry of design txfrafetots and poptriy Incogotato mh design Into It* overall txidfrlg design. Bracing Indicated Is to Ixovonl txtcafrlg of Indivldrrd ifussweb and/or chord members only. Addtkxwp temporary and pxttlaent acrtrle MiTek' is always tocphed lot stability and to pevent collglse elm possLLlle personal "and poperty damage Fot general guidance togarding 9e falxicalim storage. delivery- erection corn txaclng of Inmas and Inns systems, seeANSVrPI I Quality Crilela, OSS-69 and SCSI 6ullding Compononl 6904 Parks East Blvd. Safety IMotmallon available from 6rs Plate msBMe. 218 N. Lee Sttoel. Suite 312. AlexaKMa. VA 22314. Tompo, FL 33610 Job Truss Truss Type ty T1079048S T80094 F08 Floor I 1 Job Reference (optional) 3t•4620t7 P t Budders FitelSource. Tampa. Plarn City. Florida 33566 0.1.5 H I 2.6-0 l —0 1.Sx3 II 1.Sx3 = 1.Sx3 = 7 640 s Apr 19 2016 MTek Industries, Inc. Mon Apr 03 1 age ysSORhxOFSXw10:8167p2vicca4i89DLSSwDPz_POS-UENLiu_thYF5L8NGN 7Si4bT_wzUPnh 2-0-4 1 i 2-6.0 1.SX3 11 1 Sx3 II 26-0 le . 1:28.5 1.Sx3 II fa x I' i. LOADING(psf) SPACING- 2-0.0 CS1. DEFL. in (loc) Well L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.85 Ven(LL) 0.22 10-11 >870 360 MT2O 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.77 Vert(TL) 0.32 10-11 >598 240 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.04 9 We rVa BCDL 5.0 Code FBC2O14/TP12O07 Matrix) Weight: 85lb FT=2O0SF, II%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-9.4 oc purtins, except BOT CHORD 2x4 SP No.I (flat) end verticals. WEBS 2x4 SP No.3(tlat) BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (Ib/slze) 9=888/Mechenical, 14=888/0-7-4 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1656/0, 3-4=-2297/0, 4-5=-2297/0, 5-6=-2297/0, 6.7-1680/0 BOT CHORD 13-14=0/1277, 12-13=0/2022, 11-12=0/2297, 10-11=0/2032, 9-10=0/1280 WEBS 7-9=-1494/0, 7-10=0/635, 6-10=-560/0, 6-11=0/529, 2-14=-1491/0, 2-13=0/601, 3-13=-581/0, 3-12=0/625, 4-12— 330/0 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 30 MT2O unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections. 4)'Seml-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with 3.10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. 7) 'This manufactured product Is designed as an individual building component. The 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.' O WARNING. Verily dedgn Pen nefon end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7479 rev. I&DWOIS BEFORE USE Design valid for use only vAth Mllek0 connectors. Sls de*p is txwd only ut»n pmamoteE stnown. anci Is fot an kxRWduci txddhg cornportent. rat a ham systorn. Belem uso. rho WkMV deslgnet must velry the appUCaWlty of Uo*p paanoters oaxl ptoporly Inaep(talo tM deslpn Inlo the over,,, Additional temporary and I)etmanont Lttadng M iTek' IxAdMU doslgn. 9acing indicated Is 10 prevonl Imcklhtg of Individual hue wob and/or Chard members only. Is always requited fe slotAly and to prevent collarxo with possible personal Inlay and Ixopeny damage. for porter,, gtldmnce regarding Oto falmicallon. stor<sgo. delivery, erection and Ixachng o1 Inlsws and trust sytlerns st.-f:ANSI/rPI I Oua01y Criteria, GS11-89 and SCSI Sullding Component 6e04 Parke East Blvd. Safety Irdormatlon drvd>table from ham Plate Ins11Mo. 218 N. Leo Streol. Stile 312. Alexandria. VA22314. Tampa. FL 33610 Job Truss Truss Type oty ply T10790486 780094 F09 Floor t t Job Reference (optional) Builders FrrslSousce, Tampa, Plam Cay. Florida 33566 2.6.0 0 1-3.0 7.640 s Apr ly 2016 Mn ak industries, !ft. - ^pf da 14:41 nr cd v ye , 10:8ls7p2vicca4iB9DL55wDPz_POS-yRxlwE')VSskxz"xhehFH7e0MSGgt?41 u4SNzUPng 1I10.82.6-0 2.6-0 Scale a 1:28.1 1. Sx3 11 1.Sx3 11 I.sx3 11 1.50 11 LOADING ( psi) SPACING- 2-0.0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.83 Vert(LL) -0.22 10-11 >888 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.98 Vart(TL) -0.32 10-11 >602 240 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(rL) 0.05 9 We We BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 83lb FT = 206SF, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc pudins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 2.2.0 oc bracing. REACTIONS. ( lb/size) 14=880/0.4.0, 9=880/Mechanical FORCES. ( lb) - Max. ComplMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1637/0, 3-4=-2258/0, 4-5=-2258/0, 5.6=-2258/0, 6.7=-1659/0 BOT CHORD 13.14=0/1264, 12.13=0/1994, 11-12=0/2258, 10-11=0/2007, 9.10=0/1266 WEBS 2-14=-1476/0, 7-9_ 1477/0, 7.10-0/625, 6.10=-552/0, 2-13=0/592, 3-13=-568/0, 3-12=0/605, 4-12— 327/0, 6- 11=0/510 NOTES- ( 6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise Indicated. 3) Refer to girder(s) for truss to truss connections. 4)' Semi-rigid pilchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3.10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) ' This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code WARNING - verily dedgn pa tmefmt end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7479 rev. 18020015 BEFORE USE Design vakJ for use only vAm MIleM cornoctors. 9ls design is based only upon pwarnaters stawn. and 1s for an Individual building cornponenf, not a muss systcm. Before use, the txaang designer coral verity, the ar)OIcalllty of design Matnelers cmd Ixoperly incorporate this design Into the overNl txBd ing design Iiracli ng indicated Is to lxevent buckling of Individual Inns web and/« chord members only. Adclltlonal temlxxory and permanent b iockv WOW If always roc}4ed for stalllly and to prevent collgsse with possible persona tyuy and Ixoperty damage. For general guidance regaang the fabrication. shale. dlellvery. oroctlon anal bracing of tames and Inrss syslerns. uKANSI/fPI I Quality Criteria. OSS-89 and SCSI Building Component 6204 Parke East Blvd Safety information ovalaAe Rom truss Plate Rns111ute, 218 N. Lee Sheol. Suite 312. AlexandAo. VA 22314 Tampa. FL 33610 Job Truss Truss Type oty ply T1o7eae7 T80094 F10 Floor Girder t t Job Reference Lionel 1.7.14 i 1.7.14 1 3O 3x6 II 6x8 = 3x6 II 6x8 11 1 2 3 4 10:8ls7p2vicca4i B9OL55wOPz_POS-yRx1wE? VSs NxzlySxhehFH7gOMC69m U4fvu4 SNzU Png 2.2.4 Scale . 1:27.5 6x8 = 3x6 11 3x6 II 6x8 II 3x6 II 5 19 6 7 B 20 9 45• 4x6 = 3x6 FP= 5x8 = 5x6 = 1.Sx3 II 1.Sx3 II 5x6 = Sx8 = 06 = LOADING (psf) TCLL 40.0 TCOL 10.0 BCLL 0.0 SCOL 5.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr NO Code FBC2014/TPI2007 CSI. TC 0.76 BC 0.74 WB 0.90 Matrix) OEFL. In Ven(LL) -0.11 V@ri(TL) -0.17 Horz(TL) 0.04 loc) Well L/d 12 >999 360 12 >910 240 10 We n/a PLATES MT20 Weight: 109lb GRIP 244/190 FT = 20' F, I I%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc puffins, except BOT CHORD 2x4 SP N0.2(flat) 'Except' end verticals. 10-16: 2x4 SP M 31(flat) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing, Except: WEBS 2x4 SP No.3(flat) 6.0.0 oc bracing: 17-18,15-17. REACTIONS. (Ib/size) 10=2310/Mechanical, 17=2726/3-8-0. 18=-612/3-8-0 Max Uplifl18=-834(LC 7) Max Grav 10=2311(LC 4). 17=2779(LC 7) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=0 2313, 3-4=0/2313, 4-5= 1078/0, 5-19= 3127/0, 6.19— 3127/0, 6.7=-4238/0, 7-8=-3176/0 BOT CHORD 17-18=-1062/0, 16.17=-1030/235, 15.16=-1030/235, 14-15=0/2085, 13.14=0/4238, 12-13=0/4238, 11-12=0/4238, 10-11=0/2107 WEBS 2-18=0/1401, 2-17=-1651/0, 4-15=0/1899, 4-17=-2189/0, 5-15=-1869/0, 5-14=0/1616, 6-14-1677/0, 8-11=0/1656, 8.10=-3175/0, 7.11-1599/0 NOTES- (7) 1) Unbalanced floor live loads have been considered for (his design. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 834 lb uplift at joint 18. 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 3-1Od (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 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) Van: 10-18=-10,1.19=-100, 19-20=-544(F=-444),9-20=-100 Q WARNING. Verily deslgn puemoton and READ NOTES ON TM AND INCLUDED WElr REFERANCE PAGE M11-7473 rev. 1 0Y1016 BEFORE USE Do*p vcdld for use only vAM IAliek® connectors. Ms dedg n Is based only upon paamelem shown, and is la an Individual txtldkng component, not a Was system. Below uso. Ito Ix/k*V desklm must verify Iho aprxlCabllry of design paatneters and Ixgxfdy incetpotalo Mis design Into the ovatall btlkeng dastgn. BacN kndlcated Is to Ixovenl b ucldkng of IrYJMdLKi hu ss web and/or chord rnornbers only. Addilionol lampaary and porma ont Ixacing MiTe k' Is always required for stability and to Ixevent collapse vAlh poss9No persorol"and IxoPerty damage. rot general guidance rogadeng the fabdcallogx storage, dellvory, otectkxn and bracing of fuses and hm systems. So0ANS1/IPI I Quality Cdtoft, OSB-89 and BCSI Building Component 6904 Parke East Blvd. Safery IfdormaBan a vallaMo earn truss Rate extlMe. 218 N. Lea Skeet. Stile 312. Alexcindda. VA 22314. Tampa. FL 33610 eITruSs Truss Type fy T10790468 T80094 F11 Floor 1 1 Job Reference lions ounaera rnsrouu ce. m yu, r.. v.r, -wale.. mow.... 1.6-8 1 1.50 11 2 30 = 5 ID:8ls7p2vlcca4lB9DL55wDPz__P0S-OdV58aO8DAVobSXfUP9wnVg KmiIuFRIDtZde?pzUPnf 31.5x3 II 30 = 3x4 = 74Z 4 Scale . 1:1 1.3 LOADING (psQ SPACING- 2.0-0 CSI. DEFL. in (loc) Vde11 L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.16 Ven(LL) 0.00 5 "" 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.12 Ven(TL) -0.03 4-5 >999 240 BCLL 0.0 Rep Stress Incr YES W B 0.04 HOrz(TL) 0.00 4 n/a rVa BCDL 5.0 Code FBC2014/TPI2007 Matffx) Weight: 20lb FT = 20%F, 11°bE LUMBER- BRACING - TOP CHORD 20 SP No.2(Ilat) TOP CHORD Structural wood sheathing directly applied or 3-4-0 oc puffins, except SOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (Ib/size) 4=176/0.4-0, 5=176/0-4-0 FORCES. (lb) - Max. ComplMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- (3) 1) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 2) Recommend 2x6 strongbacks, on edge, spaced at 10-0.0 oc and fastened to each truss with 3-1 Od (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)'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 dly deafen parameters and READ NOTES ON THIS AND INCLUDED MnEX REFERANCE PAGE M67472 rev. IaMMIS BEFORE USE Design void for use only wllh Iv91ek® Corneclofs. MS design Is based only upon parameters shown. and Is tot an i dMdrral Ixgdlrug component, not a uras system. Before too. the Ixadng deslgnet must verify the appllcabllly or design ptaamoton and properly Incorporate this design Into Iho over.. Ixttldng design. lkacing WvJlcalod Is 10 provenl bxtck9ng of IndlMucil trios web ad/or chord members only. Additional temporary and permanent bracing M iTe k' B always 10"ed lot sta101ty and to prevent collapse with pomble personal Inkay and property damage. For general guidance regadng ttse fatwic lion, storage. delivery. erection ad bracing of Inmes and mm systems, seeANSI/114I Quality Criteria. OS649 and SCSI Ifu9ding Component 6904 Parke East Blvd. Safety Irdormallon ovdl.xe Dom Truss Nate Insillute, 218 N. Leo Street. Sulle 312. Alexandria, VA 22314. Tortpa, FL 33610 Job russ russ I ype oty ply T,o7eoaee T80094 1:12 floor Job Reference (optional) 110013 rlrelJpYlGe, r3 V., r1313 V y, fW . JJ _ a1.6 H 2.6-0 1.3.0 26 25 ID:81s7p2vjcoa41890L55wOPz_POS•ksBuXigVTz4aORVykOObktxwNJlaLw?y?LHWAtz UPJI 1— I r 2•s-o Stale = 1:41.9 4x6 = 4x6 = 1.514 II 1.50 11 3x6 FP= 06 = 4x6 = 1.50 11 2 3 4 5 6 7 8 9 10 11 12 13 3x6 = 4x6 = 4x6 = 3x12 MT20HS FP = 4x6 = 44 = 3x6 = 1.5x3 SP= LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deil Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.79 Vert(LL) 0.48 18-19 >617 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.97 Ven(TL) 0.7518-19 >395 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(rL) 0.14 14 rVa n1a BCDL 5.0 Code FBC2014ITP12007 Matrix) Weight: 131 lb FT = 20°.'eF, I I%E LUMBER- BRACING - TOP CHORD 2x4 SP No.I (flat) 'Except' TOP CHORD Structural wood sheathing directly applied or 4-0.8 oc puffins, except 9-13: 2x4 SP No.2(flat) end verticals. BOT CHORD 2x4 SP No. 1(flat) 'Except' BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing, Except: 14.20: 2x4 SP M 31(flat) 2-2.0 oc bracing: 19.21. WEBS 2x4 SP No.3(flat) REACTIONS. (Ib/siie) 14=1353/0-4.0 (min. 0.1-8), 24=1353/0-7-4 (min.0-1-8) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3— 2815/0, 3-4=-4095/0, 4-5= 4937/0. 5-6= 5371/0. 6-7_ 5371/0. 7-8= 5371/0, 8.9=-4937/0, 9.10=-4937/0, 10-11— 4095/0, 11.12=-2815/0 BOT CHORD 23-24=0/2047, 22-23=0/3552, 21-22=0/4622, 20.21=0/5230, 19-20=0/5230, 18-19=0/5371, 17-18=0/5230, 16-17=0/4622, 15-16=0/3551, 14-15=0/2048 WEBS 2-24=-2389/0, 12-14=-2390/0, 12-15=0/1218, 11-15_ 1170/0, 11-16=0/863, 10-16=-837/0, 10.17=0/501, 8.17=-522/0, 8-18=-242/640, 7-18=-329/68, 2.23=0/1218, 3.23=-1170/0, 3.22=0/863, 4-22=-837/0, 4-21=0/501, 5.21_ 520/0, 5.19= 240/639, 6.19= 330/67 NOTES- (8) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) All plates are 3x4 MT20 unless otherwise indicated. 4) The Fabrication Tolerance at joint 20 = 11 `6 5) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 8) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI I as referenced by the building code.' LOAD CASE(S) Standard WARNING - Vedy ded9n parameters and READ NOTES ON THIS AND INCLUDED M/7EK REFERANCE PACE A07472 mv. IMMIS BEFORE USE. EtMOMvalidforirseorgyvAmMllek9connectors. (Ills design Is bawd orgy Lpon paraneters shown. and Is lot an Irxlwjual txddhg component, not a Inns syslern. Before me. the txOdlnO doslgnca mtrst verify the appOc<"I fy aofdeslpnpanrp elersandIxoperlyk%coorote thtt deslgn into the overall only. Atldllond temporaryand perrncmnl txartng M iTek' b tfic" doslgn. Bracing kldicotod is to rxevenl buckllrV of Indvidwil Iruss wob a,d/or chord members h dwc" tequited lot slaldlllly and to rxovent collcgm with poullAe personal "Ay and Ixoper,y, danoge. For general gtkda,ce regadrq trx, Iatxleallon. slaago, ddlvory. erection ml lxachlU of In ssas aria tarss systems. soeANSVIPI I Guallfy Criteria, OSS-89 and SCSI SuOdtng Component 6904 Parks Eas, Blvd. Safety Information uve9atxe Irom truss Plate InstlMe. 218 N. lco Street. Su lto 312. Alexaxlrta. VA 22314. Tarrpa. FL 33610 Job ruse Truss Type ty T10790400 Ta0094 F 13 Floor 1 t Job Reference (optional) at6 26-0 2 1.50 II 1.Sx3 = 1.Sx3 = 30 = t 2 ID:8ls7p2vjcca4189DL55wDPz_P0S-up3TLwOm TdfCb&26g9t6D sAvCdgiN6DNBXFzUPne 2.3 12 1-3-0 Scala . 1:20.2 1.5x3 11 1.5x3 II 30 = 1.5x3 II 3 4 5 6 r 0 0 I C to 9 e 30 = g Avd = 3x4 = LOADING (psi) SPACING 2-0.0 CSI. DEFL. In loc) Udell ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.Be Ven(LL) 0.19 9.10 737 360 TCDL 10.0 Lumber DOL 1.00 BC 0.70 Ven(rL) 0.34 9-10 407 240 BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(rL) 0.02 7 n/a We BCDL 5.0 Code FBC20141TPI2007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No.2(flat) WEBS 20 SP No.3(flat) BOT CHORD REACTIONS. (lb/size) 10=629/0.7-4, 7=629/0-4-0 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1139/0, 3.4=-1139/0, 4-5=-1139/0 BOT CHORD 9-10=0/839, 8.9=0/1139. 7-8=01846 WEBS 2-10=-979/0, 2-9=0/446, 5.7=-988/0, 5-8-0/564, 4-8=-339/0 3x4 = PLATES GRIP MT20 244/190 Weight: 60 lb FT = 201' F, I I%E Structural wood sheathing directly applied or 2-2-0 oc purllns, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3.1 Od (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION. Do not erect truss backwards. 5) '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.' tD WARNING - Verily dodon Perartretere and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MIF7473 rev. 1801W I S BEFORE USE Design valid la use only wtlh Mllek®connectas. 11Ys design Isbased only upon pxaameters shown. and Is for an Individual trsldIng corntonenl, not wt aIncasystem. Burore use, the IxBding design mull verify the appllcaWlty of design txuametersand poperiy Incorporate Wds aeslgn Into the overall bulding design. I3racirg Indicated Is to prevent lxrcldhg of Individual hula web and/or chord members only. Additional temporary and permanent btacing Welk' is always reclulted for stastAlty and to pevent collaim wllh poalllo personal "and property danage. For genetal guidance regardng the Wlcallm storage, delivery, ereclIon and txackV or tnsaas and Mra systems. sc-ANSUTPI I Quality CdtMa. OSB-09 and fICS1 Bu0dtrp Compononl 61104 Parke East Blvd.W Safety into matlon ovcktAe from truss Plate kullMo. 218 N. Lee Street. Sulto 312. Alexandria. VA 22314. Tempe. FL 33610 Job Truss Truss Type oty ply rto7e0.191 T80094 HR01 Diagonal Ho Girder 1 1 Job Reference Lionel tsuaaera t-1r6t50UM6. iarrpa. ream cay. t-ronaa aaaeo ,...._._...._ ...___...__. •.._..._...iD __ ..._...-- D . - o_ . 10:8ls7p2vicca4iB9 DL55w0 Pz_POS-up3TLwOm_Td1Cb6r26g9KiD20AtCdsUN60N BXFzU Pne 1.54 6.2.11 9.9.5 1-5 0 6.2.11 3.6.10 Scale . 1:23.1 2x4 11 3X6 = M LOADING (psi) TCLL 20.0 TCOL 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/rP12007 CSI. TC 0.58 BC 0.83 WB 0.17 Matrix-M) DEFL. in Ven(LL) -0.17 Ven(TL) -0.51 Horz(TL) 0.01 loc) Well Ud 5.8 >697 240 5-8 >229 180 5 n/a n/a PLATES GRIP MT20 244/190 Weight: 43lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5.4-11 oc pudins, 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. (lb/size) 2=380/0-8-2, 5=553/Mechanical Max Horz 2=217(LC 4) Max Uplift2=-109(LC 4), 5=-253(LC 8) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-1055/0, 2-31= 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.Opsf: h=25ft; Cat. If: 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 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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 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=40(F=27, B=27)-tO-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 - Verity ded9a Penmdore and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MIF7472 rev. IGWMIS BEFORE USE Design volld lot use only With I491e10 contwctas. Onis design Is twscdl orgy upon paaneters shown, and Is 101 an Individual building component. not a tarts syslem. Before the. the building designer must verity the appkabCity or Cosign {Xnametors and Ixopetly lncoq)orato mb design Into the oval... buiding design. Bracing Indicated is to fxoveni lwckling of InclMdral Inns web anct/or chord members only Additional lempotary and perm onl btocing MiTe k' is alwoys teqIred lot stability and to prevent collapse wllh I»ssetle personal k*fy and property damage. rot general guidance tegardirp the foixict tkxn, siorogo. delivery, erection as bracing of trusses and truss systems. seeANSI/IPI I Quality Criteria. OS8.89 and SCSI Building Component 6904 Parke East Blvd Safety In Madan ovcMable Zorn truss Plate Inslltute. 218 N. Leo Street. Stdlo 312. Alexadlrio. VA 22314. Tampa. FL 33610 Job Truss TrUSS Type oty Illy T10790492 T80094 HR02 Diagonal Hip Girder 1 1 Job Reference (optional) auaaers hitsmource. 1 arrga. rw. H.y. r.- i.taov ..__..r. .___._._... _.. ..._.._-... r.__ ._.____ ID:81s7p2vlcca4j88DL551;6 z'Z OS-M67 WiZ 1OtnlWgih1cgCOtvAD5ZDLMJSWL1613izUPnd 1,5-0 7.1.4 g•9.5 r 1.5-0 7-1.4 2.9-0 Scale . 1:21.0 2x4 II 3x6 = 3x8 = LOADING (psi) SPACING- 2-" CSI. OEFL. in loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Ven(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 W S 0.15 Horz(fL) 0.01 5 Na rVa BCDL 10.0 Code FBC2014frP12007 Matrix-M) Weight: 39 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/size) 2=387/0.10-15, 5=547/Meehanical Max Horz2=143(LC 4) Max Upliit2- 143(LC 4), 5=-212(LC 8) FORCES. (lb) - Max. ConlpJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-1025/29, 2-3- 592/225 BOT CHORD 2-5=-312/558 WEBS 3-5=-599/387 Structural wood sheathing directly applied or 5-5-9 oc puffins, except end venicals. Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (8) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.0ps1; 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 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 143 lb 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 (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) Van: 2=40(F=27, B=27)-to-9=35(F=25, B=25), 9=-5(F=25, B=25)-to-4=-132(F=-39, 8=-39), 6=0(F=10, 8=10)-to-5_ 49(F=-14, B=-14) WARNWO - Verify dodgn parameters and READ NOTES ON 17M AND INCLUDED WTEK REFERANCE PAGE MD-7473 rev. 100111=15 BEFORE USE. DedM valid lot use orgy wtm lv01ek®cortnrrctors. R* dedM is lxaed ofNy urm lxxanlelen shown. and Is la an hCRVkAx9 lxAdlrV component, not a lass system Before use. tree LxBdfrlg deslpnor must verity the aplx catAlly of design Ixratletefs and poperly hlcorpoiato Wits design Into the overall Ixidhg design. Brachg Indicated Is to txovent buckling of lnci kKS It=web aid/or chord members orgy. Ac"llorxri temporary aril Munn enl txaCUV Welk' Is always rogulred for stob(Ilty and to prevent coilatxe with IwssR)to personal "and popmty danooe. For General gu Ickmo regarding file Incitation6 slotage. dellvefy. election aid tlracUV of lasses aW trim systems. soeANSI/IPI I Quality Criterb, OSS-89 and 6CSI Wilding Component 6204 Parke East Blvd Safety Information avc0d)le from buss blab butlfulo. 218 N. Lee Street. Sulle 312. Alexaicift VA 22314. Tampa. FL 33610 Job T fuss I fuss I ype oty Fly T10790493 T80094 MR03 Root Special Girder 1 1 Job Reference (optional) Builders FastSource, Tampa, Flam city. Fiona 33565 r o•v . npr , • cv i6 6; .k , ,eau o. • — • . np, w ,..+•.wyo ID:8ls7p2vfcca4lB9DL55wDPz__POS-MOdrZG 1 OlnlWgih 1cgCOtwUHZOIMLMW Ltrl3izUPnd 1.5-0 0.9.13 1-5-0 0.9-13 Scale. 1:6.8 20 = LOADING(psf) SPACING- 2-" CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Ven(LL) 0.00 2 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.00 Ven(TL) 0.00 2 999 180 SCLL 0.0 ' Rep Stress Incr NO WB 0.00 HOrz(TL) 0.00 3 n/a Na BCDL 10.0 Code FBC20141TPI2007 Matrix) Weight: 5lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 2=287/0-8-0, 4=5/Mechanical, 3=-162/Mechanical Max Horz 2=39(LC 4) Max Uplilt2=-252(LC 4). 3=-162(LC 1) Max Grav2=287(LC 1), 4=9(LC 3). 3=150(LC 4) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 0.9-13 oc puffins. SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (9) 1) Wind: ASCE 7-10: Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf: BCDL=6.OpSf; 11=251t; Cat. It; 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 3) Gable studs spaced at 2.0-0 oc. 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.Ops1 on the bottom chord in all areas where a rectangle 3-" tall by 2-" 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 252 lb uplift at joint 2 and 162 lb uplift at joint 3. 8) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 9) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING- Vadly dedyn peramolare and READ NOTES ON THUS AND INCLUDED N/IEK REPERANCE PAGE a11-7477 rov. 160MIS 9EFORE USE Design vakl lot use only vAth Ml lok®connectas. Qnls design is based only upon paanelers shown, and Is fa an indivklual lAildirQ component, not o tnas system. Before use. the txdldho designer must verity the appkatAlty of design Ixaanetors arxl properly Incogerale Bn6 design Into lte overall Ixdd1n0 design. Brac"o Indicated Is to pwveni 1xrcMing of IndlvWlal Truss wo b as/or chord members only. Adalllona temporary a cl permanent baclrng MiTek' is always rogUred lot stability and to rxevonl collapse wllh poss9xo personal "and property damage. for gererd guidance teeadho the latxk:allm storage. Wtvery, aOcllon cW IxaCfrnO of fntsses and firm systems, soeANSVrPI I Quality C hods, OSS-89 and 6C51 Building Component 6904 Pork& East Blvd Safety Information avcllaht0 from teas Plato institute. 218 N. lea Street. Srllo 312. Alexancida. VA 22314. Tompa. FL 33610 Job rus5 Truss Type ry T10790494 T80094 HRO4 Diagonal Hip Girder 1 t Job Reference floral Butldere FldSoures, range. Pam ctly. l•artao 335e6 ID:8ls7p2vicca4jB9DL55wDPz_POS-MOdrZG10lnIWgthlcgCOtwUEZMkMLMWLt613izUPnd 1.5-0 i 0.9-13 1.5-0 0.9.13 Scale . 1:6.0 20 = LOADING (psi) SPACING- 2.0-0 CSI. DEFL. In (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Ven(LL) 0.00 2 n/r 120 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Ven(TL) 0.00 2 n/r 90 BCLL 0.0 ' Rep Stress Incr NO W B 0.00 Horz(TL) 0.00 n/a rVa BCDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (Ib/Size) 2=282/0.9.13, 4=-152/0-9-13 Max Horz 2=46(LC 4) Max Uplitt2=-262(LC 4), 4=-152(LC 1) Max Grav2=282(LC 1), 4=155(LC 4) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 5 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 0-9-13 oc purlins. BOT CHORD Rlgid ceiling directly applied or 10.0-0 oc bracing. NOTES- (10) 1) 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 left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 2-0.0 oc. 6) This truss has been designed for a 10.0 psi bottom chord live load nonconcurent with any other live loads. 7) ' This truss has been designed for a live load of 20.0psl on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 262 lb uplift at joint 2 and 152 lb uplift at Joint 4. 9) 'Seml-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 10) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING • yerfy dedgn parameters and READ NOTES ON THISAND INCLUDED MITEK REFERANCE PAGE Ma-7479 rev. 140=016 BEFORE USE. Design valid lot use only vAth Mllok0 conneclors. Inns design is lased only upon Ixramelers shown. and Is lot an ind ivkRral b uilding component, no, a tnas syslein. Before use, the building designer mm! verily the op lAcablilly of deslgl lxaamelets and properly Worpololo Rot clesign Into Ile over,. rending design bracing Indicated Is to prevent b uciding of Individual truss web and/or chord members only. Additional lempotary and pesnno nenl bracing WOW Is always re<}ked for stability and to rxovenl collatze with possible personal Inlay and pxoperty damage. Far general guidance regad.ng Ma k" Icatkxn. storage, dollvery. erection <W bracing of trusses and truss systems. seeANSI/IPII Cua111y Criteria, OSS-69 and 8CSI .ullding Component 6904 Pork& East Blvd. Safely IMotmaron ovdilabsle from truss Rate Isslituto. 218 N. lea Street. Sulto 312. Alexandra, VA 22314. Tampa, FL 33610 Job Fuss Truss Type ty T10700495 T80094 J01 Jack -Open 1 1 Job Reference (optional) Buddafe FaidSource. Tampa. Fiord Gay. Flonda ;13butl i.v.v. w, ,. cv.v ,.,,,.• ."C. .•.,.•• •,,,• _+ _• • • _e_ . 10:8ls7p2vicea41B9DL55wDPz_POS-gCAEmb2OW 5tNSvGEAXIdP7NVyzkS5nbpaxslbSzUPnc 1-0.0 0.10.16 r 1-0-0 0.10.15 ' LOADING (psi) SPACING- 2-0.0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 TCDL 7.0 Lumber DOL 1.25 BC 0.01 BCLL 0.0 ' Rep Stress Incr YES we 0.00 BCDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (lb/size) 3=-12/Mechanieal, 2=123/0.6-0, 4=8/Mechanical Max Hort 2=39(LC 12) Max Uplift3=-12(LC 1). 2— 59(LC 12) Max Grav3=12(LC 8), 2=123(LC 1), 4=17(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. 2x4 = 0•t0.15 0.10.15 DEFL. In (loc) Well Ud Ven(LL) 0.00 2 999 240 Ven(TL) 0.00 2 999 180 Horz(rL) 0.00 3 n/a n/a Scale . 1:6A PLATES GRIP MT20 244/190 Weight: 5 lb FT = 20*6 BRACING TOP CHORD Structural wood sheathing directly applied or 0-10.15 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp B; Encl.. GCpi=0.18; MW FRS (envelope) gable end zone and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3.6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 12 lb uplift at joint 3 and 59 lb uplift at joint 2. 6)'Seml-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 - Vmfly datlpn perameron and READ NOTES ON THIS AND INCLUDED AMEX REFERANCE PAGE AW1473 rov. IOA MIS BEFORE USE Design valkl for use only vAm Iv41iek0 connectors. ftils design is based only ur on rx Ometers shown. and Is for an Indvdual buldkng Component. ral a htm system. Betote use. the lx/kAng designer must vodfy the appllicalNlty of design parameters and prolvtly Incogwrate it* design into the overall b llding design. Bracing InWCalod Is to Ixovenl buckling of Individual lam web and/or chord members only. Addliorat lomporary and fwrmanent IxacIng M iTek" It always regAed for slabiilly and to Ixevent collapse wllh possible pets" Angry and Ixopeny damage. For general gnldcmo regarding the fabricallon. stofoge, dellvery. erectlorn and bracing of Inrsses and truss systems. sooANSI/M I Quality Cdleda, OSS-89 and SCSI Bulking Component 6904 Parke East Blvd. Safety Information oval able eom Tram Rate Instruto. 218 N. too Street. Srlto 312, Alexadria. VA 22314 Taftpa. FL 33610 Job Truss Truss Type hr T10790406 T80094 J02 Jaek•Open 1 1 Job Reference(optional) tsuaaara "smource. i arrpa. rmnr a .y, r—.. —u .._ -- -- -- -i - 46 6-2-0----• - -- - - - - - 10:BIs7p2vleca4j880L55wOPz_POS-gCAEmb20W5tNSvGEAXjdP71 W bz105nbgaXslbBzUPnc 1-0-0 _ 2.10.15 2.10-IS scale: V.V 2x4 = 2.1a15 2-t0-15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) -0.00 2.4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Ven(TL) -0.01 2-4 >999 ISO BCLL 0.0 ' Rep Stress Incr YES W B 0.00 HOrz(TL) -0.00 3 n/a We BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10.15 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid calling directly applied or 10-0.0 oc bracing. REACTIONS. (lb/size) 3=54/Mechanical, 2=180/0.6-0, 4=28/Mechanical Max Horz 2=82(LC 12) Max Up1ift3=-54(LC 12), 2=-60(LC 12) Max Grav3=54(LC 1), 2=180(LC 1), 4=52(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (7) 1) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCOL=4.2ps1: BCDL=6.Opsf; h=251t; Cat. II; Exp B; Encl.. GCpi=0.18: MW FRS (envelope) gable end zone and C-C Exlerior(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOl-=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6.0 tall by 2.0-0 Wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 54 lb uplift at joint 3 and 60 lb uplift at joint 2. 6)'Seml-rigid pitchbreaks With fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) *This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - Vedty deOgn parameters and READ NOTES ON THIS AND INCLUDED MINK REFERANCE PAGE MD7473 roV. tA0 MIS BEFORE USE. Design vdkl rot use onty calm Mllek® connectors. Ihls design is IXaed oNy upon paamelers MOWM aril is lot on I dlvldual building comIxxwnl. not a hum system. Before use. the Ixldng designer mtrsl vodly the ctplAICal)llty of design pararnoters and IxopoAY Incaporae this design Into the overall only. Additional temporary aHl pefmanont bfacmg MOWbuildingdesign. Brocing hKOCoed Is to rxovent buckiN of tndlvlducd truss web and/a Chad members Is always fecpdtod lot statAlty, and to prevent collc)se with pos*Ae persorwl Iryuy and Ixopeny damage. For general guidance regarding the Id4xk:0110n, storages, defNety. erection ci nd Lxacing of trussos and Was systems, sdxtANSI/TPI I Quality Cdtefe. OSS-89 and SCSI Building Component 6904 Parke East Blvd. safety Information avolic"o from truss Rate, ms11Ma. 218 N Lee street. Sine 312, Alexcxddo. VA 22314 Tampa. FL 33610 Job Truss ruse Typo r,o79o4m T80094 J03 Jack -Open I Job Reference ttonal Budden Fuatsource. lanpa, rtant Gay, 1-10r108 witbb ..o. ..q., Q.. ..._ ...... .. __ . _._..__ __.. . __ . 10:8ls7p2vicca4iB9DL55wDPz_POS-IOkc_x3eH09E33r( iEE6yLgdRNOIgErpoBbWB CUPnb 4.10-IS 1 0 0 4.10.15 20 = 4.10-IS 4.10.15 Scale. 1:17 1 LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Ven(LL) -0.03 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(TL) -0.07 2.4 >823 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a rVA BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 17lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10.15 oc puffins. SOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (lb/size) 3=115/Mechanicai, 2=247/0.6-0, 4=46/Mechanical Max Horz2=126(LC 12) Max Uplift3=-106(LC 12), 2=-68(LC 12) Max Grav3=115(LC 1), 2=247(LC 1). 4=92(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown NOTES- (7) 1) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=251t; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exledor(2) zone; cantilever left and right exposed-;C-C for members and forces & MW FRS for reactions shown; Lumber OOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tali by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 106 lb uplift at joint 3 and 68 lb uplift at joint 2. 6)'Semi-dgid 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 dedgn paremetera and READ NOTES ON THIS AND INCLUDED WMK REFERANCE PAGE MU-7473 rev. 140MIS BEFORE USE Oe*p vaid for use orgy vAlh Muck® connoctots. IMs doslg, is Ixsod only upon paornelers Mown. and Is for an tWMdAal twm ldkVcomponent. t a liras system. Before use. tho bxAdIng doslgner must verily the agxb(tAlfy of doslpn paratnetorsnd aixolxdyIncottorate 116 design Into Iho overctt mllcing dwslgn. 8rachg k4lcatod Is to pxovont buckling of lndk4c pica Inca wet) and/or crsord members orgy. Adcl1 lonal Irrnporary and permanent bxocing M iTe k' Is always tegtlred for stahillly and to prevent collapse with posslte poisonct k*ffy and property damago. For general gukJc nce regadtr,g the fatxicatbn, slotago. cidtvely. etecflon crrW txcschg of Inures and tetra systems. soeANSUTPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety IMormatlon owfic xo from bias Plate Institute. 218 N. Lee Street. Stdto 312. AlexancIfIct VA 22314. Tampa. FL 33610 Job Truss Truss Type ty Tto7ao4ea T80094 J04 Jack-OpenIf 1 1 Job Reference(optional) Buddets FlrstSoUroe. Tanya. Plant Gay. I-Imida 93S6ti 7.64v . mp, i w c ^ ••• • ^t•• - • •- •' • • r I0:81s7p2vjcca4i89DL55wDPz_POS-IOkc_x3eH09E33rQ1EEsyLgZANz 1 gErpo8br8azUPnb 1-0-0 7-0.0 1-0-0 7.00 I Ch 3x4 = Scale . 1:22.2 LOADING(psl) SPACING- 2.0-0 CSI. DEFL. in loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.10 2.4 814 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(rL) 0.25 2-4 321 180 8CLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(rL) 0.00 3 n/a We BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 24 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=162/Mechanical, 2=321/0-6-0, 4=80/Mechanical Max Horz2=172(LC 12) Max Uplift3=-132(LC 12), 2— 80(LC 12) Max Grav3=162(LC 1), 2=321(LC 1). 4=123(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Opsh h=251t; Cat. 11; Exp B; Encl., GCpf=0.18; MW FRS (envelope) gable end zone and C-C Exterfor(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 132 lb uplift at joint 3 and 80 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 - Vadl/ , dedpn Panmeten end READ NOTES ON T1fr8 AND /NCLUOEO M/rEK REFERANCE PAGE Ms-74n rov. IdAn IS BEFORE USE Design valid for use only Win Mllek® conneclors. Irth design is IxIsod only upon ptiramoters mown. and Is lot an Individual txddlrl0 component. not a buns system. Before use. the building deslOner must verily the afXAIc-<"lty of design Mametets and proporiy hcoWate thk doslgn into the ovoid, building design. Bracing Indicated Is to (roven) buckling of indlVkktal truss wet) ad/of chord members only. Addtlonal temporary and permanent t)raeing MiTek' Is always teclu/red got slabUlly and to pevenl collalxse wUh posstlxe personal "my c d fxopeny datnage. For genetal guidance rogadRng the ktxkallort, slofdget. delNery. otuetlon and b rOCing of trusses and Russ systems. soaANSI/fPI I Quality Criteria. 0$11.59 and SCSI Building Component 6904 Parke Easl Bind. Safety information ovc8able Rom fruss Plato t tstlMe. 218 N lee Sboet. Sualo 312. Alexandria. VA 22314. Tanya. FL 33610 Job Truss runs ype ty T10790499 T80094 Jos JACK•0-PEN 1 1 Job Reference (optional) Builders FustSoUlCe. Tampa. Flom Gdy. Flonda 33566 i v+v . np• ,. 20 av m, .w v vusvo.. •• ,. •.•v.• ny, .. +• + ... • • yo 10:8157p2vleea41890155wOPz_POS•IOkc x3eH0?E33rOjEEsyLgfwN4FgErpoSbr8azUPnb 1-0-0 _ 1.10.15 1-0-0 1.10-15 ' Scale . 1:7.7 20 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Ven(LL) 0.00 2 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Ven(TL) 0.00 2.4 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a We BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 8lb FT = 20% LUMBER - TOP CHORD 20 SP No.2 SOT CHORD 20 SP No.2 REACTIONS. (Ib/size) 3=33/Mechanical, 2=142/0-8-0, 4=18/Mechanical Max Harz 2=47(LC 8) Max Uplift3=-28(LC 12), 2_ 87(LC 8) Max Grav3=33(LC 1), 2=142(LC 1), 4=37(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 1.10.15 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 Exterlor(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psl on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 28 lb uplift at joint 3 and 87 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7)'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNWO - Verily d*Wgn pantmetme and READ NOTES ON THJS AND INCLUDED MREK REFERANCE PAGE MB-7479 mv. 10MWR016 BEFORE USE Design valid la use only vAm Mltek8 connectors. Ms desl®1 h based only urion paalnelen shown. and Is for an i WMCAud txdk&Q comlwrwnl. not a truss syslem. Below use. the txBtlng designer mtal verity the ay)p 0caWlly of design pataanotets and propedy lncurporote fhb deslgn Into the oveall IxBding design. Bracing Indicated Is to rxovenl bucklklg or kxAAUW muss web and/of chord mein en only. Additional lernporary and permanent txacfng MiTek' 6 ctwoys tecplred lot slablilty and to pxevenl coNalm with ponbde personal trMay and property damage. for general guldaae tegaalng Mo lcbncolkxt, slotctgo, delivery. eaoc9on canal bracfrtg of tnrssos and Inm Sy5lemt w :ANSI/1PI I Quality Criteria, OSS-89 and SCSI funding Component 6904 Parka East Sled. Safety Information available from truss Plate Institute. 218 N. Lee Street. Sulto 312. Alexandria. VA 22314. Tamps. FL 33610 Job Truss Truss Type Tt0790500 TBOO94 J06 Jack -Open 1 1 Job Reference Bona Bulldogs Faasoutce, tamps. rtam dry. rasa :raaoo - ... .. gcH- - -- IO:BIs7p2vlxa4j890L55wDPz_Pf).$-mbl BH3G2ta5h0yISUYNsOnPxZh5ylrLPglzUPna 1 q 0 2.10.15 1 0 0 i 2-10.15 1 2x4 = Scale . 1:9.4 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) 0.00 2.4 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 8C 0.07 Vert(TL) 0.01 2-4 999 180 BC LL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(fL) 0.00 3 n/a n/a BC DL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 11 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=49/Mechanical, 2=184/0-8-0, 4=25/Mechanical Max Horz2=61(LC 8) Max Uplifl3=-42(LC 12). 2=-108(LC 8) Max Grav3=49(LC 1). 2=184(LC 1), 4=50(LC 3) FORCES. (Ib) . Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10.15 oc purlins. BOT CHORD Rlgld 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.Opst; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Extedor(2) zone; cantilever left and right exposed:C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psi bottom chord live load nonconcurtent 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 truss to bearing plate capable of withstanding 42 lb uplift at joint 3 and 108 lb uplift at Joint 2. 6)'Semi-rigid pitchbreaks wilh 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. Vadly Joslyn panuMere and READ NOTES ON THIS AND WCLUDEO AurEK REFERANCE PAGE ma-7479 rov. 1601201S BEFORE USE DadM valid rot use only vAth Mllek® connectors. Ihts design Is baled only upon "arnolers shovm, and Is tot an trxllNCAxd bolding component, not o teas system. Below tao, the IxQdlrq doslgrwr must verify the c"AllacitAlly of design lxxamolem anct lxopedy Bncortxxoto mb design Into the ovordl bulditV design. Brachg Bxllcolod Is to prevenl txrcldbV of InclMdual buss web arw/a chord members only. Addlllonal lemporary and permanent trcp--ho WOW is dways required for stablllty and Io prevent cd{gxe vAlh posslNe Ir+rsond k*ffy and lxoperty damago For genotal guidance tegarding 6ne fdxk:allon, stooge, delivery, erection and tracing of Immos av:f Inds systems seeANSVIPI I Cusallry Criteria, OSS-69 and SCSI Wilding Component 6904 Park& East Blvd. Safely Information avalldAe Dorn Iran Plato Instllulo. 216 N. Lee Slrool. Sullo 312. Adexanaldo. VA 22314. Torrpa, FL 33610 Job Truss Truss Typo ry Tt0790501 T80094 J07 Jack -Open t t Job Reference (optional) au4asrs l astsource. rartpa. cram arty. ranaa s oao ID:8is7p2vlcca4j890L55wOPz-POS•mbl 8H3G2i85h00eHyI5UYNpHnN82h5y1rt.PglzIPna 1-0-0 4.10.15 7-0-0 4.10.15 Scale . 