Loading...
HomeMy WebLinkAbout424 Red Rose Ln 17-1949 (a) permitd 3ay1 COUNTY OF SEMINOLE sw ' 9L4IMPACTFEESTATEMENT ^ 1 STATEMENT NUMBER: 17100004 DATE: July 06, 2017 33BUILDINGAPPLICATION #: 17-10000419 BUILDING PERMIT NUMBER: 17-10000419 UNIT ADDRESS: 4 21-19-30-510-0000-0970 TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: PARCEL: SUBDIVISION: TRACT: PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT: OWNER NAME: ADDRESS: APADDRNESS: 2600 350CMAITLAND FL 32751 LAND USE: THORNBROOKE PH 4 TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 424 RED ROSE LANE THORNBROOKE PH 4 LOT97SFR FEE ---------------------------------- BENEFIT RATE UNIT CALC UNIT TOTAL DUETYPEDISTSCHEDRATEUNITSTYPE ROADS-ARTERIALS CO -WIDE ORD Single Family Housing 705.00 1.000 dwl unitROADS -COLLECTORS N/A 705.00 FIREREnleSCUEmily HoN/Ang .00 1.000 dwl unit .00 LIBRARY CO -WIDE ORD .00 Single Family Housing 54.00 1.000 dwl unitSCHOOLSCO -WIDE ORD 54.00 PARKSSSingle Family Housing 5,000.00 1.000 dwl unit 5,000.00 LAW ENFORCE N/A .00 DRAINAGE N/A .00 AMOU4NOT 5,759.00 STATEMENT / /J RECEIVED BY: W Q1 SIGNATURE: PLEASE PRINT NAME) DATE: NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TER ANDENSURETIMELYPAYMENTMAYRREESULTINYOURLIABILITYFORTHEFEE. DISTRIBUTION: 1 -BLDG DEPT 3 -APPLICANT2 -FINANCE 4 -LAND MANAGEMENT NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THESEMINOLECOUNTYROAD, FIRE/RESCUE, LIBRARY AND/OR EDUCATIONALISSUANCEOFABUILDINGPERRRMMMIT. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORDBUILDINGDEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT OUIIYERITNBEROHRPNLFOFHISESTETHECOUNTYBBLDNGPMNMATTEtOETOTREFERENCE ISSUEDSWITHINMENTCAL ENDAR DAYS OVALTHEIRECEIVINGISIGNATTUURIE DATE ABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST. CALL 407-665-7356. Parcel ID Number: al 19-30- _91Q -0000- hq2 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 CLERI: OF CIRCUIT COURT 6 COMPTROLLER BK 8949 P9 75 QPgs) CLERK'S A 2017069114 RECORDED 07/07/2017 03:24:5:5 PM RECOP;)ING 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 : LOT 17 Legal Description : Thornbrooke Phase according to the plat thereof, as recorded in Plat BookVPage f the public records of Seminole County, Florida. Addresses : 4dqkd— QSanford FL 2. General description of improvements : Single Family Home 0 4. 5. 6. 7. 8. 9. 10. Owner information : Name Taylor Morrison of Florida Inc. Address 2600 Lake Lucien Drive Suite 350, Maitland, FL 32751 Fee Simple Title Holder: N.A. Contractor name and address : Name Taylor Morrison of Florida Inc. Address 2600 Lake Lucien Drive Suite 350, Maitland, FL 32751 Surety: N.A. Lender: N.A. 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. In addition to himself, Owner designates the following to receive a copy of the Lienor's Notice as provided in 713.13(1)(b), Florida Statutes. N.A. Expiration date of notice of commencement: One year from the date of recording. WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTENT TO OBTAIN FINANCING, CONSULT YOUR LENDER OT ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. 11. Date Signed : Signature of Owner's Agent: /,. 1n Asa Wright aylor Morrison of Florida 1 . Sworn to and subscribed before me this by John Asa Wright h rsonally known to me. Notary Public DA Clark ID. \gNIS ON,• s" My commission expires: 6/27/19 +,°:tee Cii S k R` 01 r Q\Fl r Seri o. FF 209108 of ignature: P ' a : IQ tF'ttTi".c' i . . k. •.- .,,;y .-••,, of tlERh F " • , :, _ -,.:.. •:. JUL 0 7 2011. 4, AND t H ,OLLER 'a:=, SEMIN FLORIDA BY _ r%rD1 rry r l Env CITY OF SANFORD BUILDING & FIRE PREVENTION 1 PERMIT APPLICATION WApplication No: l [qqq Documented Construction Value: S 33S$('e- 00to Job Address: —T :2T .kea 96sL % AjL. Histone District: Yes No Parcel ID: 21I-19-30- 610 -0000- 097 0 Residential [) Commercial Type of Work: New El Addition Alteration Repair Demo Change of Use' Move Description of Work: NEW SINGLE FAMILY HOME THORNEBROOK PHASE LOT NUMBER : 97 Plan Review Contact Person: Daphne Clark Title: Phone: 407-257-6940 Fax: Bre "17Min 271-1 M '' 11 M ''11 Property Owner Information Name TAYLOR MORRISON OF FLORIDA INC Phone: 407-629-0077 Street: 151 SOUTHHALL LANE #200 Resident of property? : NO City, State Zip: MAITLAND FL 32751 Contractor Information Name JOHN ASA WRIGHT / TAYLOR MORRISON OF FLORIDA Street: 151 SOUTHHALL LANE #200 Phone: 407-257-0940 Fax: City, State Zip: MAITLAND FL 32751 State License No.: Architect/Engineer Information Name: Street: City, St, Zip: Bonding Company: N/A Address: J&L !Efr- 13 Lk Phone: Fax: 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: 5'b Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that 1 wil I 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. S i Pat u reyb er/Agent Datel Sign of Contractor/Agent Date TAYLOR MORRISON OF FLORIDA INC Print Owner/Agent's N Signature of Notary too lorida Date 1'nr Pile MY COMMISSION I FF 209108 EXPIRES: June 27, 2019 Ao a Boded Thru Budget No1ory Serka JOHN ASA WRIGHT Print Contract or/A e e z(l Signature o otary-Stog ' Florida Date D. A. CLARK MY COMMISSION I FF 209108 EXPIRES: June 27, 2019 a Bonded Thry Budget Nobry Sentra Owner/Agent is yM Personally Known to Me or Contractor/Agent is YES Personally Known to Me or Produced 1D N/A Type of 1D Produced 1D NIA Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building® Electrical [l Mechanical RI Plumbing© Gas Roof Construction Type: Occupancy Use: R -x Flood Zone: tC-5-Z A-. -rAWD Total Sq Ft of Bldg: 32 i- Min. Occupancy Load: # of Stories: JI - New New Construction: Electric - # of AmPlumbing - # of Fixtures_?- k Fire Sprinkler Permit: Yes No © # of Heads Fire Alarm Permit: Yes Nolo APPROVALS: ZONING: a% UTILITIES: "Zg WASTE WATER: ENGINEERING: wtTc'I-3-ZD17 FIRE: COMMENTS: _ Ok to construct single family home with setbacks and impervious area shown on plan. BUILDING: SF 1-1--s•-7 Revised: June 30, 2015 Permit Application REQUIRED INSPECTION SEQUENCE TAYLOR MORRISON SFR -DETACHED Permit # 11— 14 ;4 BUILDING PERMIT Inspection Description Min Max Inspection Description 10 10 Form board / Foundation Survey 10 Temporary Underground Power (TUG) Slab / Mono Slab Pre our 20 1000 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 REVISED: June 2014 Addrecc! Z )a P4-ih. ff?-n54 ELECTRICAL PERMIT Inspection Description Min Max Inspection Description 20 Plumbing Tubset 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final Min Max Inspection Description 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final PA I 187%-* 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: 424 Red Rose Lane Property Owner: Taylor Morrison of Florida, Inc. Parcel identification Number: 21-19-30-510-0000-0970 Phone Number: 407-629-0077 Email: The reason for the flood plain determination is: New structure Existing Structure (pre -2007 FIRM adoption) Expansion/Addition Existing Structure (post 2007 FIRM adoption) Pre 2007 FIRM adoption = finished floor elevation 12" above BFE Post 2i0j07 FIRM adoption = finished floor elevation 24" above BFE (Ordinance 4360) Flood Zone: X Base Flood Elevation: NSA 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: M floodplain floodway The structure is in the: floodplain floodway The structure is not in the: floodplain floodway If the subject property is determined to be flood zone `A', the best available information used to determine the base flood elevation is: BP#17-1949 Reviewed by: Michael Cash, CFM Date: July 3, 2017 0 P% 1),,, Application for Right -of -Way Use for Driveway, Walkway & Landscape 87 Department of Planning & Development Services nfo 300 North Park Avenue, Sanford, Florida 32771www.seMordn.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 existing right—of-way aa+nd use shall be provided or application could be delayed. 15- N/ 0 ,^/ 1 .. n.wbelow. r (/J Calllwronyoua. 4111 1. Project Location/Address: d Rom- 2. Proposed Activity: VI"Driveway E]Walkway E] Other: 3. Schedule of Work: Start Date C V cCompletion Date Emergency Repairs 4. Brief Description of Work: 4^l` WA7 NAV W-"4 This application is submitted by: Property Owner. yV,, n/P / pp/ ` / Signature: ' L Print Name: _AY40 . ' `Y/V/O N f Address: 44NE / &O 'tdslPhone:40'W4?40 Fax- o1clDhneC A f i rlS Date: Maintenance Responsibilities/Indemnification The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the improvement installed under this Agreement. This shall include maintenance of the improvement and unpaved portion of right-of-way adjacent thereto. Requestor may, with written City authorization, remove said instaltationlimprovement fully restoring the rightof-way to its previous condition. In the event that any future construction of roadways, utilities, stormwater facilities, or any general maintenance activities by the City becomes In oonflict with the above permitted activity, the permittee shall remove, relocate and/or repair as necessary at no cost to the City of Sanford insofar as such facilities are in the public rightof way. If the Requestor does not continuously maintain the Improve- ment and area in a000rdance with previously stated criteria, or completely restore the rightof-way to its previous condition, the City shall, after appropriate notice, restore the area to its previous oondition at the Requestor's expense and. If necessary, file a lien on the Requestors property to reoover ousts of restoration. To the fullest extent permitted by law, Requestor agrees to defend, indemnity, and told harmless the City, its councilpersons, agents, servants, or employees appointed, elected, or hired) from and against any and all liabilities, claims, penalties, demands, suits, judgments, losses, expenses, damages (direct, Indirect or consequential), or Injury of any nature whatsoever to person or property, and the costs and expenses incident thereto (including costs of defense, settlemeM, and reasonable attorney's fees up to and including an appeal), resulting in any fashion from or arising directly or indirectly out of or connected with the use of the City's right-of-way. I have read and understand the above statement and by signing this application 1 agree to its terms. I hereby understand and agree to pay all city fees related to this application as required by the city's adopted Fee Resolution. ASignature: Date: 4 - a i7 This permit shall be posted on the site during construction. Please call 407.688.6080, Ext. 640124 hours In advance to schedule a pre -pour Inspection. Pre -pour Inspection by: Date: Off alp• c st'bfti it IratiOn' nCTee>'• Ste. ivi.:::'. ':a > •:sa,•i.:,.:;:> rn::+ Y.r':^: Y: :,.: .::•'... ..:•+.. 