1:12 7 2x4 = 1.10.15 LOADING(psf) SPACING- 2-0.0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Ven(LL) -0.02 2-4 >999 240 MT20 244/190 TCOL 7.0 Lumber OOL 1.25 SC 0.25 Ven(TL) -0.06 2.4 >869 180 8CLL 0.0 ' Rep Stress Incr YES WS 0.00 Horz(rL) -0.00 3 n/a We 8CDL 10.0 Code FBC2014frPI2007 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 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (Ib/size) 3=111/Mechanical, 2=250/0-8-0, 4=45/Mechanical Max Harz 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. (lb) - Max CompJMax. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; VUIt=139mph (3-second gust) Vasd=108mph; TCOL=4.2psf; BCOL=6.Opst; h=25t1; Cat. II; Exp B; Encl., GCpl=0.18; MW FRS (envelope) gable end zone and C-C Extedor(2) zone; cantilever left and right exposed :C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 2) This truss has been designed for a 10.0 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-dgid 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 dedgn parnmoten and READ NOTES ON THIS AND INCLUDED MlrEK REFERANCE PAGE MIF7473 rev. I&MMIS BEFORE USE. Design vaikt for use only w1m Mllek® connectors. Rnls design Is IxIsed only upon pmcimelers shown. and Is to an Indh4duai rxsldhg component, not a Inm system. Before use. the txAc9ng designer must verity the eppllcalAily, of design paaameters and popedy, Incorporate this design Into the overall lxAdhg design. ®ocing Indicated Is to Ixevenl buCMing of Individual trim web and/or chord membeu only. Additional temporary axl permanent txacing MOW Is always regaled to sfabBuy and to pevent collapse vAth possible personal Irnlury and pofxxty damage. For generol guidance rogandng Me latAcatton. storage, delivery. erection and btaclrng of trees and trust systems. secANSIfrPI I Quality CatafW, DSB-89 and SCSI Sulld6p Component 6904 Parke East Blvd. Safety Information available ran Ire Plate Institute. 218 N. Lou Street. Suite 312. Alexandria. VA 22314. Tarrpe. i. 33610 Job Truss Truss Type Qly Tt0790502 T80094 JOB Jack -Open 1 1 Job Reference lions tsuiloom t•vstsource, t oepo, rrem t.ny. rrwrae as000 _... d4up` G - fG l - 10:81s7p2vlcea4j890L55wOPz_POS-fnsMOri4upOGyJN7dMGK 1 mwvzBlpI8L6GV4yCTzUPn2 t-04 7-0.0 1 0-0 74.0 Scale' 3W-l' 3x4 = 7-0-0 LOADING (psf) 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(rL) -0.23 2-4 >340 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 HOrz(TL) -0.00 3 rVa n/a BCOL 10.0 Code FSC2014/rP12007 Matrix) Weight: 23lb FT = 20% LUMBER- GRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. (lb/size) 3=160/Mechanical, 2=324/0.8.0, 4=77/Mechanical Max Horz 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. (lb) - Max. Comp/Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10: Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL--6.Opsf; h=2511; Cat. If: Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to buss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 112 lb uplift at joint 3 and 135 lb uplift at joint 2. 6)'Semi-ngid pilchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNWG - Verily do011n penunetwe end READ NOTES ON THIS AND INCLUDEDWTEK REFERANCE PAGE NIP-7473 rev. 10=02015 BEFORE USE Design vclkl for use orty v4m Mllek®conrectdrs. Ihh deslgrl is txaed only upen pananeters shown. and is lot an kidhAdual bulclino component, not a Ines system. Before use. the txOdbo deslgnor mull vurify the applicabllry of closigin pxrdanetersend {xopony incorporate this ckslgn into Ito overall only. Ack iilonal lemWafy cncl permanent bating WOW buildingcloslgn. Bracing trldcated is to prevent b uciAklg of IrKOWt al truss web arW/or chord members h dways recpfficd lof stability arW to prevent collapse Win possible p orsorol b*Ay and property clamage. For general gtki nco regarding fine tabilC nbn, storage. delivery. election Ml beacklg of trusses crKl truce systems. seeANSI/IPI I Quality Criteria, OSS-89 and SCSI Building Component 6904 Parke Eosl Blvd. Safety Information avdk"o IHNn iris Plato "lute. 218 N. lee Street. Sulto 312. Alexandria. VA 22314 Tarrpo. FL 33610 Job Truss Typo ty T10790603 TB0094 J0S ITrussJack -Open 1 1 Job Reference (optional) Models rastbource. r artpa, rmm ny. mnaa aaaoo I D:8ls7p2vlcca4jB9DL55wDPz_POS-FnsMOd4up0GyJN'/orfGK t mw02BmG17g6GV4y&zUPnZ 1-" 0.9-0 1-0-0 0-0-0 Scala . 1:7.1 30 = 20 II Plate Offsets (Y Y1-- f 2.0.0-0 0.1.41 LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Ven(LL) 0.01 1 rdr 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.00 Ven(TL) 0.00 1 rVr 90 BCLL 0.0 ' Rep Stress Incr YES WS 0.10 Horz(TL) 0.00 We We BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 4 lb Fr = 20%, LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0.8-0 Oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=331/0.8-0, 4— 253/0.8-0 Max Horz2=23(LC 16) Max Uplift2=-208(LC 8), 4=-253(LC 1) Max Grav2=331(LC 1), 4=167(LC 8) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-237/288 WEBS 3-4=-313/255 NOTES- (8) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=2511; Cat. II; Exp B; Encl., GCpl=0.18; MW FRS (envelope) gable end zone and C-C Exlerior(2) 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 2.0-0 oc. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 208 lb uplift at joint 2 and 253 lb uplift at joint 4. 7)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 8)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' 0 WARNWO. Verify deOgn paramerars and READ NOTES ON THIS AND INCLUDED WMK REFERANCE PAGE MI}7473 rov. IM3/l015 BEFORE USE Dodd vafkl for use only vAth MlleW ConnoCkxs. ft Ck ign 6 txnad only upon manglers MowrL and Is for an Individual tAddbV Component. not a Was system. Before uso, the Wilding doslgner must vedty Ina orXAicabllty of design parcmelers arxi lxoporly Incorporate lhu design into the overall ding design. ®achg kndk:ated Is 10 prevent Ixlclding of lndlvidrral truss wet) are/or chord members only. Additional temporary and permdmrnt Lxalcing M!Tek' 6 always re"od for slatAlly and to prevent collapse vAlh posa)le personati"and Ixoperty damage. For general guidance tegading the laxlcallm storage, delivery, erection and txacing of trusses and mass systems. seoANSI/IPI I CualiM CMeria, OSS-89 and SCSI Wilding Component 6904 Parke East Blvd. Safety information avdk"e from truss Plato uuffMe. 218 N. lee Street. Srllo 312. Alexandria. VA 22314 Tarfpa, FL 33610 Job fuSS fUSS ype N TtoT9osa T80094 Jt0 Jack -Open t t Job Reference .anal tsusaats rustaource. rarrpa. rmnr a,ny, ranaa a oo • w• •• • ^••^ . •. .. w• - .- __.- . _._ . ID:81s7p2vjcca4188DL55wDPz POS-FnsMOd4upOGyJN?orfGKlmwxkBmG18L6GV4yCTzUPrtz 2.0.0 _ 0.8-0 2-0-0 Wo Scale . 1:8.8 Sx8 = 6.00 12 a FASTEN TRUSS TO BEARING FOR THE UPLIFT REACTION SHOWN WHILE PERMITTING NO UPWARD MOVEMENT OF THE BEARING. LOADING (psi) SPACING- 2-0.0 CSI. DEFL. In (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) 0.02 1 n/r 120 TCDL 7.0 Lumber DOL 1.25 BC 0.00 Vert(TL) 0.01 1 n/r 90 BCLL 0.0 ' Rep Stress Incr YES W S 0.00 Horz(TL) 0.00 n/a Na BCDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 4= 781/0-8-0, 2=913/0.8.0 Max Horz2=48(LC 12) Max Uplift4=-781(LC 1).2=-544(LC 12) Max Grav4=472(LC 12), 2=913(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-724/1021, 3.4=•11081783 PLATES GRIP MT20 244/190 Weight: 6lb FT = 20% Structural wood sheathing directly applied or 0.8-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (8) 1) Wind: ASCE 7-10; Vu11=139mph (3-second gust) Vasd=10emph; TCDL=4.2psf; BCDL=6.Opsf: h=25ft; Cat. If: Exp B; Encl.. GCpl=0.18; MW FRS (envelope) gable end zone and C-C Exterlor(2) 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) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 2-0-0 oc. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 781 lb uplift at joint 4 and 544 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.' 0 WARNWG • Verlry dedpn paramaten and READ NOTES ON MIS AND MCLUOED WTEK REFERANCE PAGE MDT472 rev. IdW0016 BEFORE USE. Deskin valid for use only W ih Mllek®coveclos Ms design It based only upon parameter shown. and Is to an hdMdrd building component, rot a Inas system Beloo ubse. thetla9ngdesignermustveritytheapplicabilityofaltssighpxaarnolorsandpropertytrolcporolethisdesignIntotheaVoaiIrking design. 810CN Indicated Is to prevent bxtcMing of Ir1dlMdtxl tnra web aril/or chard members only. Adclitiond temporary and perm nonl bracing WOW S always toaWed for stability and to prevent collapse with possbio petso al Injury and propeny danago. For gerord guidance regarding the storasge. delivery. oeatlan add blaClno of tnlsses and Irtra systems, soeANSI/IPI I Cuallty, Criteria, 058-89 and SCSI Building Component 6904 Perks East Blvd.IalrlCatkrlSafety Information arvdlablo from buss Plate institute. 218 N. Leo Street. Sulto 312. Alexanado. VA 22314. TanVo. FL 33610 Job Truss Truss Type oty pty T10790505 T80004 J11 Jack -Open t 1 Job Reference o tiona aueoers rustsource. rarrpo. ram "y, rronan suo ..•...y.... ,,.. .. M •-• • . -r . ID:8ls7p2vicca4iB9DL55wDPz_POS-izOkcz5xZJOpwW Z?PNnZazSDaa6S 1 bbFU9gW kvzUPnY 1-0-0 0 4 1-0-0 Scala - 1:8.8 2x4 = ADEQUATE SUPPORT REQUIRED. LOADING(psf) SPACING- 2-0.0 CSI. DEFL. in loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.03 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.00 Ven(TL) -0.00 2 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(rL) -0.00 1 n/a We BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 4 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-8.0 oc puffins. BOT CHORD 20 SP No.2 SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ibtsize) 1=27/Mechanical, 2=87/0-6-0, 4=6/Mechanical Max Horz 2=33(LC 12) Max Uplift I =-7(LC 12), 2=-30(LC 12) Max Grav1=27(LC 1). 2=87(LC 1).4=12(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=2511; Cat. II; Exp 8; Encl.. GCPI=0.18; MW FRS (envelope) gable end zone and C-C Exterior(2) 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 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 7lb uplift at Joint 1 and 30 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. Vadrydedyn paramafon and READ NOTES ON TN/S AND INCLUDED WEEK REFERANCE PAGE MD-7473 rev. t"JQ0f6 BEFORE USE Design vcdld for use only W tin IAllok® connectors. Inls deslgl is bo sed only ul.*n Ixaomelers Mown. aril Is lot an IrldMdtrrri txflding component. not o trim system. Before use. the lxlldrlg doslonet mtrsl voAry, the g4)llcc Ally of deslpn Ixaameters and goperly tnCotMole this design Into the overall Bracing IndIcated Is to txrcldtng of hWMtlual fnm web and/ot chord members only. AdAttond lemporay, and porm 3nenl txctctntg M iTe k' tx/ldhtg doslpn. rxevenl is always toe tdrod for stab6lly, and to prevent cdlgno wllh possIble personal Wtay and ptopeny damage. lot gonlerat gtk1ance tegadhlg the 6904 Parke East Blvd. falxlcalion. storage, dollvery, erectlon CncI txacing of tames and Inm systems, soeANSI/iPI I Quality criteria, OSB-89 and IICSI SuOding Component Tarps. FL 33610 SafetyInformationovdk"e horn trim Hale Institute. 218 N. Lee Street. Stile 312. Alocan drkl VA 22314. Job Truss Truss Type ty T10790506 T80094 ROt Hoti Hip Girder If1 1 Job Reference o Gonel BUM&($ FUSISOurae, larrpa, Ytam Gay, FIOrrUa JJD56 r.om. nV, ,. cv w mn ow ,. wsmoa. , -. ...... ..y, va ...,..'iW1 ... •' . PnYID:91s7p2vicca4jB9DL55wDPz_POS-jzOkcz5XZJOpwWZ'1PNnZazS3ue J1XcFU9gWkvzU 1-0.0 7-0-0 9.10.8 1-0-0 7-" 2.10-6 ' 4x6 = 20 II Scale . 1.20.7 30 = 3k6 = 7.0.0 9.10-e 7-0-0 2-10-8 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In hoc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Ven(LL) 0.06 2-6 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Ven(rL) 0.15 2-6 764 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.32 Horz(rL) 0.02 5 n/a rlla BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 43lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 20 SP No.2 WEBS 20 SP No.3 BOT CHORD REACTIONS. (Ib/slze) 5=885/Mechanical, 2=607/0.8.0 Max Hotz2=123(LC 4) Max Uplift5=-328(LC 4), 2=-240(LC 4) Max Grav5=960(LC 18), 2=607(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1071t292 SOT CHORD 2-6=-315/953, 5-6= 308/903 WEBS 3-6=-115/814, 3-5=-1170/400 Structural wood sheathing directly applied or 4-6-12 oc purlins, except end verticals. Rigid calling directly applied or 10.0-0 oc bracing. NOTES- (10) 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 OOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed fora 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 328 lb uplift at joint 5 and 240 lb uplift at joint 2. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. e) Hanger(s) or other connection devlce(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 + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Van: 1-3=-54, 3.4=-120(F=-66), 2.6= 20, 5.6— 44(F=-24) Concentrated Loads (lb) Vert: 6=-475(F) WARNWG - VM)y dedgn pammdon and REAO NOTES ON THIS ANO INCLUDEO U"K REFERANCE PAGE MD•7473 rev. fMMIS BEFORE USE. DOOM valkl for use only wlan Mi1e10 connectors. this de*p Is based only upon Imanetens shown. and is for an individual building Component. not a hues system. Before use. thu bulking designer must vedly the appticabllty of design paa molers and properly Incorporate Ihh design Into the overall btadIng design. ®acing indicated Is to prevent budding of Individual truss web aril/or chard members only. Additional temporary and permanent tracing M iTe k' is always rodalred for stability and to rxevent collapse with possible Ixosolal"and Ixopony damage. rot general guidance regarding the fdirbation, sterage. delivery, oteclion and bracing of trusses and Ines systems ndsceANSI/TPl1 Quality Criteria, OSS-69 aSCSI 6ubding Component 6904 Perks East Bivd. Safety Information ovatklxo from truss Plate InstiMe. 218 N. too Sleet. Sine 312. Alexandria. VA 22314. Tanya. FL 33610 Job Truss Truss Type oty ply Tt07o0507 TBOO 4 R02 He" Hip 1 1 Job Reference clonal Apes FuaSoures, Tempe, P1om city, Ftwtae 3.1S6ri ID:8ls7p2vjeca4jBSDL55wOPz_POS-BA-7pJ69KdWgYg8By4lo6B?FX_GrmOePjpz3HLzUPnX 6.3.3 9-0.0 9.0.E 10-0 6.3-3 2-8-13 0.110.8 Scale • 1:22.0 30 = 24 II 36 = US = LOADING (psi) SPACING- 2-0.0 CSI. DEFL. In loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Ven(LL) -0.23 2-6 >490 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Ven(rL) -0.59 2-6 >190 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.14 Horz(TL) 0.01 6 We We BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 42 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc puffins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid telling directly applied or 10.0.0 oc bracing. REACTIONS. (Ib/size) 6=343/Mechanical, 2=425/0.8-0 Max Horz 2=152(LC 8) Max Uplift6=-128(LC 8), 2=-162(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-436/212 BOT CHORD 2-6=-304/383 WEBS 3-6=-406/355 NOTES- (e) 1) Wind: ASCE 7-10; Vul1=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=2511; Cat. II; Exp 8; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Extedor(2) 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 20.0psf on the bottom chord In all areas where a rectangle 3.6.0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 128 lb uplift at joint 6 and 162 lb uplift at joint 2. 7)'Semi-ngid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. e) '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 ~mvva - vertly dedgn parameters and READ NOTES ON nos AND INCLUDED AMK REFERANCE PAGE M1167473 rev. 10T MIS BEFORE USE - Design valid for use only with Mllek®connectots. this design Is txwd only upon rmanneters shown. and is tot on Individual lxddlrrd cornponenl, nor a truss system. Berate use. the building dosigner must vedty the apolco bllty of design pacnnelots tu'd properly Incorporalo this design Into the ovatall IxBdtrq design. Broci ng Indicated Is to Ixovont budding or IndNkkal (fuss web and/or chord members atnly. Additional lern"dry and permanent txocing MiTek' Is always ro% tod " stability and to ptevent collapso with possible personal trylay and property damage. For genefol guidance regarding TO to bticatkxn. storage. delivery. atectkxn dmd txcscing of intsses arld inns systems, soeANSVMI Quality Criteria. OSS-89 and SCSI Bu0ding Component 6904 Parka East Blvd. Safety Information ovoik"o Oatn ltus Plate Institute. 218 N. Lee sheet. StLe 312. Alexondrra, VA 22314. Tampa, FL 33610 Job russ Truss Type oty ply nm906oe T80094 R03 Monopitcn 1 f Job Reference (optional) nrap6ta1-1r$1501rrCe. r amps. nam%xy. derma jj] IV. ..cv.v,.,,..,.. — ....,,. ry.., . i ID:8ls7p2vjcca41B9DL55wDPz_POS-BA 7pJ69KdWgYg8By4lo6B?FWGpmOcPipI3HLzUPnX 1-0-0 6-33 0.10.8 1-0-0 6.3-3 3.7-5 Scale . 1:22.2 2x4 II 3X6= 3XB= LOADING(psq SPACING- 2-0-0 CSI. DEFL. in loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Ven(LL) 0.23 2.5 489 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Ven(TL) 0.59 2-5 190 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.14 HOrz(fL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 42 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD SOT CHORD 20 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 5=343IMechanical, 2=425/0.8.0 Max Horz2=162(LC 8) Max Uplrft5=-134(LC 12), 2=-159(LC 8) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-438/198 SOT CHORD 2-5=-305/384 WEBS 3-5=-410/359 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- (7) 1) Wind: ASCE 7-10: Vult=139mph (3-second gust) Vasd=108mph. TCDl--4.2psf; BCDL=6.Opsf; h=2511; Cat. it: Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exterior(2) 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.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 girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 134 lb uplift at joint 5 and 159 lb uplift at joint 2. 6) 'Semi-dgid 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 . Verity dedpn parenWwa and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MA-7473 rev. IMMIS BEFORE USE Design vaild for use only Win MI lek® connnclors. 1Ms design Is txzed orgy upon rY.aamelers shown. and Is for an Individual txddkng component, not a ku ss systern. Bofote use, the budding designer tntlst verity the c1plxlcablity of design paarnelers and property encotpototu Ih6 design Into the overcll building design. Bracing indicated Is to povent buckling of Individual inns web and/a chord members only. Additional lemporary and pennanenl Wockng MiTek' is always leo"tod for stalxlity and to proven collapse with possItAo personal "and peperly damage. Fa general guidance togading the 6904 Parke East Blvdfabrication. slotoge. delivery. erection and tlracing or trusses and truss systems. see"SI/IPI I Quality Criteria, 05849 and SCSI Building Compomnt Safety Inonnallan avallatxe from buss Plato institute. 218 N. Lee Street. Sulto 312. Mexandrla. VA 22314. Tampa. FL 33610 Job russ Truss Type ty Tt07a0509 T80094 R04 ROOF SPECIAL 1 t Job Reference tanel tsudows 1-Irelbource. Ian". t'IOM LAY, FWr100 ;J=.bo ryn - cv.v m.. ew ..r,... ... ...yam . 10:8ls7p2vicca4j89DL55wOPz_POS-fMYV 117n5xeXAgiN Woq 1 fOYSUOaiVKjYyTJcpozU PnW 1-0-0 7.0-0 11-0-0 15-0-0 22-0-0 7-0.0 4-0-0 4.0-0 7-0-0 4x6 = 3x4 = azd 3xB = 34 = Scale . 1:40.4 LOADING (psi) SPACING- 2-0.0 CSL DEFL. in Qoc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Verl(LL) -0.24 10-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Ven(TL) -0.66 10-11 >390 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.73 Horz(TL) 0.56 8 n/a rVa BCDL 10.0 Code FBC2014/fP12007 Matrix) Weight: 112lb FT =20°b LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2.9-10 oc pudins. BOT CHORD 2x4 SP No.2 Except' BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. 12-13,9-10: 20 SP No.3, 3-7: 20 SP No.1 WEBS 20 SP No.3 REACTIONS. (Ib/size) 8=887/0-8.0, 2=964/0.8.0 Max Horz 2=120(LC 16) Max Uplifl8=-88(LC 13), 2-129(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1492/325, 3-4=-4020/536, 4-14=-1933/193, 5-14- 1822/247, 5.15=-1822/247, 6-15-1933/193, 6-7-4036/547, 7-8=-1492/333 BOT CHORD 2-13= 208/1243, 12-13=-220/1494, 3.12=-328/3513, 11-12=-325/3563, 10.11=-334/3577, 7-10-336/3525, 9.10=-233/1512, 8-9-218/1257 WEBS 3-13=-1857/328, 5.11-171/1251, 7-9-1876/341, 4-11-1932/382, 4.12=-142/1299, 6.11=-1946/392, 6-10=-151/1313 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=4.2psi; BCDL=6.Opst; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exterior(2) 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) 200.01b AC unit load placed on the top chord, 11-0-0 from left end, supported at two points, 2-0-0 apart. 4) This truss has been designed fora 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 it between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 88 lb uplift at joint 8 and 129 lb uplift at joint 2. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 8) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any panicular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - Verily design panunoters and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE M1F7173 rev. MWO016 BEFORE USE Design valid for use only with MllekO eonneclors. Ms clesign is based only ulion p3tvnoloes shown, and Is lot an IndMckxl IxAtlktq componentt, not a tnas syslam. Below tao. Inc-, Ixlldng designar must verity the appllcabllly of design txxanoters and ptofxxty htcorporote Ihb design Into the oven.. design. Bidding Incticaled Is to bucldhg Indivklucl truss web aril/a chord members only. Additional lemlwrary axt potmononl txocira MiTek' Ixdding povenl of Is always re%&ed for slablilly and to prevent collapse with possIlAe personal WAy and pofxxty damage. Foe general guidance regarding tho 6904 Parke East Blvdfalxk:alkom stotoge. delivery. erection c/rKI 1 x<tektg of trusses and truss syslorns. seeANSI/TPI I Quality Criteria, OSS-89 and SCSI Bulld4y Component Tarepa. FL 33610SafetyInformationavailableOomtramPlateInslltute. 218 N 1 cw Sneer. Sulto 312. Alexandria. VA 22314. Truss Truss Type ty My no7eos,o ob 80094 ROS Common t t Job Reference(optional) auriden F,rstbourca, 1 arrpa. rram .;ay, Fanao jsaoe v„. awl w ,.,,,.,,.,.•. •. , •u. - __.. ._ . I D:8ts7p2vicca4i89DL55wDPz_POS-7Y5tE?7PsEmOrt_Ia4VLGBc4a3ow5E W 872ALEIUPnV 14-0 7.8.9 t l-0-0 14.3 7 22-0-0 23.0-0 1-0-0 7 &9 3.3.7 3 3.7 7-0-9 140 4x6 = Smote . 1:40.7 1d 4x6 = 6x8 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 V@n(LL) 0.22 2-8 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Ven(rL) 0.60 2-8 429 180 SCLL 0.0 ' Rep Stress Incr YES WB 0.29 Horz(rL) 0.04 6 n/a rVa BCDL 10.0 Code FBC2014/rP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 20 SP No.3 REACTIONS. (Ib/size) 2=861/0.8.0, 6=861/0-8-0 Max Horz2=115(LC 16) Max Uplift2— 228(LC 12), 6=-228(LC 13) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1202/483, 3-4= 945/430, 4-5=-945/430, 5-6=-1202/483 BOT CHORD 2-8=-296/981, 6.8=-299/981 WEBS 4-8=-340(749, 5-8=-324/299, 3.8= 324/299 PLATES GRIP MT20 244/190 Weight: 97 lb FT = 20%, BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0.3 OC puffins. BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10: Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B: Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exterior(2) 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 20.0psl on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 228 lb uplift at joint 2 and 228 lb uplift at joint 6. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) *This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING- V*dfy dosrpn Parameter* 4nd READ NOTES ON 1`10 AND INCLUDED WEEK REFERANCE PAGE MI14473, rev. I&W,2016 BEFORE USE Design vdkl for use oily with Mltek®cornx Ctors. Rls de*p is txaed oily Wm patcxnoters axmn and is for an hdhAUal txddk g component. not o ine3 system. 9eloro use. the txdkfinp d0$lglx;r must vodty Iho cq,pllcat)lllvof desWn ixuanetom and txopedy hcofpotote Ric design Inlo the ovorall txadhg design. Brcwhg Indicated Is to provonl Ixtcldhg of IndlNdtO Truss web and/or chard members oily. Addllbrxl lompotary and poffrKMnl bracing WOW is always rec6dred ton stability and to pevont edlcpso with possble person lend ptopeny damage. For general gtddance regarding the fobticolkri storage. delivery. eroc lion and tracing of tames anal trim systems. sooANS"I I Quality CAtodo, OS6-119 and SCSI Building Component 6904 Parke East Blvd Safety lydormation avdlaMe corn truss Plate institute. 218 N. too Street. Suite 312, Atoxctrsdnla. VA 22314. Tan". FL 33610 Job Truss Truss Type ry ty Tf07&051t T80004 R06 GABLE 1 1 Job Reference (optional) BMWs 1.11615oufce. pampa, ram Gay, hgrraa umbb V• .• •...••.. ^v • . Y, I D:els 7p2vjcca4jB9DL55wD Pz_POS-7Y5tE?7Ps EmOn_I a4 V LGBc4lgowrEs7r872ALEzU PnV 7.8-9 t t •0-0 t 43.7 22.0-0 , 23-0-0, f •0 0' 7-8-9 3-3 7 3.3-7 7-8-9 1-04 Scale . V40 7 4x6 = 5xe = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Ven(LL) 0.11 19-20 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Ven(rL) -0.32 19-20 >801 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.40 Horz(TL) 0.08 12 We We BCDL 10.0 Code FBC2014/TPI2OO7 Matrix) Weight: 132 lb FT = 20°b LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.8-7 oc puffins. SOT CHORD 2x4 SP No.2 BOT CHORD Rigid telling directly applied or 10.0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 20 SP No.3 WEDGE Left: 20 SP No.3, Right: 20 SP No.3 REACTIONS. (Ib/slze) 2=1411/0-8-0.12=1411/0-8.0 Max Horz2=115(LC 12) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2079/0, 3-4=-1912/0, 4.5=-1883/0, 5-6=-1680/0, 6-7= 149310. 7.8— 1493/0, 8-9=-1680/0, 9-10=-1883/0, 1G•11=-1912/0, 11-12— 2079/0 BOT CHORD 2.20=0/1673, 19-20=0/1673, 18-19=0/1673, 17-18=0/1673, 16.17=0/1673, 15-16=0/1673, 14-15=0/1673, 12-14=0/1673 WEBS 8-17=-698/0, 7-17a0/1043, 6-17=-699/0, 5-18=0/299, 9.16=0/299 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=25ft; Cat. It: Exp B: Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1. 4) All plates are 20 MT20 unless otherwise Indicated. 5) Gable studs spaced at 2.0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 8) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) *This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-27=-54, 7.27_ 104(F=-50), 7-28=-104(F=-50), 13-28=-54, 2-12=-20 Q WARNwo • verrry assign pam.iete r and READ NOTES ON THIS AND INCLUDED N/rEK REFERANCE PARE M&7473 Mv. 10N3R0/S BEFORE USE Design Valli fa use only Win MnekS conneclors. M deslgt istossed only up»n paanolom shaven, aril Isla an individual txAdtng component. not a i nw system. beforo arse. Iho txAding deslgfes must verify the al4Alcabllly of design p aiameters and proptriy hcoposato Mb design Into tho overall mildhg design. Bracing indicated Is to provonl track ling of IndMdual truss wet) and/or chard members only. Additional temporary and permanent txodng MiTek' Is always reC}lred for stability and to povenl Collaim wllh pws&le personal k*ffy and popwny damage. For general grldanco regarding two 6904 Pinks East Blvd.fcixlcatlon, storage, dellvory, otectlon ar d hxaci ng of IRMO$ and truce systems seeAN51/1PI I Ctrallry CAteria, Os&a9 and &CSI Building Component Tampa. FL 33610 SafetyIMarna&an available (loin truss Rate Institute. 218 N. Lee Street. Srllo 312. Nexandrla. VA 22314. Job Truss Truss Type Qty Ply T1o7eost2 T80094 R07 Monoprich t t Job Reference(optional) Builders FkstSource, Tarrpa. Plant Cdy, Florida 33566 7,640 s Apr 19 2016 MtTak Indusittes, Inc. Mon Apr 03 14.31.59 —17 Pago 1 ID:81s7p2vieca4iB9DL55wDPz POS-bliFSK8IdYuFPStmeDsV4)dncCPWzParPnolugzUPnU 7.10-a 7-10-8 n N 30 11 20 11 Scale . 1:1 8.7 1.0.8 a 1 :8 a LOADING (psf) SPACING- 2.0-0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.05 3-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.32 Vert(TL) -0.13 3.4 >629 180 SCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 28 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 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. (lb/size) 3=213/Mechanlcal, 4=359/0-3.0 Max Horz 4=114(LC 12) Max Uplift3=-85(LC 12), 4=-124(LC 8) 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=251t: Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOI.=1.60 plate grip D0L=1.60 2) This truss has been designed fora 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 85 lb uplift at joint 3 and 124 lb uplift at joint 4. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING- Verify datlgn pararrlotens and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE A1117173 rev. MM2016 BEFORE USE t)eslgl valkl for use only vAm Mllek® connectors. tits design Is based only ur»n Ixaanelers shown. and is lot an YK9vkkial buildtrlg compor ent. non a tom system. Bogota tno. the Ix1kArlg desioner mast verify the clppllectbBly, of design Ixtrarneters and rxorxlny I neonrwrato 11115 design 11110 rho overall trndmg design. Bracing Indicated Is to prevent txeckli ng of indl lual taus web and/or chord members only. Addlllorlal lompotary aid permanent txc)ctrV M iTek' S always fectulled tot sla Ally aril to prevent cdtgtse with possmkr personal tryuy and poperly damage. Foe general guidance regarding Bar tabricalkrx stofclge. delivery. etoc Don anti bracing of Intsses and Inns systems. weANSUTPI I Quality CdlwM. DS6-69 and 6CSI aulding Component 6904 Parka East Blvd. Surety Information avdlable from truss plate Insfiltdo. 216 N. Lea Street. Sudle 312. Aloxandda. VA 22314. Tampa, FL 33610 rues Truss Type T10790513 T80094 ROB Morropach 1 1 Job Reference (optional) Builders FastSource, Tornpa. Plant Coy, Florida 33668 7 640 s Apr 19 2016 Wilk Industries. Inc. Mon Apr 03 14:31:62 2017 Page 1 ID:BIs7p2vjcca4j89DL55wDPz__POS-bifFSK81 dYuFPSimeDsVkpdnMCPVzParPnojugzUPnU 1 0 0 7-10-8 1 0 0 7-10-8 Scale. 1.18.7 3x4 11 20 11 1.0•S 0.148 6-8-8 LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Verl(LL) -0.05 4.5 >999 240 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 BC 0.32 Ven(rL) -0.12 4-5 >645 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(rL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014frPI2007 Matrix-M) Weight: 29lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc punins, 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) 4=208/Mechanical, 5=418/0-3-0 Max Harz5=133(LC 8) Max Uplifl4=-83(LC 12), 5=-178(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10: Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exlerior(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurcent 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 83 lb uplift at joint 4 and 178 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.' Q WARNWO - Vedy dedgn parametom and READ NOTES ON THIS AND INCLUDED M/rEK REFERANCE PAGE M94473 rev. 10003MIS BEFORE USE. Deskjn volt d lot use orgy YAM MIk7k9connoclols. INS deslgrl Is Ixised Orgy Upon pUamelors shown, aril Is lot art fndMdlKl Ix1ldhg cornponotil, not a Inns system. Before use, the txllc9rlg cleslgnet must verify the aplxbal111ty, of ckislgrl parameters and property hcorpotate fM deslgn Into Iho overall building design. 1lrachg Indicated Is to povent Ixrckling of IndivkltKil truss web and/ot chord members only. Addillorr l temporary and pelmarlent lxaclllg M iTe k' Is always regclted lot stablllly aril fo pevenl co0apse wllh Ix ssB)Io personal Imlay and Ixor)erty damage for genoralgrldarlco regardhg the lafxk; atION storage, deMory. etocllon and txacirig or Irussos and truss systems, seeANSI/tPl I Quality Criteria, OSS-69 and SCSI SuOdlrty Component 6904 Parke East Blvd. Safety Information aval c"e from truss Plate 1rx1IMe. 218 N. toe Streot. Sure 312. Alexandria. VA 22314. Tortpa. l- 33610 Job Truss Truss Type ty T1079OSi4 T80094 R09 Kad Hip 1 t Job Reference lions tswlaars i-usn. ourca. 1 anpa, roam Lxy. monas jJ as • ^r• ..._. .-'-... ' -- ' ' — -- --'' ' 10:BIs7p2vicca4iB9DL55wDPz_POS-3xOdfg9fOsO5llSyBwNkGIAziblTisq eRXG07zUPnT 1.0.0 7-0.0 _ 7.10.8 1-" 700 0.10.8 Scale. 1:17.8 3x4 II 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 0.44 BC 0.27 W8 0.00 Matrix-M) OEFL. In Ven(LL) -0.02 Ven(TL) -0.06 Horz(rL) 0.00 loc) Udell Ud 7-8 >999 240 7.8 >999 180 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 30lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 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. (lb/slze) 6=503/Mechanical, 8=428/0.3.0 Max Horz8=161(LC 12) Max Uplift6=-170(LC 12), 8=-188(LC 8) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 5-6=-438/186 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vull=139mph (&second gust) Vasd=108mph: TCDL=4.2psf; BCDL=6.Opsf: h=25I1; Cal. II: Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 7.8-12 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 170 lb uplift at joint 6 and 188 lb uplift at joint 8. 8)'Seml-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to suppon concentrated load(s) 387lb down and 172 lb up at 7.3.0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 10) *This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 4-5=-54, 6.9=-20 Concentrated Loads (lb) Ven: 12=-305 Q wARNWO. Vodry dedpn paramet" and READ NOTES ON nM AND INCLUDED AMEX REPERANCE PAGE NO-7473 rev. I0AXY1016 BEFORE USE Design valld lot use only vAth Ivlllok®conneClors. INs design Is txaecl only upon parameters snowri. and Is lot on Individualbang componenl. not a liuss system. Bolore too. tho building dosionur Must verify the applk:a13111ty of design Ixxametea and ixopedy hncorparate this design Into the overall building design. Bracing Indicatod Is to prevent Ixrcahng of Individual In,ss web and/or chord members orgy. Additional lempaary, and tx-mnanent bracing M iTek' It always iecphed lot stalt0lly, and to prevent collapse Win {osstHe personal InRay and property damage. for gonoral guidance, regarding the lcaxiealksn storage. delfvefy. erection cord bracing or trusses and truss systems seeAN$VFPI I Quality Criteria, OSS-89 and BCSI Wilding Component 6904 Pafke East Blvd. Safely Inlonnatlon ovakdxo from fit= Rate Institute. 218 N. too Sheet, Suite 312. Alecandda. VA 22314. Taupe. FL 33610 Job Truss Truss Type oty Ply T10790515 T80094 R10 Hip Girder 1 2 Job Reference(optional) Builders FestSource. Tarrrpa, Plant City. Florida 33566 r 640 s npr i r 20 io m, roe M-iiiva. it C. - w, w .. a-. M. guy. , ID:91s7p2vjcea4JB9OL55wDPz_POS-X7nOsOA1998yeR 19lduzpEiOg?zpR9j8t4HgyzzUPnS t-0 74-0 13•S•2 20-0-0 26b-t4 33.0-0 400-0 1 700 6-5-2 6 6 t 4 643 14 6•52 7-000-0 Sx6 = 6. 00 F 2 2xa II 30 = 3x6 = 3x4 = Sx6 = aScale - 1:70.7 3x6 = 17 t6 15 14 13 12 11 3x6 = 2x4 II 4x6 = 3x8 = 3x8 = 3x8 = 4x6 = 2x4 II LOADING( psf) SPACING- 2-0.0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Ven(LL) 0.49 14 >972 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Ven(TL) -0.92 14.15 >517 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.66 Horz(rL) 0.24 9 Na We BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 383lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied. 3. 6,6-8: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 7-6-8 oc bracing. BOT CHORD 2x4 SP No.2 *Except* 12- 16: 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 2=31SWO.6-0, 9=3180/0-6.0 Max Horz2-77(LC 9) Max Upllf12=-1132(LC 5). 9=-1132(LC 4) Max Grav2=3269(LC 18), 9=3269(LC 17) FORCES. ( lb) - Max. ConlpJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6681/2365, 3.4=-8869/3336, 4-5=-9839/3700, 5-6=-9839/3700, 6-7=-9839/3700, 7- 8-8869/3336, 8.9- 6681 /2365 BOT CHORD 2-17=-2072/5939, 16-17-2068/5902, 15-16-2068/5902, 14-15=-3276/8966, 13. 14-324018931. 12-13=-2022/5844, 11-12-2022/5844, 9-11-2026/5881 WEBS 3-17-114/908, 3-1 5=-1 439/3557. 4-1 5=-1 413/876, 4.14=-454/1143, 5.14-787/585, 7- 14=-455/1143, 7-13=14131876,8-13=-1439/3557, 8-11 =-1 14/908 NOTES- ( 11) 1) 2-ply truss to be connected together with 10d (0.131 axX) nails as follows: Top chords connected as follows: 20 - 1 row at 0-9.0 oc. Bottom chords connected as follows: 2x4 - I row at 0-9.0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) lace In the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCOL=4.2pst; BCOL=6.Opsf; h=25ft; Cat. If: 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 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) - This truss has been designed for a live load of 20.0psf 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1132 lb uplift at joint 2 and 1132 lb uplift at Joint 9. 9) ' Semi -rigid pltchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 676 lb down and 223 lb up at 33- 0-0, 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. 11)' This manufactured product is designed as an Individual building component. The suitability and use of this component for any Condi> lf9Wll?fli2g is the responsibility of the building designer per ANSI TPI 1 as reterencea by lne building code. WARNING- Verily design peremstars and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE N17.7473 rev. 1111NY2015 BEFORE USE Design valld for use orry vrith Mlfek8 conneclors. n* de*p Is based of11y upon parameters shown. and Is for a i htlMckal bolding canponont. not a truss system. Botae trso, to bxlldrtg donlignor must vedty the c"Aica101ty of <ksslgn parcunofem and ttropody incerporoto ttUs doslgn Into the overall bxBdng design. Brochg VWlcaled Is to prevent buckling of UWNkA¢f tnas web and/or chord members only. Additional lernporary and pennanenl bactrtg M iTek' Is always tecttlred for slabtlley and to Jevent collarAe Win possible personal tiM+Y and property damage. For goneral gr/datee togarding the 1al0ck: alkrL slerago, delivery, erection and bracing of tr rsses and lnm systems. seeANSI/IPI t Quality Criteria, DSB-89 and SCSI SuShcng Component 6904 Parke East Blvd. Safety Informatlon avc0ab le from truss Plate frtstflute, 218 N. lee Slreot. Sulto 312. Alexanef la. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty ply T10790S15 T80094 Rio Hip Girder 1 Z Job Reference(optional) Buadws F1rs15ourae. tempo. Flom Lay, 1-101100 ss000 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Van: 1.3— 54, 3-8=- 1 20(F=-66), 8-10=-54, 2-17=-20, 11-17— 44(F=-24), 9.11=-20 Concentrated Loads (lb) Vert: 17-475(F) 11-475(F) 10:BIs7p2vjcca4j89DL55wDPz__POS-X7nOs0A1998yeR 191duzpEiOg?zpR9j8t4HgyZzUPnS WARNING - Vm11y daalgn parameters and READ NOTES ON THIS AND INCLUDED AUTEK REFERANCE PAGE 4167479 rev. 10003WIS BEFORE USE Design valid lot use only vAth Ivtilek(M Conr*Clals. Ms design Is based only upon txvarnelerssrlown. and Is lot an Individual tAAdg component, not a suss syslam. Before use, the Ixatdng deslgnet must verily the ap)UcalAIN of design patamelers and properly Incorpaato this design Into the ovorall Ixddng design. Bracing Indicated Is to pevont buckling of Individual Miss web and/or chard marnows, only. Adc9IWO lemdwtaryand Im"TK ant txacug M iTek' 6 always re%dred la stablilty and to rxevenl collapse with possible persorat Injury and papally damage. pa general Guidance regarding 61e lalxIcallorx sloarge. doltvery. erection and b cr-ft of trusses and tnas sysleins. sooAllSI/TPI I Quality Criteria, OSS-69 and SCSI 6ulldlng Component 6904 Parke East Blvd. Safety Information available from truss Rate Instltulo. 218 N. Leo Street. Sulle 312. Alexandria. VA 22314 Tampa. FL 33610 Job I ruse Truss Type oty ply T107905,6 T80094 Rt1 Hip 1 1 lJobReference(optional) Budder Fira,Source. Tampa. Plard Cdy. Fbuda =66 r.o+v a npr , s <v.o •.u• e.., ;—i •ea. ; ti. v, vi . v . zia 10:8ls7p2vicca4iB9DL55wDPz_POS•OJL04MAwwTGpGbe WLPCMSFDxPHrtAgEHSkONU7zUPnR 1-0 66.6 9•r?4 15.119 24 0 7 31 O 0 33.5.10 40-0-0 1 1 6-6.6 2.5-t0 6-11.9 8-0.14 6.1,•9 2-St0 6.6.6 Sx6 = Boor 30 = 5 3x4 = 3x6 = Sx6 = a Scale. 1:70.7 3x6 = t6 15 14 13 12 3x6 = 34 = 4x6 = 3x4 = 44 = 3x8 = LOADING (psf) SPACING- 2.0-0 CSI. DEFL. In loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Ven(LL) -0.28 12-14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Ven(TL) -0.82 12.14 >577 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.39 HOrz(rL) 0.19 10 We rVa BCDL 10.0 Code F13C2014/rP12007 Matrix) Weight: 191 lb FT = 20?b LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2.2-0 oc puffins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2.2.0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5.16. 