5>•.Sa::>+'.: ...;. K: S::.<iD03..•iv, .iii Y: V+i v+r iw4{wa"wJ:i:J S:$y Y' arc,...:. .<:.. ... ..... ...5 . r.Y x•t: ss. .13UI]Ic?NOrfi$ •. .>.r . r+.. ...s..n.....•.. i.. .,r r>. Y..^>••. ..••':.......:..;:,:......•. : t_ _ I n.< 4 in iillt i3S n rYi A raved ' PF 4. A... Tit i1 wITT t' 1/rRe '•' Yin. ..,i nate;, i. Mitt' > 1 •n t• fn P Wed Y • ':Oafs`.".'::•>: i:ilso mow i•yy: eiial.f? eirrllt Catitf'i in t bits: aep)emver tviv ROW Use D&n"y.pdf taylor morrison evo„r• rnw rw r_ Junes 2017 City Manager City of Sanford 300 N. Park Avenue Sanford, Florida 32771 RE: ESTOPPEL LETTER TaylorMorrison 2600 Lake Lucian Drive Suite 350 Maitland, FL 32751 Thornbrooke Single Family Los in Phases 4 and 5 Address:. Qa OI f&D SC Lot q: 01i This ESTOPPEL LETTER isprovided to the City of Sanford for reliance upon by the City of Sanford as the basis for issuance of Permit No. for the following work: construction of Single -family home unit in Thornbrooke Phases 4 and S. Taylor Morrison of Florida, Inc., hereinafter referred to as the "Owner", recognizes that issuance of Permit No. will be made with numerous limitations as more particularly set forth herein. The Owner recognizes that this approval does not exempt us from complying with any applicable building codes, land development regulations, comprehensive plan requirements, or exempt our site or building(s) from any applicable development regulations. By issuing Permit No. the City does not guarantee approval of any other development orders or development permits. The Owner acknowledges and agrees that no Certificate of Occupancy will be issued by the City for the single-family homes in Thornbrooke phases 4 and 5 until all required land development approvals have been obtained and all required improvements have been installed, inspected and authorized for use by the City. The Owner hereby grants the City the right to deny use of single -family townhome unit in Thornbrooke phase 4 and5 for occupancy until all of the above referenced project is in compliance with all applicable development regulations. The Owner hereby agrees to indemnify and hold the City and its officers, employees and agents harmless for any and all losses, damage, injuries and claims in any way relating, directly or indirectly, to the permitting or construction of the above referenced project or the issuance of Permit No. . The Owner also agrees to the following as additional conditions for Permit No. The Owner hereby agrees to disclose the contents of this document to any and all of our successors in interest, contractors, subcontractors, and agents. The undersigned further warrants that he or she is authorized to bind the Owner and has been duly thorized to sign this document. a SSES: c Signature GE*eGe OF -17,9V Pr' ed Name Stature Printed Name Owner yr Brian Brunhofer President, Taylor Morrison of Florida, Inc. STATE OF FLORIDA COUNTY OF ORANGE The foregoing instrument was acknowledged before me this day , 2017, by Brian Brunhofer as President for Taylor Morrison of Florida, Inc. who is Notary Publi tate of FI Print Name: 4 - My Commission Expires: 2,Zai 7 rso known to me. 00111111forr if MMISg/0 ••Ccf' Q e'p zo• FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot97ThombrookeDarlingtonAGLN Builder Name: Taylor Morrison Street: qc?v" Ps?$- 64 l Permit Office: S4ry d' City, State, Zip: FL, Sr&K f py#, Permit Number. Owner. Jurisdiction: 691500 Design Location: FL, Orlando County:: Seminole (Florida Climate Zone 2 ) 1. New construction or existing New (From Plans) 9. Wall Types (3145.8 sqft.) Insulation Area 2. Single familyor multiple family Single-family a. Frame - Wood, Exterior b. Concrete Block - Int Insul, Exterior R=13.0 1521.00 ft' R=4.1 1380.60 ft= 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 244.22 ft' 4. Number of Bedrooms 4 d. N/A R= ft' 10. Ceiling Types (1482.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=38.0 1482.00 ft' 6. Conditioned floor area above grade (ft') 2582 b. N/A R= ft' c. N/A R= ft' Conditioned floor area below grade (ft') 0 11 Ducts R ft' 7. Windows(367.7 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 293.4 a. U -Factor. Dbl, U=0.34 295.74 ft' b. Sup: Attic, Rel: 2nd Floor, AH: 2nd Floor 6 223 SHGC: SHGC=0.31 b. U -Factor. Dbl, U=0.58 72,00 ft' 12. Cooling systems kBtu/hr Efficiency a. Central Unit 25.2 SEER:16.00 SHGC: SHGC=0.32 b. Central Unit 25.2 SEER:16.00 c. U -Factor: N/A ft' SHGC: 13. Heating systems kBtu/hr Efficiency d. U -Factor: N/A H' a. Electric Heat Pump 21.8 HSPF:9.00 SHGC: b. Electric Heat Pump 21.8 HSPF:9.00 Area Weighted Average Overhang Depth: 3.432 ft. Area Weighted Average SHGC: 0.312 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (2582.0 sqft.) Insulation Area EF: 0.950 a. Slab -On -Grade Edge Insulation R=0.0 1467.00 ft' b. Conservation features b. Floor Over Other Space R=0.0 1102.00 ft' None c. other (see details) R= 13.00 ft' 15. Credits Pstat 0.142 Total Proposed Modified Loads: 71.77 PASSGlass/Floor Area: Total Baseline Loads: 76.60 1 hereby certify that the plans and specifications covered by Review of the plans and D HE Sr9TF this calculation are in compliance with the Florida Energy specifications covered by this Code. calculation indicates compliance with the Florida Energy Code. r'•• .`.:``- ' . PREPARED BY: I0- Before construction is completed 0 4 tj aDATE: -3/24/1 T .-- - this building will be inspected for compliance with Section 553.908 1 hereby certify that this building designed, is in compliance Florida Statutes. COOwiththeFloridaEnergyCode. OWNER/AGENT:- BUILDING OFFICIAL: DATE: Zj!- 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 1:55 PM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 SCPA Parcel View: 21-19-30-510-0000-0970 en rOf oourmC w,Ono Parcel Information http://parceidetai l.scpafl.org/Parcel Detai I I nfo.aspx?Pl D=2119305100... Property Record Card Parcel: 21-19-30-510-0000-0970 Owner. TAYLOR MORRISON OF FL INC Property Address: FL Parcel 21-19-30-510-0000-0970 Owner TAYLOR MORRISON OF FL INC Property Address FL Mailing 151 SOUTHALL LN STE 200 MAITLAND. FL 32751 Subdivision Name THORNBROOKE PHASE 4 Tax Distnet S1-SANFORD DOR Use Code 00 -VACANT RESIDENTIAL Exemptions Cost/Market Value Summary Taxing Authority 2017 Working 2016 Certified County General Fund 26,050 Values-- - i alues Method Cost/Market Cost/MarketiValuation Number of Buildings 0 0 26,05011 I Depreciated Bldg Value 26,050 0 I Depreciated EXFT Value 98 97 0 95 N Land Value (Market) 26,050 0 Description Date Book Page Amount VadImP Tax Amount without SOH $0.00 Land Value Ag O 0 r" Just/Market Value •• 26,050 0 Taxing Authority Portability Adj 0 Taxable Value County General Fund 26,050 50 Save Our Homes Adj $0 0 Schools 26,050 0 26,050 City Sanford Amendment 1 Adj s0 0 26,05011 I I SJWM(Saint Johns Water Management) 26,050 0 IP&G Adj $0 0 147 99 98 97 96 95 N 27 Assessed Value $26.050 0 I --- -- -- ---- - -------- - ---- Description Date Book Page Amount VadImP Tax Amount without SOH $0.00 O r" 2016 Tax Bill Amount $0.00 CO O O Iax Estimator Save Our Homes Savings: $D.00 t 50 40 40 40 40 40 50' Does NOT INCLUDE Non Ad Valorem Assessments— — Seminole County GIS - Legal Description LOT 97 THORNBROOKE PHASE 4 PS 81 PGS 70-71 Taxes Taxing Authority Assessment Value F cempt Values Taxable Value County General Fund 26,050 s0 26,050 11Schools26,050 0 26,050 City Sanford 26,050 so 26,05011 I I SJWM(Saint Johns Water Management) 26,050 0 26,0501, ii County Bonds 26,050 s0 22.0-50]: Sales Description Date Book Page Amount VadImP No Sales I I' I Find Comparable Sales I Land Method Frontage Depth Units -- Units Price ---- hand Value ----- - LOT _— 1 $26,050.00 $28,050 Building Information I Permits Permit 0 Descriptionunt _ IAgenq —AmoCO Date —:J ennit Date I I 1 of 2 6/22/17, 1:08 PM BP20OIO3 CITY OF SANFORD 6/26/17 Application Inquiry - Fees 15:52:41 Application number: 17 00001949 Property . . . . : 424 RED ROSE LN Fee Class/Type/Description Trans amt Amt due Struct Permit Insp A AF 01-APPLCTN FEE -BUILDING 25.00 25.00 A BR 01 -BLDG PLAN REVIEW 660.00 660.00 Bottom Credit fees due: .00 Revenue fees due: 685.00 Total due: 68.00 Press Enter to continue. F3=Exit F11=Change view F12=Cancel F1O=Amt billed 0 CITY OF SANFORD pe a+:t CUSTOMER RECEIPT Drawer: 10r: RNA Trpe- PT Date: 6/26/17 01 Receipt no: 148382 Year Naber Alount 2017 1949 424 RED ROSE LM BPWORD, FL 32771 BUILDING PERMIT RECEIPTS Tender detail $684.68 CK CHECK $684.99 Total tendered $684.99 Total parent Trans date: 6/26/17 Time: 16:13:90 RECORD COPY FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot97ThombrookeDarlingtonAGLN Builder Name: Taylor Morrison gutLD/NC Street: ''a 64 P", Permit Office: City, State, Zip: FAL $q,r vw Permit NumbeW 9 49 SANFORD Owner: Jurisdiction: 691500 Design Location: FL, Orlando County:: Seminole (Florida Climate Zone 2) OFpA 1. New construction or existing New (From Plans) 9. Wall Types (3145.8 sqh.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1521.00 fl' b. Concrete Block - Int Insul, Exterior R=4.1 1380.60 fl= 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 244.22 fl' 4. Number of Bedrooms 4 d. N/A R= fl' 10. Ceiling Types (1482.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=38.0 1482.00 fl 6. Conditioned floor area above grade (fl') 2582 b. N/A R= fl' Conditioned floor area below grade (fl') 0 c. N/A 11. Ducts R= fl' R fl' 7. Windows(367.7 sgfl.) Description Area a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 293.4 a. U -Factor: Dbl, U=0.34 295 74 fl= b. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 6 223 SHGC: SHGC=0.31 b. U -Factor: Dbl, U=0.58 72.00 ft' 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.32 a. Central Unit 25.2 SEER:16.00 b. Central Unit 25.2 SEERA6 00 c. U -Factor: N/A fl' SHGC: 13. Heating systems kBtu/hr Efficiency d. U -Factor: N/A fl' a. Electric Heat Pump 21.8 HSPF•9.00 SHGC: b. Electric Heat Pump 21.8 HSPF:9.00 Area Weighted Average Overhang Depth. 