7-12 REACTIONS. (Ib/size) 2=1529/0-6-0, 10=1529/0-6-0 Max Horz 2=-96(LC 13) Max Uplift2— 318(LC 9), 10=-318(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2735/976, 3-4=-2537/939, 4-5=-2259/863, 5-6=-3164/1141, 6-7-3164/1141, 7-8=-2259/863, 8-9= 2537/939, 9-10-2735/976 BOT CHORD 2-16=-745/2356. 15-16=-96013068, 14-15=-960/3068, 13-14=-961/3068, 12-13=-961/3068, 10-12=-752/2356 WEBS 4-16— 284/916. 5.16-1044/429, 5-14=0/295, 7-14=01295, 7-12=-1044/429, 8-12=-284/916 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vull=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=251t; Cat. 11; Exp B; End., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exterior(2) 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 for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the Bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 318 lb uplift at Joint 2 and 318 lb uplift at joint 10. 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- Vedly dedpn peremarere and READ NOTES ON TIIIS AND INCLUDED Mr/EX REFERANCE PAGE Am-7472 rev. IM30WIS BEFORE USE Design W W for use orgy wllh MI lek® connectors. 9Ys deslg, 6 based orgy upon lxaameters shown, Ora h for a, hdtAdwd building component not o Inns system. Before use. the txBdrlg deslgnet must vedty the applicabilty of design paamelais cnd piopetly Incorpomto hk design Into Me ovetall txBdhg design. 9achg k,dicalod is to prevent txrckting of l dWLK t loss web ore/e chord members orgy. Add lWxA tempearyIra pomwmnt txocUV M!Tek' S dwoys i"Atod fe slabSily and to prevent collapse Win poa811e personal hf ry and ptopeny damage. lot gerotal gtldalce regadhg rho laaxicallonn, slotdgo. delivery, erocllon as bracing of lames and lam systems sm-ANSVIPI I Quality Criteria, OSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Infarrhatlon ovdWble from trim Plate Institute. 218 N. Lee Street. Sidle 312, Alexnmddo. VA 22314. Tanga. FL 33610 Job I cuss Truss Type ty T10790517 T80094 R12 Hip t t Job Reference (optional) 4 22 03 2011 o... I Bulldere FirstSouree. Tampa, Plant Gay, Florida 33566 . v+v a ^P. . a.v,v .....a ,.,....a,.,o.. ..... .•..... ..,,. .,._.__ __.. . __ . ID:ets7p2vlcca4iS9DL55wDPz_POS-UWvmHiBYhnOgulBxt2xRufoPSpdVv8URKOmx 1 RzUPnO 1-0 7.8-4 1100 17.2.7 22-9.9 2900 323.12 4000 1-0 0 7.8-4 3.3.12 6-2.7 5-7.3 6-2-7 3.3-12 7.6.4 -0 SKIS = 3x6 = 3x4 = 30 = Sx6 = 4 5 6 7 e 3x6 = 16 axe = 4x6 = 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 YES Code FBC2014/TPI2007 CSI. TC 0.76 BC 0.89 WB 0.33 Matrix) LUMBER - TOP CHORD 2x4 SP No.I 'Except' 4.6,6.8: 2x4 SP No.2 BOT CHORD 2x4 SP No.1 'Except' 13-15: 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1529/0.6-0, 10=1529/0-6-0 Max Horz 2=115(LC 12) Max Uplift2=-300(LC 12), 10=-300(LC 13) 30 = 12 4x6 = 3xe = DEFL. in (loc) Vdell L/d Ven(LL) -0.31 2-16 >999 240 Ven(fL) -0.87 2-16 >545 ISO Horz(fL) 0.17 10 Na We Scale . 1:70.7 PLATES GRIP MT20 244/190 Weight: 198lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2.2-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 6.9.1 oc bracing. WEBS 1 Row at midpt 5-16. 7-12 FORCES. (Ib) - Max Comp,/Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2654/987, 3-4=-2408/923, 4-5=-2117/852, 5-6=-2596/1018, 6.7=-2596/1018, 7-8=-2117/852, 8-9= 2408/923, 9-10— 2654/987 BOT CHORD 2-16=-741/2299, 15-16=-752/2560, 15-17— 752/2560, 17-18-752/2560, 14-18=-752/2560, 14.19=-753/2560,19-20=-753/2560,13-20=-753/2560,12-13=-753/2560, 10-12=-748/2299 WEBS 3-16=-302/284, 4-16=-273/857, 5-16=-689/296, 7.12=-689/296, 8-12=-273/857, 9-12=-302d284 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vull=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf: h=251t; Cat. If: Exp B; Encl.. GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exlerfor(2) 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 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members, with BCDL = IO.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 300lb uplift at Joint 2 and 300 lb uplift at joint 10. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNINO • Verily dedgn pan mefers and READ NOTES ON TNIB AND INCLUDED NREK REFERANCE PAGE AIa-7473 rov. IG621015 BEFORE USE. Design atid tot use only vAlh AAlek®conn eclors. Ms design Is txlsed only upon lAYameters Yovm, and Is ter do kXHAdlu li Ixldltg corrlenent. not a lntss System. Poforo use, the txldng desionet must verity the ap Alcabllty of doslgt potamefers and txoperly Incorporote this design Into the overall only. Additional lern"ary and permanent bt Ing Welk' lxlding design aacllg Indicated Is to rxovenl Nodding of Indlvlduxl truss web and/or chord members is always regaled for stability and to pevenl CollgYso wtlh poalxe personal Iryuey and ixopody dranago. For general gukdaneo regarding me toixicalkxt storage. dfollva-M erection dtnd txactng of Intsses and tnrss systerns, seeANSI/IPI I Cuatity Criteria, OSS-89 rand SCSI ilullding Component 6904 Parke East Blvd. Safety Information dsvdJk990 from truss Nate Institute. 218 N. Lee Street. Suite 312. Alexandria VA 22314. Tampa. FL 33610 Job Truss Truss Type Qty Fly T107B0518 T80091 A13 Hip 1 1 Job Reference Lionel Suddets FnetSoutce. Tanya. Plam City. Florida 33566 7.640 a Apr i 9 2016 MI rex inausiriee, im. n.on Apr 03 14:32:0' cv, , ID:BIs7p2vjcca4iS9OL55wDPz_POS•UWvmHIBYhnOgulBXt2xRufoOzpd8v8zRKOmx1 zUPnO 1-0 7.0.5 132: 20-0-0 27-0-0 32.11.11 4o-0-0 1 1 7 0 5 5-1 t-t t 7-0-0 7.0-0 S 11-t 1 7-0.5 1 5x6 = 20 II 5x6 = Scale . 1:70.7 3x6 = .. - - 12 _ _ 3x6 = 3x4 = Ix6 = 3x8 = 4x6 = 3x4 = ly 0 LOADING (psi) SPACING- 2-0.0 CSI. OEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Ven(LL) -0.36 10.12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Ven(TL) -0.80 10-12 >594 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.36 HOrz(TL) 0.15 8 rVa n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 198 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-15 oC pudins. SOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 6.11.10 oc bracing. WEBS 20 SP No.3 REACTIONS. (lb/size) 2=1529/0.6.0, 8=1529/0-6.0 Max HOrz2=134(LC 12) Max Uplift2=-324(LC 12), 8-324(LC 13) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-2734/1011, 3.4= 2531/997, 4-5- 2265/944, 5.6-2265/944, 6.7-2531/997, 7-8=-2734/1011 BOT CHORD 2.14=-77512357, 14-15=-52311924. 13-15-523/1924, 13-16-523/1924, 12-16=-523/1924, 12-17=-525/1924,11- 17=-525/1924,11-18-525/1924,10-18=-525/1924, 8-10-782/2357 WEBS 3-14-304/312, 4.12=-170/595, 5-12=-430/289, 6-12=-170/595, 7-10=-304/312, 4-14=-168/575, 6. 10=-168/575 NOTES- (6) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.OpSf; h=25ft: Cat. II; Exp B; Encl.. GCpi=0.18; MW FRS (envelope) gable end zone and C-C Extedor(2) 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 for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 324 lb uplift at joint 2 and 324 lb uplift at joint S. 7)'Sem1-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 . Verity dougn penwwo a and READ NOTES ON TNL9 AND INCLUDED WTEK REFERANCE PAGE M8.7473 rov. 180202016 BEFORE USE Design valkl for use only vAm MflekO connectors. this design Is Mired orgy upon p:aameters sown. and Is lot an Individual txuldrtV cornponenl, rnol o truss system. Wow use. the b uk2ng designer must verify the opaaa rAlcalltlty of closlpn pnelers and {xopody IncpetalethisdesignIntotooverdlbuddingdesign. Bracing Indicated Is to Prevent buuciding of tndivtdual Uses web axUot cord members only. Addtlonal lommafy and permanont Ixodng M iTek' Is always reed let stdlBlty and to prevent collapse vAlh possBxe personol YnFury and ixorrnty damage. For genesud guidance togadng the ldxlcalkrn. stomoo. delivery, erection and lxctcfrtg of trusses and Was systems. se(ANSI/IPI I Quality Cdlefb. OSS-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avdlotAe from Piss Hate institute. 218 N. Lee Slrecsl, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type oty ply Tt0790519 780094 A14 Hip 1 1 Job Referents(optional) Bwldats FustSource. Tampa. Plant City. Florida 33566 7 640 s Apr 10 2016 MTak Industries. Inc. Mon Apr 03 14:32:04 2011 Poga t ID:81s7p2vjcca4lB9DL55wDPz_POS-yiTSV2CAS4 W XVvmjOmSgRtKcpDxGeaDaZ2VU2uzUPnP t-0 7.0 5 f 5 0-0 20-04 25-0-0 32.11.11 40.0-0 1 7-05 7-11-11 5-0-0 5-0-0 7•f 1.11 7 0 S -0 Sx6 = 2x4 II Sx6 = 6.00 F2 Scale. 1:72.0 3x6 = r. w 12 _ 3x6 = 30 = 06 = 3x8 = 4x6 = 3x4 = LOADING (psf) 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) -0.39 10-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Ven(rL) -0.80 10-12 >590 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.42 HOrz(rL) 0.14 8 rVa We BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 204 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 2-9-12 oc purlins. 3-4,6-7: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2.2-0 oc bracing. SOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1529/0-6.0, 8=1529/0-6-0 Max Horz 2= 1 53(LC 16) Max Uplift2=-345(LC 12), 8— 345(LC 13) FORCES. (lb) - Max CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2739/1045, 3-4= 2569/1033, 4-5= 2022/861, 5-6=-2022/861, 6-7=-2569/1033, 7-8=-2739/1045 BOT CHORD 2-14=•812/2381, 13-14=-464/1820, 13.15=-464/1820, 12-15=-464/1820, 12-16=-465/1820, 11-16= 465/1820, 10.11— 465/1820. 8-10= 818/2381 WEBS 3-14=-370/373, 4-14=-243/671, 6-10=-243/671, 7-10=-370/373, 4-12=-99/480, 5-12=-277/193, 6-12=-99/480 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Opst; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Extedor(2) 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 psi bottom chord live load nonconcunent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 345 lb uplift at joint 2 and 345lb uplift at joint 8. 7)'Seml-rigid pitchbseaks 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 WARNWO • VMly dadpn parameren and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAQE AID7479 rev. fal"Ol5 BEFORE USE DesW valid for use only vAth fAllek®conneclors. Iflsdeslgrl is IxasecI on1y upon rxxanoters stlowrl. arldd I$ lot m Individual IxAcling component. not a Was system. Before use. the txAding doslgnet must verily the cWlcc3lAily or design parameters and Ixopetly Incotpotote If% deslpn Into the ove,'. building design. Bracing Indicated Is to Ixevent txscMlrlg of 1ndMduxd Inm web and/or chord rrlomt>ers only. A,ddinowd lernpotay o W peMUMnl txaclrlg MiTek' Is always recplrod for stability alct to prevent collcifm with possible personal Iniu y and Ixopetty, danage. Fot goneral guidance regarding 810 fcaxlcatlorx storage, delivery, erection cnd txacing of Irtmos and taus systems sovANSI/IPI I Quality Criteria, OSB-89 and SCSI BuBding Component 6904 Parke East Blvd Safety IMormaBan ovdAatxe from miss Plate institute. 218 N. Lee Street. SJto 312. Aloxarlddo, VA 22314. Ten". FL 33610 Job I fus8 Truss Type Tt0790520 780094 Rt5 Hip t t Job Reference(optional) Builders FastSource, Tofrpa. Plant City, Florida 33566 7.640 s rip. i. 20i6 m..w • .au.0 .a, M.C......... i ..+ •....+.•. • • yo I0:8167p2vicca4iB8DL55wDPz_POS-Gu 1 W iODoDOeO73Kw_Tzvz4tmHcJ3N0gkolF 15KzUPnO 1-0 7-0.5 13.9.5 17-0-0 20-" 23-0-0 26.2.11 32.11.11 40-" 1 7-0•S &9.0 32.11 3-0-0 3.0-0 3-2.11 6-9-0 7.0-6 600 12 Sx8 = 3x8 11 Sire Scale - 1:71.5 3x6 = . o .. — t6 -- - =0 — 30 = 06 = 3xe = 4x6 = 3x4 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Ven(LL) -0.44 14-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Ven(TL) -0.96 14.16 >492 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.46 HOrz(TL) 0.15 12 n/a r a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 209lb FT = 20°0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 Except' TOP CHORD Structural wood sheathing directly applied or 2-10.6 oc puffins. 6.8: 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 6-10.2 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 1 Row at midpi 5-16. 9.16 WEBS 20 SP No.3 REACTIONS. (lb/size) 2=1529/0.6-0, 12=1529/0.6-0 Max Horz 2=171(LC 12) Max Uplift2=-363(LC 12), 12-363(LC 13) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2746/1047, 3.4-2538/1021, 4.5-2431/1033, 5-6=-17341794, 6-7=-1562l745, 7-8=- 1562/745, 8-9=-1734094, 9.10=-2431/1033, 10-11=-2538/1021, 11-12=-2746/1047 BOT CHORD 2-18=-809/2371, 17-18=-525/1862, 17-19-525/1862, 16-19=-525/1862, 16-20=-527/1862, 15-20— 527/1862, 14-15=-527/1862, 12-14— 816/2371 WEBS 3- 16=-337/331, 5-18=-192/610, 5.16=-493/322, 9-16=-493/321, 9-14=-192/610, 11-14=- 337/331, 7-16=-342/971 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 Exterlor(2) 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, with BCDL = I O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 363 lb uplift at joint 2 and 363lb uplift at joint 12. 7) 'Semi - rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 8)'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNWO • Verily dedpn peranwers and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE 1110.7473 rov. 10111,2016 BEFORE USE OWM valid for use only with Mltek®connoctors this design is based only upon parolnoters shawl. and is rot on Individual txulcMg component. no, a trtm syswm. Beretta use. the Wilding deslgnet must verily the aprilcabllty of design Ixxarneters and property hcotporalo ttkt dosion Into Iho overall tx/dhtp design. flrctckV Indicated Is to prevent LxtcMlrtp of Individual buss web and/or chord members only. Additional temporary and permanent txocwv MiTek' h always recl lied for stalNllly and to Ixovenl cdlapso vAth posstAe personal Infuy and IxoPcxfy damage. For general guldiance fegardng mo ktlxk:atlon, storage, delivery, erection and txacing of trusses and truss systems soOMSVIPI I Quality Criteria. OSS-S9 and SCSI Building Component 6904 Parke Ease Blvd Safely Information avdlaltle Rom Truss Plate InsIlnite. 218 N Lee Street. Stllo 312. Alexandria. VA 22314. Tampa. FL 33610 Job I fuss Truss Type oty ply Tt079052t T80094 R16 Hip 1 t Job Reference(optionalit Builders FaslSource. Torrpa. Plant City. Florida 33566 7.640 . Ap,,. 20-m"an"wa....a." w• •-• ^ •w- ID:61s7p2vjcca4jB9DL55wDPz_POS-u5auwkDO imFIDv6YBU8WIOxbOfH609tOM_bdmzUPnN 1-0 7-0-5 13.9.5 t6I j 20.0-0 1.101 26.2.11 32-tt-tt 40-0-0 l 0• 7-0-5 6.9-0 4.3.15 t-10.12 1.10.12 4.3.15 &9.0 7-05 -0 6.00 3x6 U6 11 3x6 = 12 0 rA Scale. 1:71.5 3x6 = 16- 3%4 = 4%6 = 3X = 4x6 = 3x4 = 93.11 18-1.4 20-0-0 1.1012 30-8.5 _ 40" 9.3.11 8-9A 1.1612 1.10.12 B-9.9 9-3.11 Plate Offsets KYll - 1[6.0-3-0 Edael I8.0-3-0Edoel LOAOING ( psi) SPACING- 2.0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) -0.43 16-18 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -0.94 16-18 >504 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.65 Horz(TL) 0.15 12 n/a We BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 204 lb FT = 20°b LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 2.10.0 oc puffins. 6- 8: 20 SP M 31 BOT CHORD Rigid ceiling directly applied or 6.9.12 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 1 Row at midpt 5.16, 9.16 WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 2=1529/0.6-0, 12=1529/0-6-0 Max Harz 2=183(LC 12) Max Uplift2=•374(LC 12), 12=-374(LC 13) FORCES. ( Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2743/1055.3.4- 2536/1030, 4-5=-2429/1041, 5-6-1727/801, 6-7-1518l760, 7- 8=-1518(760, 8-9=-1727/801, 9-10=-2429/1041. 10.11=-2536/1030, 11-12=-2743/1055 BOT CHORD 2-18-816/2367, 17.18=-538/1869, 17.19=-538/1869, 16-19=-538/1869, 16-20=-539/1869. 15- 20=-539/1869,14-15=-539/1869,12-14-822/2367 WEBS 3-18=-327/325, 5-18=-186/601, 5-16=-567/365, 9-16=-567/365, 9-14-186/601. 11- 14-327/325, 7.16=-407/1084 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. II; Exp B; Encl., GCpi=0.le; MW FRS (envelope) gable end zone and C-C Exterlor(2) 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 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 374 lb uplift at joint 2 and 374 lb uplift at joint 12. 7) ' Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8)' This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING • Verily dedpn paramdem and READ NOTES ON THIS AND INCLUDED MTEK REFERANCE PAGE MF7472 rev. IMM"I6 BEFORE USE DesW valid la use orgy vAm hiltek)9conmetws. Ms design Is based orgy upon fxnaneters shown. and Is lox an Indlvldual txAdhg component. not a teas sysern. Before use. Irvi lx/lding deslijim rntrst verily the apolcalxlty of daskin pactmelefs and poperly Wotporate 0% design into the overall Ixading deslgn. Ilrachg Indbated Is to provonl lxrcklhg of IndMdtral Irtns wob aid/or chord mee ntxan ortly Adcslbnal lemporaryaxxl potmanont txachg M iTek' is always required for statAlty and to pevenl cdlaine wllh poaONe persorwl k*ry and fxopertY damage. Rx general guidance regarding lint) ebrlcatkom storage. delivery. 000C11e11 and bracktg of laurAm MI truss systems sooANUMI I Cuall y Criteria. DS8.69 and SCSI building Component 6904 Parke East Blvd Safely information ovaOaMe from truss Rae hsillulo. 218 N. Lee Slreet. Sulto 312, Alecatdrla. VA 22314. Tampa. FL 33610 Job Truss Truss Type tY T1079OS22 T80094 R17 Jack•Clased Giidar 1 1 Job Reference (optional) Rudders Fact5ource, tarps. t•mm arty. rtortaa 37566 10:91s7p2vicca4jB90L55wDPz_POS-u5auwkDO_imFIOv6YBU8WlOv?OmJ6eJlOM bdrnzUPnN 7.0.0 7.0.0 4x6 11 3x6 = LOADING (psi) SPACING- 2.0.0 CSI. DEFL. In roc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Ven(LL) 0.11 1-3 709 240 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Ven(rL) 0.23 1-3 339 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.00 Horz(rL) 0.00 3 n/a We BCDL 10.0 Code FBC2014/rP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/slze) 1=756/0.6-0, 3=825/Mechanical Max Horz 1=149(LC 8) Max Uplift I =-205(LC 8), 3=-303(LC 8) Max Grav1=816(LC 15), 3=897(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale . 1:23.1 PLATES GRIP MT20 244/190 Weight: 33 lb Fr = 204b Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (8) 1) Wind: ASCE 7.10; VUIt=139mph (3-second gust) Vasd=108mph: TCDL=4.2psf; BCDL=6.Opst; h=251t; Cat. II; Exp B; End., GCpl=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber OOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 205 lb uplift at joint 1 and 303 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 (8). 8) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-54, 1-4=-20, 3.4=-197(F=-177) wARNWG - verity dedgn pararmters and READ NOTES ON Tm AND WCLUDED MIYEK REFERANCE PAGE M&7473 rev. 14WMIS BEFORE USE Design vdkd lot use only Win Milek® caneclors. it1Ls design is lased only upon Imometets shown. and Is for on Individual txtldting component, not a Iras system. Borate tau. the lxlld0ng designer mint verify the aq>fbabllly of dosign rrsamoters and pxopetly Incorpotato this design Into the overall building design. ®acing Irdbotod Is to prevent budding of Individual truss web and/or chord meintxm only. Additional lemtxxary and penrsanent Ixacfrng WOW Is always test ltod lot slalAtty and to rxovenl collapse vAlh p ossilAe personal Inytay and proporty damage. for general guidance regarding the laxbatbn, stotago, delivery; ofeetion dud Ixocing or Irussos and truss systerns. seeANSIRPI I Cuabty Crilerio. DS649 and SCSI building component 6904 Parks East Blvd. Safety information avallab le from truss Bale tnsllMe. 2I6 N. Leo Street. Suite 312. Alexarddo. VA 22314. Tarrpa. FL 33610 fuss Truss Type oty ply T10780523 T80064 R18 Common 1 1 Job Reference (optional) Burldera FaalSOutca. larr4a. plant Gay. frofraa 3:f0a6 . wv a may. .. ., .., ........ ........._.. ..._. ..._... r. __ ...._. _ ID:81s7p2vjcca4jBODL55wDPz_POS-MHSH74E21?u6MMUl6u?N3VyAs07mrOzOFOkBA zUPnM 1-0 0 5-10-0 11-6-0 1-0-0 5.10-0 5.10.0 Scale . 1:22.2 4x8 = g 30 = ca+ n 3x4 = 5.10-0 5.10-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in plot) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.04 4-5 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Ven(TL) 0.09 4.5 999 180 BCLL 0.0 Rep Stresslncr YES WB 0.10 Horz(TL) 0.01 4 n/a rlla BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 43lb FT = 204a LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No 2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4=416/Mechanical, 2=491/0.6-0 Max Horz2=74(LC 12) Max Uplift4=-101(LC 13), 2=-139(LC 12) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-595(261, 3-4=-591/259 BOT CHORD 2-5=-137/464, 4-5— 137/464 WEBS 3-5=0/268 BRACING - TOP CHORD Structural wood sheathing directly applied or 6.0-0 OC puffins. BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (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=6.0psf; h=2511; Cat. 11: Exp B; Encl., GCPI=0.18; MWFRS (envelope) gable end zone and C-C Exterlor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0ps1 on the bottom chord In all areas where a rectangle 3.6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 101 lb uplift at joint 4 and 139 lb uplift at joint 2. 7)'Semi-rigid pitchbteaks 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 . veffty dedpn Paramatore and READ NOTES ON THIS AND WCLUDEO N/7EK REFERANCE PAGE 4rD7473 rev. I60MIS BEFORE USE neslgrl vaW for use only with Mftek® connectors. this design is fXned orgy upon Wconelers shown. and Is lot an Individual txddklg component. rot a truss systom. Itoloro use, Ito lxOdrq designs must verity Ile appticc lty of design paamefors cud properly Incaporoto this doalgn Into the overall lxkaNfg design. Biacing indicated Is 10 pevenl bxrcldkV of IndWLK31 Iruss web ants/on chord members only. Addllorxd lernWary aril pormanenf txac ft M iTe k' is always rooked for slatAlly and to pxovent cdlogm wllh p oz&Ae persond it*" anal proporty, clarnago. For genial guklalce regading the fcdxWllofx stooge. cfellvety, oectkrf onrl txacing of Inraos aril Mrs systems sooANSI/1PI I Quality Criteria, OSS-89 and 6CSt 8unftq Component 61104 Parka East Blvd. Safety Information ovallc"a horn truss Plate Institute. 218 N. Lee Street. Sullo 312. Alexcndrk7. VA 22314. Tampa. FL 33610 Job cuss Truss Type ty Tt07e0524 TBDD04 Mee Common Ginter 1 1 Job Reference (optional) Buttdara Firasource. Tempe. Pram cny, t toraa msrxt ID:81s7p2vjcca41890L55wOPz_POS-MH6H74E21?u6MMU16u?N3VyBOtYJgr JXOF61,Y DzUPnM 1.0.0 6-10-0 11-8.0 12-8-0 1-0-0 5.10.0 510.0 1-0-0 Scale . 1:22.7 4x6 = Ia 3x4 = 2x4 11 zx4 m cxr 1. 30 = 5.10-0 5.10-0 LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.05 2.10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.62 Vert(TL) -0.11 6-8 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.13 HOrz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 50 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-13 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=648/0.6-0.6=648/0-6-0 Max Horz 2=-65(LC 13) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-810/0, 3.4=-715/0, 4-5=-715/0, 5-6=-810/0 BOT CHORD 2-10=0/639, 9.10=0/639, 8.9=0/639, 6.8=0/639 WEBS 4-9=0/342 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=4.2psf; BCDL=6.Opsf; h=2511; Cat. 11; Exp B: Encl., GCpi=0.18; MWFRS (envelope) gable end zone: cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable studs spaced at 2.0.0 oc. 5) This truss has been designed for a 10.0 pal bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) In the LOAD CASE(S) section, loads applied to the 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 (plf) Van: 1.2=-54, 2.4=-84(F=-30), 4-6=-84(F=-30), 6.7=-54, 2.6=-20 Q WARNWO - Vadry design parametert and RE40 NOTES ON TN1S AND WCLUDEO M MK REFERANCE PAGE Ma74173 rov. 180Y1015 BEFORE USE DwIgn vatkl lot trso only vA91 Mllok® connectors. this design is txssod only upon "cimelers Movm. and is for on Indlvkkld buldtrtd component, not a kua system. Beim tne. the IwOctrng de -signor mtrsl vodty fW otAAlcabllN or design paanwfers curd ptopedy Ineogxxalo this design Into the ovetdl ixtlldeng cosign. Bracing tndcated Is to prevent buCl01r10 or kxgvkkKd IRm web and/et chord members orgy. AddlkxKA temporary and pwimment bxaelnu WOW 6 oiwc" tecyJtod for staltlllly and to prevont edlarAe with possblle personal irr,xy OW properly clanage. for oe mcil guidance tegadIng he tatAcatlon, storogo. delivery, oroction aKl txctcing of fames cnct fam systems, soeANSI/1PI I Quality Cdtarla. OSS-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avcltable from truss Pluto InsllNlo. 218 N. Leo Sltoet. Suite 312. Aloxa Kftk1. VA 22314. Tampa. FL 33610 Job Truss Truss Type ty P y T10700525 T80064 R20 Hp Girder 1 2 Job Reference Lionel l Dwww tfultaers "81bource. lamp=, r wm1 Lily. rmima jJ o. .. DL55 D .-- OS-q ifLP.---.i. i"..-. .- cWc__ 10:61s7p2vjcca4j8901S5wOPz_POS-gTifLPFhWJ 1 z_W 3VIcWcbjVOEgJBaHEAUgTrIfzUPnL 1-0 7-0-0 t3-S2 20-0-0 266.14 33-0-0 40-0.0 1-0- 7-0-0 6•S2 6.6.14 fr6 14 6 S2 7-0-0 Scale . 1:70.4 20 II 5x6 — 30 = 3x6 = 3x4 = 6.o0 12 3 4 5 6 7 16 a5x6 = 4x6 = 17 16Is 14 1312 10 20 11 4xb = 2x4 II 6x6 = sxe = 4x6 = 2x4 11 4x6 = 6x8 = LOADING (psi) SPACING- 2.0.0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Ven(LL) 0.40 14-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.99 Ven(TL) -0.96 14-16 >492 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.87 Horz(TL) 0.18 9 Na We BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 447lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied. 3-6: 2x4 SP M 31, 6-8: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=3367/0.6-0, 9=3144/0-6-0 Max Horz 2=-77(LC 13) Max 1Jpllft2=-577(LC 5). 9= 601(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6820/1182, 3-4=-9259/1629, 4-5— 10370/1852, 5-6=-10370/1852, 6-7=-10370/1652, 7-18-9545/1906,8-18=-9546/1906,8-9=-6406/1279 BOT CHORD 2-17=-1026/5993, 16-17=-1025/5961, 15-16-1568/9259, 14-15=-1568/9259. 13-14-1809/9546, 12.13-1809/9546, 12-19=-1064/5599, 19.20=-1064/5599, 11-20=-1064/5599, 9-11=-1065/5617 WEBS 3-17=-32l744, 3.16=-677/3826, 4-16-1481/552, 4-14=-292J1296, 5.14=-853I390, 7-14=0/972, 7.12-1108/334, 8-12=-897/4563, 8-11=461481 NOTES- (11) 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 0-7.0 oc. Bottom chords connected as follows: 2x6.2 rows staggered at 0-9.0 oc. Webs connected as follows: 2x4 - 1 row at 0-9.0 oc. 2) All loads are considered equally applied to all plies, except If noted as front (F) or back (B) face In the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4 2psf; 8CDL=6.Opst; 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 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opst on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 577lb uplift at joint 2 and 601 lb uplift at joint 9. 9) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 513 lb down and 165 Ib up at 7-0-0, and 964 lb down and 310 lb up at 28-3-4 on bottom chord. The design/selection of such connection devlce(s) is the responsibility of others. 11) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Continued on gage 2 Q ~NWa - verity dedpm p nw wws e d READ NOTES ON THIS AND INCLUDED wMK REFERANCE PAGE N67473 rev. r&V"015 BEFORE USE Design vald for use only vAltl MI lek®Colneclas. Inis aestgn Is 1>0sed only upon p ametersstawn. and Is la an YK11NdlCl t)uldkV component, not a fluss system. Bolero use. the Ix/ldng designer must verify the <43ACdbllty of design pcIl meters and {openly incorpaalo Ihls design Into the oveldl tx9clirlg design. Biocing Indicated Is to prevent lxiealng of individual truss web and/or chard members only. Additional temporary <nd permanent txa=kill MOW Is always feca4ed foe slal>Illly and to prevent collgno vAth possible personal "and properly damogo. For general guk]ance fegatclhg the storogo, delivery, ofectlon and txacklg of trusses arxl truss systems, seeANSVIPII Quality Criteria. OSS-89 and SCSI Building Component ik 6004ParkeEast Blvd. truss Rafe Insiltuto. 216 N. tee Street. Srulo 312. Alexotla. VA 22314. SafetyInformationOvolIaMOcandflTs East npD Job Trush rubs Type b y T10790626 T80094 R20 Hip Girder 1 nG Job Reference (optional) Hu40e16 rastsource. I anpa. rtant any, 1-101100 aaa00 ID:8Is7p2vicca4lB9DL55wDPz_POS-gTi(LPFhWJ1z_W3VIcWc6fV6E- JaeHEAUgTnfzUPnL LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3= 54, 3-18=-127(F— 73), 8-18=-54, 8-10=-54, 2.17= 20, 17.19=-44(F=-24), 9-19=-20 Concentrated Loads (Ib) Vert: 17_ 513(F) 20= 964(F) Q WARNING • Verify dadgn paramotara and READ NOTES ON THIS AND INCLUDED N/IEK REFERANCE PAGE AM7472 rev. I &MO1S BEFORE USE. Design valid for use only Win Mlfek® connecbrs. Bla design is based only upon pcsamolers shown, aril Is lot an IndMdual txtldang component, not a Ism system. Below toe. the building design( must vedfy the applkdMlty of design Ixtraanetors and properly InCOWato thh design Into the ovetall txAdhg design. ®acing Indicated Is to txevonl budding of Individual truss web and/ot chord momben only. Addllorwl temporary and permanent bxacing MiTek' Is always required for slatAlly, and to proven cdtapso vAlh poss011e posonal awry and prop ony damage. For general guidance rogadng are Ict )rlec111on. slotcsgo. delNery. erection cnrl Ixacting of trusses and In= systems, s ei-ANSI/IPI I Quality Cdtetla, OSS-89 and 6CSI Building Component 6904 Parke East Blvd. Safety IMortn*"on avdlaMe aern Ituss Plate ensllMe. 218 N. ice Street. Sidle 312. Ale xandda. VA 22314. Tampa. FL 33610 Job Truss Truss Type Qty Ply T10790526 T80094 RFO1 FLOOR 1 2 Job Reference(optional) Builders FitsiSoutee, Tanpo. Plant Cey. Flonda 33566 f wu a Apf i9 wro Mii sk muuemea, me mud rwt vo .+.x cv.. rage. 10:81s7p2v1cca4lB9DL55wDPz_POS-IgG 1 YIGJGd9gcgehDJ l r8w2OhEkHJkuJiKDFE5zUPnK 2.1 6 4.6.2 6-5.14 B•5 10 10 10.4 12.11.12 2.1 8 2.4.10 1-11.12 1.11.12 z 4.10 2.1-8 2x4 II 3x8 = 3 3x8 2x4 II 3x8 = 6 3x8 Scale . 1:22.4 20 II 06 = 34 If 20 II 7x10 = 2x4 11 34 If 06 = 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 FBC2014/TPI2007 CSI. TC 0.82 BC 0.61 WB 0.84 Matrix) DEFL. In Ven(LL) -0.22 Ven(fL) -0.32 Horz(TL) 0.03 floc) Vdefl Ud 11 >705 360 11 >477 240 8 rVa We PLATES GRIP MT20 244/190 Weight: 141 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.0.1 oc punlns, except BOT CHORD 2x6 SP M 26 end verticals. WEBS 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (lb/size) 14=2762/0.5-4, 8=2762/0.3.8 Max Grav 14=2967(LC 3), 8=2967(LC 4) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-3=-5428/0, 3.4=-8335/0, 4-5=-8335/0, 5-6=-5428/0 SOT CHORD 13.14=0/5428, 12-13-0/5428, 11.12=0/5428, 10-11=0/5428, 9-10-0/5428, 8.9=0/5428 WEBS 2.14=-6420/0, 2-13=0/2897, 3-12=-1698/0, 3-11=0/3544, 4-11= 546/0, 5-11=0/3544, 5-10=-1698/0, 6-9=0/2897, 6-8=-6420/O NOTES- (8) 1) 2-ply truss to be connected together with 1 Od (0.131'x3') nails as follows: Top chords connected as follows: 2x4 - 1 row at 0.7.0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 4-11 2x4 - 2 rows staggered at 0-2-0 oc. 2) All loads are considered equally applied to all plies, except If noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. 3) Unbalanced floor live loads have been considered for this design. 4) Girder carries tie-in span(s): 12.5.0 from 0.0-0 to 12-11.12 5)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3-1 Od (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1029 lb down at 6.3.0 on bottom chord. The deslgn/selection of such connection device(s) is the responsibility of others. 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: 1.7=-100, 8-14— 288(F=-278) Concentrated Loads (lb) Van: 11=-596(F) WARNWG • Vally dedgn paramotenr and READ NOTES ON THIS AND INCLUDED NrTEK REFERANCE PAGE Na7473 rov. f6D MI S BEFORE USE Design valkl for use only vAth tW lek0 emneclots. this design is lx wd orgy upon pcoctmelers shown. and Is lot an bdlulc uad txtBding canponent, not o miss systurn. Belao tae, Iho Ixdklho designer mint verity tho applkabllty of doslgn parcxnoters and Ixopmly Incorlxxate Ihh design Into the overall building design. ®acing Indicated Is to fxovent lxtcklbng of IndNklual Inns wet) and/or chard members orgy. Additional lempotary and potmononl txacbng MOW b always toc}hed lot sIdt Ally a<d to rxevenl cdlarm Win possible personal Injury o nd Ixopefty dotnoge. For genotol guldo nce regarding mo ICRxkallon. storoge. aollvory, etection and tracing of Inrssos and fntss system; soeANSV1Pt 1 Guallty Criteria, OSS-69 and SCSI Building Component 6904 Pafka East Blvd. safety Inlatmation avdlablo Dan trig Nate InsilMe. 218 N. lee Street. Srlle 312. Alexendda. VA 22314. Tanpa, 1. 33610 Job Truss Truss Type oty Ply T70790527 T80004 RF02 FLOOR 1 2 Job Reference(optional) Buddats FustSourca. Tamps. Plus City. Fluids 33566 r 640 s npt tr, 20 io rw, i.k maul ws. v,c. Won. Ape w .4— w cv i. yv , ID:8ls7p2vicca4iB9DL55wDPz_POS-IgG1YIGJGd9gcgehDJ1r8 2TxEMJiU)KOFE5zUPnK 2.2.4 5.7.12 8 3.7 10-11-2 l3 6.13 16.2.8 19 6-0 21.10 4 2.2.4 3.5-8 2-7.11 2-7-11 2-7-11 2.7.11 3.5-8 2-2 4 Sx8 = 20 II 2x4 II Scale . 1:38.0 3x6 = 3x8 = 3x6 = 30 = 20 11 20 11 Sx12 = A R A 7 a 9 10 20 11 7x10 = 34 = 3x4=4x10MT20HS = 3x4 = 3x4 = ex10 = 4x6 II 2x4 II LOADING (pst) SPACING- 2-0-0 CSI. DEFL. In (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.61 Ven(LL) 0.47 14-15 >548 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.82 Ven(TL) 0.74 14-15 >350 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WS 0.98 HOr2(TL) 0.06 11 rVa n1a BCDL 5.0 Code FBC2014/fP12007 Matrix) Weight: 233lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.I 'Except' TOP CHORD Structural wood sheathing directly applied or 3.8-2 oc puffins, except 6.10: 20 SP M 31 end verticals. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 20 SP No.3 *Except' 6-0.0 oc bracing: 19.20. 1-19.10.12: 2x4 SP No.1 REACTIONS. (lb/size) 20=1766/0.74, 11=4601/0.4.0 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-20— 2654/0, 1.2= 4371/0, 2-3=-4371/0, 3.4-4371/0, 4-5=-8272/0, 5.6-10597/0, 6-7=-10597/0, 7.8=-8810/0, 8-9=-8810/0, 9-10-8810/0, 10.11=-5416/0 BOT CHORD 18-19=0/4371, 17-18=0/8272, 16-17=0/9523, 15-16=0/9523, 14-15=0/9523, 14.21=0/10597, 13-21=0/10597, 13-22=0/8810, 12-22=0/8810 WEBS 2- 19=-748/0, 9-12=460/0, 4-17=0/1488, 7-14=0/404, 1-19=0/5218, 10-12=0/10324, 4-18= 4372/0, 5.17=-1406/0, 7-13— 2018/0, 5-14=0/1212 NOTES- (9) 1) 2- ply truss to be connected together with 1 Od (0.131'x3') nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 12-9 20 - 2 rows staggered at 0.2-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. 3) Unbalanced floor live loads have been considered for this design. 4) All plates are MT20 plates unless otherwise Indicated. 5) The Fabrication Tolerance at joint 6 = 20°b, Joint 16 = 2Mtt 6)'Semi- rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3-10d (0.131' X X) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8) Hanger( s) or other connection devices) shall be provided sufficient to support concentrated load(s) 2309 lb down at 19-8-0 on bottom chord 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 + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads ( pit) Vert: 1- 10=-100, 20.21=-10, 21-22=-450(F-440), 11.22=-10 Continued on oaae 2 Q WARNING. Ve dy dos/yn panmetera and READ NOTES ON THIS AND INCLUDED AUTEK REFERANCE PAGE MA7473 rov. I&MMIS BEFORE USE OedM valid for use orgy wilh Milekf9 cervoctas Ms desW Is based orgy upon parameters shown. and is lot an Individual building component. not a Muss syslum. Berate tiso, the Ix/artg designer must vodfy the aPdiCabllly Of deda sb paramefersand fropelly, Ilcolpborale this cktsign Into the overall Inking design. 9aCl ng Indicated) is to Wevent bucaing Of hnavidtxl truss web and/or chord rne4nb r; only Additional lernpuay and permarent b tacing MiTek' Is always required fa stability and to povent coikpso with possible parsonal IM+y and poperty, dfamage• rot gonotal guidance legad ing the l bilcollon, storage. delivery. election and btackng of trusses and truss systems, soeANSI/FPIl Cuaiirp Criteria. OSS-89 and SCSI Wilding Component 6904 Parka East Blvd. Safety information avdtabio ban hugs Rate Institute. 218 N. lee Street. Suile 312. Alexandria. VA 22314. Tempo, FL 33610 Job Truss Truss Type IY Tt071p527 T80091 Rf02 FLOOR 1 2 Job Reference (optional) 0M8f$Fa6f5eurca, Tampa, MMA.My,rraaoasaoo LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 12=-2309(F) 10:8ls7p2vleca4jBe0L55wOPz_POS-IgGIYIGJGdegcgehDJ1r8w2TxEhvJral UFE5zUPnK Q WARmima - v dry dedyn pwwwtera and READ NOTES ON THIS AND INCLUDED ABTEK REFERANCE PAGE AI967417 rev. IOAXMIS BEFORE USE Desltpn vdid for use" vAlh hUlek®ConneCtors. Irgs de*p Is lxned orgy uTo n Imamelots shown. and is lot on Individual r%Adhlp Component. not a htns syslern. Mloro use. the bu lk1kV doslgnor muss verily the c"Al cdAlty of deag n paantoters aril poperly incorporate this design Into the overall buAdhg design. Bracho kx k;aled is to prevent bucMlrta of hndMdual Inns web and/or Chad members only. Addtkxxi temporary aril petmanont bxaahg M iTe k' It always reed (of sk"Ity and to prevent callctpse wllh 13ortIle porsoral hpay, and popeny damage. lot general Guidance segaoln l Ifw fatxlcotkxl slotage. dellvety. erection and bxachg of Inrssos and Inns systems SOOMSIMI I Cuallty Criteria, OSS-89 and SCSI Building Componenl 6904 Parks East Blvd. Safety Information ovollo"o from Iruss Mle Ins11Me. 218 N. Lee Slieot. Sulbo 312. AlexarxlAo, VA22314. Tampa. FL 33610 Job runs Truss Type ty Tt079052/ T80094 Vol Valley t t Job Reference (optional) fluaaafa rrrtlJOulce. ramps, rram Vny. rralraa J. 90 ..,.... ..r. .. r_._....... ...___......._ ..._... r. __ ....._--'. _o_ - ID:Bts7p2vjcca4IB9DL55wDPz_POS-nsgPISHx1wHhDgDtnOZ4g8alSdBX2NlTxyoul XzUPnJ 2.5.4 2.5.4 Scale . 1:6 9 4.00 rl2 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Ven(LL) 0.00 1 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.16 Ven(rL) 0.01 1-3 999 180 SCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(rL) 0.00 3 We rVa BCDL 10.0 Code FBC2014/rP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=72/0-3.8, 4=45/1-0.0 Max Horz 4=30(LC 8) Max Uplift3=-44(LC 8), 4_ 10(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 6 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 2-5-4 oc punins. SOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (6) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsl; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exterior(2) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 44 lb uplift at joint 3 and 10 Ib uplift at joint 4. 5) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 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 - Varlry dedpn parrunorom and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE UJIL 7473 rev. 100312015 BEFORE USE DedM valid la use only wills MI lei® connoclors. Rls Ue*jn Is based only upon paamelers shown, and is for an Individual txddkV component. not a tnas system. Before uso. the Ix/ldln0 designer must verily Iho altpxxxtbllly of doslWt lyaatwten and properly hcorpotato ate deslan Into the overall ld>fng closlan Oracha Indicated Is 10 provont Welding of IrKRMtpcd truss wob and/or chord ernbers only. Additional temporary and permanent Ixactxinlg MiTek' b always atgflred for stablilty ate to ptevenl co0gne with possible personal If"y and peoperly, danaae. ra general 0rldatce regadng the la xiCatlon, storage, delivery. olecllon and lxatckv 01 trusses and truss systems W"NSVMI I Cuailly Cdtetla, OSS-89 and BCSI Building Component 6904 Parka East Blvd. Safety Iruormatlon avdlablo notn truss Rate Instltuto. 218 N. lee Street. Sulte 312. Alexandria. VA 22314. Tampa, FL 33610 Job russ Truss Type oty ply T10790620 T80094 V02 Valley 1 1 Job Relerence tional eL.w en. nv fe•'H fn9M) Pnn. f Buddets Firobource, tdtrpo, rmm cry, rrorrao aaaoo • •0^L- - 6 •_ -'--'-- "''---' w---• ---' - - -- - - - - IO:bIs7p2vlcea418955wOPz_POS•nsgPlSNx 1 wHhOgOtn024g8aludAx2NlTxyoum XzUPnJ 4.4.13 5.5.4 4.4.13 1.0.7 20 5 2x4 11 Scale. 1:12.2 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Ven(LL) 0.00 3 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.20 Ven(TL) 0.00 3 n/r 90 BCLL 0.0 ' Rep Stress Incr YES W B 0.06 Horz(rL) 0.00 rVa rVa BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 16lb FT = 20% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.3 WEBS 20 SP No.3 REACTIONS. (lb/size) 1=117/5-4.0, 5=216/5.4.0 Max Harz 1=65(LC 8) Max Uplift I =-25(LC 8). 5=-76(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5.5-4 oC puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7.10; Vul1=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opst; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Extedor(2) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 251b uplift at joint 1 and 76 lb uplift at joint 5. 5) N/A 6) 'Seml-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING- Vedry dmdgn paromerere and READ NOTES ON TN1S AND INCLUDED AMK REFERANCE PAGE ND•7472 rev. rMMIS BEFORE USE INS valkl lot use only vA01 Iv91ek9 connectors 11111s design b lxaed only up»n p3icrneten Y1own. and 1s lot a1 t1UlNckral Ixdding component. not a htm system. Before use, the building deslpnet must vedry one cy7{Nlcalolily of design paarnoton and txoperly Incorporate this claslpn Into the overall Additional lernporary and permanent brming M iTek' txAdtng closlgn. Bracing Inclicated Is to rxevonl buckling of Indlvk0.tal trim wob aril/or chord members only. Is always iequtred lot slatAlly and to prevent collapse with poss911e personal IM+y axl pfopoay damage. For general qklonco tegadng the slorogo. delivery, eteellon and txoclng of tames and truss systems soeANSVtPI I oualiry Criteria. DSS-89 and SCSI building Component 6904 Perks East Blvd. tarxiccifim Tanpe. FL 33610 Safety Information avaliuble from trim Plate Ins9Me. 218 N. lee Street. Suite 312. AlexatcMa. VA 22314. Job Truss Truss Type 0 ry Ply T,o7eos3o T80094 V03 Valley 1 Job Reference (options" Builders FaslSource, Tanga, Plant City, Florida 33666 7,640 a Apr 19 2016 Wait Industries. Inc. Mon Apr 03 14.32:10 2017 Page 1 I D:8Is7p2vjcca4jB9DL55wDPz_POS-nsgPISHx 1 wHhDgDtnOZ4g8amGdAF2NITxyoumXZUPnJ 2.0-0 r 2-0-0 Scale. 1:7.9 2x4 i 1-t1-8 LOADING(psf) SPACING- 2-0-0 CSI. OEFL. In loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) -0.00 1 >999 240 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 BC 0.24 Ven(TL) -0.01 1-3 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(fL) -0.00 3 n/a rJa BCDL 10.0 Code FSC2014/rP12007 Matrix) Weight: 5 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc punins. SOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. (lb/size) 4=45/1-0-0, 3=66/0.3.8 Max Horz4=29(LC 9) Max Uplift3=-24(LC 9) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- (6) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDI.^4.2psf; BCDI.=6.Opsf; h=25ft; Cat. II; Exp B: Encl., GCPI=0.18; MW FRS (envelope) gable end zone and C-C Extedor(2) zone: cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 24 lb uplift at joint 3. 5) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 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 - Vm1Iy design peremefers end READ NOTES ON THIS AND INCLUDED AMK REFERANCE PAGE Ar0.7473 rev. I0AXIMIS BEFORE USE Design vdkl tot use only with IA1fek9conneCI0nL Ihls design is txaed orgy upon parameters stawn. and Is for an Indh4duat btddlrlg component, not a trtas system. Before toe. the Lidding designer must verity the ap{xlcatAity of design pxxamolers and property I icorporoto this design Into the overal Ixddtng design. 0achp trxllcatod Is to prevent txucaing of trVJlvtducl truss web and/cm chard members orgy. Additional temporary and permanent xactrno MiTek' B always regtlred for statAlty and to prevent collapse with possible personal k*Ay and property damago. Far genera guiclanco tegadnng the Iatrlcallort, storage. delivery, erection and bracing of fusses and truss systems. SMANSI/IW I Cualiry Criteria, OSS49 and SCSI Building Component 6904 Parka East Blvd. safety Information avUlalo uom [cuss Plate Institute. 218 N. Lee Street. Sulto 312. Alexandria. VA 22314. Tonga. FL 33610 Job Truss Truss Type oty ply Tt0790531 T80094 VO4 Valley 1 t Job Reference (optional) Builders FirslS6urc•. Tampa. PkIM Cdy. Florida 33566 7 640 a Ap, , • 2016 m. vw muwwo. Mir.. o-A ry.. ....c... o . ID:81s7p2vjeca41B9DL55wDPz__POS-F20nzRH2oEPYr_o4Lk4JDL7xplY1nQ a.MJ_yzUPnl 2.11.1 4,0 2.11.1 t OtS 2x4 4 2x4 II LOADING (psi) SPACING- 2-0-0 CSI. OEFL. In (hoc) Udell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Ven(LL) 0.00 3 rVr 120 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Ven(TL) 0.00 2 n/r 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(rL) 0.00 n/a rt/a BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.3 WEBS 20 SP No.3 REACTIONS. (lb/sfze) 1=66/3.11-0, 5=183/3.11-0 Max Horz 1=71(LC 12) Max Uplift5=-76(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale - 1:13.0 PLATES GRIP MT20 244/190 Weight: 13 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc puriins. BOT CHORD Rigid celling 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 Exterior(2) 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 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 fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 76 lb uplift at joint S. 5) N/A 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- Ve ft detdpn parameters and READ NOTES ON THIS AND INCLUDED WMK REFERANCE PAGE N9.7473 rev. Iaq IMIS BEFORE USE Design valid for use only with MI lek®Connoctors. RUs design is based only upon "arnelers shown, and is lot at k%dlvkkKd IxddbV component. not a htrss system. &elope use, the bukli g dosignor must verity the applicability of design parameters and ptopedy •tcotpolote this design Into the overall txdlding design Bracing Wicaled Is 10 rxevent bttcamg of VK"v kKd Inns web and/or chard members only. Addiltond tompotcay and pofmaant rxachtg M iTek' is awoys teed la stotAity c d to pevent collgpae vAth pomUe powKd Rtltay aid property damage. For general gtddatee ragardng the falWatim storage. dellvery, election and txctchtg of tosses and Mrs; systems, seeANSI/rPl I Guallly Criteria, OSS-69 and SCSI Building Component 6904 Parke East Blvd. Salary Irdarmaddn available Rom buss Plate Institute. 218 N. lee Sheel. State 312. Alexandria. VA 22314. Tarnpa. FL 33610 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-'/1d' For 4 x 2 orientation, locate plates 0-Ad' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings supports) occur. Icons vory but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI l : Notional Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. SCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 1 dimensions shown in ft•In-sixteenths Drawings not to scale) 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 MIek Engineering Reference Sheet: Mil-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing. Is always required. See SCSI. 2. Truss bracing must be designed by on engineer. For wide truss spacing. Individuol lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stock materials on Inadequately braced trusses. 4. Provide copies of this truss design to the budding designer, erection supervisor, property owner and all other Interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and 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. 8. Unless otherwise noted, moisture content of lumber shoo not exceed 19%at time of fabrication. 9. Unless expressly noted. this design is not applicable for use with foe retardant, preservative heated, or green lumber. 10. Camber Is a non-structurol consideration and Is the responsibility of truss fabricator. General practice is to comber for dead load deflection. 11. Plate type, size, orientation and location dimensions Indicated ore minimum plating requirements. 12. Lumber used shoo be of the species and site, and In ail respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing. or less. If no ceiling Is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of on engineer. 17. Install and Wad 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 au portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture In accordance with ANSI/TPI 1 Quality Criteria. 6 a a N iO M1 N M M M M M M M M M M N — N w rn m m m it w IX I w m m m , 2 II II II II II II II II II D IT 11 H II II V11 H H u 1 1i I r%I%I%ramwMv I 11j I i! 1FOt i ili M 11FO 1' FO O' JOIN jl1 1111 ROL FZOL Fj ROLICID Of eIII11 1 1 1 Ii e FOC. 1 ADJUST SPACING FOR PLUMBING P140 A/C CHRSES II I II II II m 66 6 RECORD COPY N M 7 7 7 7 7 7 7 7 7 7 7 7 7 7 M c I \ m m9 m m m m999999 m -9 m m JW orot. oo o o_ v_a o o_ivri mw s o o-a b o a•-.o o: AT Rh 41 r rj ri 0.. t ie 1 Q owJ1_1.1C 1 t{ 00 0.9. aL.i'-vC41 s iPN' O O 15 5 is -, 5 -, '1 11 1 I y 4 3 SRO 6EARIN6 HEI6HT 56HEOL LE 9*-4- Hanger List H1 HTU26 H2 THA422 NOTES: L) REFER TO HID 91(REGANENDATION5 FOR HAN OLM 06TALLATION AND TEMPORARY DRAGIN6 ) REFER TO EWANEERED MAMN65 FOR PERMANENT ORACINS REAIREO. 1) ALL TRI155E5 (DICLLOM TRESSES TINDER VALLEY FRAMP16) K61 DE (OLO'LETELY DECKED OR REFER TO DETAIL V105 FOR ALTERNATE ORAII REQUIREMENTS. 5)ALL VALLEYj FRAMED DY DIII E T DE CONVENTIONALLY 4.) ALL TRUSSES ARE OE516NEO FOR 7 oc MAXI" 5PACIN6. ULESS OTHERWISE NOTED. 5.) ALL WALLS SHOW ON PLACEMENT PLAN ARE CONSIDERED TO OE LOAD OEAZM. U4LE55 OTHERWISE NOTED. 6.) 5Y41 TRUS5E5 LIM OE INSTALLED WITH THE TOP OEM W. 7) ALL ROOF TRUSS HANGERS TO OE W P50N KU2611NLE55 OTHERWISE NOTED. ALL FLOOR TRUSS HAWAR5 TO DE SIMPSON THA421 UNLESS OTHERWISE NOTED. 6.) DEAMMEADERNLIMEL ((H)R) TO DE FURNISHED OY DMI)i SHOP DRAWING APPROVAL THIS LAYOUT IS THE 50.E SOURCE FOR FAORICAfION OF f 1A%S AND VOIDS ALL PREVM AaUTECTLRAL OR OTHER fRUS*i LATAIfS. REVIEW AID APPROVAL OF THIS LAYOUT Mfif DE RECEIVED DETORE ANY iRLFfiES (fLL DE OUIf. VERIFY ALL CONMITIONS TO MARE AfiAMf CIIANI IMF WILL 1E%tI IN EXTRA CHASES TO YOU NgMW OA.R, NRI ' INrwt1 1f N,rr Builders FlrstSource Orlando PHONE: 407.851-2100 FAX: 407.851-7111 Plant City PHONE.015.73Q•3431 FAX 61)-732-I352 LE Taylor Morrison Homes l. Daohene III B Lot )01 a r: 2-16-16 Rick RECORD COPY City of Sanford Building and Fire Prevention Product Approval Specification Form Permit ## 1 7- 1 9 4 3 Project Location Address: O%LDINc SANFORD ARTMi 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 I. Exterior Doors Manufacturer Product Description Florida Approval # include decimal Swinging Sliding Sectional Roll U herma Tru MI Windows Amarr Garage Doors winging Ext. Door (front door) Sliding Ext. Door (Standard SGD) Sectional Ext. Door (Garage SF) FL15225-113 FL15332.09-R2 FL5302.10-R6 Automatic Other 2.Windows Single Hung Horizontal Slider MI Windows Single Hung window FL17676.2,9,16 Casement Double Hun Fixed Awning MI Windows Frame Fixed Glass FL 18644.04 Pass Through Projected Mullions Wind Breaker MI Windows Mullions FL 18504.2 Dual Action Other June 2014 Category / Subcategory Manufacturer Product Descri tion Florida Approval # including decimal 3.Panel Walls Siding Soffits Alpha Aluminum, Inc. Soffits FL12019-RS Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4.Roofing Products Asphalt Shingles Atlas Roofing Shingles FL16305-114 Underla ments InterWrap, Inc. Underlayments F1.15216-112 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shingles Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofing slate Cements/ Adhesives / Coating Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E.P.S. Roof Panels Roof Vents Weather Vent Roof Vent Miami Dade Approved Other June 2014 Category / Subcategory 5.Shutters Manufacturer Product Description-- Florida Approval # include decimal Accordion Bahama Colonial Roll u' Equipment Other 6.Sk li hts Skylights Other, 7. Structural Comoonent Wood'Connectors Anchors Truss Plates Engineered Lumber MiTek Industries Truss Plates FL2197-RS Railing Coolers/Freezers Concrete Admixtures Precast Lintels Insulation Forms Plastics Deck /i 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 4d Florida Building Code Online \ V A C e Page l of 2 Business & Professional Regulation rA PI01& D,py ld BCZs lama I Lao In I user Registration i not TOP"' I Submit surcnarge I sots a Pacts I Pualratwns I FBI: start I ens site Map I law I search I Bus nes.YAP, Product Approval oessi alUSER: Public User Regulation TTJJ ftedU92 PAOMMIll , fteauct or 0mlication SeauM > EaoUcalioalbt > apOtlntlan oaall FL 8 FL14239-R3 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer BMP International Inc. Address/Phone/Emall 4710 28th Street N St. Petersburg, FL 33714 727) 458-0544 benmeng8@yahoo.com Authorized Signature xianbin Meng benmengSOyahoo.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Emall Category Structural Components Subcategory Anchors Compliance Method Evaluation Report from a Florida Registered Architect or a Ucensed Florida Professional Engineer N-1 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 1, Validation Checklist - Hardcopy Received Certificate of independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Standard Year ASTM D1761-06 2006 ASTM D1761-88 2000 Florida Ucensed Professional Engineer or Architect FT ie»9 R3 EauW EoWv.odf https://www. floridabuilding. org/prlpr_app_dtl .aspx?param=wGEV XQwtDquDEJErtOSCei... 7/20/2015 BMP• INTERNATIONAL, INC-@ MECHANICAL UNIT STEEL TIE -DOWN CLIP: AT GRADE & ROOF -TOP MOUNTED APPLICATIONS tCENTER OF GRAVITY ASSUMED TO ACT AT THE GEOMETRIC CENTER OF THE uMECHANICALUNIT. Hy MECMAMCAL UNIT MUST BE ' SQUARE OR RECTANGULAR, NO IRREGULAR SHAPES. 96 I TM . HOST STRUCTURE DESIGN' BY OTHERS. SEE SCHCDULES FOR ALLOWABLE SUBST07ES . MECHANICAL UNIT 7SLB MIN. WEIGH, MECHANICAL UNIT PER SEPARATE CERTIFICATION, TYP. tCEN7E110F SEE DESIGN GRAM SC3HEOULE FOR MAXIMUM SURFACE AREA AND DESIGN PRESSURE, TYP. STEEL nE-DOWN CLIPS. SEE DETAIL U3 A 2/3 2•Z FOR(33PtNFORMATION, 3 TOP. i 3' MAXAl 7' MAX Im 1YP. SLS ag rfv TIE -DOWN ISOMETRICOf CLIP AND 9mult OF CLIPS 1 t• , )•q ISOMETRIC ER CORNER WILL VARY P8l CONUECTION TYPES CI•G DN SN![T 3 TIE -DOWN CLILLUSTRATES THEIPDIRECTIVE EXAMPLEME THE MAXIMUM ALLOWABLE_ ANY MfCfAMICAI UNITRpNATLCONFORMS TO THE MARNSIOONRRESTRIC1IpS I DESIGN QTIHUA LISTED Man". SEE SHEETSINSTALLATIONFORDESIGN SCHEDULES.) MECHANICAL UNIT CRITERIA: CONSIDER THE INSTALLATION OF (1) MECHANICAL UNIT WITH THE FOLLOWING C ITERIA- VPN. 170 MPH, EXPOSURE'r Ar TALL X Ar DEEP 1 IS' WIDE. too Le (WEIGHT AS VEAIFIED BY OTHERS) INSTALLED TD 3000 PSl HIM CONCRETE WITH (1)-2- CLIP AT EACH CORNER OF UNIT (7oiAL OF (p CUPS) RESULT PRWiDYRe eTo 1 OE7lRMINF PR CONNWnoA TYK BASED ON TILE DWALMS ON SMEV 2 Oa i T IS INSTALLATION IS IYtENDED FOR A VLA.1'A MML E70CSLRRE'r. THIS DESIGN 2 DE1FR-`HIE WHICH DESIGN SCHEDULE TABLE TO USE CRITERIA CORRESPONDS TO TARE S DlIHIMINE LARGEST FACE AALIR a MEOANICAL LIMIT 70 BE INS1AllE0 TM15 UNIT NEW.Kr OF 40' S EQUAL To THE MAXIMUM ALLOWABLE HEIGHT Of HIr. NO7E THE PRODUCT APPROVAL ALLOWS THE UNIT TO m DNSTALLED ON TOP A OTHOR MAIUMUH U11IT HEIGHT R6TNCnoN OP ANA/C STAND THAT E A MAXIMUM 30' TALL IFAW AICSTIND E URttilDL CMECI 70 SE! TWAT THE STAND ODES NOT EXCEED 30' D MHOM CM MINI MIIR W1O11/ M IN N [A /CUR IRIHM ALLOR D MIS VMTT TAT 0E INSTALLED AT ROOF HEIGHTS LESS THAN OR EgNl70 IS R. AOOITIORALLY, THIS UNIT MAY BE INSTALLED ON ROOF -TOP NEI/RITS QEATEII 6 IDOER14INtl" EALLOWABLtItOOF-TOPMMWOFT?'E"ISTALLAT'ON THAN 6OFT AMD LESS TMAN too FT. SEE (') ON TARE S FOR THE NUMERICAL VALUES OF THIS DESIGN EXAMPLE DESIGN NOTES: THIS PRODUCT HAS BEEN DESIGNED DM ACCORDANCE WITH ASCE 7.10 AND THE ROR AQ, RIMING WD! FOR USE WITHIN AND OUTSIDE THE HIGH VSAXM HURRICANE ON INDICATED IN THC ACCOM ANYING DESIGN SUHEOILES. THE DESIGN CRITERIA USED CALQ11At! TIRALLOWABLEROOF•70r HEIGHTS ODRSIDeR! ASHs )• 10 SECTION 2!.l,1 i POR ROOT 1DP NE1GItT'•+ M1 tW R Atm 5lCTIOIP 2!S TOR R0017D MOliTTS (W>60 R ' B lECTION 2lA.1 fOR OKTAl4nONS AT HptAO! (Gfy,W.•).10 W(11MDT 11R LINTEL Gg1..r• 1.90 OVISMI THE IRRLZ Gfi_ y!•S FDR Au IOGTIMS i • ALL oMIGN VMWUS AR! L A NUIIHQ WIIH ASCIII-l0 CHAPILRS 26 B ». THE NEIGNIS LISTED IN THE DESIGN SCHEDULES REPRESENTTIE ALLOWABLE HEIGHT OF THE INALD114. THIS PRODUCT APPROVAL ALLOWS FOR EACH UNIT TO BE INSTALLED ON A MAXIMUM )r TALL A/ C STAND (CERTIFICATION! EM OTIEAS) ON 70P OF THE HEIGHTS USTED IN THE DESIGN SO-ONAM GENERAL NOTES: 1. THIS MOMCT HAS BEEN DESIGNED AND SHAH BE FABRICATED IN ACCORDANCE WITH THE aEQ10REMENTS OF THE FLORIDA BUILDING. CODE B NICE 7-10. THIS PNOOUCT MAY BE USED WITHIN AND OUTSIDE THE HIGH VELOCITY HURRICANE ZONE. 2. NO 3Y113% INCREASE IN ALLOWABLE STRESS HAS SEEN USED IN THE DESMN Of THIS SYSTEM. 3. DESIGN iS BASED ON OLTENT PROVIDED PRODUCT AND DIE SHEETS FROM TEST REPORTS P[,Qunnj L! • S BY ifsnm : EVALUATION LABORATORIES, INC.. NO A109ITTUTTOM WI JT W IEfE APPROVAL by THIS ENGINEER SMAII. BE FERPIrm. A. MAXIMUM B MINIMUM DMENSIONS AND MINIMUM WEIGHT OF MECHANICAL UNIT SHALL CONFORM TO SPECIFICATIONS STATED HEREIN. ALL MECHANICAL SPCCIROL710NS ICA" SPACE. TONNAGE, M) SMALL BE AS PER MANUFACTURER RECOFWENDATIONS AND ARE TIE EXPRESS RESPONSIBILITY OF THE CONTRACTOR. S. FASTEMERS TO BE 12 X ri OR CM?ER SAE DUDES UNLESS NOTED OTHOEwISE TAPCONS UMRED TO HEREIN SHALLBE ITW BLBIDF)R BRAND, CARBON STEEL OYLY. INSTALLED 70 3000 PSI MIN CONCRETE. SEE ANCHOR SO4EOLILE FOR ANCHOR H UIIREAEN S LASTENERS SMALL HAVEAMI PRATE CORROSION PROTECTION 6. ALL STEEL CUPS SMALL BE ASM A20 STEEL (GRADE 0) WITH h•33 KSI OR BETTER• ALL STEEL MEMBERS SHALL BE PROTECTED AGAINST ODRRUS104 WITH AN APPROVED COAT OF PAINT. ENAMEL OR OTHER APPROVED PROTECTION. GIORATED COATING REQUIRED FOR ALL COASTAL INSTALLATIONS 7. ALL CONCRETE SPECIFIED HEREIN IS U07 PART OF THIS CERTFICATON. AS A MINIMUM, ALL CONCRETE LEE48OEHDSHAVE YIMM CMPMsIVSTIU3* T OF 3000 PiuRS NOTEDonEWQTHECONTRACTORISRESPONSIBLETOINSULATEALL MEMBERS FROM DISSIMTLAA 14ATERIALS io PREVENT ELECTROLYSIS ELECTRICAL GROLMD. %"MEN REQUIRED, TO Be OESXM a TIM&I'1ED OY OrHm. 10. SNiLiD V[QYACTMVImAsf TES18IinoG OXIM DESIGN EPItdeSStDNAL WfIMSTAND SUPERIMPOSEDLOAD THISGEffnnCATION.E=pTAS EXPRESSLY PROVIDED HEREIN, NO ADDITIONAL CERTMCATIONS OR AFFIRMATIONS ATIONS ARE INTENDED. 11. THE SYSTEM DETAD.ED HEREIN 15 GEMERIC AND DOES NOT PROVIDE INFORMATION FOR A SPECIFIC SITE. FOR SIT! ODMOMOMS DIFFERENT FROM THE CDNDnWWS DETAILED HEREIR, A LICENSED ENGINEER OR REGISTPM ARCNTELT SHALL PREPARE SITE SPECIFIC DOCUMENTS FOR USE IN CONRAICTION WITH THIS DOCUMENT. 12. WATCR•71GNTNESS OF EXISTING MOST SUBSTRATE SMALL BE THE RILL 0 itsPONSIBLUlY OF THE INSTALLING CONTRACTOR. CONTRACTOR SHALLENSURE THAT ANY REMOVED OR ALTERED WATERPROOFING MEMBRANE IS RESTORED AFTER FABRICATION AMD INSTALLATION OF STRUCTURE PROPOSED HEREIN. Twigs ENGINEER SHALL HOT BE RESPONSIBLE FOR AMR' WATERPROOFING OR LEAKAGE ISSUES WH10H MAY OCCUR AS WATER -TIGHTNESS SHALL BE THE FLILL RESPONSIBILITY OF THE INSTALLING CONTRACTOR 13. SFOR EEDS YI TI7HIHIS ROVAL. SEE SWnDI7ES267. OFAsa i10..lf WFWIND U Z MH JQ Z H _ m 0xleo- R Z Lu z""• a m R or FOR ANY CLIP LONGER THAN 10' 0 19' UTILIZE (*012 SAE GRADE S SHEET METAL SCREWS, TYP. I0.060, TMIGC ASTM A203 yq STEEL. TYP. UO0 6 3)•F 12 SAE GIUOF S SHEET METAL SCREWS nFORC.iPS LID 1D SLONG. UTILIZE (S)•012SHEETMETALSCREWS FOR CLIPSTHAN LI-C s, TYP. ONCHOR G.7DULE, TYP. OTHER DIMENSIONS SIMILAR) 1 1" CLIP ISOMETRIC DETAIL 3 N.T.S. ISOMETRIC 0.072' OR 0.11 Y THtCK ASTM A203 STEEL. TYP. iO 3)•!12 SAE GRADE SSHEETMETALSCREWS t FOR CUPS A' LONG. UTILIZE (4)•Al2 SHEET kTTAL SCREWS FOR CLIPS LONGER THAN 4'. TYP. Y.-0 HOLES, NOT TO BE USED FOR ANCH0RS, TYP. FACTORY -MILLED r Y.' rloH0 HOLES, a`xi - tIF1U2E ( 1) OR (2) ANCHORS % FROM cup Aoa SCIEDUV_ To. 0. 50' t 2" CLIP ISOMETRIC DETAIL 3 N.T.S. ISOMETRIC MECHANICAL UNIT BY OTHM ALUMINUM HOUSING UNITS SMALL BE 6063-T6 MIN. ALUMINUM SHEET WITH Fty-3D KSL 0.225 MIN. THICKNESS, STEEL MOUSING UNITS SHALL BE ASTM A653 Fy-33KSI MIN. STEEL, GRADE 33, 22GA MIN, (t-D.02M. 0. 068' THICC ASH A283 STEEL CLIP, TYP. BASE OF UNIT SMALL BE FL1)SH WITH WE OF CLIP, NO SPACE PERMITTED, TYP. 3)- 012 SAE GRADE S SHEET METAL SCREWS FOR CLIPS UP TO S- LONG. UTIU2E (S)•P 17 sHrET METAL SCREWS FOR CLIPS LONGER THAN S.PROVIDE (5) PITCHES MIN. PAST THREAD PLANE FOR EACH SMS, TYP. ANCHOR PER SCHEDULE SUBSTRATE PER ANCHOR SCHEDULE VARIES) 1" TIE -DOWN CLIP 3 ANCHOR DETAIL 3 3• - l'-W DETAIL CLIP IS DESIGNED FOR FULL CONTACT WITH THE 845E OF EACH MECHANICAL UNIT. TYP. KFCMANICAL UNIT BY OTHERS. ALUMINUM HOUSING UNITS SMALL BE 606346 MIN. ALUMINUM SHEET WITH FtY.3016t. 0.125 MIN. THICKNESS, STEEL HOUSING UNITS SMALL BE ASTM A653 Fy.33KS1 MIN. STEEL GRADE 33, 22GA MIN. (1-0.029V). 0. 072' OR o. W i •%j THICK ASTM A293 STEEL CLIP. TYP. BASE OF UNIT SHALL BE FLUSH WITH 845E rp Of CUP. NO SPACE PERMITTED. TYP. 3)- 012 SAE GRADE S SHEET METAL SCREWS FOR CUPS 4' LONG. U70.1ZE (4)-/ 12 SHEET METAL SCREWS FOR CUPS LONGER THAN 4'. PROVIDE (5) PITCHES MIN. PAST THREAD PLANE FOR EACH SMS. TYP. 1) OR (2)0640 ORS PER ANCHOR 32/ B' SCHEDULE i SUBSTRATE PER ANCHOR VARIES) 2" TIE -DOWN CLIP a ANCHOR DETAIL 3 r . I,.p DETAIL CLIP IS DESIGNED FOR FULL CONTACT WITH THE BASE OF EACH MECHANICAL UNIT, TyP. 15- 2378 11 TABLE 5 : Vult=140 MPH, EXPOSURE 8 ll .R<I-wnl<Oly f nrf H<lollr"t•1 I AucwAw ROd-TD MEIGM lNl TR-0OWN CONTIGURATIO14"" MAXIMUM -- SURFACE AREA OF UNIT UK" a O O G UNIT-SLARGEST HEIGHT WIDTH FACE ISM 2CMAX 12'M01 ; Ht15FT Hs200R I HS200FT 60R<HS120R• Hs200R 911' 3T MAIL LS-min I AT GRADE HL20DR NSIOpR NS 20D FT AFT' HS200FT ,• HL200FT Hs20DFt N9200FT 6R' HS40IT H6200IT HS200R 60R<N i209R H9200FT HS2ODFT9FT' '46-MAX 24'MIN' AT GRADE Hs20DFT HSZoo R 60R< HA60FT 1I FT' I 1 AT GRADE HS20pR M540FF 60R< H S200 FT HSZWF7 I X 16 R' I NSISR WA H6200FT . 60R4HS 100IT Hs2WR _ 20 Fr I WA MS200R HSISR Hs2DDR IS R' N/A I H140FT AT GRADE 60R<HS200FT 60FF<HIAOFT HS200FT 160- MAX 1i' M01 • HIT ISR •- 30 Fr WA AT GRADE HS200R 36 FT' Wp AT GRADE AT GRADE 60R4HstOR, N Is20D R AS AN EXAMPLE, THESE TAIILES ARE PERMWILE: TO RE USED WITHIN RREVARD COUNTY. CHECK WITH LOCAL AUTHORITY HAVING JURISDICTION FOR THE APPLICABILITY OF THIS TAKE WIIHW CEJTAOI FLORIDA COUNTIES. TABLE 7 : Vult=140 MPH, EXPOSURE D 11011 USE WITH A RISK CATEGORY 11 STRUCTURE-) Y TABLE 6 : Vult=140 MPH, EXPOSURE C MuIrw "'"''I.; FOR USE WITH A RISK CATEGORY 0 STRUCTURE') ' ALL0WAISU ROOF - TOP "EIGHT (NI + - T 4DOWN CONFIGURATION TYPE MAXWUM — __ •.---_• I • SURFACE ARIA OF UNIT UNIT I UNrS WIGEST . HEIGHT WIDTH Cl a i O G FACE 6R' : 2e MAX 12'MIN I ATGRADE HS20DR 11 I 9 FT' 3Y MAX LS' MIN , N/A H t 200IT 4 FT' Hs200R NS200FT 6FP AT GRADE H6200R LWR<NS160R H9200R 9FT' A(r MAX U'MIN AT GRADE WA It FfHs200fTI 16FT' N/A H S 1S FT 6_OR< H32001 20 FTI _ _ 20 WAN t 30 FT R <H s 2001 2S FT' , WA AT 6RADE 60R<Hs1401 W MAX 4' MINL 30 FT' N/A I AT GRADE 36 R' N/A AT GRADE MAXIMUM SURFACEAREAOF UNIT UNIT Cl O O I CA UNIT-SLAIIGEST ) NWW WIDTH FACE I 6FP `2PMAX 12'MIN WA HL200It HL30R QOR <N FT F7 Nf100R 9 FT' • 32' MAX 1S' MIN WA H L 20O FT ADf AT GRADE 60RcH1140 H f 20D R 4R' HS40fT Ht200FT HS20DR H1200R 1 fiOR<H5200R 6R, AT GRADE HS200R HS200F7 Hs200R ' 9 FT' I AY MAX 60IT Htl00FT 24- MIN WA Hs200R HSISR 60R<Htzoo R t HS20DR I 2fY N/ A Hs40FF 60R<HS IOOIT AT GRADE 60R<N9So HS200R N/ A ATGAADE N/ A HS20DR lift' 6DFT<Ht200R rAT20FPN/A ATGRAM60R<NSMOR GRADE HSN00R 25 Ft' N/A 60R<HStOAT GRADE R WA 111200R 6D MAX A6' NUN _. WA -• Higdon 30 RI N/A WA 60 T<Hjg2WFF 36 ITS WA WA N/ A AT 6RADE 60R<HSI0OFT HjMFT I H12M FT47C T . 1 9 HSISR AFT<Ht200R HS20DR g{ g zj I HSMIT Ht200RZ WylHs200FTI H9200FT HL4pR HS2OJit IR<HS200R G At IR< HS WR HSMFT AT GRADE NS200FTw AT GRAOC H 1200 FT Z AT GRADE' Hs20DFT w zy WA HS20DR z H 930R WA' 0=2.' i r 6017< Hs200FT lit Gi Q i b3 z € at i Lu H Z a f 15-2378 N ENGINEERING 4/14/2015E'Pf=LESS - 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 12*" AVENUE * 106 DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX: 954-354-0443 WWW.ENGEXP.COM Florida Building Code Online S 9—`uS Ia.Tes. Page 1 of 3 iloAda pepzli r0*1. BusLISS.1eskPrOal Regulation . eas Hems I Login I user Reel—tion I Het Toom I submit surd erpa I sua a Faas I wonoa r I rac stiff I eas sbe pup I tmio I® Product Approval uSER: Pubic user Fl. d FL2197-RS Application Type Revision Code Version 2014 Application Status Approved Approved by DSPR. Approvals by DSPR 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 dwe"mll.com Authorized Signature David Wert david.c.wert6mll.com Technical Representative David Wert Address/Phone/Emall 1451S North Outer Fouts Drive Suite 300 Chesterfield, MO 63017S746 314) 851-7480 dwert0mli.com Quality Assurance Representative David Wert Address/ Phone/.Emad 14515 North Outer Forty Suite 300 Chesterfield, MO 63017 314) 851-7480 dwert®mll.com Category Structural Components Subcategory Truss Plates Evaluation Report from a Product Evaluation EntityComplianceMethod Evaluation Entity ICC Evaluation Service, LLC Quality Assurance Entity Quality Auditing -Institute Ltd. Quality Assurance Contract Expiration Date 12131/201S ICC Evaluation Service, LLC. Validated By Certificate of Independence f 197 R5 fbt Cearate independence for r-y8h tionmd Referenced Standard and Year (of Standard) SMndard. X9K ANSI/TPI 1 2007 Equivalence of Product Standards Certified By Sections from the Code https://www.floridabuilding-org/prlpr app dtl.aspx?param=wGEvxQwtDgvrTEx%2bbkf... 7/20/2015 Florida Building Code Online Page 3 of 3 Crc d'tSAFE https://www.floridabuilding.org/pr/pr app dtl.aspx?param=wGEVXQwtDgvrTEx%2bbkf... 7/20/2015 Excerpt from ICC ES ESR-1311, Revised November 2011 INSTALLATION All truss plates. are pressed into the wood for the full. depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial. embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. Trusses must be assembled within the tolerances specified in ANSI/ TPI 1, Chapter 3, Quality Criteria for the. Manufacture of Metal - Plate -Connected Wood Trusses. ICC-ES Evaluation Report ESK-131 I Reissued June 2015 This report is subject to renewal June 2617. www.1cc-es.ora 1 (800) 423-6687 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 0617 63-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: MiTeke TRUSS CONNECTOR PLATES: M-16, Mil 16. M-20, Mll 20, M-20 HS, Mil 20 HS, AND MT20HSTO 1.0 EVALUATION SCOPE Compliance with the following codes: 2012. 2009, 2006 International Building Code® (IBC) i. 2012, 2009, 20061ntemational Residential Code® (IRC) A 2013 Abu Dhabi Intemational Building Code (ADISC)t The A018C is based on the 2009 IBC. 200918C code sections referenced In this report are the same sections in the AMC: Property evaluated: Structural 2.0 USES MiTeke metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTeke M46 and MII 16: Model M-16 and Model MII 16 metal truss connector plates are manufactured from minimum No. 16 gage (0.0575 inch total thickness (1_46 mm)]. ASTM A653 SS, Grade 40 steel, with a G60 galvanization ooating [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 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 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 MiTeke M-20 and Mil 20: Model M-20 and Model Mil 20 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)), ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 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 (8A mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point See Figure 1 of this report for details. 3.3 MiTeke M-20 HS, Mil 20 HS, and MT20HSTm: 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 0.0005 inch thickness on each side (0.013 mm)) and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 9/44nch-by-14nch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0.125 Inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.25-inch-wide (6.4 mm) strip of unpunched steel. The transverse oentertines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.334nch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, ICC.ES EvWuatlan Reporu art nor to be comrrnad as rVMenling auihelics or amy other aw1buru nor sperlJlcally oddmued, mar are they to be eoahuedasonendmementojthesubjectojtherepwrarareeommen?atlon jot (u use I hot is no warrvmooby iCC Ewlumion Service, U.C. espms or implleQ as m anyEnding or other merle In this rcpw% or ar to any product covered by the repo % 6 Copyright 0 2015 Page 1 of 6 ESR4311, 1 Most Widely ACce led and Trusted Page 3 of 5 TABLE 1--ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ibiln2/PLATE) LUMBER SPECIES SG AA EA AE EE M-16 AND MII 16 Douglas fir -larch 0.5. 176 121 137 128 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-laioh 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, Mil 20 H8 and MMOHS Douglas fir -arch 0.5 165 146 ., 135 143 Hem fir 6.43 139 .. 111 97 109 S ce-pine-fir 0.42 148 108 107 103 Southern pine 0.55 187 143 138 150 For SI: 11bW = 6.9 kPa. NOTES: Tooth holding units - psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of Joint AA = Plate parallel to load, wood grain parallel to load EA - Plate perpendicular to load, wood grain parallel to load AE - Plate parallel to load, wood grain perpendicular to load EE = Plate perpendicular to toad, wood grain perpendicular to loadAlltruss•pkdes are pressed;inth e ewood. for the full depth of tfrelr teeth by hydraulic -platen embedment presses. multiple roller presses that usepartialembedmentfollowedbyfull -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that teed trusses into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY FORCE DIRECTION M- 16 AND MII 18 M-20 AND Mil 20 M-20 HS, Mil 20HS.AND MT20HS Efficiency PoundsllnchlPair of Connector Plates Efficiency PoundenrichlPalr of Connector Plates Efficiency PoundslinchlPaG of Connector Plates Tension Values in Accordance with Section 5.4.4.2 of TPI-1 (Minimum Net Section over the Joint)' _ Tension ® 00 Tension ® 900 0. 70 0. 38 1 2012 1013 0. 50 6. 47 Sao 820 0. 69 0. 48 1505 1219 Tension Values in Aoocrdanoe with TPI-1 with a Deifiation [see Section 5.4.9 (e)1 Mlatdmum• P1d Section Occurs over the.JW. . Tension ® 0° 0.88 1945 0.62 1091 0.67 1716 Tension ® W 0:30 849 0.48 844 b.52 1321 Shear Values Shear ® 00 Shear ® 300 Shear ® 600 Shear ® goo Shear @ 1200 Shear ® 1500 0. 54 0. 61 0. 73 0. 55 0. 48 . 0: 35. 1041 1173 1402 1056 914 672 0. 49„ 0. 63 0. 79 0. 55 0. 42 0. 46 574 738 936 646 490 544 0. 43 0. 61 0. 67 0. 45 0. 34 0. 3 761 1085 1184 792 608 537 For St: 1 IbRnch = 0.175 Nhom, linch = 25A 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 One of holes. 2Maxtrrism Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a sped ied orientation. For these plates, this One passes through a section of the ply with no holes. ESR4311 I Most Widely Accepted and Trusted 4 Page 5 of S 0.12V 0.26W 0.5W 0 sw 32mM 64mmm 93mn127mm a:oa aoa don aoo goo Don 00Goo ODD J aoo aoa goo goo goo Don aoo aoo aoa WDTH M- 20 HSI M1120 HSI MT20HS FIGURE 1-.APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (In IncheS) (CondnYed) ICC-ES Evaluation Report ESK-'13-11 -11 rest, Oupplemcrra Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.ora 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14S1S NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MITek®TRUSS CONNECTOR PLATES: M-16, Mll 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HSIM 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is ndi ate that WeeeTruss report Connector Plates ealso beeil 1n evaluated llr TM in 20. M-20 HS, Mll 20 HS, and MT20HS, recognized compliance with the codes noted below. Applicable code editions: 2014 and 2010 Florida Building Code —Building 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTek® Truss Connector Plates M46, Mll 16. M-20, Mil 20, M-20 HS, Mll 20 HS, and MT20HSTM, described in Sections 2.0through7.0 of the master evaluation report ESR-1311. comply with the 2014 and 2010 Florida Building Code —Building end the2014and2010F%%itJe Building Code —Residential, provided the design and installation are in accordance with the Internadonal'$u# ding :CoQe: (IBC).provisions noted in the master report Use of the MiTek®Truss Connector Plates M-16, Mll 16. M-20, Mll 20, M-20 HS, Mll 20 HS, and MT20HS"' 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 assuranceentityapprovedbytheFloridaBuildingCommissionforthetypeofinspectionsbeingconductedistheresponsibilityofanapprovedvalidationentity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. ICC-ES £ vahatloa Rcpom are ml to be emr"rued as representing aesfheda or any other atiribuldt not apecficolly addrase4 rear are day to coat e at an endorsement of the subject ofthe repo" or a reeontmendallon jar lit ma mere ts ao wa by ICC blmhodon Service, u.C. tsprets tpl _ so anyJhoding ar other mafw In this repo". or at W atW product cowed by dw repo". Page Ptge or 1 CopyrightO 2015 ICC-ES Evaluation Report r-Qr%- I 0 1 I Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.orn l (800) 423-6587 ( (562) 699-0543 A Subsidiary of the tnremaaonar croue i-vunct, DIVISION: 06 00 00 WOOD, PLASTICS AND COMPOSITES Section: 0617 63--Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14615 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www_ mii__com . EVALUATION SUBJECT: MiTek° TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HS7e 1.0 EVALUATION SCOPE Compliance with the following codes: 2012, 2009. 2006 International Building Codee (IBC) n 2012, 2009, 2006 International Residential Code® (IRC) 6:2013 Abu Dhabi International Building Code (AOISC)t The ADISC is based on the 2009 IBC. 2009 IBC code sedans referenced In W s report are the same sedans In the ADIBC: Property evaluated: Structural 2.0 USES MiTekm metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTek`° M46 and MI116: Model M-16 and Model MII 16 metal truss connector plates are manufactured from minimum No. 16 gage 10.0575 inch total thickness (1.46 mm)), ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)) and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the 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 MiTek° M-20 and Mil 20: Model M-20 and Model Mil 20 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wife, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth: The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (f.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTek® M-20 HS, MII 20 HS, and MT20HS m: Models W20 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 0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/44nch-by-l-Inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0.125 inch (32 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.25-inch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.334nch4ong (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, 1CC-ES Evolumbn Reports on not to be eomtrued os representing aesthetla or orry other orWbuus not Vsc fleally oddreued nor are 1* to be constnnA E' m an endorsement ofshe subject ofthe report or o recotrnnend&10"for Its tote. There It no ua 0rbyICCEvoluatlonSnrla. LI.C. etrptess or Mtplled as ro anyHerding or other martyr inthis report. or into airy product covered by the report a' Page 1 of 6 Copyright O 2015 ESR4311 I Most Widely Accepted and Trusted Page 3 of 6 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (IbAn21PLATE) LUMBER SPECIES SG AA EA AE EE M-16 AND MII 16 _ Douglas fir -larch Hem -fir 0.5 0.43 176.. _ 119 121 64 _ 137 _ 102 126 98 Spruce.pine-fir Southern pine 0.42 0.55 _ 127 174 82 126 75 147 107 122 W20 and Mil 20 Douglas fir4arch Henn -fir 0.5 0.43 220 _ 185 196 _ 148 180 129. 190 145 Spruce -pine -fir Southern pine. 6.42 0.55 197 249 144 190 143 184 137 200 M-20 HS, MII 20 HS and MT20HS _ Douglas fir4arch Hem -fir 0.5 0.43 165 139 146 111 136 97 143 109 Spruce -pine -fit Southern pine 0.42 0.65 148 187 108 143 107 138 103 150 For SI: 1lblin` = 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 bad, wood grain parallel to load AE = Plate parallel to load, wood.gratn•perpendicular to load EE = Plate pelpendk:utar 16 load. vmd.graln perpendicular to load . AN truss plate$ are pressed into the•wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followbyed fud-embedmerd rollers, or combinations of partlal ernttedmenl roller presses•and hyCraul't.19aten 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 ANC Mil 20 M-20 HS, Mil 20HS AND MT20HS Efficiency PoundslinchlPair of Connector plat88 I Efficiency I Pounds/ inchlPair of Connector Plates Effidency PoundslinehlPair of Connector Plates Tension Values in Accordance with Section 5.4.42 of TPI-1 (Minimum Net Section over the -Jo int)' Tension @ 00 Tension. @ 900 0. 70 0. 36 2012 1013 1 0. 50 0. 47 880 no 0. 59 0. 48 1505 1219 Tensldfi Values In Accordance with TPI-1 with a Deviation [see Section 5.4.9 (e)] MaidaiubiNetSectionOccursovertheJolneTension @ 00 Tension @ 900 0. 68 0. 30 1945 849 _ 0. 62 0. 48 1091 841 0. 87 0. 52 1718 1321 Shear Values _ Shear @ 00 Shear @ 300 Shear @ 600 Shear @ 9W Shear ( M 1200 Shear @ 1600 0. 54 0. 61 0. 73 9• 55 0. 48 ... 0. 35 1041 1173 1402 1055 914 672 0. 49• _ 0. 63 0. 79 9. 55 _ 0. 42 0. 46 574 7311 936 , 645 420 544 0. 43 0. 61 0. 87 0. 45 0. 34 v 0. 3 781 11185 1184 792 608 _ 537 . For SI: 1 IbAnch = 0.175 N/mm, 1 inch = 25.4 MM. NOTES: MinimumNet Section - A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this litre passes throilgh a One of holes. Maximum Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of fhe plate with no holes. ESR4311 I Most Widely Accepted and Trusted _ _ _ _ _ Page 6 of 6 0.12r 02W Q-WV 0.3w 3.2 mn 9 a}m m 9 Aa" 12..-7-nun 0a ono ono 0o ono ona Ono A 000 r ono goo 000 000 ono Ono o 0 0Io0AAWVAMI M- 20 HS, Mil 20 HSI MT20HS FIGURE 1— APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (In Inches) (Continued) ICC-ES Evaluation Report cart-131 rov %-AuNjj1W11 Mee16 Reissued June 2015 This report is subject to renewal June 2017. wwW.icc-es.orsl 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 63—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: MiTeke TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS, AND MT20HS- 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTek® Truss Connector Plates M-16, Mil 16, M-20, MII20. M-20 HS, Mil 20 HS, and MT20HS1, 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 1t1.2014 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, MII 20 HS, and MT20HSTM, described in Sections2.0 through 7:0 of the master evaluation report ESR43.11,-comply with the 2014 and 2010 Florida Building Code —Building and .thd.2014 and 2640; da Bda` uAditVCo-,RWNG*11W, provided the design and installation are in accordance with the Intemall- mal Building. Coda(IB4provldoi noted In the master report. Use of the MiTeke Truss Connector Plates M-16, MII 16, M-20, Mil 20. M-20 HS, M1120 HS, and MT20HS1m 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 itots•falling under )ottda Rule 9N-3', verificatial thet,the.tepo. hoidera quality assurance program is audited by:a_ ved' b. the Florida 8uildin Commission- for the type of inspections being. conducted is. that' qualio."as yrarice :eiifty aPPro Y. _ 9 respOnsibility o.. - sppt!oyed validation entity (or the code, dffidal when the teport. holder does not possess en approval by the Comriiissionj. This supplement expires concurrently with the master report, reissued in June 2015. 1CC- M Evaluation Reports on not to be comtrued to repretendag aesdxtha or any other aarbuta no spw#leally oddtwed. nor are dW to be construed as on endmtentent of the subfeci ofthe report or a recommetdatlon for Its use. The" k no ivat I by 1GC 6laluatlon Saw Ur— express or http1/e4 as to any finding or other ntattn /n 1h1t report or of to airy product covered by the report Page 1 or 1 Copyright O 2015 ICC-ES Evaluation Report r-,"-1 J 1 1 Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.orsl 1 (800) 423-6587 1 (562) 699-0643 A Subsidiary of the mtemanonar c.oae c.vur,c, DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 06 17 63-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14516 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 wwwmll.com EVALUATION SUBJECT: MITekm TRUSS CONNECTOR PLATES: M-16, Mil 16. M-20, MII 20, M-20 HS, Mil 20 HS, AND MT20HS"e 1.0 EVALUATION SCOPE Compliance with the following codes: is 2012. 