3 432 ft. Area Weighted Average SHGC: 0.312 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (2582.0 sqft.) Insulation Area EF: 0.950 a. Slab -On -Grade Edge Insulation R=0.0 1467.00 fl' b. Conservation features b. Floor Over Other Space R=0.0 1102.00 fl' None c. other (see details) R= 13.00 fl' 15. Credits Pstat Glass/Floor Area: 0.142 Total Proposed Modified Loads: 71.77 PASSTotalBaselineLoads: 76.60 1 hereby certify that the plans and specifications covered by Review of the plans and THE STg7 this calculation are in compliance with the Florida Energy specifications covered by this y0 = a Code. - calculation indicates compliance f1 with the Florida Energy Code. nn„ ••, .'::`' .•°.„ Of ,, PREPARED BY: Before construction is completed DATE: 3/24/1.7 this building will be inspected for compliance with Section 553.908 1 hereby certify that this building designed, is in compliance Florida Statutes. CODwiththeFloridaEnergyCodeW. WE' OWNER/AGENT: BUILDING OFFICIAL: DATE: i'!-% 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 1:55 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 FORM R405-2014 3/24/2017 1:55 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5 PROJECT Title: Lot97ThombrookeDarlingtonA Bedrooms: 4 Address Type: Street Address Building Type: User Conditioned Area. 2582 Lot # Owner: Total Stories: 2 Block/SubDivision: of Units: 1 Worst Case: No PlatBook- Builder Name. Taylor Morrison Rotate Angle: 0 Street: Permit Office: Cross Ventilation: No County: Seminole Jurisdiction: 691500 Whole House Fan• No City, State, Zip: , Family Type: Single-family FL , New/Existing: New (From Plans) Comment: CLIMATE IECC Design Temp Int Design Temp Heating Design Daily Temp Design Location TMY Site Zone 97.5% 2.5% Winter Summer Degree Days Moisture Range FL, Orlando FL_ORLANDO INTL AR 2 41 91 70 75 526 44 Medium BLOCKS Number Name Area Volume 1 Blockl 1467 13643.1 2 Block2 1115 10035 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 1st Floor 1467 13643.1 Yes 5 1 1 Yes Yes Yes 2 2nd Floor 1115 10035 No 0 3 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R -Value Area Joist R -Value Tile Wood Carpet 1 Floor over Garage 2nd Floor __ ____ 13 W 19 0 0 1 2 Slab -On -Grade Edge Insulatio 1st Floor 147.9 ft 0 1467 fl= 0.49 0 0.51 3 Floor Over Other Space 2nd Floor __ ___ 1102 ft' 0 0 0 1 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pilch Type Materials Area Area Color Absor. Tested Tested Insul. deg) 1 Gable or Shed Composition shingles 1655 ft= 370 ft' Medium 0.85 N 0.85 No 0 26.6 ATTIC RBS IRCCV # Type Ventilation Vent Ratio (1 in) Area 1 Full attic Vented 300 1480 ft' N N 3/24/2017 1:55 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5 F0RM R405-2014 3/24/2017 1:55 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 5 CEILING Ceiling Type Space R -Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) 1st Floor 38 Blown 13 ft' 0.11 Wood 2 Under Attic (Vented) 2nd Floor 38 Blown 1469 ft' 0.11 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below Omt To Wall -Type Space R -Value Ft -In Ft In AreaR_Value-Fraction-Absor._Grade%_ 1 W Exterior Frame - Wood 2nd Floor 13 54 6 9 0 490.5 fl' 0 0.23 0.6 0 2 W Exterior Concrete Block - Int Insul 1st Floor 4.1 53 0 9 4 494.7 fl' 0 0 0.6 0 3 NW Exterior Concrete Block - Int Insul 1st Floor 4.1 4 11 9 4 45.9 ft' 0 0 0.6 0 4 N Exterior Frame - Wood 2nd Floor 13 30 0 9 0 270.0 ft' 0 0.23 0.6 0 5 N Exterior Concrete Block - Int Insul 1st Floor 4.1 5 6 9 4 51.3 ft' 0 0 0.6 0 6 E Exterior Frame - Wood 2nd Floor 13 54 6 9 0 490.5 ft' 0 0.23 06 0 7 E Exterior Concrete Block - Int Insul 1st Floor 41 54 6 9 4 508.7 ft' 0 0 0.6 0 8 S Exterior Frame - Wood 2nd Floor 13 30 0 9 0 270.0 ft' 0 0.23 0.6 0 9 S Exterior Concrete Block - Int Insul 1st Floor 4.1 30 0 9 4 280.0 W 0 0 0.6 0 10 Garage Frame - Wood 1st Floor 13 26 2 9 4 244.2 ft' 0 0.23 001 0 DOORS Omt Door Type Space Storms U -Value Width Height Area Ft In Ft In 1 Wood 1st Floor None 25 2 7 8 20.7 fl' WINDOWS Orientation shown is the entered, Proposed orientation. V Wall Overhang Omt ID Frame Panes NFRC U -Factor SHGC Area Depth Separation Int Shade Screening 1 W 1 Vinyl Low -E Double Yes 0.34 031 6.0 ft' 1 ft 0 in 1 ft 0 in Drapes/blinds None 2 W 1 Vinyl Low -E Double Yes 0.34 0.31 15.0 ft= 1 ft 0 in 1 ft 0 in Drapes/blinds None 3 W 2 Vinyl Low -E Double Yes 0.34 0.31 5.0 ft' 1 ft 0 in 11 1`18 in Drapes/blinds None 4 W 2 Vinyl Low -E Double Yes 0.34 0.31 19.3 ft' 1 ft 0 in 11 ft 8 in Drapes/blinds None 5 NW 3 Vinyl Low -E Double Yes 0.34 0.31 23.3 ft' 9 ft 6 in 0 ft 4 in None None 6 N 4 Vinyl Low -E Double Yes 0.34 0.31 30.0 ft' 1 ft 0 in 1 ft 0 in Drapes/blinds None 7 E 6 Vinyl Low -E Double Yes 0.34 0.31 30.0 ft' 1 ft 0 in 1 ft 0 in Drapes/blinds None 8 E 7 Vinyl Low -E Double Yes 0.34 0.31 38.9 ft' 1 ft 0 in 11 1`18 in Drapes/blinds None 9 S 8 Vinyl Low -E Double Yes 0.34 0.31 30.0 ft' 1 ft 0 in 1 ft0 in Drapes/blinds None 10 S 8 Vinyl Low -E Double Yes 0.34 0.31 40.0 ft' 1 ft 0 in 1 ft0 in Drapes/blinds None 11 S 9 Vinyl Low -E Double Yes 0.34 0.31 58.3 ft' 1 ft0 in 11 ft8 in Drapes/blinds None 12 S 9 Vinyl Low -E Double Yes 0.58 0.32 72.0 ft' 10 ft 8 in 0 ft 0 in None None 3/24/2017 1:55 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 5 IY07 7L1;Z,W-W,111 ! 3/24/2017 1:55 PM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 455 ft2 455 ft° 64 ft 8 ft 1 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) 000291 1973.2 108.32 20372 .2618 5 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 2 Electric Heat Pump Electric Heat Pump Split Split HSPF:8.9999 21.8 kBtu/hr 1 HSPF.8.9999 21 8 kBtu/hr 2 sys#1 sys#2 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 2 Central Unit Central Unit Split Split SEER: 16 25.2 kBtu/hr cfm 0.75 1 SEER. 16 25.2 kBtu/hr cfm 0.75 2 sys#1 sys#2 HOT WATER SYSTEM System Type SubType Location EF Cap Use SelPnt Conservation 1 Electric None Garage 0.95 50 gal 62.3 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Cert # Company Name Collector Storage System Model # Collector Model # Area Volume FEF None None ft= DUCTS Supply --- Location R -Value Area Return ---- Air CFM 25 CFM25 Location Area Leakage Type Handler TOT OUT QN RLF HVAC # Heat Cool 1 2 Attic 6 293.4 ft Attic 6 223 ft' Attic 2nd Floor 73.35 ft Default Leakage 2nd Floor (Default) (Default) 55.75 ft Default Leakage 2nd Floor (Default) (Default) 1 1 2 2 3/24/2017 1:55 PM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 3/24/2017 1.55 PM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 5 of 5 TEMPERATURES Programable Thermostat• Y Ceiling Fans: CoolingJan HeatinJan Feb Feb Mar Mar rfApr f Ma May fX] Jun Jun Jul Jul Au Au[ fX] Se Sep OctEOct NovNNov Dec Dec Ventin Jan Feb Mar XJ r may l 1 Jun Jul Aug 1 Se Xl 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 1.55 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* = 94 The lower the EnergyPerformance Index, the more efficient the home. 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft7 7. Windows" Description a. U -Factor: Dbl, U=0.34 SHGC: SHGC=0.31 b. U -Factor: Dbl, U=0 58 SHGC: SHGC=0.32 c. U -Factor. N/A SHGC: d. N/A d. U -Factor: N/A SHGC: Insulation Area Weighted Average Overhang Depth: Area Weighted Average SHGC: FL, New (From Plans) 9. Wall Types Insulation Single-family a. Frame - Wood, Exterior R=13.0 b. Concrete Block - Int Insul, Exterior R=4.1 1 c. Frame - Wood, Adjacent R=13.0 4 d. N/A R= 10. Ceiling Types Insulation No a. Under Attic (Vented) R=38.0 2582 b. N/A R= c. N/A R= Area 295.74 ft' 11. Ducts a. Sup: Attic, Ret: Attic, AH: 2nd Floor b. Sup: Attic, Ret- 2nd Floor, AH: 2nd Floor 72.00 ft' ft' ft' 3.432 ft. 0.312 8. Floor Types Insulation Area a. Slab -On -Grade Edge Insulation R=0.0 1467.00 ft' b. Floor Over Other Space R=0.0 1102.00 ft' c other (see details) R= 13.00 ft' 12. Cooling systems a. Central Unit b. Central Unit 13. Heating systems a. Electric Heat Pump b. Electric Heat Pump 14. Hot water systems a. Electric b. Conservation features None 15. Credits I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Date: _p Baa Address of New Home: % _ app 6 k, City/FL Zip: Area 1521.00 ft' 1380.60 ft' 244.22 ft' ft' Area 1482.00 ft' ft' ft' R ft° 6 293.4 6 223 kBtu/hr Efficiency 25.2 SEER:16.00 25.2 SEER:16.00 kBtu/hr Efficiency 21.8 HSPF:9.00 21.8 HSPF:9.00 Cap- 50 gallons EF: 0.95 Pstat o1- tHE srarF y43'q, ' • ter$ rOw+ 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 1:55 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 DEL -AIR Manual S Compliance Report amo • m eemn0o0 ahu 1 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407.333.2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Job: Lot971rhombrookeDar in... Date: 6/4/2014 By: FJF Design Conditions Outdoor design DB: 92.5°F Sensible gain: 18671 Btuh Entering coil DB: 76.5°F Outdoor design WB: 76.3°F Latent gain: 3450 Btuh Entering coil WB: 63.2°F Indoor design DB: 75.0°F Total gain: 22121 Btuh Indoor FIR 50% Estimated airflow: 840 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-024-230-19+CBX27UH-024-230'++TDR Actual airflow: 840 cfm Sensible capacity: 18943 Btuh 101 % of load Latent capacity: 3765 Btuh 109% of load Total capacity: 22708 Btuh 103% of load SHR: 830/o Design Conditions Outdoor design DB: 41.7°F Heat loss: 19800 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-024-230-19+CBX27UH-024-230'++TDR Actual airflow: 840 cfm Output capacity: 22379 Btuh 113% of load Capacity balance: 39 OF Supplemental heat required: 0 Btuh Economic balance: -99 OF Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 840 cfm Output capacity: 5.0 kW 850/o of load Temp. rise: 50 OF Meets are all requirements of ACCA Manual S. c wri htsoft' 2017 -Mar -2414.32:30 9 Righl-Suite® Universal 2017 17 0 16 RSU24011 Page 1 A..rfngionAGLN\Lot97ThornbrookeDarlingionAGLN.rup Calc - MJ8 House laces N 4QDEL-AIR Manual S Compliance Report IEMM-MCOMM ° ahu 2 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407.333.2665 Fax, 407.333-3853 Web: WWW.DEL-AIR COM For: Taylor Morrison Job: LotMhombrookeDarlin... Date: 6/4/2014 By: FJF Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-024-230-19+CBX27UH-024-230'++TDR Actual airflow: 840 cfm Sensible capacity: 17652 Btuh 1100/6 of load Latent capacity: 3313 Btuh 1130/6 of load Total capacity: 20965 Btuh 1100/6 of load SHR: 