2009, 2006 international Building Codee (IBC) I. 2012, 2009, 2006 international Residenlial Codee (IRC) 2013 Abu Dhabi International Building Code (ADIBC)t tThe ADIBC is be on the 2009 I8C..2009 IBC Code seWans referenced in this report are the same eeCtlons in the ADIBC. Property evaluated: Structural 2.0 USES wee metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTek®M-16 and MII 16: Model M-16 and Model MII 16 metal truss connector plates are manufactured from minimum No. 16 gage (0.0575 inch total thickness (1.46 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0,0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave forth, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to12inches (305 mm), and lengthwise in 1 /44nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTek® M-20 and M1120: Model M-20 and Model Mil 20 metal truss connector plates are manufactured from minimum No. 20 gage (0.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33-inch4ong (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details.. 3.3 MiTek® M-20 HS, Mil 20 HS, and MT20HS"r: Models M-20 HS. Mil 20 HS, and MT20HSTe metal truss connector plates are manufactured from minimum No. 20 gage (0.0356 inch total thickness (0.9 mm)] ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/4-inch-by-1 -inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal; Each module has three slots, 0A5 inch (11.4 mm) long and 0.125 Inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.254nch wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses. lCC-ES EvaluOtlon Rspora are not to be construed as representing oesuhetia or any Other attributes not speclfroo/Iy oddreaed, error am may or corarrrm as an endorsement ofthe subject of the ropon or a recounmendmlonf- - 7kre is no vranaary by ICC Evaluation service, Uc. espmsimp," to any finding or other matter In this roporR or as to any produit b uYP-t Page 1 of 6 Copyright 0 2015 ESR-311. 1 _ Most Widely Accepted and Trusted Page 3 of 6 1 TABLE I—ALLOWA13LE LATERAL RESISTANCE ES, HYDRA U IC -PLATEN EMB E MEN-' (IblIn21PLATE) LD LUMBER SPECIES SG AA EA AE EE M- 16 AND 11111116 0; 5 0. 43 176 119 121 64 137 102 126' 98 lasfir -larch fir pine- fir 0.42. 127 82 75 107 0. 55 174 _ _ 126 .147 122 M- 20 and Mil 20 ern pine pas fir -larch 0.5 0A3 220 186 195 148 180 129 190 145 U . _ _ _ ce- pine-fii 0.42 197 _ 144 143 _ 137 hem pine 0.55 249. .. 190 184 200 M- 20 HS, Mill 20 HS and MT20HS " 0. 5 0. 43 185 139 146 111 136 97 143 109 1. las fir-laroh fir 0. 42 _ 0. 55 148 187 108- 143 107 138 103 150 ice-pine-fr hem pine For SI: 11bAr? = 6.9 kPa. NOTES: Toothholding units = psi for a single plate (double for plates on both faces when applying to area on ordy one face). To achleve values, ales 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 a Plate pefpetidUMer.to load, wood grain perpendicular to load AIItruss.plales ere pressed Into the wood for the full depth of their teeth by hydraulio-platen embedment presses, multiple roller presses that usepartialerimbedmentfollowedbyfull -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 For SI: 1 Ibfinch = 0.176 Nimm, 1 inch = z5.4 mm. NOTES: th pattern with the minimum amount of steel for a specified orientation. For these plates, MinimumNetSection - A line through the plate's too this line passes through a line of holes. 2Ma) imtlrn Net Sedion - A line through the plate's tooth pattern with the ma)dmum 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 t03t IfdetY ccePted and Trusted Page 6 of 6 0.12W 0.25W 0.900" 0 38s, 3.2mm 6.4mm 127mn 93am tt t# } OOo 000 Oda a0O --000 Ono goo goo Ono J 1:000 aoa O00 00o 000 ODD goo aoa OD0 M-20 HS1 MII 20 HS1 MT20HS FIGURE 1—APPROI(IMATE DIMENSIONS OF MITEK CONNECTOR PLATES (In Inches) (Continued) ICC-ES Evaluation Report CSK-+s, rage .uNN rrr e• Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.or l I (800) 423-6587 ( (562) 699-0543 A Subsidiary of the Intemaaonal Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 63--Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14615 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434.1200 www.mii.com EVALUATION SUBJECT: Wee TRUSS CONNECTOR PLATES: M46, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HST" 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTee Truss Connector Plates M-16, M11 16. M-20, Mil20. 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: 1112014 and 2010 Florida Building Code —Building 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MTekeTruss Connector Plates M-16, Mil 16. M-20, Mil 20. M-20 HS, MII 20 HS, and MT20HS"', described in Sections Ildin Code —Building2.0'fhrough.7.0 ofithe master:evaluation.report;ESR=1311•, comply with the 2014 and 2010 Florida. Bin 8 and tti 2014 arid -arid BuAding.Gade—Resfdertdal, Provided the design and installadon are in accordance with the lntemafilortal Building boded(IBC) provisions notediri the master report: Use of the MiTeeTruss Connector Plates M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, and MT20HSTu has also beenfoundtobeincompliancewiththeHigh -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For•products:faliiitg under Florida. Rufe-9N-3. verification that the report holders quality assurance program,is,audited by aquality •assurances, Mittt. approved by, the Florida BtlQd'ing Commission for the type of inspet &ns being conducted is- the responsib ty,•of.an,•approved validation entity'.(or the oode:official when the report.holder does not pos§ess:an.appnsval by the Comri iistoni.. This supplement expires concurrently with the master report, reissued in June 2015. ICC-ES MWumlon Repvru ore Trot to be comrrued as repre—fi g— —belief or otry other attributes nor spec affy addressed troy an they tom eotu Aasanendorsementofthesubjectofthereportorarecommendationfortaruse: There Is no wmrony by ICC F"Iuorlon Service. ll C, sspren , to a yfi dhrg or other minter In this report Of at to my product capered by the report Pugs 1 of 1 Copyright 0 2015 ICC-ES Evaluation Report r.%3r` Reissued June 2015 This report is subject to renewal June 2017. WWw.1cc-e8.0-rQ 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 0617 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14616 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 4344200 wvvw.mii.com EVALUATION SUBJECT: MlTeke 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 Code® (IRC) of 2013 Abu Dhabi International Building Code (ADIBC)t t-rhe A018C is based on the 2009 IBC. 2009 IBC code sections referenced in ttds report are the same sections in the A018C. 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 MlTeke M46 and Mil 16: Model M-16 and Model Mil 16 metal truss connector plates are manufactured from minimum No. 16 gage (0.0575 inch total thickness (1.46 mm)]. ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 min) width increments, up to 12 inches (305 mm). and lengthwise in 1'14-inch (31.7 mm) multiples, See Figure 1 of this report for details. 3.2 MlTeke M-20 and M1120: 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 approbmately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MlTeke M-20 HS, MII 20 HS, and MT20HSTM: Models M-20 HS, Mil 20 HS, and MT20HSTM metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60, high -strength. low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 0.0005 Inch thickness on each side (0.013 mm)) and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/4-inch-by-1 -inch (19 mm by 25.4 mm) modules of teeth are ' stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0A25 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.25-inch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.334nch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, Evaluation Rspwtt am Motto be cons& aad m representing oetthelles or airy other arWbuter nor specUkrally addnve4 nor are they tobeconstrued /! as an endaraernent of the subject of thempms or a rrcommendatioaf Xtdathe is no Tana" b fG C Evaluation Service. llC. e+Ptr a !^+p! to airy findlatgor other mono in this report or or to airy pro& by Pot Page 1 of 6 Copydg" 0 2015 ESR-1311 1 Most Widely Acne ted and Trusted Page 3 .. of 6 TABLE 1—ALLOWABLE LATERAL RESISTANCE VALUES, KyDRAUUC-PLATEN EMBEDMENT' (Iblin'/PLATE) LUMBER SPECIES SG AA EA _ AE _ EE M-16 AND Mil 16 ' Douglas fir -larch 0.5 We 121 137 126 Hem -fir 0.43 119 64 102 98 Sprucevinefir 0.42 127 82 75 107 Southern pine '0.55 174 126 _ 147 122 M-20 and Mil 20 0.5 220 195 180 190 fir -larch 148 129 145 0.43 185 mne-fir 0.42 197 144 143 137 i pine 0.55 249 190 184 200 M-20 HS, Mil 20 HS and MT20HS fir -larch 0.5 165 146 135 143 0.43 139 111 97 109 pine -fir 0.42 _ 148 108 107 103 n1no 0.55 187 143 138 150 For S'I: 1 W = 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 bad, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to load EE r- Plate perpendlcuipt to load. wood Wafn.perPendi ., to toad AO truss plates are.pressed intp the wood for the full depth of the teeth by hydisulio-pplaten emt>edment.prpsses. multiple roger presses thatusepartialembedmentfollowedbyfu(4w*edment rdleis. or. ctunt9nations of partial embedment roller presses and'hydlauUe platen presses that feed trusses Into a stationary finish roller press. TABLE 2--EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES For SI: 1 Winch = 0.175 Nhnm, Uncn = za.a mm. NOTES: Mirrimtun Net Section - A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these lates this One passes through a line of holes. Majdmtsh Net Section - A line thmugh the plate's tooth pattern with the ma)dmuamount of steel for a specified orientation. For the mse plates, this line passes through a section of the plate with no holes. Page 6 of 6 ESR4311 I _Most Widely Accepted and Trusted 012V 0.2Wr 0.5W 92mm 64awn 127mm Roo Goo 000 aoo 000 000 0•o 000G Goo goo gooGoo 000 aoo Goa ono aoo Gino OGG MOTH 0 sew 99mm M=20 HS, "120 H.S, MT20H.S FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (in inches) (Continued) ICC-ES Evaluation Report t5K-1371 I-t3%- ,upplement: Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.orsl 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the Intemadonal Code Council' DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53--Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14615 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.rnii.com EVALUATION SUBJECT: MiTek*TRUSS CONNECTOR PLATES: M46, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HSTie 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTee Truss Connector Plates M-16, MII 16, M-20, 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: 1i 2014 and 2010 Florida Building Code —Building 2014 and 2010 Florida Building Code—Residenlial 2.0 CONCLUSIONS The MiTekoTruss Connector Plates M-16, MII 16. M-20, Mll 20, M-20 HS, Mil 20 HS, and MT20HSTM, described in Sections 2.0 through 7.0 of the master evaluation report ESR-1311, comply with the 2014 and 2010 Florida Building Code —Building and the 2014 eriA 2010 n,nda Buff hg: Code —Residential, provided the design and installation are in acconianoe with the International Suit' hg Code1°_(IBC) pnsvlr ions noted in'the master report. Use of the MTeleTruss Connector Plates M-16, Mil 16, M-20, MI1 20. M-20 HS, MII 20 HS, and MT20HS1ee 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 aqualityassuranceentityapprovedbytheFloridaBuildingCommissionforthetypeofinspectionsbeingconductedistheresponsibilityofanapprovedvalidationentity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. 1CC-W Evaluation Reports are not to be construed at repxr"ll"S aesthetics or any other attributa not speetjloally addressed. nor are they to be CWa& ea at an endorsement of the subject ofthe report or a reoommettdatlon for Its use. Then it no warranty by 1CC Evaluation Servloe, " csp^tss or M004 as to aW inding or other matter in this report or as to airyproducteovered by the report Copydght 0 2015 Pegs 1 of 1 n 0211112015 13:41 ffA10 P.002/004 MIAMI-DADS COUNTYMI® PRODUCT' CONTROL BECKON I l 8OS S W 26 Street, e*= 208 DEPARTMEW OF REGULATORY AND ECONOMIC RESOURCES (RER) Muni, Florida 33175.2474 BOARD AND CODE ADMINISTRATION DIVISION T (716)311-2S90 F (7d6) 313-2399 NOTICE OF ACCEPTANCE MOM 1=,ndam:d#dm2nY1mnomy Southeastern Metals Manufacturing Company, Inc. 11801 Industry Drive JaclrsoovIU6, FL 32218 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER -Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA 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 assumnce purposes. If this product or material fails to perform in the accepted manner. the manufacturer will Incur the expense of such testing and the AHJ may immediately revoke. modify, or suspend the use of such product or material within their jurisdiction. RIER 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 coda This product is approved as described herein, and has been designed to comply with the Florida Building Code including the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: Weather Vent LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo` city. state and following statement: "Miami -Dade County Product Control Approved". unlaas 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 p"armanee of this product. TERMINATION of this NOA will occur after the expiration date or if then: 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 sates, 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. INSPRMON: 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 l through 3. The submitted documentation was reviewed by Juan E. Collao, R.A. 4 • 60v-#-P NOA No.: MOO14.09 Erpirstion Date: 04/1S/19 Approval Data: 01/23/14 Page 1 of 3 0211112015 13:42 ffAi P.003/004 ROOFING ASSI1 MLY 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 Auolicant Dimenst_ous 6ueciticatfous Description Weather Vent Vent: 4- K" x 19" x 46" TAS 100 Galvanized metal roof vent Deck Flame: 24" x 52' Thickness: 0.0217 inch.-- • MANuFACfIJRING LOCATION 1. Jacksonville, FL EvmENCE SUBMrPrED Test Agency Teat Identifier Test Name/Report Date PRI Asphalt Technologies, Inc. TAS 100 SEM-002-02-01 08/14/03 CC -ES AC132 SEM-027-02-01 01/07/14 APPROVED APPLICATIONS: Deck Type: Wood Deck Description: II/n" or greater plywood or wood plank System Type A: Mechanical attachment of vent for shingle roofs Cutout: Mark a 3 W x 46" opening centered between layout lines and aligned minimum 6 inches from the ridge. Set blade to thickness of sheathing and cut opening. Brush away sawdust and debris. Installation: Vents should be evenly spaced on the rear slope of the roof. Center vent in opening and set it in a 1/8" thick of an approved ASTM D 4596 asphalt roofing cement. Secure vent to the roof deck with 1-Ys" galvani cd ring shank roofing nails spaced approx. 8" o.c. and I" from the outside edge of the flange. Use a minimum of IS nails per vent. Seal all nails and vent flange with an approved ASTM D 4586 roofing cement. (See drawings herein). Net Free Area: 99 square inches. NOA No.: 13-0814.08 Expiration Data: 04/15/19 Approval Date: OV23114 Page 2 of 3 a 0211112015 13:43 M P.0041004 LIMITATIONS: 1. Refer to applicable building code for required ventilation. 2. Weather Vent shall comply with the manufacturer's current published application instructions and the requirements set forth in the applicable building coda. 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 manufaeturee's 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 Expiration Date: 04ASM Approval Date: Ot/23/14 Page 3 of 3 FA Florida Building Code Online Uncer 0 -- Page l of i Business & Professional • FL152-1c Regulation ROM lloddil0;p"f t ecis fame I tap in I User Registration 1 Iva TopicsI Submit surcharge I slats a Facts f Publications I FBC Stair I ac1S Site Map I Links I Search I Busines ja10lProduct Approval Professi used: public User Regulation product Approval Menu > product or Aoelkatlon fcT!A! > Ap011pfion 4st Search Criteria Code Version 2014 FLN 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 Sieafta Results FA11Gat1101115 Troo Manufacturer Validated Br Status FL15716- RZ Revision Interwrap, Inc. John W. Knezevlch, PE Approved History Category: Roofing 954) 772-6224 Subcategory: Underlayments rM= A.....w,..r n flaaa wn ho —viewed and ntlfl@d br the POC aMfor the C.Ammfisionit necessary. l; 2QL= r,et e :: j"a koith Naomi Street. Tallahnceee FL 32299 alone, liSO.a•7.1824 The State of Florida Is an AA/EEO employer. C6&vrfaht 200240i2 Sigte'a norida.:: Privacy Statement :. AgM jgblnN :: Refund.Sudcm•nt under Florida law, mail addresses are pudic records. it you do not want your *-mall address released In response to a public -records request. do not send electronic mall to this entity. Instead, contact the ofllca by phone or by traditional mail. If you have any questions, please Contact •So.487.1295. 'Pursuant to Section 4SS.27S(1), nords Statutes, effective October 1. 2012, licensees licensed under chapter 45S. F.S. must provide the Oepartment with an email address U they have one. The emads provided may be used for official commuNuton with the licensee. tldwever email addresses are public record. U 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 dete ne if you ate a licensee under Chapter 4S5, F.S., please click tier. Product Approval Accepts: aImaE tic ZA E https:// www.floridabuilding.org/pr/pr_app_ist.aspx 7/20/2015 Florida Building Code Online Page I of 2 It Business & Professional Regulation rcrr®ram® Fbddi DepaVMd eels Moore I tea In I user M1ewwation I Moe topics I submt sunYurpe I sots s Feas I PWdxatWn I FOC sua I acts site Map I uma I search I Busines Product Approval Professi al ®USER: vubec tier Regulation PMdUn AWMA MGM > pbeucter •belNrlon Synch a Ax1RAllefl List > ApplloUoh OaUtl FL # FL15216-R2 Application Type Revision Code version 2014 Application Status Approved Comments Archived Product Manufacturer InterWrap, Inc. Address/Phone/Small 32923 Mission Way Mission, NON -US 00000 551) 574-2939 mtupas@lnterwrap.com Authorized Signature Eduardo Lozano elozano@lnterwrap.com Technical RepresenlaUve Eduardo Lozano Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 778) 945-2891 elozano@interwrap.com Quality Assurance Representative Address/Phone/Email Calory Rooting Subcategory Underlayments Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer I Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Robert Nleminen the Evaluation Report Florida License PE-59166 Quality Assurance Entity Intertek Testing Services NA Inc. - ETL/Wamock Hersey Quality Assurance Contract Expiration Date 11/17/201S Validated By John W. Knezevlch, PE I Validation Checklist - Hardcopy Received Certificate of independence FI I5216 R2 COI.20t5.O1 Cot Nleminen.odf Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code 1507.2.3 1507.5.3 1507.8.3 1.507.9.3 1507.9.5 T1507.8 https://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZIQ... 7/20/2015 I Florida Building Code Online Page 2 of 2 Product Approval Method Method 2 Option B Date Submitted 04/28/2015 Date Validated 04/29/2015 Date Pending FBC Approval 05/04/2015 Date Approved 06/23/2015 Surninirlif of Products FL ># j Model, Number or Name Description 15216.1 RhinoRoof Underiayments Synthetic roof underiayments Limits of Use Installation Instructions Approved for use in HVH2: No Approved for use outside HVH2: Yes Impact Resistant: N/A Design Pressure: N/A Other: See ER Section 5 for Limits of Use. FLIS216 R2 It 2015 04 FINAL ER I TERWRAP RHINOROOF 1`1-15216- R2.Ddf Verified By: Robert Nieminen PE-59166 Created by Independent Third Party: Yes Evaluation Reports F115216 R2 AE 2015 Od FINAL ER INTERWRAP RHINOROOF KiS216- R2. odf Created by Independent Third Party: Yes none Cyptad- yi :: 1940 North Moome tnMe Tanahastee Ft v_we Phone: SSO-482-t82a The State of Florida Is an I A/M employer, Copyright 2007.201 s oats at FlorMa.:: :: :: Refund Statement Under Florida taw, email addresses are public Words. If you do not want your e-mail address released In response to a public-remnis repuest, 40 not Send electronic man to tMs entity. Instead, contact the dice by phone or by traditional map it you have any Questions, please contact 650.487.1395. •PursaM ta Section 45S.27S(1). Florida Statutes, eRecthM October 1, 2012, ticonsees licensed under Chapter 4S5, F.S. must provide the Department with an ernan address If they have are. The !mans provided may M tRed for oRicidl conwlm nication with the 4censee. However a mall addresses are public record. tf you do not wish t0 supply a personal address, please provide the OeNnntela with an Mail oddms which an be made available to the public To determine If you are a I1celSee under Chapter 4SS. FS., please dick heft. Product Approval Aocepte: 0®®® v wur111:N1"1'0lt''' W&M. https://www. floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yV VKJZI Q... 7/20/2015 It QIT RINITY I ERD FVAWATION REPORT EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9S03 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 F1.15216-112 Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2: 04/27/2015 SCOPE: This Evaluation Report is issued under Rule 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 5t11 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) 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 DCA ANE1983 sypugtsup -- Nz C ri0toat•<Mi A i w. -• O f 4 •• °7:.•''.t t,,o; The aimse seal appearYr was authorized by Robert Nle nkwkG L`• PE.ono4/27/2015. %6 does not serve as analacttonkaltv&W*d doamant. Stned, sated hardrapb have been tearomltted to the product Approval AdmWstrator and to the tamed diem CERTIFICATION OF INOEPENOENa: 1. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial Interest in any company manufacturing or distributing products it evaluates. 2. Trinity I ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest In any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a finandal 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. I TRINITY I ERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: Rhinoltoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year 1507.2.3,1507.5.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.8.3, 1507.9.3, 1507.9.5 on Heating 1507.2.3, 1507.5.3, 1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 1507.9.3 Heating, Liquid Water Transmission, Breaking Strength, Olmensional Stability 3. REFERENCES: Entity Examination Reference Date ITS(TST1509) Physical Properties 100539395COQ-006 10/27/2012 ITS (TST1509) Physical Properties 100539395COQ-002 10/27/2011 ITSITST1509) Physical Properties 100539395COQ•006 03/14/2014 ITS (QUA1673) 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 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: S.1 5.2 5.3 5.4 5.5 5.6 5.6.1 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. This Evaluation Report is not for use in the HVHZ. Fire Classification is not part of this Evaluation Report, refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. If not listed, a request may be made to the AHJ for approval based on this evaluation combined with supporting data for the prepared roof covering. Allowable roof covers applied atop RhinoRoof Underlayments are follows: Tmif 1: ROOF COVER 0Pr10NS Underlayment Asphalt Shingles Nail -On TIleI Foam -On TileI MetalI Wood ShakesI & Shingles Slate or Simulated Slate RhinoRoof U20 Yes INo I NO I Yet I Yes I NO Exposure Limitations: RhinoRoof Underlayment shall not be left exposed for longer than 30-days after Installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM 0226, Type I or II or 04869, Type 11 underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, U.C. Evaluation Report 140S30.02.12-RZ Certificate ojAuthorirotlon #9503 FLiS216-1112 Revision 2: 04/27/201S 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 RhlnoRoof U20: 6.4.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1-inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic or metal cap nails or FBC HVH2 nails & 1-5/8" diameter tln caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 Sinale Laver: Roof Slope > 4:12: End (vertical) laps shall be minimum 6-Inches and side (horizontal) laps shall be minimum 4-inches. Refer to Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain conditions. For exposure < 24 hours, use of every -other fastening location printed on the surface is acceptable. For exposure > 24 hours up to maximum 30-days, use of every fastening location printed on the surface Is required. When batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole In accordance with Interwrap published instructions. 6.4.3 Double Laver. 2:12 < Roof Slope < 4:12: End (vertical) laps shall be minimum 12-Inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-Inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1-inch side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. S. MANUFACTURING PLANTS: Contact the manufacturer or the named CIA 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 ENO OF EVALUATION REPORT - Exterior Research and Oeslgn, U.C. Evaluation Report 140S10.02.12-R2 Cerdftcote of Authorizotlon #9503 FLIS216-R2 Revision 2: 04/27/201S Page 3 of 3 NT INITY I ERD EVALUATION REPORT EXTERIOR RESEARCH & DESIGN, I.I.C. Certificate 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 F115216-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 5lh 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 DCA ANE1983 The fac4mh seal appearbft wa/ authorited by Robert Ni minen, P.E. on 04127120IS. This does not serve as an electronically aligned down,ant. SVned, sealed hardrsplea haw been transmitted to the Product Approval Adminhiraat and to the named client CERTIFKATION 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 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. 0 V I RINITYIERD 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 0226 2006 1S07.83, 1S07.93, 1507.9.S on Heating 1507.2.3, 3507.5.3,1S07.83, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 200S 1507.93 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference ate ITS(TST1S09) Physical Properties 100539395COCt-M 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-002 10/27/2011 ITS (TST3509) Physical Properties 10OS39395COQ•006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 12/17/2014 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: 5.1 This is a building code evaluation. Neither Trinity IERD nor Robert Nleminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVHZ. S.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.S Allowable roof covers applied atop RhinoRoof Underlayments are follows: TA@ E 1: ROOF COVER OPTIONS Underlayment Asphalt Shingles Nall -On Tile Foam -On Tile Metal Wood Shakes Shingles Slate or Simulated Slate RhinoRoof U20 Yes No INo IYes IYes I No 5.6 Exposure Limitations: 5.6.1 RhlnoRoof 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 0226, Type I or II or D4869, Type It underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, LLC. Evaluation Report 640S10.02.12-R2 Certi/icote Of Authorization #9503 FUS216-R2 Revision 2: 04/27/201S Page 2 of 3 NTINIWIERD 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. S 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 underayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole in accordance with Interwrap published instructions. 6.4.3 Double Laver: 2:12 < Roof Slope < 4:12: End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1-inch side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 8. MANUFACTURING PLANTS: Contact the manufacturer or the named QA entity for information on plants covered under Rule 61G20-3 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, LLB Evaluation Report 140510.02.12-1112 Certi lCote o/Authorkodon #9503 FL15216-R2 Revision 2:04/27/2015 Page 3 of 3 Florida Building Code Online hr 1 Page 1 of 2 RegulationBusiness & Professional p*113 p9yMVN'f acts Morrie I tap in I user Registration i Mot TOPICS I Subrrdt surcharge I stabs a Facts I Publications I FOC sae I KS sua Pug I Lints I search I BUsines Professi . al ® Product Approval USER: Pubgt User Regulation Product of Apeftatloft SM911 > 60Mqa= > Application Dean FL g FL1630S-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 mcolllnsoatlasroofing.com Authorized Signature Meldrin Collins mcollins@atiasroofing.com Technical Representative Address/Phone/Emall 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 f4i Validation Checklist - Hardcopy Received Certificate of Independence EL1630S R4 Cat ATLI3002.4 2014 FBC Product Evaluation Shinciles.odf Referenced Standard and Year (of Standard) Standard X= ASTM D 3161 2009 ASTM D 3462 2009 ASTM D 7158 2008 TAS 100 1995 TAS 107 199S Equivalence of Product Standards Certified By Sections from the Code https://www.floridabuUding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquJBMjgU1 j3N... 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Method 1 Option 0 Date Submitted 06/28/2015 Date Validated 06/29/2015 Date Pending FBC Approval 07/05/2015 Summary of Products r• t FL d i Model, Number or Name Description 1630S.1 Atlas Shingles Fiberglass reinforced laminated asphalt shingles Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL16305 R4 It ATL13002.4 2614 FBC Product Evaluatlon Approved for use outside HVH2: Yes Shinales.odf Impact Resistant: N/A Verified By: Zachary R. Priest 74021 Design Pressure: N/A Created by Independent Third Party: Yes Other. See evaluation report for limits of use Evaluation Reports FL1630S R4 AE ATL13002.4 2014 FBC Product Eiraluatlon Shlnoles.odf Created by Independent Third Party: Yes Contact us :: 2240 North Mown SVe@L TafttiPhone, 850482.1924 The Sate of Floras is an AAICeO employer: :: icy Statement:: EtaansWrtvSilldlkat :: 8eftind Siate0tot Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a Public•rltards request, do not send electronic mall to this amity. Instead, contact the office by phone or try traditional mail. 1f you have any auesdons, please contact $50.41117.139S. 'Pursuant to Section 4SS.27S(I), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 45S, F.S. must provide the OePartment with an 4mail address If they have one. The ernads provided may, be used for official communication weh the licensee. however email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an enroll Oddness which an be made awlatlle to the pubFIQ To determine If you are a Ikensee under Chapter 4SS, FS., please dick here . Product Approvtd AeRptt2 ERN CrCdit https:// www.floridabuilding.org/pr/pr app_dtl.aspx?parwn=wGEVXQwtDquJBMjgU 1 j3N... 7/20/2015 CREEK Certificate of Authorization No. 29824 17520 Edinburgh Or 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 (OUA9625) SCOPE Category: Roofing Subcategory: Asphalt Shingles Code Sections: 1507.2.5, 1507.2.7.1. 1523.6.5.1 Properties: Physical properties, Wind Resistance, Wind Driven Rain REFERENCES Entity 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) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) Report 0 ATL-079-02-01 ATL-083-02-01 ATL-086-02-01 Rev 1 ATL-104-02-01 ATL-106-02-01 ATL-106-02-01 Rev 1 ATL-107-02-01 ATL-107-02-01.1 ATL-109-02-01 ATLA 16-02-01 ATL-118-02-01 ATL-119-02-01 ATL-123-02-01 ATLA25.02-011 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-138-02-01 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 ATL13002.4 FL 16305-R4 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 1019 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express not imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK 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 (fST5878) ATL-184-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-185-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-186-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-187-02-01 ASTM D 3462 2009 PRODUCT DESCRIPTION GlassMaster®30 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Tough -Master® 20 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro-CutQll 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 O 3462. Pro -Cut® Starter Strip ASTM D 3161, Class F fiberglass reinforced, starter asphalt shingle with a dashed, Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ProLAMTM Architectural ASTM D 3161, Class F & ASTM O 7158, Class H fiberglass reinforced, laminated Hampton & Meridian) architectural asphalt shingle with a dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pinnacle® Pristine, ASTM D 3161, Class F & ASTM D 7158. Class H fiberglass reinforced, laminated Pinnacle® Pristine architectural asphalt shingle with two, dashed, thermally -activated, self-sealing sealant Lifetime wlScotchgard stripes that complies with ASTM D 3462. Dangerfleld, 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. ATL13002A FL 16305-R4 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 (V di): Tough -Master® 20 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. 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. OSS existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 5-inch exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using '6 Nail Pattern' detailed below. Installed with 5-inch exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern' or "6 Nail Pattem' detailed below. Nails 12" 4 51W 4 h-12- --+y+--12" —12' Figure 1. GlassMasterO 30 & Tough -Master® 20 4 Nail Pattem (Non-HVHZ only) M. Nails L_1s 1 18• 4 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 Prol-AM7° Architectural V Basic Wind Speed (Vun): Basic Wind Speed (Vow): Deck (HVHZ): Deck (Non-HVHZ): Underlayment Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction, Min. 7/16 in. OSS 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 Pattem' 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 Pattem' or'6 Nail Pattern* detailed below. b uP roaeoaa r r 0 0 0 0 o Fc3 o 0 0 0 0 0 0 0 0 Or V Figure 3. ProLAM"" Architectural Shingle 4 Nail Pattern (non-HVHZ only) 1 - u—E. oFa -c-.-c— L Figure 4. Pro-LAMTM Architectural Shingle 6 Nail Pattern ATL13002. 4 FL 16305-114 Page 4 of 9 This evaluation report Is provided for Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pinnacle® Pristine & Basic Wind Speed (VAO: StormMastef® Shake Basic Wind Speed (Vaw): Deck (HVHZ): Deck (Non-HVHZ): Underlayment Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in.. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15132 in. plywood or wood plank for new construction; Min. 7116 in. OSS 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. u> an.l] P•OW V M 12 Urr" J M r-n r-) =A i_'l (_ 1= L:-.! G Y _ O Figure S. Pinnacle® Pristine and StormMastef® Shake 4 Nail Pattern (Non-HVHZ only) 39 2R m 1296O MOMWO nrMM mw leas l Ur , fo 0 0 0 0 0 0tc0 0 0 o 0 0 00 000000000F C L Figure 6. Pinnacle® Pristine and StortnMastef® Shake 6 Nail Pattern i 1 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 StormMastter® Slate Basic Wind Speed (Vmr): Basic Wind Speed (V„d): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction: Min. 15132 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15132 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 8.5 in. exposure in accordance with RAS 115 and manufacturers published installation instructions. Shingles shall be attached using '6 Nail Pattern' detailed below. Installed with 8.5 in. exposure in accordance with FBC requirements and manufacturers published installation instructions. Shingles shall be attached using either'4 Nail Pattern" or "6 Nail Pattern' detailed below. VVIFY .- T 9" Figure 7. StormMaster® Slate 4 Nail Pattern IFT Figure S. StormMastel® Slate 6 Nail Pattern ATL13002.4 FL 16306 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. C ATLAS ROOFING CORPORATION G Asphalt Shingles TECHNICAL SERVICES, LLC Pro -Cut® Starter Strip Basic Wind Speed (vuj: Max. 194 mph Basic Wind Speed (Vow): Max. 150 mph Deck (HVHZ): In accordance with FBC requirements; Solidly sheathed min. 19132 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. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installation (HVHZ): Installed in accordance with RAS 115 and manufacturers published installation instructions. Shingles shall be attached as shown below. Installation (Non-HVHZ): Installed in accordance with FBC requirements and manufacturers published installation instructions. Shingles shall be attached as shown below. n• r Figure 9. Pro -Cut® Starter Strip ATL13002.4 FL 16305-R4 Page 7 of 9 This evaluation report Is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services. LLC of any product changes or quality assurance changes throughout the duration for which this report Is valid. This evaluation report does not express nor Imply warranty. installation. recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pro -Cut® Hip & Ridge Basic Wind Speed (Vtdt): Max. 194 mph ATLAS ROOFING CORPORATION Asphalt Shingles Basic Wind Speed (Vain): Max. 150 mph Deck (HVHZ): In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. Deck (Non-HVHZ): In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7116 in. OSB existing construction. Underlayment: In accordance with FBC requirements. Min. slope: 2:12 and in accordance with FBC requirements. Installation (HVHZ and Installed with 5-5/8 inch exposure in accordance with RAS non-HVHZ): 115 (HVHZ only) and manufacturer's published installation instructions. The direction of the exposed end shall be away from the prevailing wind., 12 ga. 1-1/2'ring i shank nail i 1• 12• 6' j I 1 1 Figure 10. Pro -Cut® Hip S Ridge ATL13002.4 FL 16305-R4 Page 8 of 9 This evaluation report Is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report Is valid. This evaluation report does not express nor Imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. ECREEKTECHNICALSERVICES, LLC ATLAS ROOFING CORPORATION Asphalt Shingles LIMITATIONS 1) Fire Classification is not within the scope of this evaluation. 2) The roof deck and the roof deck attachment shall be designed by others to meet the minimum design loads established for components and cladding and in accordance with FBC requirements. 3) The mean roof height shall be restricted to a maximum 33 ft in the HVHZ. 4) Classification to ASTM 0 7158 applies to exposure B & C with a building mean roof height of 33-ft or less. 5) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected prior to underlayment application. 6) Shingles shall be installed starting at the eave in horizontal layers such that the laps shed water from the deck. 7) Installation of the evaluated products shall comply with this report, the FBC, and the 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 501 Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. PaY 'R I ,pq''i No 74021 p •• STATE OF CERTIFICATION OF INDEPENDENCE 2015.06.2 1h. 912:55:48 04' 00' Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest In any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest In any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest In any other entity Involved in the approval process of the product. ATL13002.4 END OF REPORT FL 16305-114 9 of This evaluation report Is provided for Slate of Florida product approval under Rule 61G20-3. The manufacturer sham 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 Certif(cate of Authorization No. 29824 17520 Edinburgh Or Tampa, FL 33647 TECHNICAL SERVICES, LLC 813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE 6'" EDITION (2014) Manufacturer: ATLAS ROOFING CORPORATION Issued June 29, 2015 2000 Riveredge Parkway, Suite 800 Atlanta, GA 30328 770)612-6267 Manufacturing Plants: Hampton, GA Meridian, MS Dangerfield, TX Ardmore, OK Quality Assurance: UL LLC (QUA9625) SCOPE Category: Roofing Subcategory: Asphalt Shingles Code Sections: 1507.2.5. 1507.2.7.1, 1523.6.5.1 Properties: Physical properties, Wind Resistance, Wind Driven Rain REFERENCES Entity Report No. Standard Year PRI Construction Materials Technologies (TST5878) ATL-079-02-01 ASTM D 3161 2009 TAS 107 1995, PRI Construction Materials Technologies (TST5878) ATL-083-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-086-02-01 Rev 1 ASTM 0 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-104-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-106-02-01 ASTM 0 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATLA06-02-01 Rev 1 ASTM 0 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5678) ATL-107-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-107-02-01.1 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-109-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATLA 16-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATLA 18-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATLA 19-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-123-02-01 ASTM O 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-125-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATLA27-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-132-02-01 ASTM 0 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 (TST5678) ATL-135-02-01 ASTM 0 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-136-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-137-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-138.02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-143-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-144-02-01 ASTM 0 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 0 3161 2009 PRI Construction Materials Technologies (TST5878) ATL-168-02-01 ASTM 0 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 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 -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-Cu* Hip & Ridge ASTM D 3161, Class F fiberglass reinforced, hip and ridge asphalt shingle with a Ardmore & Hampton) dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Starter Strip ASTM D 3161, Class F fiberglass reinforced, starter asphalt shingle with a dashed, Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ProLAMTM Architectural ASTM D 3161. Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Hampton & Meridian) architectural asphalt shingle with a dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pinnacle® Pristine, ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Pinnacte® 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) StormMastar® Shake ASTM D 3161, Class F & ASTM D 7158. Class H fiberglass reinforced, laminated Dangerfield) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. StormMaster® Slate ASTM D 3161, Class F & ASTM D 7158. Class H fiberglass reinforced, laminated Ardmore) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ATL13002.4 FL 16305-R4 Page 2 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC INSTALLATION GlassMaster® 30 & Basic Wind Speed (V,dt): Tough-MasterO 20 Basic Wind Speed (V„w): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphaft 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. 36" Nails Le. 12" Sir 1 rt 2- Ole t 2•--• Figure 1. GlassMaster® 30 & Tough -Master® 20 4 Nail Pattern (Non-HVHZ only) I 3A« -1 Nails 12' ' 4 12"- 12" --- 12"— • Figure 2. GlassMasterO 30 & Tough -Master® 20 6 Nail Pattern ATL13002. 4 FL 16305-114 Page 3 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3; The manufacturer shall notify CREEK Technical Services. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty. installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Prol-AMTm Architectural Basic Wind Speed (Vw): Basic Wind Speed (Vasa): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using '6 Nail Pattern' detailed below. Installed with 6 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either'4 Nail Pattern* or'6 Nail Pattern' detailed below. 30ST w t] l:+.a Wdroa+ weah MO 1? r Q C) C3 C3 C=1 C30 Q C3 C=1 C3 C3 N• Figure 3. ProLAMT" Architectural Shingle 4 Nail Pattern (non-HVHZ only) rv 1 .f L- U 1 Figure 4. Pro-LAMT~ Architectural Shingle 6 Nail Pattern ATL13002 4 FL 16305-R4 Page-4 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor Imply warranty. Installation. recommended use. or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pinnacle® Pristine & StormMaster® Shake Basic Wind Speed (V„ a): Basic Wind Speed (Vaw): 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. ItW YJL It 1 , 011d Ia WtiM w 1• Cj;//00000 0000G f_7r—•.C JO i7 C Ir M(— j110(=3O OGC 1r1C^= 1G)r:.'=j -7— l sir t` Figure S. Pinnacle® Pristine and StorrnMaster® Shake 4 Nail Pattern (Non-HVHZ only) Figure 6. Pinnacle® Pristine and StormMaster® Shake 6 Nail Pattern ATL13002. 4 FL 16305-114 Pogo 6 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G203. The manufacturer shall notify CREEK Technical Services. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty. Installation. recommended use. or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC StormMastere Slate Basic Wind Speed (Vwt): Basic Wind Speed (V„d)t Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 8.5 in. exposure in accordance with RAS 115 and manufacturers published installation instructions. Shingles shall be attached using '6 Nail Pattern* detailed below. Installed with 8.5 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either '4 Nail Pattern* or *6 Nail Pattern" detailed below. 1' j.. L 8' Figure 7. StormMastere Slate 4 Nail Pattern Figure 8. StormMasterS Slate 6 Nall Pattern ATL13002 4 FL 16305-R4 Page 6 of 9 This evaluation report is provided for Stale of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor Imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pro-CutO Starter Strip Basic Wind Speed (V,m): Basic Wind Speed (Vaad): Deck (HVHZ): vr. r Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction: Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed in accordance with RAS 115 and manufacturers published installation instructions. Shingles shall be attached as shown below. Installed in accordance with FBC requirements and manufacturers published installation instructions. Shingles shall be attached as shown below. W Ii {a. t•Vr M aN'L M Figure 9. Pro -Cut® Starter Strip ATL13002.4 FL 10305-R4 Pago 7 of 0 This evaluation report is provided for State of Florida product approval under Rule 61G20-3;. The manufacturer shall notify CRFCK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor Imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pro -Cut® Hip & Ridge Basic Wind Speed (Vet): Basic Wind Speed (Vaw): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min, slope: Installation (HVHZ and non-HVHZ): I• - 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 ga. 1-1/2" ring shank nail t- 6" i 12" Figure 10. Pro -Cut® Hip & Ridge ATL13002 4 FL 16305-R4 Page 8 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shell notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express not Imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK 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 O 7158 applies to exposure B & C with a building mean roof height of 33-ft or less. 5) beck 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 614320-3. COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 50 Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. 9,Y'R p2015.06.2 CENSF : Fs, 9 12:55:48 No7402104' 00' STATE OF 0` • O R t P' GN` Zachary R. Priest, P.E. Florida Registration No. i /ONAL ``,% O gan ation No. ANE9641021 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 specifically addressed herein.- - - a Florida Building Code Online ram, Page 1 of 2 Business & Professional Regulation r r a FICt-&Dq-61Ml Id acts Home I log In I User Reghslratlon i Hot Topics Submll surcharge Slats 9 Facts PuW kstlons FaC stag WS Slts Hap 4nta Search Bus n^e•s— Proessi al product Approval usaa. ftwic User Regulatiori f py > Irbdutt or aaaaettan Smelt > > Applksttori OttNl FL # FL12019-RS Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer American Construction Metals Address/Phone/Email 5140 W CLifton Street Tampa, FL 33634 813) 884-0444 lyle. pestow®acm-metals.com Authorized Signature Vivian Wright rickw@rwbldgoonsultants.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 I. King, P.E. 56 Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Product Approval Method Standard Year ASTM E330 2002 Method I Option D https://www.floridabuilding.orglprlpr app_dtl.aspx?param=wGEVXQwtDquJEQf8P6a6FJ... 7/20/20t5 o ACM` AMgriCAN CONSTRUCTION MHALS S140 West Clifton Street tompo, FL 33W TRIPLE 4" & "QUAD 4" ALUMINUM SOFFIT GWERAL NOTES 1. The product has been evaluated and Is in compliance with the Sth Edition (2014) Rondo Bulding Code excluding the Nigh Veld f Hurricane Zone" (HVHZ). 2. Product anchors shall be as Isted and spaced as shown on details. Anchor embedment to base material shol be beyond wall dressing or stucco. 3. Site conditions not covered by this drawing are subject to further engineering anotys& 4. Wood/CMU wall construction, by others, must be designed property to receive foods from the soffit and/or 7 x T batten strips. S. Aluminum soft shag conform to the requirements of FBC Section 1404.6.1 and labeled according to FBC Section 1710.9. TAW Of CONIUM 1 Typical elevations a Gemalnoses 2 Panel detaBs 3 Soffit detaD b deslan pressures 4 Sofro detolls & deftn pressures S Soffit detals, design pressures E bill of moWtOls TRIPLE 4 044) 1.40121D11r VILM 1J014 ID13rrdm QUAD 4 Q4 a-A012l.011riNCq 0. 0141D13FIltM d m g oi me:nl" i V e re I FL-12019.1 1 e i 0e Dn w ALUMMUM 1 ROOF OVERHANG lmn SOFHT-j-= CHU OR MOODtSEEDElAIL'A* FRAMED SEE DETAIL' B' SIDE VIEW - SINGLE SPAN w/F-CHANNEL Sh— w! Inm it-drig CWwever) SINGLE SPAN LENGTH DESIGN PRESSURE POSMVE INEGATIVE r 70.0 141.0 IV 60.0 60.0 IT 60.0 50.0 Ir 38.5 383 14, 30.0 30.0 Nult: nWV rRNM uMy wnn---- DESIGNED BY THE ARCHITECT OR ENGINEER OFRECORD II s IRiMAX. -i 1•- DETAIL" 8" FChannel SPAN ' A ' ROOF OVERHANG ROOF OVERHANG SPAN - = ` * i u ROOF ROOF i '\• un q? FRAMNG FRAMING ALUMM -4 FASCIA c{i TRIM /2* 51 d I ------ ` ` p CMU OR 1 SOFFIT CM11 OR J 4 SOFFIT J/ wow DEWL'C' WOODFRAMED SEEDETNL'A' FRAMED'" SEE DETAIL' DSEE DETAIL' C' n SIDE VIEW - SINGLE SPAN w/3-CHANNELS SIDE VIEW - SINGLE SPAN w/3-CHANNEL SWOft w/ IlMrMftV mNOever) (down v0 LrLmgmnaq anwr—) TRIM NAIL ATFACH1 D THROUGH FASCIA 016' O.C. MAX. STAPLES INSTALLED 0 64D OF PANEL AND _ B' MAX O.C. SEE DEUIL'J'. SHEET 5) L I/ SMAX. DETAIL " A " Fosdo STAPLES INSTALLED 0 2,C O.C. (INTO WOOD) ON FCHANNEL LEG OR T-NA L 01? O.C. INTO WOOD OR MASONRY) STAPLES INSTALLED 017 O.C. (INTO WOOD) IN FCMANNEL SLOT OR I -NAIL 017 O.C. INTO WOOD OR MASONRY) NOTE - FOR SQUARE CUT OVERHANG. TRIM BOTTOM OF FASCIA FIAT AGAINST PANEL STAPLES LOCATED 2r O.C. NTO FRAMING MAX. ; I' MAX STARES INSTALLED 017 O.C. (INTO WOOD) IN JCHANNEL SLOT OR WAR. 0 IT O.C. DETAIL" D" J- Channel Fosdo STAPLES PETALLED 0 1 ? O.C. (PRO WOOD) IN XHANNEL SLOT OR T-NNL 0 IT O.C. WTO WOOD OR MASONRY) STAPLES LOCATE 24- O.C. INTO FRAMING MAX DETAIL " C" J- Channel a A r: FLJK SUBSTRATE N0T13: LfS I. WOOD SUBSTRATE G = 0.42 OR BETTER2. MASONRYSUBSTRATE3.000 PSI CONCRETE (ACI 301)2019.1 OR HOLLOW BLOCI: (ASTM CPO). or s IIFM DEWRIPIION MATERIAL I FASCIA .021 S THK AL 3105 • H14 ALUMINUM 2 V CHANNEL .0155 THK. AL 310S - H24 ALUMINUM 3 r CHANNEL .0155 THK AL 3104 - H 19 ALUMINUM 5 QUAD 4 PANEL 1.0115 OR .013S THIC AL 3106 ALUMINUM d TRIPLE 4 PANEL (D)15 OR .013 -THICK) AL 3105 ALUMINUM 7 R15xI VCTRIM NAIL S.S. B 16' GA. X 1/4'SS STAPLE W 7fi WK EMBEDMEIM Sim 9 2- X 7 BATTEN STRIP (G=A2 OR BETTER) WOOD 10 APA B-C- GROUP 1 EXT.15/3? PLYWOOD OR BETTER WOOD 1 I 097" DI/- T- NAL / 5/r MIN. EMBEDMENT) STEEL 12d X 3.1/4 N. D. GALV. STET COMMON NAIL O 24.O.C. w/ 1,V C MIN. EMI. DETAIL " H " IX2 V9mCAL FRAMING ( G-C42) ATTACH w/ 2-0dCOMMON NAILS O TOP TO ROOF FRAMING STAKES INSTALLED O END OF PANEL AND W MAX O.C. SEE DETAIL'J X. MAX MAIL" J DETAIL " I " ROOF CVEOMG MD. GALV. STEEL COMMON N4ILO24'0G SEE MAIL -A-`/ w/ IJ/4'1NN.EMS, (SHEET3) STAKES D41AL ED O END OF PANEL AND U' MAX. O.C. SEE DETAIL J TW N SPAN LENGTH w/ CONTINUOUS BATTEN A' DE31GN PRESSURE (NSF) POSITIVE NEGATIVE 1C 70.0 70.0 I r 66.5 66.5 2Nr 60.0 60.0 22' 5d.5 sks 24' so.0 50.0 SPAN ' A ' ROOF I THING1 1 11I EMU OR WOOD 41 1T SEE DETAIL' B' SI¢ E13) SEEDEFAIL' N' BATTEN 0CIL SPAN SIDE VIEW - DOUBLE SPAN w/BATTEN Shoem w/ Irt-Mming —tJk%-) SPAN ' A - ROOF OVERHANG SEE DEGIL' G' SHEET 41 ROOF FRAMRS SEE NOTE2 I _ IN 9 1 1 1• 11cla OR w000 SEEDETA1L- I- 8 11 FRAMED SEE DETAL' A SHEET 3) SIDE VIEW - DOUBLE SPAN w/BATTEN CONNECTOR NOTES:(Shaun w/ bufl/hamhv oveftr.g) 1. WOOD FRAMING AND CONNECTIONS TO BE DESIGNED SUBSTRATE NOTES: BY THE ARCHITECT OR ENGINEER OF RECORD 1, WOOD SUBSTRATE: G - 0.42 OR BETTER 112d COMMON NAIL OR 3/1C OW TAPCON CONCRETE SCREW 2 MASONRY SUBSTRATE 3.1 PSI CONCREE (AC1301) ImIN. 1.1hr EMBEDMENT) O 24' ON CENTER OR HOLLOW BLOCK (ASTM C90). N. T.S. tm JK L r.. LFS ama w.: FL- 12019.1 n5a5 8 A Florida Building Code Online 18504.2 Page 1 of 3 RegulationBusiness& Professional 1 r eQ, ssHHarm ( Lao in ( user Registration ( tlot Topics ( submit surcharge I Stats a Facts i Publications ( FBC stag ( BGs Site Map ( Lbks ( search OProduct Approval USER:public user r BmAuct Aooroval Menu > Product or Application Search > Application Iht > Application Detail FL # FL18504 Application Type New Code Version 2014 Application Status Approved 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 Mullions Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer G Evaluation Report- Mardcopy Received Florida Engineer or Architect Name who developed Luis R Lomas the Evaluation Report Florida License PE-62514 Quality Assurance Entity Architectural Testing, Inc. Quality Assurance Contract Expiration Date 12/31/2018 Validated By Steven M. Urich, PE G Validation Checklist - Mardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Product Approval Method FLISS04 RO COI FL COI.odf 1710.S.3 Method 2 Option 8 https:Hfloridabuilding.org/prlpr_app_dtl.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 which can be made available to the public. To determine If you are a licensee under Chapter 455, f.5., please click bete_ product Approval Accepts: PLq® S e https:Hfloridabuild ing.orglprlpr_app_dtl.aspx?param=wGE VXQwtDgs9%2f%2ftCOhpJQgi... 9/6/2016 1D7 !/e" T OMBINED WIDTH WI-jr- W2 8 FRAME WINDOW WINDOWHEIGHT MULLION 5°"' / ILJI 107 3/8" COMBINED WIDTH wt I1- W2 83' / FRAME LIN HEIGHT WINDOW MULLION / SPAN) 3/ 8" COMBINED WIDTHrW107 83' WINDOW FRAME HEIGHT WINDOM / WINDO MULLION Wt --I :W2 10? 3/B" COMBINED WIDTH Doslgn p--- -Ono (pad) Unita amAorad Into Wood haming Mullion anon) T 1&13 23.30 buterywl0lA 3Q00 4200 n 4G00 $213 25.00 130.0 130.0 130.0 130.0 130.0 130.0 31:38 1 00.0 13D.F 127.2 127.0 127.0 127.0 4163 120.7 94.3 77.9 73.8 72.1 72.0 6200 924 70.8 SBA 51.5 4&8 47.4. 83.33 88.6 85.8 51.7 47.3 44.4 43.0 7200 77.8 5&7 4&6 41.4 3&8 37.0 84100 62/ 45 33.1 29.1 1 25.3 24.9 107 3/ B' COMBINED WIDTH W1 -I[- W2 83, FRAME L LOW, HEIGHT MULLION 07 3/8' COMBINED w101H l % wt IItW2 83" J / WINDOW / FRAME HEIGHT - MULLION /% I SPAN){ ! / WI -- i h- w2 107 3/ 8" COMBINED WIDTH RENSONS aLv DCSCRFnON a"1T IAPPRDVM A REVISED INSTALLATION DEMILS 08/07/15 1 R.L. 107 3/ 11' COMBINED WIDTH wl --II-- w2 I 83" / tMNDOW / FRAME HEIGHT I WINDOW MULLION / SPAN) w1W2 107 3/8' COMBINED WIDTH APPROVED CONFIGURATIONS MULTIPLE UNITS MAYBE MULLED TOGETHER AS LONG AS COMBINED WIDTH DOES NOT EXCEED 107 3W AS SHOWN HEREIN. Design plassvro rating ( 041 UMtaandloledInto masontwconcmts Mullion span on) Tributary 1113 2130 width 3&00 4200 In 4&00 1 3213 2100 130.0 130.0 130.0 130.0 130.0 180.0 27.30 130 130.0 130.0 1130.0 130.0 130.0 49.03 130. 0 130.0 130.0 130.0 130.0 MO 6200 130.0 116.T 67.8 79.3 73.9 71.5 6583 130.0 98.0 729 6&5 60.5 5&2 720D 99.3 72.4 54.0 4&1 41,0 420 BAOD 62.1 45.0 33.1 29.1 26,3 24.9 LARGEAND SMALL MISSILE IMPACT, LEVEL D. WIND ZONE 3 DIMENSSIONS IN CHART ARE FRAME DIMENSIONS AND 00 NOT INCLUDE FLANGE MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZW PA 17030- 0370 M-1926 - VERTICAL MULLION 83" MULLION SPAN CONFIGURATIONS AND DP CHARTS MAW". 00C NC. V.L. 1 08-01445 WALE NTS o" m 01/11/12 s'W2 OF 3 SIGNED: 08/07, 12015 II`fow, fir . b* L. Roberto Lomas P.E. 233 W Main St Danville, VA 24541 434-688-0609 rllomas@lrlomaspe.com Manufacturer: M1 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 61 G20-3.005 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. Certillcation of Independence: Please note that I don't have nor will acquire a financial interest in any company manufacturing or distributing the product(s) for which this report is being issued. Also, I don't have nor will acquire a financial interest In any other entity involved in the approval process of the listed product(s). 1of1 TAT OF -A w OR1oP NA', a\\ Llris R. Lomas, P.E. FL No.: 62514 08/07/2015 w Florida Building Code Online Page 1 of 4 FL17676.16 Business Professional Regulation r PgW MTattf Bus'i nWes // SOS Home I Log In ( User Registration aProduct Mot Topio ( submit Surcharge I Stats a fads I Publicallons I FOC stag ( eas site Map ( unks ( search Professi l'lal kUmr°vat Regulation Product Approval Menu > Produd or Applleatlon Search > Application List > Application Detail FLft FL17676-R2 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved x Mf Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlingeremiwd.com Brent Sitlinger bsitlinger@miwd.com Windows Single Hung Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE LZ Validation Checklist - Hardcopy Received Standard AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 Option A 12/03/201S 12/04/201S 12/06/201S year 2008 https:Hfloridabuilding.org/pr/pr_app otl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fGI... 5/26/2016 w Florida Building Code Online Page 2 of 4 Summary of Products FL X I Model, Number or Name Description 17676.1 13540 SH 36x74 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No Approved for use outside HVHZ: Yes FL17676 R2 C CAC APC 3S40 Fin 36x74.odf 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 - 3S40 SH 36 x74 Fin.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.2 3540 SH 36x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No Approved for use outside HVHZ: Yes FL17676 R2 C CAC APC 3540 Fin 36x84.odf 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 - 3S40 SH Fin 36x84.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.3 13540 SH 40x66 Fin Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 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.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.4 13540 SH 44x63 Fin Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No Approved for use outside HVHZ: Yes FL17676 R2 C CAC APC 3S40 Fin 44x63.odf 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 If Install - 3S40 SH Fin 44x63.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.5 3540 SH 4402 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3S40 Fin 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/01/2017 Design Pressure: +35/-47 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 44x72.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 117676.6 13S40 SH 144x84 Fin Frame I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30/-30 Other: LL-PWU. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FLI?6%6 k2 it Install - 3S40 SH hen 44x84.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG I... 5/26/2016 Florida Building Code Online Page 3 of 4 IEvaluation Reports Created by Independent Third Party: r 17676.7 3540 SH 52x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No R2 C CAC APC 3S40 Fin S2x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25. Units must be glazed in accordance with FL17676 R2 II FL17676 R1 II Install - 3S40 SH Fin ASTM E1300-04. S2x84.od 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 It 08-012S2S 7.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE S118S4812S2.odf Created by Independent Third Party: Yes 17676.9 13540 SH 36x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3S40 FLS 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40 FL17676 R2 II 08-01372 S11989.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE S11989 3S40 FLS 36x84.odf Created by Independent Third Party: Yes 17676.10 3540 SH 44x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Fi 17676 R2 C CAC APC 3S40 FLS 44x72.odf Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-47 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-01247B IO.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE S11849B 1247.odf Created by Independent Third Party: Yes 17676.11 3540 SH 48.96 Flnless 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 3S40 FLS 48x96.odf Quality Assurance Contract Expiration Date 08/28/2017 Installation Instructions FL17676 R2 II 08-01371811.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE S11988B 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 II 08-02269A 12.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports https://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG I... 5/26/2016 Florida Building Code Online Page 4 of 4 ICreated by Independent Third Party: Yes 117676.13 13540 SH 152x72 finless 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: R-PG30 Certification Agency Certificate FL17676 R2 C CAC APC 3S40 FLS S2x72.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions 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 S13016A 2270.odf Created by Independent Third Party: Yes 117676.14 13540 SH 152x84 Finless 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 Certification Agency Certificate FL17676 R2 C CAC APC 3S40 FLS S2x84.odf Quality Assurance Contract Expiration Date 05/26/2020 Installation Instructions FL17676 R2 II 08-01514 S12141.odf Verified By: Luis R Lomas, PE PE-62S14 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE S12141 3S40 Fls S2x84.odf Created by Independent Third Party: Yes 117676.15 13540 SH 14802 fin 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. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC(1277S1A2726.01-109-47- R2 C7326.01 3540.AWS.IG.FIN.48X72.R3S.(0720161 Rey.nd> Quality Assurance Contract Expiration Date 07/20/2016 Installation Instructions FL17676 R2 1I Install Instructs - 3S40 SH FIN 4802 (As Tested).odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 117676.16 1 3540 Triple SH 1108x74 Fin Frame Triple CHS 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 3S40 CHS Fin 108x74.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 II Install - 3S40 SH CHS Fin 108x74.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Conti :: 1940 North Monroe Street. Tallahassee FL 32399 Phone: 1150.487.1824 The State of Florida Is an AA/EEO employer. Coovrtaht 2007.2013 State of Florida.:: Privacy Statement :: (tyesslblllty statement :: Rerund 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 aS0.487.1395. 'Pursuant to Section 455.27S(I), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, f.5. must provide the Department with an small address If they have one. The !malts provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, pease provide the Department with an emad address which can be made available to the public. To determine If you are a licensee under Chapter 45S, F.S., please dick b=. Product Approval Accepts: CreditSAFE https:Hfloridabuilding.org/pr/pr_app dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG I ... 5/26/2016 Validatot / Owetions Admfi{s"t or) MI Windows & Doors, Inc. P.O. Box 370 Gratz, PA 17030-0370 Attn: Rick Sawdey AAMA CERTIFICATION PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION The product.described below is hereby approved for listing In the next issue •of the AAMA Certified Products Directory. The approval Is based on successful completion of tests, and the reporting_ td 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 TESTEDAAMA/WDMAICSA 101/LS. 21A440-08 LC-PG35. 2731KIOff (108X74) Negative Design Pressure = -50 psf COMPANY AND CODE CPD NO. DESCRIPTION SERIES MODEL& PRODUCT MAXIMUM SIZE TESTED MI Widows & Doors, Inc. 3S40 TRIPLE SH (FIN) FRAME SASH 10817 PVCXO/X.O/X.OM(IG) 2731 MM x 1867 can 860 mm x 919 mm Code: (IA7 L QWS GLXREWF)(TILT)(ASTM) 91" x wrl XI0" x 3'0") 2. This Certification will expire April 12, 2017 and requires validation until then by continued listing in the current AAMA Certified Products Directory. 3. Product Tested and Reported by: Architectural Testing, Inc. Report No.: C7327.01-109-47 Date of Report: May 7, 2013 Date: May 8, 2013 Cc: AAMA JGS ACP-04 (Rev.1111) Validated for Certification h CAP -; Iwt- led Laboratories, Inc. Authorized for Certification American Architectural Manufacturers Association 2' typ. 2' typ TT 2' o.c. Max. L n A'dW CLEARANCE ALL FOUR SIDES) WHICH ELEVATION tos• THING Min Edge Distance IF JAMB DETAIL HEAD DETAIL n.Asm ut "I Anchor See section Details) a Min Edge i' Notes: 1. Installation depicted based off of structural test report C7327.01-109-47. SIZE HEADERASNEEDED2. Wood screws shop sati the National Design Specification forWood Construction for material type and Caulk under ENTIRE dimensional requirements. perimeter of Holling fin before 3. Wood buck installations ore assumed 2x fastening. S—P—F (G-0.42) or denser. Buck width shall be greater than the window frame width. Tapered or partial width bucks ore not allowed. Wood buck shall be secured to the structure to resist all design loods. 4. Wood screw lengths eholl be sufficient to guarantee 1-1/4' penetration into wood buck. 5. Maximum shim thickness of 1/4' permitted at each fastener location. Shims sholl be load bearing, non — compressible type. 6. These drawings depict the details necessary to most structural load requirements. They do not address the SHIM AS air Infiltration. water penetration, Intrusion REQUIRED or thermal performance requirements of the installation. 7. Installation shown is that of the test window for the site shown and the X 1—S/8' SCREW (SHOWN WITH 1/2' design pressure claimed. For window i6 sites smaller than shown. locate SHEATHING) MUST ACHIEVE 1-1/4' fasteners approx. 2• from comers and PENETRATION INTO STUD.. no more than 12' on center. Design pressures of smaller window sites are SILL DETAIL 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 WITS UP TO t0B' x 74' SEE TEST REPORTS FOR INDIVIDUAL UNIT SIZE AND APPLICABLE DESIGN PRESSURE LIMITATIONS) B-20-09 INSTALLATION INSTRUCTIONS er FASTENER SCHEDULE — FIN— I 11 V. M . R. DAM II 3540 Single Hung I NONE I I s 1 n owe tz,PADoors Continuous Head and Sill 3540 " Florida Building Code Online FL17676.9 Page 1 of 4 RegulationBusinessProfessional r I'bitar MWtd at]s Nome I Log in I User Registration I tat Topic I subnUt surcharge I sots ti Facts I publications I Fac stye j aas site Map I Link I search I Busines . Product Approval Profess& viol USER: public User Regulation Product AOOroval Menu > ProOutt a AO011utbn searN > AaOlfratlon List > Application Detail FL ff FL17676-R2 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by OBPR 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 Representatme 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 MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 36S-3300 Ext2560 bsitlinger@miwd. com Brent Sitlinger bsitlinger@miwd. com Windows Single Hung Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE 91 Validation Checklist - Hardcopy Received Standard AAMA/ WDMA/CSA 101/I.S.2/A440 Method 1 Option A 12/ 03/2015 12/ 04/2015 12/ 06/201S Year 2008 https:// floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 2 of 4 f Summary of Products FL ll Model, Number or Name Description 17676.1 3540 SH 36x74 Fin Frame Limps 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-PG3S. Units must be glazed in accordance with FL17676 R2 II Install - 3S40 SH 36 x74 Fin.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.2 3540 SH 36x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3S40 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 If Install - 3S40 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 3S40 Fin 40x66.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/26/2016 Design Pressure: +35/-45 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 11 Install - 3540 SH Fin 40x66.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.4 3540 SH 44x63 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3S40 Fin 44x63.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No OS/26/2020 Design Pressure: +40/-47 Installation Instructions Other: R-PG40. Units must be glazed in accordance with FL17676 R2 11 Install - 3S40 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: 117676.5 13540 SH 144x72 Fin Frame Limits of Use Approved for use In HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-47 Other: R-PG3S. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3S40 Fin 44x72.odf Quality Assurance Contract Expiration Date 08/01/2017 Installation Instructions FL17676 R2 II Install - 3540 SH Fin 44x72.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 117676.6 13540 SH 1 44x84 Fin 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. Units must be glazed In accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3S40 Fin 44x84.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions Verified By: American Architectural Manufacturers Association Created by Independent Third Party: https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 3 of 4 Evaluatlon 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 3S40 Fin 52x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +2S/-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. S2x84.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.8 3540 SH 36x74 Finless Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3S40 FL5 36x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant, No 08/28/2017 Design Pressure: +3S/-SO Installation Instructions Other: LC-PG3S FL17676 R2 11 08-01252B 7.odf Verified By: Luis R. Lomas, PE PE-62S14 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE S118S46 1252.odf Created by Independent Third Party: Yes 17676.9 13540 SH 36x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3S40 FLS 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40 rL17676 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 SI1989 3540 FLS 36x84.odf Created by Independent Third Party: Yes 17676.10 3540 SH 4072 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-47 Installation Instructions Other: LC-PG3S FL17676 R2 11 08-01247B 10.odf Verified By: Luis R. Lomas, PE PE-62S14 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE S11849B 1247.odf Created by Independent Third Party: Yes 17676.11 13540 SH 48x96 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC IS40 FLS 48x96.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +30/-30 Installation Instructions Other: LC-PG30 FL17676 R2 II 08-01371B 11.odf Verified By: Luis R Lomas, PE PE-62514 Created by independent Third Party: Yes Evaluation Reports FL17676 R2 AE S11988B 1371.odf Created by Independent Third Party: Yes 17676.12 13S40 SH S2x62 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3S40 FLS S2x62.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-PG3S FL17676 R2 II 08-02269A 12.odf Verified By: Luis R. Lomas, PE PE-62S14 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 FL17676 R2 AE S1301SA 2269.odf Created by Independent Third Party: Yes 17676.13 13540 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 FI-0676 R2 II OR-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 Partv: 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 S2x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25 FL17676 R2 It 08-01S14 512141.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE S12141 3S40 Fes S2x84.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(1277SIA2726.01-109-47- Approved for use outside HVHZ: Yes R2 C7326.01 3S40.AWS.IG.FIN.48X72.R35.(0720161 Impact Resistant: No Rev.odf Design Pressure: +35/-35 Quality Assurance Contract Expiration Date Other: R-PG35. Units must be glazed in accordance with 07/20/2016 ASTM E1300-04. Installation Instructions FL17676 R2 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 10804 Fin Frame Triple CHS Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3S40 CHS Fin 108x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +3S/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 If Install - 3S40 SH CHS Fin 108x74.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: seek Next Contact us :: 1940 North Monroe St.___ Tallahassee FL 32399 Phone: aS0.487,1824 The state of Florida Is an AA/EEO empklyer. Caavriaht 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 SS0.407.139S. 'Pursuant to Section 4SS.275(1), Florida statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address N they have one. The emalls provided may be used for offices 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 avaitable to the public. To determine If you are a licensee under Chapter 45S, F.s., please dick b=. Product Approval Accepts: CreditSAFE https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Vaiidator / Operations Administrator) MI Windows S 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 fisting in the 8ext issue of the AAMA CeNfied Products Directory. The approval Is based on sucbessful completion of tests, and the reporting to the Administrator of the results of tests. accompanied by related draWngs. by an AAMA Accredited Laboratory. 1. The listing below will be added to the next published AAMA Certified Products Directory. SPECIFICATION RECORD OF PRODUCT TESTEDAAMA1WDMA/CSA 101lI.S.21A440-08 LC-PG40•-014x2134 (36xi34)-H Negative Design Pressure = -50 psf COMPANY AND CODE CPO NO. SERIES MODEL'S PRODUCT DESCRIPTION MAXIMUM SIZE TESTED 3540 SH (FINLESS) FRAME SASH MI Windows & Doors, LLC 7157 PVCx00Q(IG)(INS GL) 914 mm x 2134 mm 867 mm x 892 mm Code: M,L RE NF)(TILT)(ASTM) 3'0" x 7'0") 2110" x 2'11") Z. 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.: 81910.01409-07 Date of Report: August 15. 2011 Date: April 16.2015 Cc: AAMA JGS ACP-04 (Rev.1/11) Validated for Certification 4tedL atmratories. Inc. Authorized for Certification T Ameri&A Architectural Manufacturers Association 36' MAX. I FRAME WIDTH 4' MAT— X. I T ANCHORS TO BE EOUALLY SPACED, SEE ANCHOR CHART SHEI.T 1 FOR UNIT S1ZC AND ANCHOR QUANTITY O / 8F MAX. EFRAME HEIGHT X J_ 4" MAX. I 1- 1 SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING 40.0/,50.OPSF NONE Number of enebon requlmdateschJamb Hfthl II1+1 PanelwldOl bf 210 30A 30.0 24.0 2 1 2 12 20.0 2 2 2 3&0 3 3 3 42.0 3 3 3 4" 3 3 3 d4.0 3 3 00.0 4 solo 72.0 4 4 s fsa 8410 s s TARLE OF CONTENTS SHEET NO.1 DESCRIPTION ELEVATIONS. ANCHORING LAYOUTS AND NOTES 2 - 3 1 INSTALLATION Re,sloms DEmnonwl an I -MMED NOTES: 1) GHE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REOUIREMENTS OF THE FLORIDA BUILDING CODE. 2) WOOD FRAMING AND MASONRY OPENING 10 BE DESIGNED AND ANCHORED 10 PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF II-IE ARCHITECT OR ENGINEER OF RECORD. 3) IX BUCK OVER MASONRY/CONCRETE IS OPTIONAL. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 4) ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION FACTOR Cd=1 6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 5) FRAME MATERIAL: EXTRUDED RIGID PVC. 6) SASH UNITS MUST BE REINFORCED WITH GVL-451-020 STEEL REINFORCEMENT. M.FET114G RAILS MUST BE REINFORCED WITH RF— I04S-020 STEEL REINFORCEMENT. 7) UNITS MUST BE GLAZED PER ASTM E130D-04. 6) APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN N1ND BORNE. DEBRIS REGIONS. 9) SHIM AS REOUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK 10 BE 1/4". 10) FOR ANCHORING INTO MASONRY/CONCRETE USE 3/I6" TAPCONS WITH SUFFICIENT LENGTH 10 ACHIEVE A 1 1/4' MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 5/8" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. I I) FOR ANCHORING INIO WOOD FRAMING OR 2X BUCK USE ?8 WOOD SCREW WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/16' MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 12) ALL FASTENERS TO BE COP,ROSICH RESISTA,11. 13) II:STALLATIDN ANCHORS SHALL BE INSTALLED IN ACCORDANCE VITH 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 SPFCIFIC GRAVITY OF 6=0.47 B. CONCRETE - MINIMUM COMPRESSIVE STRENGTH OF 3,192 PSI. C. MASONRY - STRFNGTH CONFORMANCE TO ASTM C-00, GRADE N. TYPE I (OR GREATER). SIGNED: 10MI2011 M650 IWEESTDOWM RKET DOORS R :l if STREET GRANTZ. PA 17030-0370 GEN&' SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW 0 * S STEEL REINFORCED - NON -IMPACT 36" X 84 ELEVATION, ANCHORING LAYOUT AND NOTES o R(= p • AT OF a DRXWM:D»c No. 08-01372 O SZONAI E`` swc NTS an 10/17/11 1 OF 3 IIII 2Y 3UCh./ ,GOD I"RAMING BY OTHERS. 2X EUCK TO BE PR4PEHLY SECURED FL4NGE TC BE SET NN BED OF APPROVED SCaLANT EXTERIOR FLANGE TO BE SET IN BED Oc APPROVED SEALANT HEAP 10 BE ScT IN A EEO OF APPROVED CONSTRIlCII0u SCLA147 SILL TO BE SET IN BED OF APPROVED CONSTRLrC710i.1 ADrIESNE 1/4' MAX. I CHIM 2X BUCK /WOOD FR` AING VERTICAL CROSS SECTIONBYLINER.,. 2X BUCK T,. BE PRO=ERLY SECURED 2XBUCK4NODOFRAMING/NSTALLATI0N sWvraons I RZV I "ScRrIION I o:u I AFFRZED 1 3/15' MIN. - 1 jA' Wa%Y.. EMBEDMENT SHIM fr I 9 Y:OOD SCPL7vv IINTERIOR 2X BUCKj 4;OOD FRAMING 13Y GRIEFS. 2h SUCK TO BE PROPERLY SECURED EXTERIOR FLk'ICE 10 BE SDI IN BED OF APPROVED sEAia.+T HORIZONTAL CROSS SECTION 2X BUCK4V000 FRAMING INSTALLATION NOTE- INTERIOR AND EXTERIOR FINISHES. BY OTHERS. N07 SHO:'.N FOR CLARITY. MI WINDOWS AND DOORS v+T 111Ia,, R 'J,9i 650 WEST MARKET STREET J\? GRANTZ, PA 17030-0370 GENSF •s N 0 6 * = SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW STEEL REINFORCED — NON —IMPACT 36" X 84 INSTALLATION DETAILS D • TAT OF to o«c ^o OS i 72 cut arc aNTS10/17/11 2 OF 3 VA:';Oj 1PY/CONCRETE DY OTIIERS JPTIONAL I BUCK BY OTHERS. IN BUCK TO BE ORDPERLY SECURED. SEE KOTE 3 SHCET I FLANGE TO BE S[7 N LIED OF APPROVED SEALANT EXTERIOR FL'•NGE TO BE SE11N BED OF APPROVED SEAWIT OPTIONAL IX BUC. Br OTHERS, IX BUCK 10 BE PROPERLY .SECURED SEE NOTE 3 SHEET 1 Ir 1/i- MAX J SHIM HEAD TO BE SET IN A BED OF APPROVED CONSTRUCTION SEALANT INTERIOR T SILL TO BE SET III BED OF APPROVED OIISTRU{.TTON ADHESPJE I/.- MAX. j SHIM VERTICAL CROSS SECTION MASQNRYCaVCRETE WSTALLATION Mrt014s oE:.xkm10" 1 1/ 4- MIN. 1/4" Mki. EMBEDMEIIT SHIM 3/16" TAPCO1I kAA,SONRY/CO+ICRETF DY OTHERS INTERIOR LEDGEDIST. i c OPTIONAL Ix BUCK BY EXTERIOR OTHERS, IX BIJC. TO BE FLANGE TO BEPP.OPEPLY SECURED. SEE NOTE 3 SHEET 1 SET IN BED OF APPROVED SEALANT HORIZONTAL CROSS SECTION MASOWRY=NCRETE INSTALL4770M MASONRY/CONCRETE NOTE: INTERIOR AND EXTERIOR FINISHES, BY OTHERS. NOT 5H0vI FOR CLARITY. BY OTHERS M650WINDOWSDOORS II WEST MARKET'AND GRANTZ. PA 17030-0370 J\ S RETLI/''i r,•\ G NSA; S SERIES 3540 FINLESS PVC SINGLE HUNG WINDOWW-ATOSTEEL REINFORCED — NON —IMPACT 36" X 84INSTALLATION ty DETAILSOFooa r,.: cn1: uo kr: 08 — Fs ; C(OR101 GSF l ijS ONA 1?`\`` V.L. w1[ s'tc372 NTS10/17/11 3 OF 3 L. Roberto Lomas P.E. 1432 Woodford Rd. Lewisville. NC 27023 336-945-9695 rilonms@lrlonwspe.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 reciweal Documentation: 1. Approval document drawing number 0"1372. titled Series 3540 Finless PVC Single Hung Window — Non- Impad, signed and sealed by Luis Roberto Lomas P.E. 2. Test report No.:131910.01-109-47, signed and sealed by Michael D. Stremmei, P.E. Architectural Testing, Inc. York, PA AAMANVOMA/CSA 101/I.S.2JA440-05 Design pnwure: +40.10150.13psf Water penetration resistance 6.06psf 3. Anchor calculations, report number 511989-1. prepared, signed and sealed by Luis Roberto Lomas P.E. Limita8ons and Conditions of use. Maximum design pressure: +40.0/-50.0 psf Maximum unit size: 36" x 84' Units must be glazed per ASTM E 1300-04. Frame and sash material: Extruded Rigid PVC. Sash stile and rails and fixed meeting rail reinforcement Roll formed steel. This product is not rated to be used in the HVHZ. This product is not impact resistant and requires Impact protection In wind bome debris regions. Installation: Units must be Installed in ac oordance with approval document, 08-01372. certifleadon of Independence: Please note that I don t have nor will acquire a financial interest in any company manufachArV 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 thb approval process of the listed produd(s). 