840/6 Heating Equipment Design Conditions Outdoor design DB: 41.7°F Heat loss: 13620 Btuh Entering coil DB: 69.0°F Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASH Manufacturer: Lennox Model: 14HPX-024-230-19+CBX27UH-024-230'++TDR Actual airflow: 840 cfm Output capacity: 22420 Btuh 165% of load Capacity balance: 30 OF Supplemental heat required: 0 Btuh Economic balance: -99 OF Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 840 cfm Output capacity: 3.5 kW 87% of load Temp. rise: 13 OF Meets are all requirements of ACCA Manual S. c wri htsoft' 2017 -Mar -2414:32.30 9 Righl-Suite® Universal 2017 17 0 16 RSU24011 Page 2 4C(A... rlinglonAGLN%Lot97ThornbrookeDartingionAGLN.nip Calc = MJ8 House faces. N Cooling Equipment Design Conditions Outdoor design DB: 92.5°F Sensible gain: 16099 Btuh Entering coil DB: 78.0°F Outdoor design WB: 76.3°F Latent gain: 2941 Btuh Entering coil WB: 63.9°F Indoor design DB: 75.0°F Total gain: 19040 Btuh Indoor RH: 50% Estimated airflow: 840 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-024-230-19+CBX27UH-024-230'++TDR Actual airflow: 840 cfm Sensible capacity: 17652 Btuh 1100/6 of load Latent capacity: 3313 Btuh 1130/6 of load Total capacity: 20965 Btuh 1100/6 of load SHR: 840/6 Heating Equipment Design Conditions Outdoor design DB: 41.7°F Heat loss: 13620 Btuh Entering coil DB: 69.0°F Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASH Manufacturer: Lennox Model: 14HPX-024-230-19+CBX27UH-024-230'++TDR Actual airflow: 840 cfm Output capacity: 22420 Btuh 165% of load Capacity balance: 30 OF Supplemental heat required: 0 Btuh Economic balance: -99 OF Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 840 cfm Output capacity: 3.5 kW 87% of load Temp. rise: 13 OF Meets are all requirements of ACCA Manual S. c wri htsoft' 2017 -Mar -2414:32.30 9 Righl-Suite® Universal 2017 17 0 16 RSU24011 Page 2 4C(A... rlinglonAGLN%Lot97ThornbrookeDartingionAGLN.nip Calc = MJ8 House faces. N Job: Lot97ThombrookeDarlin j ... QEL-AIR Component Constructions Date: 6/4/2014 Entire House By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407.333.2665 Fax 407.333-3653 Web: WWW.DEL-AIR.COM Project• • For: Taylor Morrison Location: Orlando Intl AP, FL, US Elevation: 95 It Latitude: 280N Outdoor: Heating Dry bulb (°F) 42 Daily range (°F) - Wet bulb (°F) - Wind speed (mph) 15.0 HeatingIndoor: 70Indoortemperature (°F) 28DesignTD (°F) 30Relativehumidity (%) Cooling Moisture difference (gr/lb) 93 Infiltration: 17 (M) Method 76 Construction quality 7.5 Fireplaces Heating Cooling 70 75 28 18 30 50 1.5 46.4 Simplified Average 0 Construction descriptions Or Area U -value Insul R Htg HTM Loss Clg HTM Gain I Bluhl112- "F M •FIBluh BWh/V BWh BWhlW eWh Walls 12C-Osw: Frm wall, stucco ext, r-13 cav ins, 1/2" gypsum board int Insh, 2"x4" wood trm, 16" o.c. stud 13A-2ocs: Blk wall, stucco ext, r-2 ext bd ins, 8" thk, 1/2" gypsum board int fnsh Partitions 12C-Osw: Frm wall, r-13 cav ins, 1/2" gypsum board int fnsh, 2"x4" wood frm, 16" o.c. stud Windows 2A-2ov: 2 glazing, Or low -e outr, air gas, vnl frm mat, Or innr, 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (5 It window ht, 1 It sep.); 6.67 It head ht 2A-2ov: 2 glazing, Or low -e ouir, air gas, vnl trm mat, Or innr, 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (6.3 ft window ht, 11.67 It sep.); 6.67 ft head ht 2A-2ovd: 2 glazing, Or low -e ouir, air gas, vnl frm mat, Or innr, 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.32); 10.67 ft overhang (8 It window ht, 0 It sep.); 6.67 ft head ht 2A-2ov: 2 glazing, clr low -e ouir, air gas, vnl frm mat, Or innr, 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (3 ft window ht, 1 It sep.); 6.67 It head ht n 240 0.091 13.0 2.58 618 2.34 562 e 461 0.091 13.0 2.58 1186 2.34 1079 S 200. 0.091 13.0 2.58 515 2.34 469 W 470 0.091 13.0 2.58 1209 2.34 1100 all 1370 0.091 13.0 2.58 3528 2.34 3210 n 51 0.201 0 5.69 292 4.35 223 e 470 0.201 0 5.69 2671 4.35 2044 s 150 0.201 0 5.69 851 4.35 651 W 470 0.201 0 5.69 2675 4.35 2046 nw 24 0.201 0 5.69 134 4.35 102 all 1164 0.201 0 5.69 6623 4.35 5067 223 0.091 13.0 2.58 575 1.44 322 n 30 0.340 0 9.62 289 10.6 317 e 30 0.340 0 9.62 289 30.4 911 S 30 0.340 0 9.62 289 10.8 323 s 40 0.340 0 9.62 385 10.8 431 w 15 0.340 0 9.62 144 30.4 455 all 145 0.340 0 9.62 1395 16.8 2438 e 39 0.340 0 9.62 374 30.4 1180 S 58 0.340 0 9.62 561 12.2 708 all 97 0.340 0 9.62 935 19.4 1888 s 72 0.580 0 16.4 1182 16.8 1213 W 6 0.340 0 9.62 58 30.4 182 C wri htsofit• 2017 -Mar -24 14 32 30 9 Righl-Suite® Universal 2017 17 0 16 RSU24011 page 1 rlingtonAGLN\Lot97ThornbrookeDarlingionAGLN.rup Calc = MJS House laces N 2A-2ov: 2 glazing, cir low -e outr, air gas, vnl frm mat, clr innr, 1/4" gap, w 5 0.340 0 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 It overhang (3.17 It window ht, 11.67 If sep.); 6.67 If head ht 2A-2ov: 2 glazing, cir low -e outr, air gas, vnl frm mat, cir innr, 1/4" gap, w 19 0.340 0 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 If overhang (6.25 ft window ht, 11.67 ft sep.), 6.67 If head ht Doors 11 D0: Door, wd sc type nw 23 0.390 0 9.62 48 30.4 152 9.62 185 30.4 585 11.0 n 21 0.390 0 11.0 all 43 0.390 0 Ceilings 478 12.0 520 16B-30ad: Aftic ceiling, asphalt shingles root mat, r-30 ceil ins, 1/2" 1483 0.032 30.0 gypsum board int fnsh 18 0.71 9 Floors 4140 0 0 20P-191: Fir floor, frm fir, 12" thkns, r-19 cav ins, gar ovr 13 0.050 19.0 22A-tpl: Bg Moor, light dry soil, on grade depth 148 0.989 0 9.62 48 30.4 152 9.62 185 30.4 585 11.0 250 12.0 272 11.0 228 12.0 248 11.0 478 12.0 520 0.91 1343 1.74 2574 1.41 18 0.71 9 28.0 4140 0 0 wri htsoft• 2017 -Mar -2414:32:30 9 Right-Swte® Universal 2017 17.0.16 RSU24011 Page 2 A...rlingionAGLN%Lol97ThornbrookeDarlinglonAGLN.rup Calc - MJ8 House faces: N Component Constructions Job: Lot97ThombrookeDartin! DELAIR ... Date: 6/4/2014 HUM' m ealmummm ahu 1 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR COM For: Taylor Morrison Location: Or Indoor: Heating Cooling Orlando Intl AP, FL, US Loss Indoor temperature (°F) 70 75 Elevation: 95 It d° Design TD (°F) 28 18 Latitude: 280N 8Whl112 Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/Ib) 1.5 46.4 Dry bulb (°F) 42 93 Infiltration: n 51 Daily range (°F) - 17 ( M) Method Simplified 4.35 Wet bulb (°F) - 76 Construction quality Average 0.201 Wind speed (mph) 15.0 7.5 Fireplaces 0 2044 Construction descriptions Or Area U -value Insul R Htg HTM Loss Clg HTM Gain wood frm, 16" o.c. stud d° BWhIM-•F W.*FlBtuh BWhlw BWh 8Whl112 BWh Walls 13A-2ocs: Blk wall, stucco ext, r-2 ext bd ins, 8" thk, 1/2" gypsum n 51 0.201 0 5.69 292 4.35 223 board int Insh a 470 0.201 0 5.69 2671 4.35 2044 overhang (6.3 ft window ht, 11.67 It sep.); 6.67 ft head ht s 150 0.201 0 5.69 851 4.35 651 2A-2ovd: 2 glazing, clr low -e outr, air gas, vnl Irm mat, clr innr, 1/4" W 470 0.201 0 5.69 2675 4.35 2046 gap, 1/8" thk; NFRC rated (SHGC=0.32); 10.67 ft overhang (8 ft nw 24 0.201 0 5.69 134 4.35 102 window ht, 0 ft sep.); 6.67 ft head ht all 1164 0.201 0 5.69 6623 4.35 5067 Partitions 12C-Osw: Frm wall, r-13 cav ins, 1/2" gypsum board int fnsh, 2"x4" 223 0.091 13.0 2.58 575 1.44 322 wood frm, 16" o.c. stud Windows 2A-2ov: 2 glazing, Or low -e ouir, air gas, vnl Irm mat, clr innr, 1/4" gap, a 39 0.340 0 9.62 374 30.4 1180 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft s 58 0.340 0 9.62 561 12.2 708 overhang (6.3 ft window ht, 11.67 It sep.); 6.67 ft head ht all 97 0.340 0 9.62 935 19.4 1888 2A-2ovd: 2 glazing, clr low -e outr, air gas, vnl Irm mat, clr innr, 1/4" s 72 0.580 0 16.4 1182 16.8 1213 gap, 1/8" thk; NFRC rated (SHGC=0.32); 10.67 ft overhang (8 ft window ht, 0 ft sep.); 6.67 ft head ht 2A-2ov: 2 glazing, Or low -e ouir, air gas, vnl Irm mat, clr innr, 1/4" gap, w 5 0.340 0 9.62 48 30.4 152 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (3.17 ft window ht, 11.67 It sep.); 6.67 ft head ht 2A-2ov: 2 glazing, Or low -e ouir, air gas, vnl Irm mat, clr innr, 1/4" gap, w 19 0.340 0 9.62 185 30.4 585 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (6.25 ft window ht, 11.67 ft sep.), 6.67 ft head ht Doors 11 DO: Door, wd sc type nw, 23 0.390 0 11.0 250 12.0 272 n 21 0.390 0 11.0 228 12.0 248 all 43 0.390 0 11.0 478 12.0 520 wri htsoft• 2017 -Mar -24 14 32 30 9 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 3 RCCA..rfingionAGLN\Lot97ThornbrookeDarlingtonAGLN.rup Calc = MJ8 House laces. N Ceilings 16B-30ad: Attic ceiling, asphalt shingles root mat, r-30 ceil ins, 1/2" 13 0.032 30.0 0.91 12 1.74 gypsum board int fnsh Floors 22A-tpl: Bg floor, light dry soil, on grade depth 148 0.989 0 28.0 4140 23 wri htsoft` 2017 -Mar -24 14 32.30 AM9 Righl•Surle® Universal 2017 17.0.16 RSU24011 Page 4 rfngionAGLN\Lot97ThornbrookeDarlingtonAGLN.rup Calc = MJ8 House faces. N 1 DEL-AIRComponent Constructions MCON0UMMM ahu 2 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone 407-333.2665 Fax: 407.333.3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Location: Orlando Intl AP, FL, US Elevation: 95 ft Latitude: 28°N Outdoor: Heating Dry bulb (°F) 42 Daily range (°F) - Wet bulb (°F) - Wind speed (mph) 15.0 Job: Lot97ThombrookeDarlin... Date: 6/4/2014 By: FJF HeatingIndoor: 70Indoortemperature (°F) 28DesignTD (°F) 30Relativehumidity (%) Cooling Moisture difference (gr/Ib) 93 Infiltration: 17 (M) Method 76 Construction quality 7.5 Fireplaces Job: Lot97ThombrookeDarlin... Date: 6/4/2014 By: FJF Heating Cooling 70 75 28 18 30 50 1.5 46.4 Simplified Average 0 Construction descriptions Or Area Ll -value Insul R Htg HTM Loss Clg HTM Gain 0 9.62 W Ruh/W-•F M •FIBWh BluhIM BWh BWhmr Btuh Walls 10.8 323 40 0.340 0 9.62 385 10.8 12C-Osw: Frm wall, stucco ext, r-13 cav ins, 1/2" gypsum board int n 240 0.091 13.0 2.58 618 2.34 562 fns h, 2"x4" wood frm, 16" o.c. stud a 461 0.091 13.0 2.58 1186 2.34 1079 9.62 s 200 0.091 13.0 2.58 515 2.34 469 W 470 0.091 13.0 2.58 1209 2.34 1100 all 1370 0.091 13.0 2.58 3528 2.34 3210 Partitions none) Windows 2A-2ov: 2 glazing, Or low -e outr, air gas, vnl frm mat, cir innr, 1/4" gap, n 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 it e overhang (5 ft window ht, 1 it sep.); 6.67 fl head ht s S W all 2A-2ov: 2 glazing, cir low -e ouir, air gas, vnl frm mat, cir innr, 1/4" gap, w 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium: 1 ft overhang (3 ft window ht, 1 ft sep.); 6.67 If head ht Doors none) Ceilings 16B-30ad: Attic ceiling, asphalt shingles roof mat, r-30 ceil ins, 1/2" gypsum board int insh Floors 20P-191: Fir floor, frm fir, 12" thkns, r-19 cav ins, gar ovr 30 0.340 0 9.62 289 10.6 317 30 0.340 0 9.62 289 30.4 911 30 0.340 0 9.62 289 10.8 323 40 0.340 0 9.62 385 10.8 431 15 0.340 0 9.62 144 30.4 455 145 0.340 0 9.62 1395 16.8 2438 6 0.340 0 9.62 58 30.4 182 1469 0.032 30.0 13 0.050 19.0 0.91 1331 1.74 2551 1.41 18 0.71 9 C wri htsoft' 2017 -Mar -2414:32:30 tt, 9 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 5 A . rlingionAGLN\Lot97ThornbrookeDarlingionAGLN.rup Calc = MJ8 House laces: N 1' DEL -AIR Project Summar Job: LoWrhombrookeDafr in... Y Date: 6/4/2014 Huffm•fulEnure House By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone, 407.333.2665 Fax 407.333-3853 Web: WWW.DEL-AIR COM For: Taylor Morrison Notes: RVSD 2/1/16 JA LS 3/8116 LS 6/21/16 JA LS 10/27/16 JA Design Weather: Orlando Intl AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 42 OF Outside db 93 OF Inside db 70 OF Inside db 75 OF Design TD 28 OF Design TD 18 OF Daily range M Relative humidity 50 Moisture difference 46 gr/Ib Heating Summary Sensible Cooling Equipment Load Sizing Structure 26218 Btuh Structure 23763 Btuh Ducts 7202 Btuh Ducts 11008 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 33420 Btuh Use manufacturer's data y Rate/swing multiplier load 1.00 BtuhInfiltrationEquipmentsensible34770 Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 4165 Btuh Ducts 2225 Btuh Central vent (0 cfm) 0 Btuh Heating Cooling Area (W) 2582 2582 Equipment latent load 6390 Btuh Volume (ft3) 26938 26938 Air changes/hour 0.41 0.21 Equipment total load 41161 Btuh Equiv. AVF (cfm) 184 94 Req. total capacity at 0.70 SHR 4.1 ton Heating Equipment Summary Cooling Equipment Summary Trade n/a Trade n/a Model n/a Cond n/a AHRI ref rda Coil n/a AHRI ref n/a Efficiency Na Efficiency n/a Heating input Sensible cooling 0 Btuh Heating output 0 Btuh Latent cooling 0 Btuh Temperature rise 0 OF Total cooling 0 Btuh Actual air flow 0 cfm Actual air flow 0 cfm Air flow factor 0 cfm/Btuh Air flow factor 0 cfm/Btuh Static pressure 0 in H2O Static pressure 0 in H2O Space thermostat n/a Load sensible heat ratio 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wri htsoft' 2017•Mar•2414:32:30 9 Righl•SuileD Universal 2017 17.0 16 RSU24011 Page 1 ACCK..riingionAGLN\Lot97ThombrookeDarlingionAGLN.nip Calc - MJ8 House faces: N Project Summar Job: LOtMhombrookeDarlin... 1,DEL-AIR anu 1 Date: 1FJF 14 HUM - 1111111 CON11=1111111111111 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333.2665 Fax 407.333-3853 Web. WWW.DEL-AIR.COM For: Taylor Morrison Notes: RVSD 2/1/16 JA LS 3/8/16 LS 6/21/16 JA LS 10/27/16 JA fl - •Information Weather: Orlando Intl AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 42 OF Outside db 93 OF Inside db 70 OF Inside db 75 OF Design TD 28 OF Design TD 18 °F Daily range M Relative humidity 50 % Moisture difference 46 gr/Ib Heating Summary Sensible Cooling Equipment Load Sizing Structure 16895 Btuh Structure 14425 Btuh Ducts 2905 Btuh Ducts 4246 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh none) none) Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 19800 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Infiltration Equipment sensible load 18671 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 2611 Btuh Ducts 839 Btuh Central vent (0 cfm) 0 Btuh Heating cooling none) Area (ft2 1467 1467 Equipment latent load 3450 Btuh Volume ()ft3) 13715 13715 Air changes/hour 0.38 0.20 Equipment total load 22121 Btuh Equiv. AVF (cfm) 88 45 Req. total capacity at 0.75 SHR 2.1 ton Heating Equipment Summary Cooling Equipment Summary Make Lennox Make Lennox Trade MERIT Trade MERIT Model 14HPX-024-230-19 Cond 14HPX-024-230-19 AHRI ref 7045677 Coil CBX27UH-024-230'++TDR AH R I ref 7045677 Efficiency 9 HSPF Efficiency 13.5 EER, 16 SEER Heating input Sensible cooling 18900 Btuh Heating output 21800 Btuh @ 47°F Latent cooling 6300 Btuh Temperature rise 24 OF Total cooling 25200 Btuh Actual air flow 840 cfm Actual air flow 840 cfm Air flow factor 0.042 cfm/Btuh Air flow factor 0.045 cfm/Btuh Static pressure 0.30 in H2O Static pressure 0.30 in H2O Space thermostat Load sensible heat ratio 0.84 Capacity balance point = 39 OF Backup: Input = 5 kW, Output = 16909 Btuh, 100 AFUE Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. htsofl t• 2017 -Mar -24 14:32:30 wri 9 Right-Suile® Universal 2017 17.0.16 RSU24011 Page 2 ACCIA...rlinglonAGLN\Lol97ThornbrookeDarlinglonAGLN rup Calc = MJ8 House laces N Job: Lot97ThombrookeDarlin... DEL -AIR Project Summary Date: 6/4/2014 IfA111 - M OO1Onows ahu 2 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333.2665 Fax 407.333-3853 Web. WWW.DEL-AIR.COM For: Taylor Morrison Notes: RVSD 2/1/16 JA LS 3/8/16 LS 6/21/16 JA LS 10/27/16 JA Design Information Weather: Orlando Intl AR FL, US Winter Design Conditions Summer Design Conditions Outside db 42 OF Outside db 93 OF Inside db 70 OF Inside db 75 OF Design TD 28 OF Design TD 18 OF Daily range M Relative humidity 50 % Moisture difference 46 gr/Ib Heating Summary Sensible Cooling Equipment Load Sizing Structure 9323 Btuh Structure 9338 Btuh Ducts 4297 Btuh Ducts 6761 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh none) none) Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 13620 Btuh Use manufacturer's data y Rate/swing multiplier load 1.00 BtuhInfiltrationEquipmenTsensible16099 Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 1554 Btuh Ducts 1386 Btuh Central vent (0 cfm) 0 Btuh Heating cooling none) Area (ft2) 1115 1115 Equipment latent load 2941 Btuh Volume (ft3) 13223 13223 Air changes/hour 0.44 0.22 Equipment total load 19040 Btuh Equiv. AVF (cfm) 97 49 Req. total capacity at 0.75 SHR 1.8 ton Heating Equipment Summary Cooling Equipment Summary Make Lennox Make Lennox Trade MERIT Trade MERIT Model 14HPX-024-230-19 Cond 14HPX-024-230-19 AHRI ref 7045677 Coil CBX27UH-024-230'++TDR AH R I ref 7045677 Efficiency 9 HSPF Efficiency 13.5 EER, 16 SEER Heating input Sensible cooling 18900 Btuh Heating output 21800 Btuh @ 47°F Latent cooling 6300 Btuh Temperature rise 24 OF Total cooling 25200 Btuh Actual air flow 840 cfm Actual air flow 840 cfm Air flow factor 0.062 cfm/Btuh Air flow factor 0.052 cfm/Btuh Static pressure 0.30 in H2O Static pressure 0.30 in H2O Space thermostat Load sensible heat ratio 0.85 Capacity balance point = 30 OF Backup: Input = 3 kW, Output = 11784 Btuh, 100 AFUE Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. C Wr1 f1fiSOiFC' 2017 -Mar -2414:32:30 yr. 9 Right-SWe® Universal 2017 17.0.16 RSU24011 Page 3 R.C.P....riingtonAGLN\Lot97ThornbrookeDariingionAGLN.rup Calc - MJ8 House laces: N QEL-AIR Right -J® Worksheet w`"""p1a Entire House DEL-AIRHEATING8t AIR 531 CODISCO WAY, SANFORD, FL 3277CPhone:40 333.266655 Fax 407-333.3853 Web WWW.DEL-AIR.COM Job: Lot9TThombrookeDarlingto... Date: 6/4/2014 By: FJF I Room name Entire House ahu 1 2 Exposed wall 316.9 It 147.9 It 3 Room height 9.2 It 9.3 It 4 Room dimensions 5 Room area 2939.3 W 1470.0 it2 Ty Construction U -value Or HTM Area (02) Load Area (ft2) Load number Blult/II;oF) St 112) or perimeter (It) 81 h) I or perimeter (It) Btuh) Heal Cod Gross N/P/S Heat Cool Gross N/P/S Heat Cod 6VL12C-0sw 0.091 n 2.58 234 270 240 618 562 0 0 0 0 G 2A -ZDV 0.340 n 9.62 1058 30 0 289 317 0 0 0 0 W 13A-2ocs 0.201 n 5.69 4.35 51 51 292 223 51 51 292 223 Vy 12C-Osw 0.091 a 2.58 2.34 491 461 1186 1079 0 0 0 0 11 I_fi 2A-2ov 0.340 a 9.62 30.36 30 0 289 911 0 0 0 0 13A-2ocs a 5.69 4.35 508 470 2671 2044 508 470 2671 2044t - G0. 201 2A-2ov 0.340 a 9.62 30.36 39 0 374 1180 39 0 374 1180 12C-Osw 0.091 s 2.58 2.34 270 200 515 469 0 0 0 0 2A-2ov 0.340 s 9.62 10.77 30 26 289 323 0 0 0 0 2B -21v 0.340 s 9.62 10.77 40 35 385 431 0 0 0 0 0.201 s 5.69 4.35 280 150 851 651 280 150 851 651 T=13A-2ocs 2A-2ov 0.340 s 9.62 12.15 58 0 561 708 58 0 561 708 2A-2ovd 0.580 s 16.41 16.85 72 72 1182 1213 72 72 1182 1213 V 12C-Osw 0.091 w 2.58 2.34 491 470 1209 1100 0 0 0 0 2A-2ov 0.340 w 9.62 30.36 6 0 58 182 0 0 0 022A-2ov 0.340 w 9.62 30.36 15 0 144 455 0 0 0 0 V 13A-2ocs 0.201 w 5.69 4.35 494 470 2675 2046 494 470 2675 2046 6 2A-2ov 0.340 w 9.62 30.36 5 0 48 152 5 0 48 152 2A-2ov 0.340 w 9.62 30.36 19 0 185 585 19 0 185 585 Vy 13A-2ocs 0.201 nw 5.69 4.35 46 24 134 102 46 24 134 102 D 11 D0 0.390 nw 11.04 11.99 23 23 250 272 23 23 250 272 q 12C-Osw 0.091 2.58 144 244 223 575 322 244 223 575 322 L -D 11 DO 0.390 n 11 04 11 99 21 21 228 248 21 21 228 248 C 16B-30ad 0.032 0.91 1.74 1483 1483 1343 2574 13 13 12 23 F 20P-191 0.050 1.41 0.71 13 13 18 9 0 0 0 0 F 22A-tpl 0.989 27.99 0.00 1470 148 4140 0 1470 148 4140 0 6 c) AED excursion 0 0 Envelope loss/gain 20507 18159 14178 9769 12 a) Infiltration 5711 1809 2717 861 b) Room ventilation 0 0 0 0 13 Intemal gains: Occupants @ 230 6 1380 6 1380 Appliances/other 2415 1 12415 Sublolal (lines 6 to 13) 26218 23763 16895 14425 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Sublotal 26218 23763 168% 14425 15 Duct loads 1275/6 46% 1 7202 11008 17% 291/6 2905 4246 Tdal room load 33420 34770 19800 18671 Air required (cfm) 1680 1680 1 840 840 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsofr2017-Mar-24 14:32:30 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 1 rlingionAGLN\Lot97ThornbrookeDarlingionAGLN.rup Calc - MJ8 House faces: N DEL -AIR Right -J® Worksheet D"°''"""°' Entire House DEL -AIR HEATING & AIR PPNDITIONINg531CODISCOWAY, SAN FOR D, FL 327hone: 407.333.2665 ax 407-333-3853 Web: WWW.DEL-AIR.COM Job: LotMhombrookeDarlingto... Date: 6/4/2014 By: FJF 1 Room name ahu 2 2 Exposed wall 169.0 It 3 Room height 9.0 It 4 Room dimensions 5 Room area 1469.3 It2 Ty Construction U -value Or HTM Area (I12) Load Area Load number BtuWllZ"F) B1u1Jlt2) or perimeter (It) Bt h) or perimeter Heat Cod Gross N/P/S Heal Cod Gross N/P/S Heat Cod 6 VL 12C-Osw 0.091 n 2.58 2.34 270 240 618 562 fa 2A•2ov 0 340 n 9.62 10.58 30 0 289 317 W 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 Vy 12C•Osw 0.091 a 2.58 2.34 491 461 1186 1079 11 f--( 2A•2ov 0.340 a 9.62 30.36 30 0 289 911 yl 13A-2ors 0.201 a 5.69 4.35 0 0 0 0 YLC 2A-2ov 0.340 a 9.62 30.36 0 0 0 0 1/ 12C-Osw 0.091 s 2.58 2.34 270 