1 of 1 I%/, i 0 5 AT OF ; co 0. A :c4 )R.e*N: Moto-.•• ONA 11` Luis R. Lomas, P.E. FL No.: 62514 11/07/2011 A Florida Building Code Online FL17676.2 Page 1 of 4 F9 Fbrkb DEMO -,,f SOS Home I Lop In I User aegistration Hot TOPICS( Submit Surcharge Slats 6 facts Publications ( FaC Stag I eas Site Map links Search I BusiinRJes // Product Approval usEa: Professi 11 1 Public user Regulation Product Approval Menu > Product a AopllOtlon Search > Application List > Application Detail FL # FL17676-R2 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by OBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived n 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 Single Hung Compliance Method Certification Mark or Listing Certification Agency American Architectural Manufacturers Association Validated By Steven M. Urich, PE C,d Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year AAMA/WDMA/CSA 101/l.S.2/A440 2008 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 12/03/201S Date Validated 12/04/201S Date Pending FBC Approval Date Approved 12/06/201S https:Hfloridabuilding.org/pr/pr_app_dti.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 A•L•1 Velidow I Operations Administrator) MI Windows & Doors, LLC P.O. Box 370 Gratz PA 17030-0370 Attn: Rick Sawdey AAMA CERTIFICATION PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION The product described below Is hereby approved for fisting in the next issue of the AAMA Certified Products Diredory. 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 TESTEDAAMAWDMAfCSA1014.SZA44048 LC-PG40'-014x2134 (36x64)-H Negative Design Pressure = -50 psf COMPANY AND CODE CPO NO. SERIES MODEL & PRODUCT DESCRIPTION MAXIMUM SIZE TESTED 3540 SH (FIN) FRAME SASH MI Windows & Doors, LLC 7158 PVCKON(IG)(INS GL) 914 mm x 2134 mm 867 mm x 892 mm Cade: MTh REINF)(7ILT)(ASTM) 3'0" x rWI 2110" x 2'11") 2. This Certification will expire July 27, 2020.(extended from July 27, 2015 per AAMA 103-14a) and inquires validation until then by continued listing in the current AAMA Certified Products Directory. 3. Product Tested and Reported by. Architectural Testing, Inc. Report No.: 82133.01409-47 Date of Report August 16, 2011 Date: April 16, 2015 Cc: AAMA JGS ACP-04 (Rev. 1/11) Validated for Certification 4led,AaL tatmratories. Inc. Authorized for Certification Are' Architectural Manufacturers Association Florida Building Code Online Page 3 of 4 Evaluation Reports Created by Independent Third Party: 117676.7 13540 SH 1 52x84 Fin Frame I Limits of Use Approved for use In HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +2S/-25 Other: R-PG25. Units must be glazed in accordance with ASTM E 1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin S2x84.odf Quality Assurance Contract Expiration Date 05/26/2020 Installation Instructions FL17676 R2 II FL17676 RI II Install - 3S40 SH Fin S2x84.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.8 13540 SH 36x74 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 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 08-012S2B 7.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE S118S4B 12S2.odf Created by Independent Third Party: Yes 17676.9 3540 SH 36x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3S40 FLS 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40 FL17676 R2 II 08-01372 511989.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE S11989 3540 FLS 36x84.odf Created by Independent Third Party: Yes 17676.10 3540 SH 44x72 finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-47 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-01247B 10.odf Verified By: Luis R. Lomas, PE PE-62S14 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511849E 1247.odf Created by Independent Third Party: Yes 17676.11 13S40 SH 48x96 Finless Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3S40 FLS 48x96.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +30/-30 Installation Instructions Other: LC-PG30 FL17676 R2 II 08-01371B 11.odf Verified By: Luis R Lomas, PE PE-62SI4 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE S11988B 1371.odf Created by Independent Third Party: Yes 117676.12 13540 SH I S2x62 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 3S40 FLS S2x62.odf Quality Assurance Contract Expiration Date 08/27/2017 Installation Instructions FL17676 R2 II 08-02269A 12.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports https://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 41 Q( i Florida Building Code Online Page 1 of 4g Regulation f10 w tf —s Home I L" to I user Registration i Hot Tooks I Suhrnn Surdmge I Stats a Facts i Pubgwtions I Fat Stan I WM ske wp I links I search I Busines .I, Product ApprovalProtssltUSER. Noft LOW Regulation Prp&Kt Agwyyd RM, s A6000roaaL& > apalatl." Oaten FL # Application Type Code Version Application Status Comments Archived Product Manufacturer Address/Phone/Emall Authorized Signature Technical Representative Address/Phone/Emall 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 RL5302-R6 Affirmation 2014 Approved Amarr Garage Doors/Entrematic 165 Carriage Court Winston-Salem, NC 27105 336)251-1309 danny.Joyner@amarr.com Brandon Gentle brandon.gentle0amarr.com Brandon Gentle 165 Carriage Court Winston-Salem, NC 27105 336) 251-1308 brandon.gentle@amarrr.com Danny 3oyner Amarr Garage Doors 165 Carriage Court Winston-Salem, NC 27105 djoyner@amarr.com Exterior Doors Sectional Exterior Door Assemblies Evaluation Report from a Florida Registered Architect or a Ucensed Florida Professional Engineer 1 : Evaluation Report - Hardcopy Received Thomas L Shelmerdlne PE-0048579 Intertek Testing Services NA Inc. - ETL/Wamock Hersey OL/01/2016 Steven M. Urich, PE 1 *! Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) St88dQhd Xem ASTM E 330 2002 DASMA 108 2005 Equivalence of Product Standards Certifled By Sections from the Code https://www.floridabuilding.orglpr/pr app_dtl.aspx?param=wGEVXQwtDqunL7seVZMF... 7/20/2015 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 03/301201S Date Validated 03/30/201S Date Pending FBC Approval Date Approved 03/31/2015 Summary of Products FL at NodeL Number or Name Description S302.1 Stratford (M600); Heritage (M9SO); Dwg. IRC-6009-110-11,Thru 9' wlde. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No FLS302 R6 11 IRC-6009-110-11 Drawing 7-10 FL .odf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +19.1/-22.6 Evaluation Reports Other: Design Pressure +19.1/-22.6, Not for use in HVHZ. FLS302 R6 AE IRC-6009-110-11 Report 7-10 FLodf 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. 5302.2 Stratford (M600); Heritage (M950); Dwg. IRC-6009-100-11, Thru 9' wide. Oak Summit (M6SO) Limits of Use Installation Instructions Approved for use in HVHZ: No FLS302 R6 II IRC-6009-106-11 dravdno 7-10 sealed.odf Verified By: TOM SHELMERDINE 0048579ApprovedforuseoutsideHVHZ: Yes Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +15.8/-18.7 Evaluation Reports Other: Design Pressure +15.8/-18.7,Not for use In HVHZ. ELS302 R6 AE IRC-fiDD9-100-11 report 7-10 sealed.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. 5302.3 Stratford (M600); Heritage (M950); Oak Summit (M6SO) Dwg. I RC-6009-120- I S,Thru 9' wide. Limits of Use Installation Instructions Approved for use in HVHZ: No F c302 R6 U IRC-6009-120-IS Drawing 7-10 FLodt Approved for use outside HVHZ: Yes Verified By: TON SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +22.8/-26.9 Evaluation Reports Other: Design Pressure +22.8/-26.9, Not for use in HVHZ. FLS302 R6 AE IRC W-1204S Report 7-10 FLpdf Glazing option shall not be used In wind-borne debris region Created by Independent Third Party: Yes unless structure Is designed as partially enclosed or door Is a replacement door. 5302.4 Stratford (M600); Heritage (M950); Dwg. IRC-6009-130-15, Thru 9' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No FJ5302 R6 II IRC-6009-130-IS Drawlnp 7-IO FL.odf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 004SS79 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +26.7/-31.6 Evaluation Reports Other. Design Pressure +26.7/-31.6, Not for use in HVHZ. FLS302 R6 AE IRC-6009-130=iS RPrlort 7-10 FL:adf Glazing option shall not be used In wind-borne debris region Created by Independent Third Party: Yes unless structure Is designed as partially enclosed or door Is a replacement door. S302.S Stratford (M600); Heritage (M950); Dwg. IRC-6009-140-15, Thru 9' wide. Oak Summit (M6SO) Limits of Use Installation Instructions Approved for use in HVHZ: No FLS302 R6 It IRC-6009440.IS-Drawtng 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 RR{ AE IR[-6009-140-15 Reoort 7-10 FL.odf Glazing option shall not be used In wind-borne debris region Created by Independent Third Party: Yes unless structure Is designed as partially enclosed or door Is a reolacement door. __ S302.6 Stratford (M600); Heritage (M950); Oak Summit (M650) Owg. IRC-6009-150-15,Thru 9' wide. Limits of Use Installation Instructions Approved for use In HVHZ: No Approved for use outside HVHZ: Yes 1ti S7M A6 11. IR[4009-ISO-15 Orawlno 7=10'FLodf' 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. IFS302 R6 AE MC-6009-1S0.1S Repwt 7-10 RL.odf Glazing option shall not be used in wind-borne debris region* Created by Independent Third Party: Yes unless structure Is designed as partially enclosed or door Is a replacement door. 5302. 7 Stratford (M600); Heritage (M9SO); Owg. IRC-6009-169-1S,Thru 9' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Fjr, 102 R6 n IRS'-6009.169-1S Orawlna 7-10 FL.odf Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +45.3/-51.2 Evaluation Reports _, Other: Design Pressure +4S.3/-51.2, Not for use In HVHZ. F1 SJIrn RA AE 1RC•6009-t69-i5 Report 7-10 FLodf Glazing option shall not be used in wind-borne debris region Created by Independent Third Party: Yes unless structure is designed as partially enclosed or door Is a replacement door. S302. 8 Stratford (M600); Heritage (M9SO), Dwg. IRC-6016-100-IS, 10' Thru 16' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No FiM2 R6 It IRC-6016400-iS Drai&A 7-16 FLodf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE OG48579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +15.2/-17.2 Evaluation Reports Other: Design Pressure +15.2/-17.2, Not for use In HVHZ. O 02 R6 AE IRC-6016-100-IS Report 7-10 Fi.odf Glazing option shall not be used In wind-borne debris region Created by Independent Third Party: Yes unless structure is designed as partially enclosed or door is a replacement door. S302. 9 Stratford (M600); Heritage (M9SO); Dwg. IRC-6016-I10-IS, 10' Thru 16' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No Fl S4^7 R6 It IRC-60 6d10.15 Drawlno 7-10 FLodf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE OG48579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +18.3/-20.8 Evaluation Reports Other: Design Pressure +18.3/-20.8, Not for use In HVHZ. Fr S102 R6 AE IRC-6016.110-15 Report 7-16 FLod/ 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. 10 Stratford (M600); Heritage (M950); Dwg. IRC-6016-120-15, 10' Thru 16' wide. Oak Summit (1,4650) Limits of Use Installation Instructions ra ApprovedforuseinHVHZ: No S302 R6, It IRC-6016.120-1S Drawino 7-10 FLedf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 004BS79 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +21.8/-24.8 Evaluation Reports Other: Design Pressure +21.8/-24.8, Not for use In HVHZ. F: 5302 R6 AE IRC-6016-120.15 Report 7-10 R_ 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. 11 Stratford (M600); Heritage (M950); Oak Summit (M650) Dwg. tRC-6016-130-15, 10' Thru 16' wide. Limits of Use Installation Instructions Approved for use in HVHZ: No Approved for use outside HVHZ: Yes F1 S302 R6 n IRC-6016.130-15 Draydno 7-10 FL.odf Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +25.6/-29.1 Evaluation Reports Other: Design Pressure +25.6/-29.1, Not for use In HVHZ. Ft S302 R6 AE 1RC-6016.130-15 Report 7-10 FLodf 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. 12 Stratford (M600); Heritage (M950); Owg. IRC-6016-140-17, 10' Thru 16' wide. Oak Summit (M650) https:// www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDqunL7seVZMF... 7/20/201 S Florida Building Code Online Page 4 of 4 Limits of Use Approved for use In HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30.1/-33.8 Other: Design Pressure +30.1/-33.8, Not for use in HVHZ. Glazing option shall not be used In wind-borne debris region unless structure Is designed as partially enclosed or door Is a replacement door. Installation Instructions Verified By: TOM SHELMERDINE 0048579 Created by independent Third Party: Yes Evaluation Reports FLS302 R6 AE IRC4016-140-17 report 7-10 sealed.ndf 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 Impart 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 reolacement door. Installation Instructions FLS302 R6 11• IRC-6016-140-24 drawtrlo 7-f0 sealed.odt Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports Created by independent Third Party: Yes S302.14 Stratford (M600); Heritage (M9S0); Dwg. IRC-6016-145-24, 10' Thru 16' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use In HVHZ: No FLS302 R6 n IRC-6016-145-2a drawlna 7-10 sealed,pdf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579' Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +31.9/-37.2 Evaluation Reports , Other: Design Pressure +31.91-37.2, Not for use in HVHZ. FLS302 R6' AE IRC-6016-14S-24 report 7-10 sealed.odf Created by Independent Third Party: YesGlazingoptionshallnotbeusedinwind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. S302.15 Stratford (M600); Heritage (M950); Dwg. IRC-6018-110-15, 16'2 thru 18' wide. Oak Summit (M6S0) Limits of Use Installation Instructions Approved for use in HVHZ: No FIS302 R6 11 IRC-6018-110.1S Drawlnp 7.10 FLodf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Thins Party: Yes Design Pressure: +18.2/-20.6 Evaluation Reports Other: Design pressure +18.2/-20.6, Not for use in HVHZ. FLS302 R6 AE J 110-115 Report 7-10 FL-Rdf Glazing option shall not be used In wind-borne debris region Created by Independent Third Party: Yes unless structure is designed as partially enclosed or door is a replacement door. S302.16 Stratford (M600); Heritage (M950), Dwg. IRC-6018-120-1S, 16'2 thru I& wide Oak Summit (M650) Limits of Use Installation Instructions Approved for use In HVHZ: No FlJSW2 R6 11 IRC-6018-120-1S Drawing 7-10 fL df Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048S79 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-601a-120-15 Report 7-10•F W 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. SE RAI gp(,th :: 194a MereA ateeree a.r rnanauee'ie 21I!4q pare e5a.a6f• 1921 The State of Florida Is an AA/B-0 employer, [aOrAnM 2fM/•2011 !seta of Mon. ;; 1: Accessafty Statement :: Rekm statement Under Florida low, emab addresses are public records. If you do not want your e-mail address released In respomie to a public -records request. do not said electronic —0 to this artily. Instead, contact the of0ce by phone or by traditional mail. If you have any questions. please contact 650.467.139S. 'Pursuant to Section 4SS.275(1), Florlda Statutes, effective October 1, 2012. licensees licensed under Chapter 4S5, F.S. must provide the Department with an emss address If they have one. The enhalls provided may be used for official communication with the Ikersee. However email addresses are public record. U you do not wish to supply a personal address, please provide the Department with an envb address which an be made available to the public. To determine if you are a licensee under Chapter 4SS, F.S., please dick btu. Product Approval Aoeeptot 0®®® blur Credit .:hr https://www.floridabuilding.orglpr/pal app_dtl.aspx?param=wGEVXQwtDqunL7seVZMF... 7/20/2015 C=ALS ARL[R C•.t1Or ATACM V/ to IW e XLT K" /tA limm? 11 " GSLv. 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US, l rTvMatahLV i1 t MODEL #OSOOAK9UMWr +/ MODEL im 9'EAA1fOADTr MODEL /060 mmACt IS SDoru A mt, n"b t• S SOBr OSL d I/ WCrm aWorm tarts mall PAme1'e C matam UIC-W1V-1Cr1J t L• 20" CTDUr IpGr0 W TIC TDP ANTS SDrram or ILA= XEDTIW I / / / / AtTAOtA t A va• a e c I[XI[AD S, - AT Elm 1 1 4"COuSILLS OPTIONAL STRUT PANEL TDP GLAZED SECTION (STRUT AND STILE LAYOUTS) ERA" irnamL LO.ITL• PANG IM TA.A2E0 SECT@t STAC LAYMM, I d Pon Qmm WA AAAAm OLT 01 @We O/ titl/t.AND• vwwl... I" w A M u3sTpllM ra•A arwu Q son AI WOOD JAMB ATTACHMENT TO STRUCTURE ysmctdmw 2• KN tr O Vr EMBEDMENT) iv. X. Aa 1 or t.• ne u. vr. cMScncM+> . WL'» ! LENT A1DtR tvr•x•t.flA•;ttAIINA A• ftOl CIOQ TNd !r OG Y, Lr EIICHK ttvitAlacr AEDKADoral- n an• t s• tTARIIIG at Ilt]a LRDt TMQI r.• 04 Ityr O1tED'ICIMn Jt. wil IL-0 USE PAWS OF rASIEKRS t2• rMn AT Iv OC.•TI Vr 00ESCO . IID0L» I/r X 2-?FA• XVDt T B.C.1.14, stMT1NG i• FROM ENDS. USE A05 Dr rASTORS (S• A ARn AT W C. O 1/r O mKNTM VIAN dRED, p: TM a1A. 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IRC-6 , 9M 103 5%7 913 . . . 91A IL&AUME-AEAUR"DaWILWFMLIW"HA ER""Ha LLAEA""KA Elwum"Um simmu-2 . . . CIA " ni Om STRUCTURAL SOLUTIONS, P.A. tructural Engineering • Investigations • Consulting GARAGE DOOR STATIC PRESSURE TEST REPORT Garage Door No.: IRC-6016-120-15 Test Date: 11/8/2012 Project No.: 12-114 Design Pressures: 21.8 psf, -24.8 psf Report Date: 12/6/2012 1 Model # 600 Test Pressures: 32.7 psf, -37.2 psf Test Location: Amarr Garage Doors, Winston-Salem, NC ASCE 7-10 Criteria: up to 5 Feet of Door Width in Zone 5; Anyof Slope; Enclosed Building Exp. B 30MRH ExV. C, 15' MRH Exp. C, 25' MRH Exp. D 15' MRH E . D, 25' MItH 155 mph 141 mph 134 mph 128 mph 122 mph Witnessed By: Brandon Gentle - Amarr Garage Doors; Thomas L. Shelmerdine, PE - Structural Solutions, P.A. Description of Test Specimen: A 16-0" wide x T-0" high residential steel sectional garage door, one section wide by four sections high, each section being 2" thick by 2 1 " high 25 gauge galvanized steel sheet Each section was reinforced with two 3" 20 gauge galvanized steel struts, except I strut on the top section. The door sections were connected together with one 14 gauge galvanized steel end hinge ateach 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 Amax 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 insubstantial conformance with the procedures described in DASMA 108 "Standard Method for Testing Sectional Garage Doors - Determination of Structural Performance Under Uniform Static Air Pressure Difference", and ASTM E330 "Standard Test Method for Structural Performance of Exterior Windows, Curtain Walls, and Doors by Uniform Static Air Pressure Difference'. Both positive and negative pressures were tested. The specimen was installed in an enclosure measuring approximately 5' deep, 9' high, and 25' long. The enclosure was framed with shop welded structural steel square tubing and covered with 3/4" thick plywood. The door was covered with 2 mil plastic sheeting to prevent leakage of air pressure. One pressure blower was attached to the enclosure with flexible ducting to provide the positive and negative pressures. Pressure transducers connected to a computer were used to measure and record the pressures in the enclosure. Test Procedure: The specimen was subjected to the above pressures for the following durations. Positive pressure was applied on the exterior face of the door first, and then negative pressure was applied. Step 1: Preload the door to 50% of the Design Pressure and hold for 10 seconds. Step 2: Unload the door for 1 to 5 minutes. Step 3: Load the door to 100% of the Design Pressure and hold for 60 seconds. Step 4: Unload the door for Ito 5 minutes. Step 5: Load the door to 150% of the Design Pressure (which equals 100% of the Test Pressure) and hold for 10 seconds. Step 6: Repeat l 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 ) Model 600, 650 and 950 doors with widths up to 16'-0" and heights up to 14'-0" Short, Long, Flush, and Oak Summit Panels, which are alternate embossment patterns in the skin 8 short panel (18-1/8" x 10-5/8') or 4 long panel (38-1/8" x 10-5/8'1 windows (3/32" annealed glass minimum - meets ASTM E1300-04) may be installed in 1 section Submitted B)r STRUCTURAL SOLUTIONS, P.A. (Florida: dba Structural Solutions of North Carolina, Inc., Firm #29412) Thomas L. Shelmerdine, PE (NC PE #14654; Florida PE #0048579) 6921- G West Friendly Avenue • Greensboro. North Carolina 27410 a (336) 856-2686 a Fax (336) 856-2687 • NC Finn #C-1096 Florida Building Code Online S mil" 1 SC 'L Page I of 3 F055 32,C q Business : Professional Regulation fllxklD rUfFEflld 80s Hm I Lao in I user aeyistration i Htdt Toga I Submlt Surcharge I Slats s Facts i Pubtkatlorts I FBC sae I eels sue MP I unks I Search I Busines roduct ApprovalProfessitalpusea:wbecUser Regulation Product Aoororal Mnu s Product or Agalicatban Search > Aaohratlml List > AppllCENen aatau Ft. FL15332-R2 Application Type Affirmation Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@mlwd.com Brent Sitlinger bsltlingeremiwd.com Exterior Doors Sliding Exterior Door Assemblies Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 1 Evaluation Report - Hardcopy Received Luis Roberto Lomas PE-62514 National Accreditation and Management Institute 12/31/2015 Steven M. Urich, PE I. i Validation Checklist - Hardcopy Received Standard ifs[ AAMA/WDMA/CSA 101/I.S.2/A440 2005 W I affirm that there are no changes in the new Florida Building Code which affect my product(s) and my product(s) are in compliance with the new Florida Building Code. Documentation from approved Evaluation or Validation Entity ^,Yes ( )No ON/A https://www.floridabui ld ing.org/prlpr_app_dtl.aspx?param=wGEVXQwtDgtl48572gvd WI... 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 fe I Model, Number or Name Description 15332.1 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OXO 145-3/4"x80' NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS332 R2 It 08-00S00C.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 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 FLIS332 R2 11 08-00498C.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AE 51080SB.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 FLS332 R2 It 08.02248A.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 512968A.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.4 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OX, XO, XX REINFORCED 96'x96' Limits of Use Installation Instructions Approved for use In HVHZ: No FLIS332 R2 Il 08-02249A.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AE 512969A.odf PRESSURE RATINGS Created by Independent Third Party: Yes 1.5332.5 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED XXX 143'x96' REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS332 R2 11 OB-022SOA.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 512970A.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.6 SERIES 420 REINFORCED ALUMINUM SGD SERIES 420 REINFORCED ALUMINUM SGD OX, XO, XX 96'x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS332 R2 11 08-00499C.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 5108068.od[ PRESSURE RATINGS I Created by Independent Third Party: Yes i15332.7 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OXO 146'x96' i ALUMINUM SGO https://www.floridabuilding.orglprlpr_app dtl.aspx?param=wGEVXQwtDgtH8572gvdWi... 7/20/2015 Florida Building Code Online Page 3 of 3 Limits of Use Installation Instructions Approved for use in MVH2: No F i S332 R2 It OB-00S0IC.od1 Approved for use outside HVH2: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE S108088.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.8 SERIES 430/440 ALUMINUM SGO SERIES 430/440 ALUMINUM SGO XXX 143'z80' NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVH2: No FLIS33 R2 II 08-00S02C.9df Approved for use outside HVH2: 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 1-15332 R2 AE S108098.2df PRESSURE RATINGS I 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 HVH2. No FLIS332 R2 It 08-00S03C.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 FLIS33 - R2 AE 5108108.odf PRESSURE RATINGS Created by Independent Third Party: Yes lack Norl Cahtact :: 1940 flalh Monroe Stagt - Tallahassee FL 32199 Prime: 11 0 40.1824 The ante of Florida b an AA/EE0 employer. Car..,.reat 2001.201 A State of Florida.:: Epp :: Accessibility Statement :: Refund ement Under Florida law, email addresses are public records. If you do not want your e-mdre alladssreleased In response to a publk-records request, do not send ebrrromc mau m thIs entity. Instead, Contact the office by phone or by traditional mall. If you have any questions, please Contact ES0.487.139S. •Pursuant to Section 455.27Sf 1I. Florida Statutl9, eRectiye Weber 1. 2012, litaniees beenluid under Chapter 4SS, F.S. must provide the Department with an email address if they have one. The emalls provided m ajr be used for official Oartmumlcatkm with the licensee. MowQvet emaa addresses era public record. If you do not wish to supply a personal address, please provide the department with an emau address which can be nude available to the public. To determine if you are a licensee under Chapter ass. F.S., please dick UM. Produ t Approval Aooepts: iR ® 99® Credl https:// www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEV XQwtDgtH 8572gvd W I... 7/20/2015 TES: 1, i:i- P;ODJGT 4r,0'fr. HEREIN IS GESGYED AND ,44j'U7AC.TU2E0 TO CO}.1=L'+ WTH REOUIR' M: WS OF TIE FICPIDA W,L L' NC CODE. 03:j r.AM'NG AND L•AjONRY LX_N NG TG BE DES 0NED ! ;U AJ;L'H4REG TC PR,;=Eh Y TR=;srcr. ALL 11,A35 T-1 STRJCTJRE. I RAM'IJG A`JD WASON?' CzLr.D:C .., TI-E FESPC:NSI3L+TY C" THE ACC-+I(C%T OR NGINEER RECO'.D, i. ix EJCK C'vER .+AS0NR1/COr.- ZE'= S 0 t1GNAl, 'XI -ERE IX 91)C+ IS NOT USEC D 5S v LA? M:.TE'iALS %ILST EE SEPAPATED Win APPRC --D COMP!r.. OR VEMEP,ANE. SEL EC400 OF LCA-N%G CR UEx'9. r:+E IS THE F,ES C`:S BW_)Y DF T=E ARC'-+TFCT C^ t:CINLER CF R_CO?C, 4, AIL 6il5U ST;=SS IiICiEA_SE CF i!3 Y;iu NOT USED IN T-!E 71E5iGN OF Tr.E PR3DUC1 SF+,^,Wt: JJRAT„N rACTCR Cc=1 F WAS USE] FOR W00., A•;CHOF. 5. FFAME KIATMAL: EXTRUCED ALU.+,4Uhl 6053-T9, 6 U4115 mU51 BE 4LAZED nz! AS-M E1300-04. 'a i SAFETY G1.SS. Ao-RrvF.D IVPSL' °ROIE; :M i. SYSTEM hj__F • I-FO ' CR Il;l$ o%,,^.11UC7 UJ S Ii:U di?+4F CEBRIS REGIC',S. SHIM AS RECUME Ai EAC-I IHSTAL_ATI?NN AVC-OP W 11- LOA] 9EASING S-MA. '! .M WriERE S=AC' OF 1; W OR SF.EAIE,- OCCURS. UA%IAJ;J ALLOWABLE SHv ;TACK 10 BE 1/ 9. 7O0P ASSEfAE_IES I'.STALL"C WHE0.E Ob'ERr.44G PJ.T1O .S EOIJAL OR GPEIFEP --AN ' 0 00 O! P.:QUIR. 1TA:ER IRIILIRA-1011 4C3I5TAi4CE. OiFRLiANC PA-IG = D\TRKAVG LENGTH/,^,VFP, 0-G HLIG-0, 11. F04 ANLHORIr ; INTO WOOD F-AVING OR 2X EUC( LSE MiC JJC,D SCREWS tSlin SU'FIC.IENT LENGTH TO AC!-IE`.E .- 1 5/2' \V4IMU6' EMSE_'0,'E;4 INTO SU3STRATE, LO:LTC AtJCHORS AS SHOWN IN E_EVAIn)Ng Ar.D I\STALLAMN DETAILS. 1, 701 ANCiAR1T';, it,TO NrSCAS ON %:iE USE '!16 jA.1;'^4S W11H SU+F.GENT LEVC-h TO ACHICVE A 1 ' JINWU'J EV2-LGMEAT INTO SJOSTLAT_ W9TH 2 1/:'' VN\UM FpU DSUi';CE. LOCATE ANCHWS AS SIOil, IN L_eV!SC•:S A;;O DETALS. 12. FOR ANCHCRING INTO METAL iRUCTI:RE USE 910 SITS ':R SE F ERI!ING :'CP,E1!: M-F SJFFICIENi LERCT- ^, AChIEV: T-READS JI4.:AJV 3E"GW0 STRt:CTUR" 1uTECOR WAI._, LC At AI:C"CR5 4S SHCWI, C; ELEVA IONS AIX +HS-41.3•l Ot: IAILS. 4STL140z TV 3c CORROSION RCSIST NI. lc,I1,Tl-0TION AJACHOPS SHALL EE ih_ALLEC f4 +__CRDANCE WITH ._"X:40p. H-..JfACTL1P,E? _ INSTALLATIO'. JS7?UCTI':,1Z AND ANCrORS _HALL AOT ?E USED In Slur -TES V t- STRi.NnTFIS LCSS THAN Ta' MINIMUM :i _,tctJCTH S2mnF3 MOB: A. ".O?G - !/I4+MUTA SPEC FIC GRAB TY 0- =0.47 9. O:CPEIE — MINIMLM CCWuFESSIV- STRL"01H OF 3.192 PS. C. ';A$ONPY - REnO-1+ Cr>J ORkANCE -0 A_.SM C.-9D. (; AI;F •! -VC ' fOR GR'-TCRI. D. LJE14L STRJ^TJRE. STEEL iE'I:A, :T_1.i OR i'Uii ,J,? E0C3-15 !9' THICK M VI jm ABLE OF ^.iENTS OESCR9710'4 NOTES ELE ='A T IO`J 3 - 9 I.IS1AuAT C`J 0-PAILS sn vxr, rr. I CESOAPEC, rl I R>a+rxco A_I .)JFG r1AW't rSiaLL+•T(SUS _'I_i2lt0lt! .'P.L. SIGNED: 1211012013 MI WINDOWS AND DOORS LLC 1 /Z tool W. IMRD CARROLLTON, TTX875006 xOtI111C1 0 5 +: SERIES 430/440 XIX SGD*•/ 143" x 96- REINFORCED WITHOUT ADAPTER NOTES 0 p TAT OF JL i0• 4i V.L. 08-02250 A jS/ONA11E x a S7! NT[ — 10/30/13 El1 Of 9 1 1 i A'1C10.R5 10 c- 6- IdA't6' SCE CH=?T f:, :OP i NLMPU. OF-OCP-10:1i 6MAX I I1 I I SERIES 430/440 XIX SGD EXTERIOR VIEW DESIGN PRESSURE RA77NG ( IMPACT RATING DESIGN PRESSURE RATING I IMPACT RATING t35.OPSF I NONE 25.01-28.8PSF I NONE WITH 21/J2' SILL WITH I I/2' SLLl SEE CHARTS 171 AND f2 FOR OTHER UNITS RATWGS SEE CHARTS #3 AND OW FOR OTHER UNITS RATINGS 2Il32"SILL I WSnL ALUMINUM 6063.75455 THICK ALUMINUM 6063•75.055 THICK NEvgpv; L._rC CHART II CHARTA3 WITH21/32-SILL WITH I I?'SILL WHERE WATER WFILTRATIONRESISTANCE IS REOUIRED WHERE WATER WFILTRATIONRESISTANCE IS REOUIRED SEE NOTE 9 SHEET I SEE NOTE 8 SHEET 1 DesignA chart From PwMsad Tall Frata VAIet (N tit SOLO 90.00 34.0 oaoo 4t0 f00 1 47.7 1 t4s Pa Np Poe Np POs Mp PN Np N.0 00 e2 0.0 50.7 W. 53 00 20 0 a 40LO I ozy I.• l 0tp 1 40, 400 1 4904 t 1 37.1 Lo o a9, a0 az9 2A2 3e uo 3SA CHART I2 MTN 2 142• SILL WHERE WATER WFIL TRA TOM RESISTANCE LS NOT REOIItRED CFF NATF 0 CNFET t Design pmasum that (Psi R Os " Mal ON TOM Frame Y110CA IN l ipla fQ01 Moo 3L0 1tMOD IZp f2Lo0 n• tq. oD N Np Poe es Np MD 582 1 542 1 W.7 1 30 7 42.0 420 MD a7. a 28 9A 04 PLO 1 1 a52 04 D,4 t I •1 MO 5 9. 2 9 30S Oesi n P/p»11s chart fP Frsno F- sM asl Fran tnlmn (N I4pAt pp so DO 102.00 Ito 12L00 47. 7 IUpO Pool Nog Oe IW Np Os Np o 25,0 a 0 41.7 250 1 37,4 1 250 H, MO D 62 2510 30.72so 135-2 120.0 02. 0 2610 142.9 0 3 2 0 Mo260 1.4 o z e CHART ! I WITH 11?SILL WHERE WATER INFLLTRAWN RESISTANCE AS NOT REOUIRED CFF kn7F 4 CNFFT 1 pmmto chaff ksnN 1" 11"7eyt IWeV61N(s0 N> 30. 0 110. 00 SLO fol. w 4 a 120. 00 1 47.4? 14M00 os Np Pes Nag P0, I Np Pos I not MO a7a 41.7 41.7 37.4 37.4 34.5 3l5 pL0 a52 393 39.3 33 252 32A 3. LO 420 429 7.2 37.2 332 72 30.5 30.5 MO CHAAT 15 Number cranchor loeatIOAS IMWr10 So htld AmTOW frate VAM(N 0 47.to" 120.014LON J a9 JamD N JsmD Nay JAM& Em., ee e 9 e 7 7 e I e 1 7 1e e 0 9 6 V. L MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON. TX 75006 SERIES A30/440 XIX SGD 143" R 96" REINFORCED WI1HOUT ADAPTER ELEVATIONS 08- 02250 3 ,- rr12 OF-9 Ntvsicr, MIN a• c.•ScaK a -.r. aC tC IEG S G6T t:__ Ql,t0_Pv:,t cs'A.tsnra - _ n-: E1.4kL 'ENT I EM=EL'fd_h• 1T .T _ • i MAX. oPa; E L — II - INTERIOR ! - r III rill •31-El' i ft1' I a It f1aEXTERIORINTERIORSCREWfit, w0lID i I ' — 5 LL SE.!ECieh1' F'TnSCRCw A3EO.C9Iu CR EOUAt clSi! b%: II. r II SEE _ tiE=f ' 1 EXTERIOR -- rGRsiitCr• 2x E•t.C+ ( I J VXOD FR;dl11. J JAMS INSTALLATION DETAIL Ely OTH--1s • _ = CPR 2'X BUCK WOCDFRAMINGOR2XBUCKINSTALLATION EMC-- 0,-' VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: t. INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARIM 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED W ACCORDANCE WITH ASTM Elf J2 MI WINDOWS AND DOORS LLC 100i W. CROSBY RD CARROLLTON. TX 75006 SERIES 430/440 XIX SGD 143" M 96" REINFORCED W3HOU7 ADAPTER FRAVE INSTALLATION DETAILS ooi+ nr c •.:. V. L. 08-02250 a' L NTS -E 10/30/13 941-"3 OF 9 5 11P111L1oW C, EN,9 d' p STATE OF ; ar.• eescanny: car rae n 1 A .LM; CLr',cr. IVS JAIICUS v/:iu P.L. MA<. S RUC 8t OTtiERS S14K SPr.Cr G SuS ,R EDSE DISTANCE INTERIOR I1 Ij SCRFW jlEXTERIOR S; INTERIOR ;n6 5 0? — EL- )R LL- CP.:y I C I SILL TO BE 10 IN —` to r.•t ;T?'J! LDN 5 -E=Nc L" ' IC S:S OR i:R SCIJ' METAL iif6CT!I%F SELF Dal! L•I.G SCREE.' I' SEE S-tEET 2 r)R SILL 001ILw5 EXTERIOR vI STP, UCT1UR-UR: JAMB INSTALLATION DETAIL Et 01-1EF,, METAL STRUCTURE INSTALLATION V VERTICAL CROSS SECTION_ METAL STRUCTURE INSTALLATION tAl NIINooWv. ANDcaosBY D00oRSLLC ````J\ 51a11 ro,i CARROLLTON, IX 75006 `o,,•.r,ENs'.'9s NOTES. SERIES 430/440 XIX SGD *• 0 S OF + I. INTERIOR AND EXTERIOR FINISHES. BY OTHERS, 143" r 96" REINFORCED WITHOUT ADAPTER c6o FRAME INSTALLATION DETAILS STATE NOT SHOWN FOR CLARITY. 0.• . 4i 2. PERIMETERAND JO/NTSEALANT BY07WERSTOBE V L : oM Mo. 08- 02250 p ' L=ORIC DESIGNED IN ACCORDANCE WIT) ASTM E21 I2 r NTS ' 10/ 30/13 s `r'4 Or 9 iijrIONAi1%%N pry I i irP F7.[4. tt• i .. =0s. , I EDGE /0'SIANC• L 1 1%4- MIN. p ' EM=EDt EtlS 1 1 4• u11i l i /4 SPACE 2 1/Y MIN. / ti L`:• F E0.',L DISTaNCE v U TIGt AL - - INTERIOR ;I iX Fuc10 Tit i_ - j 1;..•VA, tl_• -mill —: C_ f ^ CJnLO - -- •_ ". ^`-' $ IlA' SPACE ;./15' TA;ut: •v II (ii r—. ._s i S:1 SvEET WICRE I E.."J AS!:NK1' Er 01=E^'3 EXTERIOR I INTERIOR v SIL_ TO S' I I': ' fl;D -4 "JI!C4t 1i• rn1.ST4J_IIU:. ACl-Md ' 3; 'o iAPCtiII: — UfJ E]UAl SFE S-lEET 2 1 / FOP SILI O=SIC-NS MF.SOVP,r: Ir I / BY u'fllcf;5 Fvrr Nc-I' VERTICAL CROSS SECTION CONCRETEM45ONRYINSTALLATWN EDvE/DID M'N= EXTERIOR CPTIQU l IX ?UL-c U B: FRCFER'.Y 5_C:l?:IS C iJ;?ii 3 SacET I J 1. JAMB INSTALLATION DETAIL CONCRETEMASONRY WSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WTTH ASTM E2112 PA WINDOWS AND DOORS LLC loot W. CFOS6Y RO CARROLLTON, TX i5006 SERIES A30/440 XIX SGO 143'• x 96' REINFORCED WITHOUT ADAPTER RAME INSTALLATION DETAILS ngtpv, 0: MO V.L. 08-0225D 10/30/13 '5 OF 9 r0W FRAMIN;i - OR 2X BUCK BY O'-GRS k_a; S 10 Y/OCO I ' SCRrw EXTERIOR I 1 rr • C WOCD - SCREW \ YCC•OO FRAYING OR 2x WOK ' Dl 01'MEER S i r 1 /7- vm. i=CGE OIS'rL.CE T Cid3=Q :i„ 4. MNf. F_M SPAC INTERIOR VERTICAL CROSS SECTION WOOD FRAMNG OR 2X BUCK INSTALLATION NOTES, 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS NOT SHOWN FOR C ARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE 1MTN ASTM E2112 Ir I LD:;c O,STdNCE I. P 10 WOOD SCREW SILL '0 EL S_t 04 ! A S[l. .^'I "" khd 116 I!! OR EOUa_ r-E_r : yo; s u Car or.5 li:il? FPA:!I`: r OR ;x 8!1:.•c L EY 0-I.LPS 3/8- 4:N. CNOEDIAEM ev ras-ernce uL iArct rs.,LL:aIs_ JAMB INSTALLATION DETAIL WOW FRAMING OR 2X BUCK WSTALLATION MI WINDOWS AND DOORS LLC 00! W. CROSBY RD CARROLLTON. TX 75006 SERIES 430/440 XIX SGD 143" x 96" REINFORCED WITHOUT ADAPTER FLANGE INSTALLATION DETAILS L 08-02250 NTS °•" 10/30/13 y'r 6 OF 9 mir calntr 4R I I C pME OF z;p; G 11i S`ONA j1'C OAS iLLCU0rtA\CC NSSALAup65 1ETAL • STP. UCTUIL ..... S., C'I Fi' S.,Ht SPICE l'- IL! SpAc: kt11 S. OR 'F F .. ftN. tf L 0 LLIN. EDGE DGTpe•CE_ - 1 i 9CH:u INTERIOR EXTERIOR INTERIOR 1; _mS 0R SELF :)=! LLI;1: - cry t'C I — SILL 3E SET IN LJ 6_ O C='r L4.Li TiE _ i C•NSTRiJC11CN . 0-IESIv_ - aL— j, MLIAL SELF Di._Ll.IG ::T?UCTJFE S: REA _ a. -;TnERS EXTERIOR STF, UCTU'PE » - : CR GILL .= IONS JAMB INSTALLATION DETAIL BY DTr+_RS ! T e METAL STRUCTURE INSTALLATION r VERTICAL CROSS SECTION METAL STRUCTURE MTALLATTON M; WINDOWS AND DOORS LLC R.ILp% CARROLLTON, TX675006 SERIES 430/A40 XIX SGD =*• o S NOTES: 143" x 96' REINFORCED WITHOUT ADAPTER boy gr l or. 1. INTERIOR AND EXTERIOR FINISNES,BYOTHERS. FLANGE INSTALLATION DETAILS D, TATEEE OF :yZ 2. NOT FRMIFEAONDJDINSEALANT BY0T1iERSTOBE ;ar•. cw; ro. CLAIRITY• i'FS:20RIOT: G: DESIGNED IN ACCORDANCE WITHASTME211? G 08- 250 A: NTS 10 30/13 7 OF 9 NL?L7aY j I rD;.t DIST CE OTh=PS RE ` SPACE SAC. SHELT 1 EXTERIOR 3/16" 7AP; 01, —1 I f HAS D,J4'r ' LO+C4El ' er :: il-E S VERTICAL CROSS SECTION CONCRETE/ MASONRY INSTALLATION INTERIOR 1 1/4- MIN. _ _ _ . j 4 I.Ax. L" 148ECIJFN7 T— i 1 I lt" IA=LCr. CGNC. Ff IT: N4Sf,; Y 3' OtI•:I>s ILI 1) ? SET IS F. F O OF bU.dE v : 6 CH I OUAt Fit* ' HL C TI^rS f. 4gF.00A E T 7 112' Mir.. F. CCE OISR•r+iE QP*[:. t.a. ' % C•L :F IJ @_ 214OPT' y SEC== U J IL St 1 6C_ G 'lA ;r vg•gL.wIIpVS 2, iV wdYJAMB INSTALLATION DETAIL CONCRETEIMASONRY INSTALLA TION NOTES: I. INTERIOR AND EXTERIOR FINISHES. BY OTHERS. NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WRH ASTM E2112 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLL? ON, TX 75006 SERIES 430/440 XIX SGD 143" x 96" REINFORCED WITHOUT ADAPTER FLANGE INSTALLATION DETAILS C: W. V. L. 09-02250 s1w NT5 -E 10/30/13 y'R'B OF 9 v. pENSF,9ilr 4OE OF ; EME DiST. r INTERIOR I-SONRY/CONCREPE Ey C*. ,-H S OCY. $Tv . _—,, EAIBE]MEP•T T X BUCK B+ UT.H-'S, 1x SUCK 10 BE PROrEPLY :L: URE] EXTERIOR =AN=L HOOK STRIP INSTALLATION MASONRYA:ONCRETE INTERIOR " d1P1 E++BE IO aCP1T ri;?K S HIi' EXTERIOR HOOK STRIP INSTALLATION 2X BUCKM x FRAMING v iAtli INTERIOR PAP:__ EXTERIOR HOOK STRIP INSTALLATION METAL STRUCTURE NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED W ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS LLC Il11111/vL0q i1001W. CROSBY RD CARROLLTON. Tx 75006 J S b,•\GENSF•,I!' 0 5SERIES430/4A0 XIX SCD 143' > 96" REINFORCED WITHOUT ADAPTER HOCK INSTALLATION DETAILS VE OF ; 4N 08 50 A js OHAj1E uic a,c s02PITS10/30/13 9 Of 9 L. Roberto Lomas P.E. 233 W. Main St. Danville, VA 24341 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.: 512970A Compliance: The above mentioned product has been evaluated for compliance with the requirements of the Florida Department of Community Affairs for Statewide Acceptance per Rule 61G20-3.005 method 1(d). The product listed herein complies with requirements of the Florida Building Code. Supporting Technical Documentation: 1. Approval document: drawing number 08-02250 revision A, titled Series 420 XIX Aluminum 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.: C1716.03-10947 signed by Michael D. Stremmel, P.E. Architectural Testing, Inc., York, PA AAMAANDMA/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 borne debris regions. Frame material to be aluminum 6063-T5. Installation. Units must be installed in accordance with approval document, 08-02250 revision A. Certincatlon of Independence: Please note that I don't have nor will acquire a financial interest in any company manufacturing or distributing the product(s) for which this report is being issued. Also, I don't have nor will acquire a financial interest in any other entity involved in the approval process of the listed product(s). 1of1 5 RI I !L l0/i/ i v• •%. \G E N SF•9J 0 61 TAT 0 F ; « Q: w c OR •G'• S/ONA `1\ Luis R. Lomas, P.E. FL No.: 62514 12113/2013 Florida Building Code Online gomj 00R Page I of 3 Business & Professional Regulation r iv tr az Ronda plpG[w/ls am Horm I Lm to I user mawratlon : trot room I sub"t surcnarve ! scats a FaaS I weomaoes I FaC Saff I Secs stye Map I unkS I Sara, I Bus ne5 ` "- Product ApprovalPrIessigrial usea: Fue User Regulation a ! i Appitaatlon 0"Ii FL g FL1S22S-R3 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission If necessary. Comments Archived Product Manufacturer Therma-Tru Corporation Address/Phone/Emall 118 Industrial Drive Edgerton, OH 43517 419)298-1740 rickw@rwbtdgconsultants.com Authorized Signature Vivian Wright rickw@rwbidgconsultants.