200 515 469 2A-2ov 0.340 s 9.62 10.77 30 26 289 323 2B -21v 0.340 s 9.62 10.77 40 35 385 431 y! 13A-2ocs 0.201 s 5.69 4.35 0 0 0 0 2A•2ov 0.340 s 9.62 12.15 0 0 0 0fC2A-2ovd 0.580 s 16.41 16.85 0 0 0 0 Vjl 12C-0sw 0.091 w 2.58 2.34 491 470 1209 1100 2A-2ov 0.340 w 9.62 30.36 6 0 58 182 I~_( C 2A•2ov 0.340 w 9.62 30.36 15 0 144 455 Vy 13A-2ocs 0.201 w 5.69 4.35 0 0 0 0 I-(fi 2A•2ov 0.340 w 9.62 30.36 0 0 0 0 yI 2A-2ov 13A-2ocs 0.340 0.201 w nw 9.62 30.36 5.69 4.35 0 0 0 0 0 0 0 0 0 11 DO 0.390 nw 11.04 11.99 0 0 0 0 q 12C-0sw 0.091 2.58 1.44 0 0 0 0 L -D 11 DO 0.390 n 11.04 11.99 0 0 0 0 C 16B•30ad 0.032 0.91 1.74 1469 1469 1331 2551 F 20P-191 0.050 1.41 0.71 13 13 18 9 F 22A-tpl 0.989 27.99 0.00 0 0 0 0 6 c) AED excursion 0 Envelope loss/gain 6329 8390 12 a) Infiltration 2994 948 b) Room ventilation 0 0 13 Internal gains: Occupants @ 230 0 0 Apphances/other 0 Subtotal (lines 6 to 13) 9323 9338 Less external load 0 0 Less transfer 0 0 Redstribution 0 0 14 Subtotal 9323 9338 15 Duct bads I w/6 1 729/6 1 4297 6761 Total room bad I 1 136201 16099 Air required (cfm) 840 840 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. A - Ooh-wrightsoft' 2017 -Mar -24 14:32.30 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 2 rlingionAGLN\Lo197ThornbrookeDarlingionAGLN.rup Calc - MJ8 House faces N DEL -AIR nw • M eorsno ro Right -J® Worksheet ahu 1 DEL -AIR HEATING & AIR CgNDITIQ NIICI 531 CODISCO WAY, SANFORD, FL 32771 hone. 407.3 26 ax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lol!MhombrookeDarlingto... Date: 6/4/2014 By: FJF 1 Room name ahu 1 mstr rm 2 Exposed wall 147.9 It 42.0 1t 3 Room height 9.3 It 9.3 It heal/cool 4 Room dimensions 17.0 x 15.5 It 5 Room area 1470.0 112 263.5 It2 Ty Construction U -value Or HTM Area (112) Load Area (IIx) Load number StutUll2-IF) Btu 112) 1 or perimeter (It) BI h) or perimeter (It) Btuh) Heat I Cod Gross N/P/S Heal Cod Gross WP/S Heat Cod 6V"12C-Osw 0.091 n 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 n 5.69 4.35 51 51 292 223 0 0 0 0 V" 12C-Osw 0.091 a 0.00 0.00 0 0 0 0 0 0 0 0 t 1 C 2A -2w 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 y! 13A-2ocs 0.201 a 5.69 4.35 508 470 2671 2044 89 89 504 386 Y_C 2A-2ov 0.340 a 9.62 3036 39 0 374 1180 0 0 0 0 v 12C-Osw 0.091 s 0.00 0.00 0 0 0 0 0 0 0 0 I -C 2A-2ov 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 C 28-21v 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 V 13A-2ocs 0.201 s 5.69 4.35 280 150 851 651 145 86 491 376 I --Gh 2A-2ov 0.340 s 9.62 12.15 58 0 561 708 58 0 561 708 2A-2ovd 0.580 s 16.41 16.85 72 72 1182 1213 0 0 0 0 V/ 12C-Osw 0.091 w 0.00 0.00 0 0 0 0 0 0 0 0 I--fi 2A-2ov 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 I -(i 2A -20v 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 y/ 13A-2ocs 0.201 w 5.69 4.35 494 470 2675 2046 159 159 902 690 C 2A-2ov 0.340 w 9.62 30.36 5 0 48 152 0 0 0 0 C 2A-2ov 0.340 w 9.62 30.36 19 0 185 585 0 0 0 0 Vy t3A-2ocs 0.201 nw 5.69 4.35 46 24 134 102 0 0 0 0 D 11 DO 0.390 nw 11.04 11.99 23 23 250 272 0 0 0 0 R 12C-Osw 0.091 2.58 1.44 244 223 575 322 0 0 0 0 1-D 11D0 0.390 n 11.04 11 99 21 21 228 248 0 0 0 0 C 16B-30ad O.032 0.91 1.74 13 13 12 23 0 0 0 0 F 20P-191 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-tpl 0.989 27.99 0.00 1470 148 4140 0 264 42 1176 0 6 c) AED excursion 0 49 Envelope loss/gam 14178 9769 3634 2111 12 a) Irdinration 2717 861 771 244 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 6 1380 1 230 Appliances/other 2415 600 Subtotal (lines 61013) 16895 14425 4405 3185 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 16895 14425 4405 3185 15 Ducl bads 179/6 299/6 2905 4246 179/6 29% 1 757 938 Total room bad 19800 1%711 5163 4123 Air required (cfm) 840 840 219 185 Calculations aDDroved by ACCA to meet all requirements of Manual J 8th Ed. AIM Wrightsoft' 2017 -Mar -20 14:32: Pge 0 Righ1•Suile® Universal 2017 17.0.16 RSU24011 Page 3 rlingionAGLN%Lol97Thombrooke0arlinglonAGLN.rup Calc - MJ8 House laces: N DEL -AIR rr, • m eormawe Right -J® Worksheet ahu 1 DEL -AIR HEATING & AIR gNDITIONIN9531CODISCOWAY, SANFORD, FL 32777 hone. 407-3 -2665 ax: 407.333.3853 Web: WWW.DEL-AIR COM Job: Lot97ThombrookeDarlingto... Date: 6/4/2014 By: FJF 1 Room name mstr bth msir wic 2 Exposed wall 12.0 It 0 If 3 Room height 9.3 It heal/cool 9.3 It heal/cool 4 Room dimensions 12.0 x 8.0 It 6.5 x 7.5 It 5 Room area 96.0 Itx 48.8 It= Ty Construction U•value Or HTM Area (119 Load Area (W) Load number Bluh/II2•F) Bt 119 or perimeter (fl) BI h) or perimeter (It) Bluh) Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 VIl 12C-Osw 0.091 n 0.00 0.00 0 0 0 0 0 0 0 0 L 2A-2ov 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 0 0 0 0 12C-Osw 0.091 a 0.00 0.00 0 0 0 0 0 0 0 0 11 YI-6 2A-2ov 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 Vy 13A-2ocs 0.201 a 5.69 4.35 0 0 0 0 0 0 0 0 YLC 2A -2w0.340 a 9.62 3036 0 0 0 0 0 0 0 0 12C-Osw 0.091 s 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 s 000 0 00 0 0 0 0 0 0 0 0 2B -21v 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 Vy 13A-2ocs 0.201 s 5.69 4.35 0 0 0 0 0 0 0 0 I--fi 2A•2ov 0.340 s 9.62 12.15 0 0 0 0 0 0 0 0 C 2A-2ovd 0.580 s 16.41 16.85 0 0 0 0 0 0 0 0 12C-Osw 0.091 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 yl 13A-2ocs 0.201 w 5.69 4.35 112 112 637 487 0 0 0 0 2A•2ov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 L-( 2A-2ov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 VL 13A-2ocs 0.201 nw 5.69 4.35 0 0 0 0 0 0 0 0LV11DO0.390 nw 11.04 11.99 0 0 0 0 0 0 0 0 q 12C-Osw 0.091 2.58 1.44 0 0 0 0 0 0 0 0 D 11 D0 0.390 n 11.04 11.99 0 0 0 0 0 0 0 0 C 16B•30ad 0.032 0.91 1.74 0 0 0 0 0 0 0 0 F 2OP-191 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-tpl 0.989 27.99 0.00 96 12 336 0 49 0 0 0 6 c) AED excursion 39 0 Envelope losstgain 973 448 0 0 12 a) Infiltration 220 70 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 1 5 Subtotal (lines 6 to 13) 1193 518 0 5 Less external load 0 0 0 0 Less transfer 0 0 0 0 Relistribution 0 0 0 0 14 Subtotal 1193 518 0 5 15 Duct loads 1 175/6 29% 205 153 171/6 299/0 0 1 Total room bad 1398 6710 6 Air required (cfm) 59 30 0 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. AMP. d- wrightsoft- 2017 -Mar -24 14:32:30 Right -Suite® Universal 2017 17 0 16 RSU24011 Page 4 rlingtonAGLN\Lo197ThornbrookeDadingtonAGLN nip Calc = MJ8 House laces: N j DEL -AIR M Right -J® Worksheet ahu 1 DEL -AIR HEATING & AIR C9NDITI% Mq 531 CODISCO WAY, SANFORD, FL 32771 hone: 407-3 -2665 ax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lol!MhombrookeDarlingto... Date: 6/4/2014 By: FJF 1 Room name mstr we den 2 Exposed wall 0 It 21.0 It 3 Room height 9.3 It heaUcool 9.3 It heat/Cool 4 Room dimensions 5.5 x 3.5 It 1.0 x 146.5 It 5 mRooarea 19.3 112 146.5 IN Ty Construction U -value Or HTM Area (It2) Load Area (It2) Load number BtuWft2-•F) BI 112) or perimeter (It) Btuh) or perimeter (it) Btuh) Heal Cod Gross N/P/S Heal Cod Gross N/P/S Heat Cool 6VII 12C-Osw 0.091 n 0.00 0.00 0 0 0 0 0 0 0 0 G 2A-2ov 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 W 13A-2ors 0.201 n 5.69 4.35 0 0 0 0 51 51 292 223 V 12C-Osw 0.091 a 0.00 0.00 0 0 0 0 0 0 0 0 11 L-6 2A-2ov 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 Vp 13A-2ocs 0.201 a 5.69 4.35 0 0 0 0 0 0 0 0 YLC 2A-2ov 0.340 a 9.62 30.36 0 0 0 0 0 0 0 0 Vjl 12C-Osw 0.091 s 0.00 0.00 0 0 0 0 0 0 0 0 2A-2Dv 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 I_--(( 2B -21v 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 13A-2ocs 0.201 s 5.69 4.35 0 0 0 0 0 0 0 0 2A-2ov 0.340 s 9.62 12.15 0 0 0 0 0 0 0 0 2A•2Dvd 0.580 s 16.41 16.85 0 0 0 0 0 0 0 0 Vjl 12C-Osw 0.091 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 Il- G 2A-2ov 0.340 w 0.00 000 0 0 0 0 0 0 0 0 Vjl 13A-2ocs 0.201 w 5.69 4.35 0 0 0 0 145 125 713 545 2A•2ov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 IC I/ 2A•2ov 13A-2ors 0.340 0.201 w rnv 9.62 5.69 30.36 435 0 0 0 0 0 0 0 0 19 0 0 0 185 0 585 0 D 11 DO 0.390 nw 11.04 11.99 0 0 0 0 0 0 0 0 q 12C-Osw 0.091 2.58 144 0 0 0 0 0 0 0 0 D 11 DO 0.390 n 11.04 11.99 0 0 0 0 0 0 0 0 C 168•30ad 0.032 0.91 1.74 0 0 0 0 0 0 0 0 F 20P-191 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-tpi 0.989 27.99 0.00 19 0 0 0 147 21 588 0 6 c) AED excursion 0 218 Envelope losstgain 0 0 1778 1571 12 a) Irlfiflration 0 0 386 122 b) Room ventilation 0 0 0 0 13 Irnemal gains: Occupants @ 230 0 0 0 0 Appliances/other 15 1 0 Subtotal (lines 610 13) 0 5 2164 1694 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 0 5 2164 1694 Duct loads 1 179/6 29'/0 0 1 17% 29'/- 372 499 r Total room bad0 6 2536 2192 Air required (clm) 0 01 108 99 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. c -Fjd- wrightsoft- 2017 -Mar -2414:32:30 A Right -Suite® Universal 2017 17.0.16 RSU24011 Page 5 riingionAGLN\Lol97ThombrookeDarlingionAGLN.rup Calc - MJ8 House faces: N 1' DEL -AIR Right -J® Worksheet n.a•orar.mr.te ahu 1 DEL -AIR HEATING 81 AIR CgNDITIQ INCA531CODISCOWAY, SANFORD, FL 32771 hone: 407-33a07.3 -2665 ax 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot97ThombrookeDarlingto... Date: 6/4/2014 By: FJF 1 Room name ulil pwdr 2 Exposed wall 4.0 it 4.0 1t 3 Room height 9.3 It heat/cod 9.3 It heat/cool 4 Room dimensions 4.0 x 11.5 It 4.0 x 11.5 II 5 Room area 46.0 It2 46.0 112 Ty Construction U -value Or HTM Area (h Load Area (It2) Load number Btuh/ItZ•F) BI 112) or perimeter (11) BI h) or penmeter (It) Bluh) Heat Cod Gross N/P/S Heat Cool Gross N/P/S Heat Cod 6 VL 12C-0sw 0.091 n 0.00 0.00 0 0 0 0 0 0 0 0 fa 2A•2ov 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 W 13A.2ocs 0.201 n 5.69 4.35 0 0 0 0 0 0 0 0 Vy 12C-0sw 0.091 a 0.00 0.00 0 0 0 0 0 0 0 0 11 L__C; 2A•2ov 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 Vy 13A-2ocs 0.201 a 5.69 4.35 0 0 0 0 0 0 0 0 t -C 2A-2Dv 0.340 a 9.62 30.36 0 0 0 0 0 0 0 0 v 12C-0sw 0.091 s 0.00 0.00 0 0 0 0 0 0 0 0 F -G 2A•2Dv 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 11 -CG' 2B -21v 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 Vy 13A-2ocs 0.201 s 5.69 4.35 0 0 0 0 0 0 0 0 I--fi 2A•2ov 0.340 s 9.62 12.15 0 0 0 0 0 0 0 0 2A-2ovd 0.580 s 1641 16.85 0 0 0 0 0 0 0 0 12C-0sw 0.091 w 0.00 0.00 0 0 0 0 0 0 0 0 C 2A -2w 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 t- 2A•2ov 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 