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Emall category Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance Method Certification Mark or Usting Certification Agency National Accreditation & Management Institute Validated By Ryan J. King, P.E. 41 Validation Checklist - Hardeopy Received Referenced Standard and Year (of Standard) Standard Year 101/1.S.2 1997 ASTM E1886 2002 ASTM E1996 2002 ASTM E330 2002 TAS 201, 202, 203 1994 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 06/13/201S Date Validated 06/28/2015 https://www.floridabuilding.orglpr/pr app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZIQ... 7/20/2015 Florida Building Code Online Page 3 of 3 Limits of Use Approved for use In HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A Other: See INST 15225.5-68 (6'8 Door Products), INST 15225.5-80 (8'0 Door Products) and INST 15225-68M (6'8 Door Products Direct to Masonry) for Installation Instructions. Note - Glazing Shall comply with ASTM E1300- 04. (This product approval requires the use of 'J' 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 Fl I S»5 R3 11 INST 1S22S,S-68.odf' a 15225 R3 11 INST 1S22S.S-80.odf Ft_15225 RA 11 tNST 1S22S=611M.odf Verified By: Lyndon F. Schmidt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports by 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 Umits of Use Certification Agency Certificate Approved for use in HVHZ: No FI 1 S»S t13 C CAC 1S22S.6 NAMI eertt.odf' Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant, No 12/31/2021 Design Pressure: N/A Installation Instructions Other: See INST 15225.6-68 (6'8 Door Products) and FT 15225 R3 11 INST 1522S.6.68.odf 15225.6-80 (8'0 Door Products) for installation instructions. F1 1S»c Rg It iNS'f 14725.6-80.ndf Note - Glazing Shall comply with ASTM E1300-04) Verlfled By: Lyndon F. Schmidt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: Yes contan Us :: Ie1a [tarts Itenrea Slyest. TMahasm PL MN Phone: .ff 41iL The State of Florida Is an ANeeo ampleyer. rw,w..wM aDDT• df 1 clad• of &Z" :: Pftaev StatemeM :: Accmlhtli StaMnMat :: Refund Statement Under Florida taw, emall 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 man to this entity. Mead, contact the office by phone at Dy tradRbnal mall. tf you have arty QueSOM. please contact OSO.487.1795. *Pursuant to Section 455.27S(1), Florida Statutes, elrective October 1, 2012, licensees licensed under Chapter /5S. F.S. must provide the Oepartment with an *man address If they he" bne. The emans provided may be used for oflicral communication with the lkensee. However emall addresses are public record. V you do not wish to supplys personal address, please provide tha Depiti It at with an email address which an beam" available to the public To determine It you are a licensee under Chapter 45S, FS., please click bZL. Product Approval Accept!: 210® Credit - E https:// www.floridabuilding.org/pr/pr_app_dtl.aspx?paratn=wGEVXQwtDgv3yVVKJZ 1 Q... 7/20/2015 NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: N1005329-I14 108 Mutzfeld Road Certification Date: 10/15/2003 Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: FiberClassic Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Bencbmark by Therma-Tru Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330/E331/TAS202 The "Notice of Product Certification" is only valid if the NAMI Certification Label has been applied to the product as described within this document. The certification label represents product conformity to the applicable specification and that all certification criteria has been satisfied. This product has been approved for listing within v--.e-..-an-...t........... N s gun..—... f1, #1.,.. p..,e.n..,;e,aer.otited by The American National Standards Institute (-ANSI). NAMrsCeroued rroaucteasoa 71.rrn...au..c w...n. Glazed Design Missile Test Report NumberInswing Configuration or or Maximum Pressure Impact Outswing O a ue Size POSINeg Rated Comments X 1/S Opaque 3'0" x 6'8" 67/-67 No ETC-01-741-10703.0/L-2097MF-253F Sin le X O/S Opaque 3'0" x 6'8" 67/-67 No ETC-01-741-10703.0/L-2097/ITF-254F Single XX I/S Opaque 690" x 6'8" 40/40 No ETC-01-741-10703.0/L-2097=F-253F Double Standard Aluminum Astragal XX O/S Opaque 6'0" x 6'8" 40/40 No ETC-01-741-10703.0/L-2097=F-254F Double Standard Aluminum Astragal XX I/S Opaque 6'0" x 6'8" 47/47 No ETC-01-741-10703.0/L-2097nTF-253F Double Coastal Aluminum Astragal XX O/S Opaque 6'0" x 6'8" 47/-47 No ETC-01-741-10703.0/L-2097MF-254F Double Coastal Aluminum Astragal OXO/OX/XO I/S Opaque Door 5'4" x 6'8" 40/.40 No ETC-01-741-10593.0/L-2097/TTF-253F Single w/Sidelites Glazed Sidelites OXO/OX/XO O/S Opaque Door 5'4" x 698" 40/40 No ETC-01-741-10593.0/L-2097/TTF-254F Sin le w/Sidelites Glazed Sidelites OXXO I/S Opaque Door 8'4" x 6'8" 40/-40 No ETC - StandardDoublew/Sidelites Glazed Sidelites inum AstragalAluminumStandardAluminumAstraal OXXO O/S Opaque Door V4" x 6'8" 40%40 No ETC-01-741-10593.0/L-2097/T7 F-254F Double w/Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO I/S Opaque Door 8'4"x 6'8" 47/47 No ETC-01-741-10593.O/L-2097=-253F Double w/Sidelites Glazed Sidelites Coastal Aluminum Astragal OXXO O/S Opaque Door 804" x 61" 47/47 No ETC-01-741-10593.0/L-2097/ITF-254F Double w/Sidelites Glazed Sidelites Coastal Aluminum Astragal H VA 23072 National Accreditation & Management Institute, Inc./4794 George Washington Memoria y. ayes, Tel: (804) 684-5124/Fax: (804) 684-5122 NAMI AUTHORIZED SIGNATURE: NOTICE OF PRODUCT CERTIFICATION Company: Therms-Tru Corporation Certification No.: N1005331-R5 108 Mutzfeld Road Certification Date: 10/15/2003 Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: FiberClassic/Smooth Star Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Benchmark by Therma-Tru Series Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330/E331/TAS202 The "Notice of Product Certification" Is only valid If the NAMI Certification Label has been applied to the product as described within this document. The certification label represents product conformity to the applicable specification and that all certification criteria has been satisfied. This product has been approved for listing within rtlf om Nti AMI's Certification Pr ram is aecredited b The American National Standards Institute (ANSI). NAMIs Certified Product Listen at Inswing www.Namee rca Glazed n. Design Missile Test Report Number Configuration or or Maximum Pressure Impact Outswine Opaque Size Pos/Nea Rated Comments X I/S Opaque 3'0" x 6'8" 67/-67 No ETC-01-741-10702.0/I-2096/TTF252F Single X O/S Opaque 3'0"x 6'8" 67/-67 No ETG01-741-10702.OM2096/iTF251F Sin le XX I/S Opaque 6'0" x 6'8" 40/40 No ETC-01-741-10702.0/L-2096fM252F Double Standard Aluminum Astraptal XX O/S Opaque 6'0" x 6'8" 40/ 40 No ETC-01-741-10702.0/L-2096/ITF251F Double Standard Aluminum As al XX 1/S Opaque 6'09*x 6'8" 551-55 No ETC-0 1 -74 1 -11 008.0/L-21 5 1 MF252F Double Coastal Aluminum Astragal XX O/S Opaque 61091x 6'8" 55/-55 No ETC-01-741-11008.0/L-215lfrTF251F 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 Sin le w/Sidelites OXO/OX/XO O/S Glazed Sidelites Opaque Door 5'4" x 6'8" 40/-40 No ETC-01-741-11008.0/L-2151/tTF251 F Single w/Sidelites OXXO I/S Glazed Sidelites Opaque Door 8'4" x 6'8" 40/-40 No ETC-01-741.11008.OM2151/1'I F252F Double w/Sidelites Glazed Sidelites Standard Aluminum Astraeal OXXO O/S Opaque Door 814" x 6'8" 40/40 No ETC-01-741-11008.0/L-21 S 1 MF251 F Double w/Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO US Opaque Door 8'4" x 6'8" 55/-55 No ETC-01-741-11008.0/L-215InTF252F Double w/Sidelites Glazed Sidelites Coastal Aluminum Astra al OXXO O/S Opaque Door 804" x 6'8" 55/-55 No ETC-01-741-11008.0/Ir2151/i'1'F251 F Double w/Sidelites Glazed Sidelites Coastal Aluminum Astragal National Accreditation Manazement Institute, IncJ4794 George Washington Memorlaj lj y/Hayes, VA 23072 Tel: (804) 684-5124/Fox: (804) 684-5122 J NAMI AUTHORIZED SIGNATURE: C/ 11 i, MULLION t' `MULUON I I 4 4 II SHOWN FOR MASONRY 4 II SHOWN FOR II 11 MASONRY OPENING HEAD MASONRY OPENING TYP. II I REFERENCE OPENING II I 1 REFERENCE II I ) JAMBS HEAD" I JAMBS JAMBS I 2X BUCK 2X BUCK 1 j I I 2X BUCK-A- 11 ti I I II I I 1 I v II II MULLION 11 I I m u I I SHOWN FOR I I e! 6 O cII I I d I I 11 REFERENCE 11 I I 777. ram''•••. ZINC f OOOR QINRLE p=a I: ANCHORING BUCK W/SIDEI ITE SINGLE W/SIDELI E_S BUCK ANCHORINGANCHORING 1 I{ 1 11 MASONRY 4 1 III 1 JI4IISHOWINNFOR1 SHOWNFOR MULLION J I 1 OPENING TYP• HEAD JAMBS 1 ASTRAGAL TMP• II REFERENCE HEAD 1 REFERENCE II 1 SHOWN FOR JAMBS 1 II 1. Vbuck n*LS.G.a0.65. 2X BUCK 1 REFERENCE 1 II 1 SUCK Ir II 1 III I. camsoetettortocdfbreatM=e canner: may be odJwted to maintain the nin 1 I 1 ASTRAGAL wipe deronoe to mono JoinK 2 Cotrlete arr.Aor locations noted a NAX ON CgaW must be olated to 1 on ci ed pII I I 1 SHOWNER I I u O moittoln Inc rNn cape dRtarce ro mortarlobtti eddAondccalwsro onchm 1 I I I troy De mtiuled to emus me UAX ON C&4W dhwt* n ae twt eoaoeWee. 1 t. I 1 Concretemdwo rode: .'•., is I I 1 ANdfOli ANCHOR MK MIN. CILARANCF. t° MIN. C LEAAAHO CW fDk0cw* MESIRf/itdD-MEW TA/CON 1/ 1• T/O T flCO I nAcoN i II II DOUBLE DOOR NRY DOUBLE W/ SIDELITES RUCK ANCHORING OPENINNG BUCK ANCHORING ANNE 0 z u 2 ?1 12 c N.T. S. GO m: JK o or. LIS ; w ro. e 15225. 5- 68 c a cF _ L 0 IN p PAIRS 30 of 13 LJl l 3 2' 1 r J, ' J' # SEE NOTE 31 aiNSTALLA71ON W/2x BUCK I SEE pEiptL SHEET 3 B SEE DETAIL 'J' INSTALLATION 1B 1W:/2X' BUCK A CKB - - ? Z •,• J" NSTI/ IX SUCK xuTION b ; • ( TYP. HEAD vai _ ASTRACAI I ALLATION ASTRAGAL) , MULLION >k .IAMBS ~ N SHOWN FOR - o O1 , s SHOWN FOR 1 SHOWN FOR _ _ JAMOS REFERENCE B REFERENCE = 0 1 _ SEE ' _ s B DEAIL '4' 0 1 SEE 16 1 16 - o I 1 B f 8 DETAIL p I I . - . ; -04 to 1 A VIEW •E•—"EDO 61FDOOR NEW A'— A, a2 soon ./ a•nw% CONNAMm r zmmlx I>o A+. u SM" m cone M ox aenael W/ 2X BUCK 2 INSTALLATION W/ 1X BUCK INSTALLATION 12 1 C W/ 2X BUCK 3 Iteml DESCRIPTION Mot eriol A 10 x 2-1 ? PFH WOOD SCREW STEEL B 10 x 1- 4- FH WOOD SCREW STEEL po X 1 PFH WOOD SCREW STEEL 1 1 x L 5 Mine to From) STEEL 10 x ? LG. PFH WOOD SCREW 3 15 x- f 2 LE;. PvJ4 WOOL) SCREW STEEL 4 1 4 x 2-3 4 PFH ELCO OR TTW CONCRETE SCREIV f 4 x I -3 4 ITIV Pf'F1 ONCRETE SCREW STEEL 1 4 x 3-3 4 !1W PFH NCRETE SCREW STEEL 11 39, x 3-1 4 ITW PFH CONCRETE SCREW STEEL 12 1 4 x 3-1 4 11W 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 ITW CONCRETE SCREW HEADER JAM SUGAR PINE SG >- 0.34 W000 21 3 4 THK. PRESSURE TREATED SIOELITE PAD 30 f 2 X 1 X 25 GA CORRUGATED FASTENER INSTALLATION t W/ 1X BUCK It' 0 I QELNL ' f" INSTALLATION DETAIL • " B ATTACH STRIKPLATETO THROWOLT FRAME AS SHOWN. 1 C 91 onto 2 f W". N.T. f mo. or. 4 GMl Wt. L DETAIL " 4' ' oRWM mi FL- 15225. m- m•i or 7 2 O JJ Re INTERIOR EXTERIOR INTERIOR EXTERIOR EXTERIOR INTERIOR a 20 It q3 13 21 12 3s 13 is ITWE'RnCAL CROSS SECTION VER1iCAl CROSS SEC110N2 3 VE CAl CROSS SECTION Ipn Out con on ffi Ti INTERIOR EXTERIOR EXTERIOR INTERIOR EXTERIOR INTERIOR W d 4 VE BECKON S, VERTICAL CROff SEC110N L VERRCA[ CROSS SECRON u° aye 2 21 12 = urc N.T.S. 3 sbIClia+ 6JOunw1^DC x g m- ciagwot n A Owma oil Q n FL-15225.5-68 c Dw -L or JL to NMASONRY TYp HEADOPENING & , IAMBS 2X BUCK u C i't• SINGLE DOOR BUCK ANCHORING I I I AI, MASONRY I MULLION 11 :SHOWN FOR. MASONRY 1 11 I I pi pi OPENING lYP I ( REFERENCE HEAD (I OPENING 11 HEAD" I I 11 i fit•••• lot It ii d JAMBS. h JAMBS II II a Z g o 0 2X BUCK 1 MULLION I I 11 SHOWN FOR IIREFERENCE I I 2X BUCK II 1 II II at tew a SINGLE BUCK W/SIDELITES ANCHORING GI 6 a o MASONRY OPENING NOR 2X BUCK I. Dfbuck min. S.G. E 0,Sx CONCRETE ANCHOR Fto1ET I. Concrete onCim bcoMore at the cameo may be ogPeted to mdnt0h the min. edge atone a mo" joint. 2 Concrete anchor locdforo noted m 7AAX. ON C&aW muat be Coated to mdntakr the mh edge d+tance to marror jo hM odcObnd concrete andron may be regried 10 erove no •MAIL ON CoaW dunen0on cm not exceeded 3. ContreNe anchor tZ3W-' ANCHOR ANCHOR wx AM CILIRANCE ICMASONRY AM fOAIafACOQ fYIE sinfJleeEOA1EM an ANCHOR ON' f/r fa/r r r TA fl= 1/r I.1/r Y r UllRACON 8. o t 1 TYP. HEAD dt JAMBS 1 ASTRAGAL 1 SHOWN FOR 1 REFERENCE 1 1 1 1 1 1 1 1 1. 1 DOUBLE BUCK DOOR ANCHORING r1 wI 2X BUCK ulnu DOUBL£ W MASONRY_j BUCK ANCHORINGOPENING 3' 3- 3 SEE DETAIL '3' III A 1IIISEENOTE3 I SHEET 3 9 1 MULLION1SHOWNFOR REFERENCE - ASTRAGAL 1SHOWNFOR - REFERENCE ONLY 1 1 i 16 16 16 16 Q 5 9 s III 12 d III 1Ll1 C- 'E VIEW 'C'-'C' D BIlFQOORWSIDELISES w/Ix amp 1INSMALLATIOI TYP. HEAD a JAMBS SEE DETAIL 4' 11 i I w/2x BUCK A SEE SEE DETAIL 1 I ALlAT10N .p£TAII - 7 3' 1 1v/Ix BIICIt O 1' l+ ° 1 UMALIATON Ci n d 1 TYP. HEAD A + 1 JAMBS sEd Mf 3ASTAfORJA SHOWN REFERENCE _ ONLY 1 _ 1 - " to mo ' 16 t6 = H 1 $ W 5 5 - VIEW 'E'-'EOOUBL£ DOOR VIEW Item DESCRIPTION Moteriol A 10 x 2-1 ? PFH WOOD SCREW STEEL 9 10 X 1- STEEL C 10 X 1 P WOOD CREW L 1 110 x 3 4- 1 ?EW H;n a to rome STEEL 4 1 4 x 2-3 4 PFH ELCO OR IT1v CONCRETE SCREW L 5 1 4 x 1-3 4 TIW PFH CONCRETE SCREW STEEL 114 x 3-J 4 TTW PFH CONCRETE SCREW ffrrr- 0 8 X FH S STEEL 11 3 16 x 3-1 4 ITW PFH CONCRETE SCREW SQL 12 l 4 x 3-1 a TTW PVH CONCRETE SCREW TEFL TO ACI CONCRETE 13301ORYHOLLOWLCKCONFORMINGTOASTMC9016 1 4 X 2-1/4' PFH TTW CONCRETE SCREW L HEADER JAMB PINE SG >- 0.42 WOOD 21 3 4 THK. PRESSURE TREATED SIDELITE PAD 30 1 2' X 1' X 25 GA. CORRUGATED FASTENER STEEL sw - W/ woo" em "'M FASM OtA po 11ti, as 9UM[ to OOOR W! B 1 • C 11 1 0 DETAIL ' 4' A DETAIL 3' ATTACH ASTRAGAL THROW BOLT 1 STRIKE PLATE 70 FRAME AS SHOWN. A t DETAIL ' 1' 4. v INTERIOR EXTERIOR EXTERIOR INTERIORINTERIOREXTERIOR r 20Gv aF= 13 13 13 21 12 v 3n 1 YFRTICAL CROSS 0 2 VE C C ON 3 . VERTICAL CROSS SECAO ' caybuotlon 6 wwwo m g R INTERIOR EXTERIOR. AMItKPJK INTERIOR EXTERIOR INTERIOR z 13 •' PlE S TN VERBCAIL CROSS SEC -"ON b VERTICAL CROSS SFCWN d VERTICAL CROSS SECTION am. 2121112 °:_ 6 a coot on 6 . on WAD N.I.S. 9 m u JK o' eNc. w. LFS = cnMwe •o, a n FL-15225.5-80 e a o t—l"N HORIZONTAL CROSS SE N 2 /OulpoaMyuv6al r, n INTERIOR t HEXTERIOR 2 ORIIO AL CROSS SECTION 2 9/ a I jomb 3 HORIIOMAL C ON 2 49/ Outs 1g oatolbl fg=ffml v• I 00- 49 8•' R 1 it St s u INTERIOR 5 HORRO AL CROSS SECTION 2 j b9/Id•OrWcbn W&& ow. •n L MA" BOA R.-15225 L MUWON SHOWN FOR RMENCE a• uue — O I VIEW'C•Y' SINGLE DOOR W/SIDEUIES r—I-rr,_ 11 I r D IYP. 6 HEAD F /IBHEAD W c MU1110N SHOW FOR RF1ERD CE — JAMB TYP. 6 JAMBST".0 49/IBJAMB Sff 1AIl'f i g it i T dS i N•1 1 e Vz tjo E nilPI6N6of` 6Ii kousn4ll P. 0JAMBSd'JAMB o SEE 1DEWL• 1- . o n+ 1 VIEW r-* r VIEW'D'-'D' SINGLE DOOR W/SIMM VIEW W-W SINGIZ DOOR VMWN A'= A' 1. Canaete oneher beotbro a the caned may be arSrarod ro rndntoin pte Mn edge a Ow" to martarlob+h 2 C&norote orKho facatioro noted as MAX ON CWfW moat be oCted ro mdntoh the ffM edge d&tarce to mortar Jafnh. otldlltonot control& MOM ay be required to eroe 9A.i ON CBQEJ c*"6n%bn ae not mu+e'1Naoceede0. 3. coracle onehor We: ANCHOR ANCHOR MDR AM CtGWMC! ioMi Sol!RI' Ml/l CIEARANC! TOAOJACO f 1/4' 1- 1/lr r TAMNe 9cooN 1/!• 1.1/ 4' 1' r y 3nd• 1.1/r AS SHOWN AS SHOWN AKONeI SIDEi11E NOTES: I, fie sldeSte k dbeet set into Me jamb with 112108 x 2' Pm• wood screws. There O1B 141 of each verticol jamb. From the top down of 13S• 31 , 4&5 A dd'. There are (2) of the header of P from the ouhdde tamers of the Rome. There are (2) of Me sit P Aom the ouhlde camels. MOW 27 A• IIIII8 27 c © r I r R W R W Building Consultants, Inc. B Consulting and Engineering Services for the Building Industry C P.O Dox 230 Valdco, FL 33595 Phone 813.659.9197 Florida Board of ProfeWonat Engineen Certificate orAuthoriration No. 9213 Product Sub Category Manufacturer Product Name Category. Swinging Therms Try Corporation Smooth -Star" and "Benchmark by Thera-Tru" Exterior 118 Industrial Or 8'8 Single & Double Opaque or Glazed Panels wl 6 w/o Sidelites Doors Exterior Door Edgerton, OH 43517 Inswing I Gutswing Assemblies Phone 419198.1740 Insulated Fiberglass Door with Wood Frames Scope: Product Evaluation report issued by R W Building Consultants, Inc. & Lyndon F. Schmidt, P.E. (System ID 111998) for Thera Tru Corporation, based on Rule Chapter No. 81G20-3, 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 5lh 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 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-15225.5-68. 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-W shall be determined by others for specific jobs in accordance with the governing code. 7. Site conditions that deviate from the details of drawing FL-15225.5-0 require further engineering analysis by a licensed engineer or registered architect. Supporting Documents: 1. 1est Report fft Test Standard ETC-01.741-10702.0 ASTM E330-02 I TAS 202-94 ETC-01-741-11008.0 ASTM E330-02/ TAS 202-94 TEL 01460147 ASTM E330-02 / E 1886-02 / E 199"2 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 #9813) TesUna Laboratory Signed by ETC Laboratories Wendell W. Haney, P.E. ETC Laboratories Joseph L. Dolden, P.E. Testing Evaluation Lab. Lyndon F. Schmidt, P.E. Sinned & Seated by Lyndon F. Schmidt, P.E. Stand S Sealed by Lyndon F. Schmidt, P.E. t ttiatrtlriar y L • , T ,,, ram Lyndon F. Schmidt, P.E. FL PE No. 43409 Sheet 1 of 1 2/6r2015 R R W Building Consultants, Inc. W Consulting and Engineering Servioes for the Building Industry B P.O. Box 230 Valrieo. FL 33S95 Phone alUS9.9197 Florida Board orProfessional EngineenCeninaie ofAuthoriznion No.9813 Product Sub Category Manufacturer Product Name Category. Thermo Tru Corporation 6'8 Single 3 Double Opaque or Glared Exterior Swinging I IS Industrial Dr Doors w/ & wto Sidelites Doors Exterior Door Edgerton. OH 43517 Outswin 9 Assemblies Phone 419.298.1740 Direct to Masonry Installation Scope: Product Evaluation report issued by R W Building Consultants. Inc. & Lyndon F. Schmidt, P.E. (System 10 01998) for Thermo Tru Corporation, based on Rule Chapter No. 61G20-3, Method 1A of the State of Florida Product Approval, Dept. of Business & Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have not will acquire financial interest In the company manufacturing or distributing the product or in any other entity involved In the approval process of the product named herein. Umltations: 1. This product anchoring has been developed In compliance with the 5th Edition (2014) FloAda Building Code (F8C) structural requirements excluding the'lilgh Velocity Hurricane Zone. See the Codilkellon Agency CGdMCate •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 AFBPA NOS 2012. AO other fastener types to be Installed following fastener manufacturers installation instructions. 4. Fastener embedment depths, edge distance and center -center distances shall be specified by the fastener manufacture, but in no Instance shall they be less than shown In drawing FL-15225-WM. 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 FLA5225-68M shall be determined by others for specific jobs In accordance with the governing code. 7. Site conditions that deviate from the details of dravdng 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. Drawing 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 Testing Latioretory Stoned by Testing Evaluation Lab. Lyndon F. Schmidt, P.E. ETC Laboratories Joseph L. Dolden, P.E. Signed 6 Seated by Lyndon F. Schmidt, P.E. Signed & Sealed by Lyndon F. Schmidt, P.E. i... A Cc Z QjSTAle' OF t O a•rrcrttt Lyndon F. Schmidt. P.E. FL PE No. 43409 21612015 SUB61VISION: CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: I " / ^ ' f3 Documented Construction Value: $ oZTW)3' V-6' Tv/?FS Job Address: 1 go Gx,01/E z_4A,, Historic District: Yes No Parcel ID Of2/1/ t2GY KE #i% -49'1,f PIXTWES Residential Commercial Type of Worit: New 9 Addition Alteration Repair Demo Change of Use Move Description of Worlt: NEW RESIDENTIAL PLUMBING Plan Review Contact Person: Phone: Fax: Email: Property Owner Information Name _ r,4_yl-0K I1 4941S6/V Phone: Street: City, State Zip: Title: Resident of property? : Contractor Information Nance NORTHWEST PLUMBING OF ORLANDO Phone: (770) 941-5421 x 2045 Street: 6310 MABLETON PARKWAY, SUITE 1000 City, State Zip: MABLETON, GA 30126 Name: Street: City, St, Zip: Bonding Company: Address: Fax: ( 770) 941-9522 State License No.: CFC1426562 Architect/ Engineer Information Phone: Fax: E- mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COM-NIENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMIVIENCENIENT 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 CONIMENCEMENT. 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, anti air conditioners, etc. FBC 105.3 Shull be inscribed with the dale of application and the code in effect as of that date:.5i0 Edition (2014) Florida Building Code Revised June 30,1013 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county• and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current [CC Valuation Table in ellect 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. ay,z Signature of Owner/Agent Date Signature of Contr r/Agent •ate Print owner/Agent's Name Signature of Notary•State of Flnrida Date Print Co actor/A nt's Name SANry'I, OT sZ EXPIRES Signature of Notary -State of Florida Date = CEORGIA DUNE 8. 2o2o Owner/Agent is Personally Known to Me or Contractor/Agent is Personally Known to Me or Produced ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing(] Gas Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: ENGINEERING: COVIMENTS: UTILITIES: FIRE: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Revised- June 30, 2015 Permit Application Z/0-- DESCRIPTION AS FURNISHED: Lot 94, THORNBROOKE PHASE 4, as recorded in Plot Book 81, Pages a'i0 thru 71, Public Records of Seminole County, Florida. BOUNDARY FOR/CERTIFIED TO: Taylor Morrison of Florida. Inc. LOT 9J 5.00' E7 a 5.00' 36.80, 1 25.20' LOT .26 THORNBROOKE PHASE 1 P.8.79, PCS.3-7) S 00°I0'44" E 68.41 ' LOT 94 36.80' 1 I I 23 I I 23.31' I 5 pW I^ I I I 23.21' — I I I I 1 23.20' Ito' UTIL / ESAfT. /4 S 00RI 0'44 " E 43.15' NOT INCLUDED IN AREA CALCULATIONS 3 THORNBROOKE PHASE 1 P.8.79. PCS.3- 7) N 0 rn g4 O rn ti W V Cr , a Co WE'D w• D=89060'38" R=25.00' L=39.20' C=35.31 ' CB=S 45'06'03" E 07 N LOT AREACALCULATIONS: lOT o 8.056 SO. Fr. LIVING - 1.453 SOFT. Gt" GQ GARAGE 477 SO.FT. ENTRY 144 SO.FT. LANAI - 400 SOFT. BREEZEWAY- N/A SOFT. DRIVEWAY 40J SO.FT. ROCKY GROVE LANE PAO - 24 SO.FT. 50 RIW) TRACT I W,/ C ALKWAY - 68 IMPERVIOUS- 36.9 SOFT x unLm & accEss R/w p 2.969 SOD - 5 087 LOT SOFT. SOFT. O R/W - 1,952 SOFT. Q PROPOSED - FINISHED SPOT GRADE ELEVATION APRON - 110 SO.n PER DRAINAGE PLANS BUILDING SETBACKS: SIDEWALK - 846 SORT. U- PROPOSED DRAINAGE FLOW FRONT - 25' SOO ' 997 SOFT. LOT GRADING TYPE A PROPOSED F.F. PER PLANS - 25.0' REAR - 15' SIDE - 5.0' PROPOSED INFORMA17ON SHOWN 10,008 SOFT. SIDE CORNER - t0' BASED ON SUPPLIED PLAN DRIVEWAY - 513 SOFT. PROPOSED MOE PER CONSTRUCTION PLAN ANDIORPER SIDEWALK 914 so FT. NOTSTRUCTIFIELDVERIFIEO SOD SO. FT. CRUSEXHEYER— SCOTT ASSOC., INC, — LAND SURVE.MRS LCCCNO P FLAT LL( m PAL FMf M LINC 5400 E. COLONIAL OR. ORLANDO. FL. 32807 (407)-277-3232 FAX (407)-658-1436 r FIELD TYP. MMAL NOTES- tP. RIM nrC PAL PmNT OF REVCRSC L1MVA1t01C I. FW UNWISI609D DOES NFRERI' CMMIW TIN TIRE SLOW YEWS 119 STANDARDS OF PRMTKE SLT FORM Q/ nC FLORbA OW" OF to. rRtW Roo Cp1ER[ TC 10411EM I.C.C. RAOPONT 7 CO IKIND CWVATM RADIAL PRORMSIONAL SUMMOM AND 66VPM IN CNMIEA Sd-I? ILCIRM AOM00/"W CM PIAR51A W M S WN 4710221. FIOR/CM SGTUES r. T IR. ZV2' IR. IStt NIL 2: IRILESS OEROSSED MRN St/R ems DOHATRRE AND OIICOML RNSEO SEAL TIOS SWM1EY INP oR COPIL7 ARE NO VAuDL DFIRVITNCISMOM-RAr A on SYRW MA! PA~w PROM RRE uAORNmom n4wM410 Ito ME mwimR. T110K W/ of omt R19 wnot S PAN' PGIM C SCO0R1a0 CHIC. CKCCILATCO T OR EASE4EHM nAr AF/LCr MD PAWON1: PALL P01NT M CORIDQIICMI IRN PC*MAPMT RI/CRCNCC 110NRMOIT A NO 1000 NOOND 01PIIOYSNEMI7 INK RM LOCATED RNL[SS 0o1ERM W RIIOMM. 1 tn0 CCNTCRLIKr1r. RSL rUtISNE0FLOOR ELCVATICH 0. MIS SURIRY O MOMI® /Olr Mf SOIL S'offJR OfTNnSE LiJTIIIIED ID AND f11o1RD Nor RE RRIEO VIOLA R AM 011CR o.lITY RAII . OIfRR-Mcor- VA. RVLL0R0 1CiRALTt LILAC RR SASC aOWQ:R7Ni tIN)1M POR T11I LOOARp1 OF DOPM969MIS AwAtoN SMOIAD ACr RE MSM ID R 300POVR4C7 ROIINOAIrr &SMS. m DRAT EASo1CMLL R.R. MiC RCARMo o 7. REARNGS. ARC A4SED AMINCID OATLV AND ON FW L&C SIb11f1 AS RASE RCARSAO (DAL) 9. 00 1JpMI(.l1RE 84TLD ON FwI10ItIt OEOOEIIC MTUM Or 1121 IAO.ISS OMERMISE MOTEO. VTIL. UTIL. wvMUTT UTILMC vanLRRtfLCCMCC W"IFIION4. R. CIRNKATEOP .O/OIW,10pA.N•430& C/0 P.c. COINt Or URVA roar DrcavATlRaSCALC t' . 20'-ti 1 DRAWN BY: ••• P.T. • NOW Or 1AWWC1 oEst. • xuRlPnM CERRRED ETr uATE ORDER N0. R • RAOILr, I. ncL0 CM PLOr PLAN 03-28-2017 1279-17 DELTA REVISEDPLOrPLAN05-31-2017 c a - UNDID RIAR11tc FORMODARO FOUNOAr1W4/ELEVS. 07-23-17 3016-17 NORTH R' IS 9UILORLC/PROPERrr DOES. Nor LIE M1WIN A NA A. 114E ESTA9USHEO 100 YEAR FLOOD PLANE AS PER 7MM' r0 CRUSENN R.LS. / 4714 ZONE C NAP 1 12117C 0035 F. JAMES W. SCOTr• ILLS 14801 UES Project No: 0110.1401008.0000 Workorder No: 9315470-1 Report Date: 7/28/2017 UNIVERSAL ENGINEERING SCIENCE_ Consultants In: Geotechmcal Engineering - Environmental $ iences W Geophysical Services - Construction Materials Testing - Threshold Inspection Building Inspection - Plan Review - Building Code Administration 3532 Maggie Blvd, Orlando, 32811 - P: 407.423.0504 - F: 407.423.3106 / / -3 In -Place Density Test Report Client: UES Technician: Alonzo Albert 2600 Lake Lucien Drive Suite 3 0 /a - Maitland, FL 32751 abate Tested: 07/28/2017 Project: Thornbrooke 40s & 50s, SF House Lots Area Tested: LOT 94 (407 ROCKY GROVE LN) Type of Test: Material: Native Field: ASTM D-2937 Drive Cylinder Method Reference Datum: 0 = Top of Native Laboratory: ASTM D1557 Modred Proctor The tests below meet the minimum 95% relative soil compaction requirement of Laboratory Proctor maximum dry density. Test aximum ptimum Field Dry Field Soil Native Depth Pass No. Location of Test Range Density pd) Moisture W Density pd) Moisture 1%1 Compaction 1 inch) or Fail 1 SW side of pad ( TOF ) 1-2 ft 105.4 11.8 103.5 9.2 98 N/A Pas: 2 NE side of pad ( TOF ) 2-3 ft 105.4 1 t.8- 105.8 10.1 100 N/A Pas: Remarks: TOF=TOP OF FILL TA {An M AI:n nn.1 n.....nh— rill ...nA.. n.n ....An.:Nnd nn i.nnR'Inn{:ol n.wMrA. ni n.. nl nnln nni{ w.Ahn.:-n1:nn CITY OF SANFORD BUILDING & FIRE PREVENTION P.ERMIT'APPLICATION Application No: - Documented Construction Value: S _ Job Address: . - Historic District: Yes Nofif Parcel ID: ResidentiaQ Commercial L Type of Work: Newo Addition Alteration Repair Demo Change of Use Move Description of Work: Plan Review Contact Person: _ Vk D ir.,l ,S " Title: Phone: Lk1-5$5'3OOl.( Fax:4-1-333-385.3 Email: IRO C C,lal t,r, Corp-, Property Owner Information NameTei'1 ' Phone: A Street: agoo Resident of property? : (7 City, State Zip: , , • , f _ - -- - - Loki afoi Information // Name l-;, Phone: `-t o -7- 5 - 3 CC) Street: (!) 3 I coct TSC_0 1 Fax: g01- aA-21 - 31e53 City, State Zip: Sar State License No.: ` N);1p O Architect/ Engineer 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: 51 Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records'of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate at work will be done in compliance with all applicable laws regulating construction and zo g. Signature of Owner/Agent Date Print Owner/Agent's Name Signatur of Notary -State of Florida Date of Contractor/Agent Name Signature of No ry-State of Florida t D CHERYL D AKERS MY COMMISSION # FF08962 EXPIRES June 05. 2020 Owner/Agent is Personally Known to Me or Contractor/Agent is _Personally Known toiMe or Produced ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES: WASTE WATER: ENGINEERING: FIRE: BUILDING: COMMENTS: Revised: June 30, 2015 Permit Application atp JAUMLINIP011 OW IKIf V<Nf<114Mr -AIR WAUM1 "Um a FOMM 0.1. S/19/201f CAU) mu Put gum Vend. 514-1- prte 6 Ow DI. 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Otl••n w•Pm, alr<D•OTAtim; m1NN. V4« r« ... /IM1arhOWu IN WKMK tp.YYlr. Plan l[• IMi,an (DII.IAN,Iff IYYI. Pl «. w•Tn1I W fOYPlYIv,A f K fJt all" Y Ot N.m I 4r II.I W III WK raP l • Il t6oO. IlIdI w131•m oPV •CwwH u•. tivm a•.•nI h•. lk: tw MS uINNy 11 a• N CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: $ Historic District: Yes [I No Job Address:. u • DG •iDV i nil — • ResidentiaJ,-commercial [] Parcel ID:' Work: Ne Addition Alteration Repair ElDemo El Change of Use Move ElTypeof . Description of Work: K Title: Plan Review Contact Person: Phone: Fax: Email: Property Owner Information Phone: Name . Street: Resident of property? J Contractor Information S Phone: Name 1 L V nn D.11 Fax: 3Street: 10 gI i;' -!' City,State Zip. I, State License No.: F` i3 uU5 yy Architect/Engineer Information Phone: Name: Fax: Street: E-mail• City, St, Zip: Bonding Company: - Mortgage Lender: - Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE TO YOUR PROPERTY. OA NOTICE OF COMMENCEMENT MUST BE PAYING TWICE F`COMMENC9M9NT MAY RESULT IN YOUR FOR IMPROVEMENT RECORDED AND POSTED ON THE JOB SITETERBEFORE ATTORNEY BEFORE THE FIRST IO RECORDING YOUR NOTICE. IF YOU INTEND TO AOF FINANCING, CONSULT WITH YOUR COMMENCEMENT. fy -that i no ion has Application is hereby made to obtain a.permit to that all work will plerformed to ns as meet saandardstof all laws`regulati g conorkorstructon commenced prior to the issuance of a permtt a• plumbing, signs, wells, pools, in this jurisdiction. I understand that a separate permit must be secured for electrical work, p g, g 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: 5t1 Edition (2014) Florida Building Code Permit Application Revised: June 30.2015 10TICE: In addition to the requirements op mental entities such as water mit, there may be additional restricti eronsapplicable to this property that may be f this records of this county, and there may be additional -permits required from other govern oundinthepublic._ nanagementdistricts, state agencies, or federal agencies. _ thatIwillnotifytheowner of the property of the requirements of Florida Lien Law, FS 713. isverificationtAcceptanceofpermitoftheexecutedcontractisrequiredof the. job at the time of submittal. The City of Sanford requires payment of a plan review fee at the time of perated mit suconstruct. Tablein effect at the time the permit is issued, in' inordertocalculateaplanreviewchargeandwillconsideredtheestimcurrent ICC Valuatto nstruction value Geed the actual construction value, Theactualconstructionvaluewillbefiguredbasedaccordance with local ordinance. Should calculated char gissuedred off the executed contract ex credit will be applied to your permit fees when the permit certifythatallofthe foregoing information is accurate and that all work will OWNER'S AFFID AvrT X' be done in compliance with all applicable laws regulating construction an g Date Signature of Own&/Agent _ Print Owner/Agent's Name Date ' Signature of Notary -State of Florida r Owner/ Agent is Personally Known to Me or - - Produced ID . Type of -ID PrintCAgent' s Name Qu 1/3°ll t 11 P.Liy u-' Date: signature ta`''-statepU11M O'Clalr CoJmmisslon G6151707 fxuireT. October 15, 2021 Contractor/ Agent is Pe sonally Knownto - Produced ID — Type LOW IS FOIZ OFFICE iJSE ONLY E Roof Mechanical Plumbing[] Gas[]Permits Required: Building El ctrical Flood Zone: Occupancy Use: ------------ Construction Type=. # of Stories Ft'of Bld Min..Occupancy Load: T.otgl Sq g' Plumbing'= # of P°'uctures New Construction: Electric - # of Amps - Fire Alarm Permit' : Yes D. -No Fire Sprinkler Permit: Yes[] No # of Heads UTILITIES: WASTE WATER: APPROVALS: ZONING: BUILDING: ENGINEERING: Fes' . COMMENTS: _ Permit Application R.vicP. A: June 30. 2015 CONTRACT Ric AGREEMENT PAGE 1 OF 2 JOB NAME: e • DATE: 11 /26/2017 THORNEBROO PROPERTY OWNER OR HIS AGENT: Documm: ELECTRICAL CONTRACTTI& PRIE RIC TAYLOR MORRISON HOMES TYPE: SINGLE FAMILY DRES : 501 N. CATTLEMAN RD STE 100 MARKET: ORLANDO My: SARASOTA STATE- FL couNTY: SANFORD STATE:'FL WIRING PER 2011 NEC PERMITTING FEES ARE NOT INCLUDED TEMPORARY PRICINGIII SUBJECT TO CHANGE WITHOUT RESERVATION NAME AMPS FT PRICING* BIRCH 150A 1,538 4,750.00 nrPIIMr=TnN 7nnA 2.585 6,835.00 DAPHENE II 200A 2.598 6,955.00 MANCHESTER It 150A 2,138 6,955.00 REDWOOD 150A 1,557 4,950.00 WILLOW 150A 2,059 5,835.00 - - BASE PARE GIVEN SUBJECTRICING fTo CHANGE, ACTUAL fT1 PRICING CHANGE PERMITS OVER TO OMCONTRACT AF ER BIDDING, FROM MILLER ADDITIONAL COST WILL REQUIRE PO'S BY BUILDER PRICED IN TO JOBS AS NEEDED, THE AFOREMENTIONED PRI ALITY IN C. DATE: CONTRACTOR/ OWNER: DATE: 4p EDMONSON ELECTRIC: 1034 Skipper Road o Tampa, FL 33613 o Phone 8n1ID3Auc0s s0 e Fax:( ax.(8_'3T'3 0 8546 o www.EdmonsonElectric.com TaylorMorrison Taylor Morrison, Orlando Division 2600 Lake Lucien Drive, Suite 350 Maitland, FL 32751 Toll Free: 866.520.3703 or Local: 407.629.0077 ll/jU/LUl To whom it may concern, The purpose of this letter is to notify the City of Sanford that Taylor Morrison has ended its relationship with Miller Electric. The following homes we request the existing electrical permit issued to Miller electric be transferred to Edmonson Electric. They will complete the remaining work needed to comply with all applicable codes. The homes listed below need to be trimmed and final inspections called. We appreciate the City's assistance in expediting this change. Please call me with any questions regarding this transfer. Lot 241: 250 Merry Brook Cir 17-1082 Lot 242: 254 Merry Brook Cir 17-1083 Lot 243: 258 Merry Brook Cir 17-1084 Lot 244: 262 Merry Brook Cir 17-1085 Lot 245: 266 Merry Brook Cir 17-1086 Lot 246: 270 Merry Brook Cir 17-1087 Lot 247: 274 Merry Brook Cir 17-1088 Lot 248: 278 Merry Brook Cir 17-1089 Lot 85: 455 Rocky Grove Lane 17-1885 Lot 86: 451 Rocky Grove Lane 17-1887 Lot 94: 407 Rocky Grove Lane 17-1943 Lot 289: 436 Rocky Grove Lane 17-1886 Lot 294: 416 Rocky Grove Lane 17-1907 Lot 295: 412 Rocky Grove Lane 17-1906 Lot 296: 408 Rocky Grove Lane 17-1888 Respectfully, Sean Cowdery Area Construction Manager Taylor Morrison 321-436-4487 teymorrisOn TaylorMorrisort. 7arlina, 4A',:TIAS elt U-10 ad Oi ArasnlcAsc,nsnRus>Ec AA CVNVJAIt f9A ISC):11; 4 Fl.I1: aa':i:'.'«._1 NON.k 9U1tQEP 0Y PESSAIYH t +Y• curve nr •l tIPkSTUIti www.taylormorrison.com DESCRIPTION AS FURNISHED: Lot 94, THORNBROOKE PHASE 4, as recorded in Plat Book 81, Pages 70 thru 71, Public Records of Seminole County, Florida. BOUNDARY FOR/CERTIFIED TO: Kirsten A. Hillman; Inspired Title Services, LLC; First- American Title Insurance Company; Taylor Morrison Home Funding LOT 26 THORNBROOKE PHASE 1 LOT 93 lU J REC. 112' I.R. NO LD. 5.00' 7 a REC. 1/2- I.R. NO I.O. S 00°10'44" E 68.41 ' REC. 112' I.R. NO I.O. NOT INCLUDED IN AREA CALCULATIONS THORNBROOKE PHASE 1 P.B.79, PCS.3-7) D=89°50'38 " R=25.00' L=39.20' C=35.31 ' CB=S 45°06'03" E S 00*10'44 " E ON LOT AREA C.ALCU IFONS: 43.15' 0 ti ti LOT - 8,056 LIVING = 1.45.3 SO Ff. SO.F7. 1' GQL 4G 0 GARAGE. = 477 SG. FT. ENTRY - 144 SO.FI. LANAI - 400 SO rT. BREEZEWAY - N/A SOFT. DRIVEWAY = 403 5O.rT ROCKY GROVE LANE A/C PAD = 24 sorT. SO- R/W) TRACT I WALKWAY 68 IMPERVIOUS = 36.- SO.Ff. Z • G p UTILITY & QS ACCESS R/W 2.969 S00 = 5 087 SO.rT. SOFT. F LOT AR A CALCULATIOTS R/W = 1.952 S0.17. QQ QQ` PROPOSED Q FINISHED SPOT • GRADE ELEVATION APRON = 1 1 O SQ.F-f. PER DRAINAGE PLANS BUILDING SETBACKS. SIDEWALK = 846 SO. FT. V'-ft PROPOSED DRAINAGE FLOW FRONT a 25' , SOD = 997 SOFT. A • LOT GRADING TYPE A • PROPOSED F.F. PER PLANS - 25.0' REAR 15' PROPOSED INFORMATION SHOWNSIOE - SO AREA = 10.008 SO rf. 4 BASED ON SUPPLIED PLAN SIDE CORNER - 10' DRIVEWAY = 513 SO.Fr. PROPOSED GRADE PER CONSTRUCTION PLAN + AND/OR INSTRUCTIONS PER SIDEWALK - 914 SO.F1. CLIENT NOT FIELD VERIFIED Soo 4 SO. FT. CRUSENMETYETR-SCOTT & ASSOC., INC. - LAND SURVEYORS.. LEGEND - LEGEND - PLAT 5400 E. COLONIAL DR. ORLANDO. FL. 32807 (407)-277-3232 FAX (407)-658-1436P • PAL. • POINT ON LINE F • rICLO TYP. • TYPICAL NOTES: IP. • OWN PIPE A& • POINT Or RCVERSC CURVATURE IA NOII ROD P.U. POINT W COMPOUND CURVATURE I. ME UNDERSIGNED ODES HEREBY COMN IMF "a SURVEY MEETS THE STANWROS OF PRACTICE SET FORM BY ME FLORl6U BOARo OF MWIO43 RA& • RADIAL PROFE=MAL SURVEYORS AND MAPFERS W CNAPIER 3J-17 FLORIDA AOMINISTR ME COOS PURSUWr W SCLWM 472A27. FLOR/0A STATUES 2. UNLESS CUDOS ED WIN SURVEYOR'S SIGNATURE AND ONGM P.VSLD SEAL MIS SURVEY IMP OR COM AM NOT VA10. L/2'CONISLE SCTL0. • REC IE ./RLR •71i WPNjL . VITIN13RADIAL CREC. RECOVERED VP. • VttCULA 3. TNIS SWMY WAS PMPARW FROM TITLE OIVINAAWN FURNISHED M ME SNNEVOR. MOK WY OC OOKA RESIIOCTIONS EDDNT POINTOPat, POINT Or CONKC M CALL. CALCULATED PA. C. POINT Or CdOr<FCCNCM PAX • PCRIINa/T MF[RENCC NmM[NT OR EAS6ICNTS MAr AFTEC7 1NI$ PROPERTY. NO UHDfRCl10UN0 WPROVEIEHTS IUYE BEEN LOGIED UNLESS OINOONSE SHONM. t CCNTERLOC rr. . rINISHCO MW ELEVATION O. THIS SURVEY 1S PMPARED FOR THE ME 009M OF THOSE COMFIM TO AND SHOULD NOT W RELIED UPON Br ANr OTNCR ENTRY. NLD • IMIL & DISK IS)- • WILDING SCTEACK LINE R/ wESN . O'-VAr • EUCNWhRK R. OONENVONS SNOWN MR ME LOtATION OF WPROVLMONTS HEREON SHOULD NOT Of USED TO RECONSTRUCT OOU "" UNES ILL AR CASEMENTR.R. RAZE REARIIf 7. BEARINGS ARE LL&SED ASSUMED DATUM AND ON INE LINE SNOWN AS &SE IIEAPoNO TB.&) DDRAIIL . ORAINAGCC ELEVATIONS, A SNOWIL Alt &USED ON NA110NAL CEoorm pUNY or 1020, UNLESS ODNERRAE Norm. VTIL. • UTILITY 0. COrRFIGTE Or AUINOIPR WN•A%% 4300. CLM CNAN LINK FENCE VDFG • VODO FENCE C/ R CONCRETE TACK P. C. • POINT NP CURVATURE SCALE '-- 1' - 20'-N DRAWN BY: •• P. T. • POINT W TAWADCV OESC. REscavnDN DATE CERTIFIEDBY. OROER No. RADIUS L . AA*C LENGTH PLOT PLAN D3-28-20 V 1279-17 O ' DELRA CA REVISED PLOT PLAN 05-31-2017 CHORD REARING FORMBOARD FOUNDATION/ELEVS. 07-25-17 3016-17 NORTH FINALIELEVS. 11-22-17 5168-17 THIS SLOLOINC/ PROPERTY OOES.NOT UE WRHIN THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER IRRM' TOM RUSENI R. R.L.S. / 4714 20NE *C MAP 1 12117C 0055 F. JAMES W. SCOTF.yt.LS 1 4801 AUG 0 2017 .: CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: / '% ' 47/3 Documented Construction Value: S Job Address: y 1 A.06-,/<c14), [ N 401 Historic District: Yes Nox Parcel 1b: Residential@ Commercial Type of Work: New S Addition Alteration Repair Demo Change of Use Move . Description of Work: Plan Review Contact Person: Title: Phone: Fax' Email: property Owner Information Name taulc[r (Y>x risz-Nbrine Phone: 40-1 Cna-do'l'1 Street: QCoCO L 9i O Resident of property? City, State Zip:- Mc"+1Qnd, FU 3-ISl Contractor Information: Name Phone: TyCT't %l a i dd o Street: 1 t>*15 -\i Q- r' • IZo etil Fax:. 40 %k Q - `l 0 City; State Zilt:' . of -I o'-X d a rL ":a$)q State License No.: EC OCO t.n Name: Architect/Engineer Information - Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: Mortgage Lender: Address: Address: WARNIENG•TO.OWNER: YOUR FAI•L.URE.T.O. RECORD AN OJICF.qF GOMNIEt4CEMEj4T MAY RESULT 1N YOUR PAYING TW[CE .FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF 'COMMENCgME(VT h1BT > RECORDED AIVD POSTED UN *Tfit 10B 'SITE BEFOIIE.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. 1 understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FRC: 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51 Edition (2014) Florida Building Code 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 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 requiredinordertocalculateaplanreviewchargeandwillbeconsiderdtheestimatedconstructionvalueofthejobatthetimeofsubmittal. ct at the time the ermit is issu d, The actual construction value will be figured ulat d chabased -on haescurrent gured off the executed contraeexccd the actual pconshvction value, accordance with local ordinance. Should cal g credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating• construction and zoning. Signature of owner/A96* Date Sigrraturc of ContmctodAgent Datc m' gi,,, todAgeat's N e Print OwncdAgerit's Name 117 DateSignatureofNotary•State of Florida N "' KABEN HUGHES Mary Public - State of Florida Commission I GG06M MyComm. (spires Mat 26,20)1 ar` NandcdlNougaNYiomlNolurAssn Contractor/ Agent'is ersonaUy Known to Me owner/ Agent is Personally Known to Me or Produced ID Type of JD t' Produced M _'Type of ID - , BELOW IS FOR OFFICE USE. ONLY Permits Re wired: Building Electrical Mechanioaj PltunbingQ Gas Roof Q i q Construction Type: Occupancy Use: Flood. Zone: Total, Sq Ft of Bldg: " Min. Occupancy Load: % It of Stories:_—, Plumbing # of Fiztdres New Construction: Electric - # of Amps,200 g" Fire Alarm Permit: Yes Q No [ . ' #.of Heads No Fii i6 Sprinkle; Permit:. Yes - . - -- APPROVALS: ZONING: ' - iJTILITIES: WASTE WATER: ENGINEER NG: FIRE- BUILDING: ' COMMENTS: '