Vy 13A-2ocs 0.201 w 5.69 4.35 37 37 212 162 37 32 184 141 i --fa 2A•2ov 0.340 w 9.62 30.36 0 0 0 0 5 0 48 152 2A-2ov 0 340 w 9.62 30.36 0 0 0 0 0 0 0 0 13A-2ocs 0.201 nw 5.69 4.35 0 0 0 0 0 0 0 0 11 DO 0.390 nw 11.04 11.99 0 0 0 0 0 0 0 0 q 12C-Osw 0.091 2.56 1.44 0 0 0 0 0 0 0 0 D 11 DO 0.390 n 11.04 11.99 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.91 1.74 0 0 0 0 0 0 0 0 F 2OP-191 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-Ipl 0.989 27.99 0.00 46 4 112 0 46 4 112 0 6 c) AED excursion 55 61 Envelope losslon 324 108 344 354 12 a) Infiltration 73 23 73 23 b) Room ventilation 0 0 0 0 13 Internal gains. Occupants @ 230 0 0 0 0 Appliances/other 1 600 1 1 0 Subtotal (lines 6 to 13) 398 731 417 377 Less external load 0 0 0 0 Less transfer 0 0 0 0 Retistribution 0 0 0 0 14 Subtotal 398 731 417 377 15 Duct loads 17% 29% 68 215 17% 29% 72 111 Total room bad 466 946 489 489 Air required (clm) 20 43 21 22 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. t= -OP-wrightsofFt' 2017 -Mar -2414:32:30 Right-Suile® Universal 2017 17 0 16 RSU24011 Page 6 rlingionAGLN\Lot97ThornbrookeDartinglonAGLN nip Calc - MJ8 House laces: N QEL-AIR Right -J® Worksheet RXM-Yntx4.rx o ahu 1 DEL -AIR HEATING & AIR C9NDITI%NINC 531 CODISCO WAY, SANFORD, FL 32771 hone: 407- -2665 ax: 407-333.3853 Web: WWW.DEL-AIR.COM Job: Lot97ThombrookeDarlingto... Date: 6/4/2014 By: FJF 1 Room name family rm dining rm 2 Exposed wall 35.0 It 10.0 11 3 Room height 9.3 It heal/cool 9.3 It heal/cool 4 Room dimensions 20.5 x 14.5 It 1.0 x 210.0 It 5 Room area297.3 Ile 210.0 ft2 Ty Construction U -value Or HTM Area (I12) Load Area (f12) Load number Btuh/IIL*F) BtuNtt2) or perimeter (It) Btuh) or perimeter (It) Btuh) Heal I Cool Gross N/P/S Heal Cod Gross N/P/S Heal I Cod 6 W 12C-Osw 0.091 n 0.00 0.00 0 0 0 0 0 0 0 0 I --fa 2A-2ov 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 0 0 0 0 12C-Os w 0.091 a 0.00 0.00 0 0 0 0 0 0 0 0 11 YL -C 2A-2ov 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 yl 13A-2ocs 0.201 a 5.69 4.35 191 191 1088 832 93 54 310 237 Y_G 2A-2ov 0.340 a 9.62 30.36 0 0 0 0 39 0 374 1180 0.091 s 0.00 0.00 0 0 0 0 0 0 0 0L212C-Osw 2A-2Dv 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 28-21v 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 yl 13A-2ocs 0.201 s 5.69 4.35 135 63 360 275 0 0 0 0 2A-2ov 0.340 s 9.62 12.15 0 0 0 0 0 0 0 0 L- l 2A-2Dvd 0 580 s 16.41 16.85 72 72 1182 1213 0 0 0 0 Vel 12C-Osw 0 091 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 0.00 0.00 0 0 0 0 0 0 0 022A-2ov 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 V/ 13A-2ocs 0.201 w 5.69 4.35 0 0 0 0 0 0 0 0 I--( 2A-2Dv 0.340 w 9.62 30.36 0 0 0 0 0 0 0 022A-2Dv 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 13A-2ocs 0.201 nw 5.69 4.35 0 0 0 0 0 0 0 0Yt -D 11 DO 0.390 nw 11.04 11.99 0 0 0 0 0 0 0 0 q 12C-Osw 0.091 2.58 1.44 0 0 0 0 0 0 0 0 D 11 DO 0.390 n 11.04 11.99 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.91 1.74 0 0 0 0 0 0 0 0 F 2OP-191 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-tpl 0 989 27.99 0.00 297 35 980 0 210 10 280 0 6 c) AED excursion 240 307 Envelope lossigain 3609 2081 963 1723 12 a) Infiltration 643 204 164 58 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 4 920 1 230 Appliances/other 0 0 Subtotal (lines 610 13) 4252 3204 1147 2011 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribulion 0 0 0 0 14 Subtotal 4252 3204 1147 2011 15 Duct bads 17%- 29% 731 94317% 29% 197 592 Total room load 4983 4147 1344 2603 Air required (cfm) 1 1 211 187 1 57 117 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 41- wrights4aft- 2017 -Mar -24 14:32:30 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 7 rlinglonAGLN\Lol97ThombrookeDarlinglonAGLN.rup Calc - MJ8 House faces: N DrmoEL-AIR ui mmro Right -J® Worksheet ahu 1 DEL -AIR HEATING & AIR 531 CODISCO WAY, SANFORD, FL 327CPho ao 3G3nzI66N5 Fax 407-333-3853 Web. WWW.DEL-AIR.COM Job: LoWThombrookeDarlingto... Date: 6/4/2014 By: FJF 1 Room name pantry kitchen 2 Exposed wall 0 It 19.9 It 3 Room height 9.3 It heal/cool 9.3 It heaUcool 4 Room dimensions 6.0 x 3.5 It 1.0 x 275.8 It 5 Room area 21.0 f12 275.8 112 Ty Construction U•value Or HTM Area (fl2) Load Area (02) Load number Btuh/ft2-OF) BI f12) or perimeter (ft) BI h) or perimeter (It) Btuh) Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cool 6 W 12C-Osw 0.091 n 0.00 0.00 0 0 0 0 0 0 0 0 I--fi 2A•2ov 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 W 13A•2ocs 0201 n 5.69 4.35 0 0 0 0 0 0 0 0 0.091 a 0.00 0.00 0 0 0 0 0 0 0 0 11 G12C-Osw 2A-2ov 0.340 a 0.00 000 0 0 0 0 0 0 0 0 Vy 13A-2ocs 0.201 a 5.69 4.35 0 0 0 0 135 135 770 589 C 2A-2ov 0.340 a 9.62 30.36 0 0 0 0 0 0 0 0 v 12C-Osw 0.091 s 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 L 2 28-21v 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 s 5.69 4.35 0 0 0 0 0 0 0 0 I -f2A•2ov 0.340 s 9.62 12.15 0 0 0 0 0 0 0 0 1-C' 2A-2ovd 0.580 s 16.41 16.85 0 0 0 0 0 0 0 0 12C-Osw 0.091 w 0.00 0.00 0 0 0 0 0 0 0 0 2A•2Dv 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 V 13A-2ocs 0.201 w 5.69 4.35 0 0 0 0 5 5 27 20 2A-2ov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 C 2A -2w 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 Vy 13A-2ocs 0.201 nw 5.69 4.35 0 0 0 0 46 24 134 102 D 11 DO 0.390 nw 11.04 11.99 0 0 0 0 23 23 250 272 q 12C-Osw 0.091 2.58 1.44 0 0 0 0 244 223 575 322 D 11D0 0.390 n 11.04 11.99 0 0 0 0 21 21 228 248 C 16B•30ad 0.032 0.91 1.74 0 0 0 0 13 13 12 23 F 20P-191 0.050 0.00 000 0 0 0 0 0 0 0 0 F 22A-tpl 0.989 27.99 0.00 21 0 0 0 276 20 557 0 6 c) AED excursion 0 202 Envelope lossigain 0 0 2552 1374 12 a) Infiltration 0 0 366 116 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Apphances/olher 5 1200 Subtotal (lines 6 to 13) 0 5 29191 2690 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 0 5 2919 2690 15 Duct loads 17% 1 29'/0 1 0 1 170/6 29% 502 792 Total room load 0 6 3420 3482 Air required (cfm) 0 0 1 1 145 157 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft- 2017 -Mar -2414:32:30 Right -Suite® Universal 2017 17 0.16 RSU24011 Page 8 rlinglonAGLN\Lol97ThornbrookeDartingtonAGLN rup Calc - MJ8 House laces: N JDEL-AIR Right -J® Worksheet n.e-rauarorr..ro ahu 2 DEL -AIR HEATING & AIR 914DITI% IN9531CODISCOWAY, SANFORD, FL 32771 hone: 407-3 -2665 ax: 407.333-3853 Web: WWW.DEL-AIR.COM Job: Lot97ThombrookeDa lingto... Date: 6/4/2014 By: FJF 1 Room name ahu 2 nn 2 2 Exposed wall 165.0 It 39.5 It 3 Room height 90 It 9.0 It heat/cool 4 Room dimensions 14.5 x 15.5 It 5 Room area 1469.3 112 224.8 Its Ty Construction U -value Or HTM Area (It2) Load Area (fI2) Load number B1utUl12-•F) BI fig or perimeter (It) 81 h) or perimeter (It) Bluh) Heal Cod Gross N/P/S Heal Cod Gross N/P/S Heal Cod 6 V I 12C-0sw 0.091 n 2.58 2.34 270 240 618 562 0 0 0 0 C 2A•2ov 0.340 n 9.62 10.58 30 0 289 317 0 0 0 0 W 13A-2ocs 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0 VY 12C -Os w 0.091 a 2.58 2.34 491 461 1186 1079 86 86 220 200 11 C 2A-2ov 0.340 a 9.62 30.36 30 0 289 911 0 0 0 0 yl 13A-2ocs 0.201 a 0.00 0.00 0 0 0 0 0 0 0 0 L a 2A -20v 0.340 a 000 000 0 0 0 0 0 0 0 0 N 12C-Osw 0.091 s 2.58 2.34 270 200 515 469 140 110 282 257 1--G 2A-2ov 0.340 s 9.62 10.77 30 26 289 323 30 26 289 323 GGG 28-21v 0.340 s 9.62 10.77 40 35 385 431 0 0 0 0 yl 13A-2ocs 0.201 s 0.00 0.00 0 0 0 0 0 0 0 0 C 2A•2ov 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 C 2A-2ovd 0.580 s 0.00 000 0 0 0 0 0 0 0 0 Vy 12C-0sw 0.091 w 2.58 2.34 491 470 1209 1100 131 131 336 306 C 2A-2ov 0.340 w 9.62 30.36 6 0 58 182 0 0 0 0 C 2A-2Dv 0.340 w 9.62 30.36 15 0 144 455 0 0 0 0 V 13A-2ocs 0.201 w 0.00 0.00 0 0 0 0 0 0 0 0 C 2A•2ov 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 G 2A•2ov 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 y/ LO 13A-2ocs 0.201 rrw 0.00 0.00 0 0 0 0 0 0 0 0 11 DO 0.390 rnv 0.00 0.00 0 0 0 0 0 0 0 0 q 12C-0sw 0.091 0.00 0.00 0 0 0 0 0 0 0 0 tl DO 0.390 n 0.00 0.00 0 0 0 0 0 0 0 0 C 16B•30ad 0.032 0.91 1.74 1469 1469 1331 2551 225 225 204 390 F 20P•191 0 050 1.41 0.71 13 13 18 9 0 0 0 0 F 22A-tpl 0.989 0.00 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 0 95 Envelope losstgain 6329 8390 1330 1381 12 a) Infiltration 2994 948 700 222 b) Room ventilation 0 0 0 0 13 Internal pans: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 9323 9338 2030 1602 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 9323 9338 2030 1602 15 Duct bads 1 46% 1 729/6 4297 6761 46/9 729/6 1 936 1160 Total room bad 13620 160992966 2763 Air required (clm) 840 840 183 144 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft- 2017 -Mar -24 14:32:30 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 9 riinglonAGLN\Lol97ThombrookeDariingtonAGLN nip Calc = MJ8 House laces: N QEL-AIRRight-J® Worksheet a1.o-W"r"1"r'o ahu 2 DEL -AIR HEATING & AIR 914DITI%NINq531CODISCOWAY, SANFORD, FL 32771 hone, 407.3 -2665 ax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: LotMhombrookeDarlingto... Date: 6/4/2014 By: FJF 1 Room name blh 2 bth 3 2 Exposed wall 9.0 It 11.5 11 3 Room height 9.0 it heat/cool 9.0 It heat/cod 4 Room dimensions 9.0 x 6.0 11 11.5 x 6.0 It 5 Room area 54.0 ft2 69 0 IF Ty Construction U -value Or HTM Area (ft2) Load Area (fig Load number B1uWft2-*F) BI fig or perimeter (It) BI h) or perimeter (ft) Btuh) Heat Cod Gross N/P/S Heal Cod Gross N/P/S Heal Cod 6 VLC12C-Osw 0.091 n 2.58 2.34 0 0 0 0 0 0 0 0 2A-2ov 0.340 n 9.62 10.58 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0 VG 12C-Osw 0.091 a 2.58 2.34 0 0 0 0 0 0 0 0 11 L- 2A-2ov 0.340 a 9.62 30.36 0 0 0 0 0 0 0 0 y/ 13A-2ocs 0.201 a 0.00 0.00 0 0 0 0 0 0 0 0 t -C 2A-2ov 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 ILS12C-Osw 0.091 s 2.58 2.34 0 0 0 0 0 0 0 0 2A•2ov 0.340 s 9.62 10.77 0 0 0 0 0 0 0 0 2B -21v 0.340 s 9.62 10.77 0 0 0 0 0 0 0 0 Vj/ 13A-2ocs 0.201 s 0.00 0.00 0 0 0 0 0 0 0 0 2A-2Dv 0.340 s 0.00 0.00 0 0 0 0 0 0 0 012A-2ovd 0.580 s 0.00 0.00 0 0 0 0 0 0 0 0 Vj! 12C-Osw 0.091 w 2.58 2.34 81 75 193 176 104 104 267 243 C 2A-2ov 0.340 w 9.62 30.36 6 0 58 182 0 0 0 0 C 2A-2ov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 yl 13A-2ocs 0.201 w 0.00 0.00 0 0 0 0 0 0 0 0 C 2A•2w 0.340 w 0.00 000 0 0 0 0 0 0 0 0 f' 2A-2Dv 0.340 w 0.00 000 0 0 0 0 0 0 0 0 Vjr 13A-2ocs 0.201 nw 0.00 0.00 0 0 0 0 0 0 0 0 D 11 DO 0.390 nw 0.00 0.00 0 0 0 0 0 0 0 0 R 12C-Osw 0.091 0.00 0.00 0 0 0 0 0 0 0 0 D DO 0.390 n 0.00 0.00 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.91 1.74 54 54 49 94 69 69 62 120 F 2OP-191 0.050 1.41 0.71 0 0 0 0 0 0 0 0 F 22A•Ipl 0.989 0.00 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 61 32 Envelope loss/gain 300 513 329 330 12 a) Irdihration 159 50 204 65 b) Room ventilation 0 0 0 0 13 Internal gains. Occupants @ 230 0 00 0 Appliances/other 0 0 Subtotal (lines 61013) 459 563 533 394 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redstribulion 0 0 0 0 14 Subtotal 459 563 533 394 15 Duct loads 1 46% 72% 212 408 468/6 72% 246 286 Total room bad 671971 778 680 Air required (cim) 41 51 48 35 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. A_ wrigfhtsofrt- 2017•Mar•24 14:32 30 AM Righl-Suile® Universal 2017 17 0 16 RSU24011 Page 10 riingionAGLN\Lot97TbornbrookeDarfinglonAGLN.rup Calc - MJ8 House faces: N D.EL-AIR or wrorrror o Right -J® Worksheet ahu 2 DEL -AIR HEATING & AIR C9NDIT Q IN531CODISCOWAY, SANFORD, FL 3277 hone: 407-3 •2665 ax 407.333-3853 Web: WWW.DEL-AIR.COM Job: LoWThombrookeDarlingto... Date: 6/4/2014 By: FJF 1 Room name nn 4 rrn 3 wic 2 Exposed wall 28.0 It 7.0 11 3 Room height 9.0 It heal/cool 9.0 It heal/cool 4 Room dimensions 14.0 x 14.0 It 9.5 x 5.0 It 5 Room area 196.0 112 47.5 ft2 Ty Construction U•value Or HTM Area (f12) Load Area (02) Load number Bluh/ft2-•F) BIu1Uft2) or perimeter (It) Bt h) or perimeter (It) Btuh) Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 V1/ 12C-Osw 0.091 n 2.58 2.34 126 111 286 260 45 45 116 105 C 2A-2ov 0.340 n 9.62 10.58 15 0 144 159 0 0 0 0 W 13A-2ocs 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0 y/ 12C-Osw 0.091 a 2.58 2.34 0 0 0 0 0 0 0 0 11 Imo; 2A•2ov 0.340 a 9.62 30.36 0 0 0 0 0 0 0 0 Vy 13A-2ocs 0.201 a 0.00 0.00 0 0 0 0 0 0 0 0 G 2A•2ov 0 340 a 0.00 0.00 0 0 0 0 0 0 0 0 1y 12C-Osw 0.091 s 2.58 2.34 0 0 0 0 0 0 0 0 2A-2ov 0.340 s 9.62 10.77 0 0 0 0 0 0 0 0 I; G 28-21v 0.340 s 9.62 10.77 0 0 0 0 0 0 0 0 Vy 13A -tors 0.201 s 0.00 0.00 0 0 0 0 0 0 0 0 C 2A-2Dv 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 C' 2A•2ovd 0.580 s 0.00 0.00 0 0 0 0 0 0 0 0 12C-Osw 0.091 w 2.58 234 126 111 286 260 18 18 46 42 2A-2ov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 2A•2ov 0.340 w 9.62 30.36 15 0 144 455 0 0 0 0 V/ 13A•2ocs 0.201 w 0.00 0.00 0 0 0 0 0 0 0 0 C 2A -2w0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 VLC 2A-2av 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 Vy 13A-2ocs 0.201 nw 0.00 0.00 0 0 0 0 0 0 0 0 Y -D 11 DO 0.390 rrw 0.00 0.00 0 0 0 0 0 0 0 0 R 12C-Osw 0.091 0.00 0.00 0 0 0 0 0 0 0 0 D DO 0.390 n 0.00 0.00 0 0 0 0 0 0 0 0 C 16B•30ad 0 032 0.91 1.74 196 196 177 340 48 48 43 82 F 20P-191 0 050 1.41 0.71 0 0 0 0 11 11 16 8 F 22A-Ipi 0.989 0.00 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 81 21 Envelope losstgain 1038 1556 221 217 12 a) Infiltration 496 157 124 39 b) Room ventilation 0 0 0 0 13 Internal gains. Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 1534 1713 345 256 Less external load 0 0 0 0 Less transfer 0 0 0 0 Retfstribution 0 0 0 0 14 Subtotal 1534 1713 345 2% Duct load, 1 46% 72% 707 1240 46% 7216 159 186 f Total room bad 22412953 504 442 Air recprired (clm) 138 154 31 23 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. M wrightsoft' 2017 -Mar -2414:32:30 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 11 rlinglonAGLN%Lo197ThornbrookeDarlingionAGLN.rup Calc = MJ8 House faces: N RDEL-AIR raa • ew ear rro ro Right -J® Worksheet ahu 2 DEL -AIR HEATING & AIR C9NDITI9 INCA531CODISCOWAY, SANFORD, FL 32771 hone: 407-33a07.3 •2665 ax: 407.333.3853 Web: WWW DEL -AIR COM Job: Lot9TThombrookeDadingto... Date: 6/4/2014 By: FJF 1 Room name rm 3 1011 2 Exposed wall 24.0 It 11.5 It 3 Room height 9.0 It heal/cool 9.0 It heat/cool 4 Room dimensions 13.0 x 11.0 1t 11.5 x 11.0 It 5 Room area 143.0 II° 126.5 112 Ty Consiruotion( U`value Or HTM Area (It2) Load Area (It2) Load number F ) BI 09 or perimeter (II) Btuh) or perimeter (it) Stuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cod 6 12C-Osw 0.091 n 2.58 2.34 99 84 216 197 0 0 0 0 2A-2Dv 0.340 n 9.62 10.58 15 0 144 159 0 0 0 0 W 13A-2ocs 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0 12C-Osw 0.091 a 2.58 2.34 117 117 301 274 104 74 189 172 11 2A-2Dv 0.340 a 9.62 30.36 0 0 0 0 30 0 289 911 Vy 13A•2ocs 0.201 a 0.00 0.00 0 0 0 0 0 0 0 0 VLf 2A -2w 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 1y 12C-Osw 0.091 s 2.58 2.34 0 0 0 0 0 0 0 0 2A -2w 0.340 s 9.62 10.77 0 0 0 0 0 0 0 0 2B -21v 0.340 s 9.62 10.77 0 0 0 0 0 0 0 0 13A-2ocs 0.201 s 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 2A•2ovd 0.580 s 0.00 0.00 0 0 0 0 0 0 0 0 Vj/ 12C-Osw 0.091 w 2.58 2.34 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 I_( C 2A-2ov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 13A•2ocs 0.201 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 Vy 2A-2ov 13A•2ocs 0.340 0.201 w nw 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 D 11 DO 0.390 rrw 0.00 0.00 0 0 0 0 0 0 0 0 q 12C-Osw 0.091 0.00 0.00 0 0 0 0 0 0 0 0 D 11 DO 0.390 n 0.00 0.00 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.91 1.74 143 143 130 248 127 127 115 220 F 2OP-191 0.050 1.41 0 71 1 1 2 1 0 0 0 0 F 22A-tpl 0.989 0.00 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 77 222 Envelope loss/gain 793 802 593 1525 12 a) Inhpration 425 135 204 65 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 10 0 Subtotal (lines 6 to 13) 1218 936 796 1590 Less external load 0 0 0 0 Less transler 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1218 936 796 1580 15 Duct bads I 46% 72"/0 561 678 46% 729/0 367 1151 Total room bad 1780 1615 1163 2741 Air required (clm) 110 841 1 72 143 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 0 -Fid- wrightsOfft- 2017•Mar•2414:32:30 AM Righl•Suite® Universal 2017 17.0.16 RSU24011 Page 12 rlingionAGLN\Lot97ThornbrookeDartingionAGLN.rup Calc - M.18 House laces. N DAwaEL-AIR ar mmsr0 Right -J® Worksheet ahu 2 DEL -AIR HEATING & AIR 531 CODISCO WAY, SANFORD, FL 3277 1'PhoJeD407I333N266\5 Fax: 407-333-3853 Web: WWW.DEL•AIR COM Job: LotMhombrookeDaliingto... Date: 6/4/2014 By: FJF 1 Room name open to below stairs 2 Exposed wall 35.0 it 3.5 it 3 Room height 9.0 11 heal/cool 9.0 it heat/cool 4 Room dimensions 20.5 x 14.5 It 1.0 x 311.3 It 5 mRooarea 297.3 It2 311.3 II= Ty Construction U -value Or HTM Area (fly) Load Area (Itg Load number Bluh/I12•F) let fig or perimeter (it) St h) I or perimeter (11) Bluh) Heat Cod Gross N/P/S Heat Cool Gross N/P/S Heat I Cod 6 VL__i 12C-Osw 0.091 n 2.58 2.34 0 0 0 0 0 0 0 0 2A-2Dv 0.340 n 9.62 10.58 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0 VL 12C-Osw 0.091 a 2.58 2.34 185 185 475 432 0 0 0 0 11 C 2A-2Dv 0.340 a 9.62 30.36 0 0 0 0 0 0 0 0 Vy 13A-2ocs 0.201 a 0.00 0.00 0 0 0 0 0 0 0 0 I G 2A-2ov 0 340 a 0.00 0.00 0 0 0 0 0 0 0 0 V612C-Osw 0.091 s 2.58 2.34 131 91 233 212 0 0 0 0 2A-2Dv 0.340 s 9.62 10.77 0 0 0 0 0 0 0 0 2B -21v 0.340 s 9.62 10.77 40 35 385 431 0 0 0 0 Vel 13A-2ocs 0.201 s 0.00 0.00 0 0 0 0 0 0 0 0 C 2A-2ov 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 1C 2A-2wd 0 580 s 0.00 0.00 0 0 0 0 0 0 0 0 Vy 12C-Osw 0.091 w 2.58 2.34 0 0 0 0 32 32 81 74 F-- G2A-2Dv 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 I -G 2A-2Dv 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 1/ 13A-2ocs 0.201 w 0.00 0.00 0 0 0 0 0 0 0 0 C 2A-2Dv 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 C 2A -2w 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 yI 13A-2ocs 0.201 nw, 0.00 0.00 0 0 0 0 0 0 0 0 D 11 DO 0.390 nw 0.00 0.00 0 0 0 0 0 0 0 0 q 12C-Osw 0.091 0.00 0.00 0 0 0 0 0 0 0 0 z 11 DO 0.390 n 0.00 0.00 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.91 1.74 297 297 269 516 311 311 282 540 F 20P-191 0.050 1.41 0.71 0 0 0 0 0 0 0 0 F 22A-tpl 0.989 0.00 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 91 48 Envelope loss/gain 1362 1500 363 566 12 a) Infiltration 620 196 62 20 b) Room vernitation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 1982 1697 425 586 Less external load 0 0 0 0 Less transfer 0 0 0 0 Reddslnbution 0 0 0 0 14 Subtotal 1982 1697 425 586 15 Duct loads 46% 729/6 914 1229 46% 721/6 1 196 424 Total room load 2896 2925 621I 1010 Air required (cim) 179 153 I 38 53 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. P. - Fk wrightsoft- 2017•Mar-24 14:32:30 Right•Suite® Universal 2017 17.0.16 RSU24011 Page 13 rlingionAGLN\Lol97ThornbrookeDarlingtonAGLN.rup Calc . MJ8 House laces: N Job: Lot97ThombrookeDarlin... DELAIR Duct System Summary Date: 6/4/2014 w"r"0 * m mOnO m ahu 1 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407.333.2665 Fax: 407-333-3853 Web: WWW.DEL-AIR COM For: Taylor Morrison External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.120 / 0.120 in H2O 0.148 in/100ft 840 cfm Cooling 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.120 / 0.120 in H2O 0.148 in/100ft 840 cfm 162 ft Name Design Btuh) Htg cfm) Clg cfm) Design FR Diam in) H x W in) Duct Matt Actual Ln (ft) Ftg.Egv Ln (it) Trunk den h 2536 108 99 0.195 6.0 Ox 0 VIFx 27.8 95.0 SO dining rm c 2603 57 117 0.196 6.0 Ox 0 VIFx 27.1 95.0 st1 lamilyrm h 4983 211 187 0.183 8.0 Oxo VIFx 36.2 95.0 st1 kitchen c 3482 145 157 0.212 7.0 0x0 VIFx 18.1 95.0 st1 mslr blh h 1398 59 30 0.160 5.0 Ox 0 VIFx 40.3 110.0 st3 mstr rm h 5163 219 185 0.148 9.0 Ox 0 VIFx 52.0 110.0 st3 msir we c 6 0 0 0.164 4.0 Ox 0 VIFx 36.7 110.0 st3 mstr wic c 6 0 0 0.159 4.0 Ox 0 VIFx 41.1 110.0 st3 pantry c 6 0 0 0.209 4.0 Ox 0 VIFx 19.6 95.0 Stl pwdr c 489 21 22 0.194 4.0 Ox 0 VIFx 28.6 95.0 st1 ulil c 946 20 43 0.191 4.0 Ox 0 VIFx 30.9 95.0 st1 wri htsoft' 2017 -Mar -24 14 32:32 9 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 1 rlinglonAGLN\Lo197ThombrookeDadingtonAGLN.rup Calc - M.18 House laces: N Trunk Htg Clg Design Veloc Diam H x W Duct Name Type cfm) cfm) FR fpm) in) in) Material Trunk st3 Peak AVF 278 216 0.148 510 10.0 0 x 0 VinlFlx SO st1 Peak AVF 840 840 0.148 602 16.0 0 x 0 VinlFlx wri htsoft' 2017 -Mar -24 14 32:32 9 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 1 rlinglonAGLN\Lo197ThombrookeDadingtonAGLN.rup Calc - M.18 House laces: N 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 wri htsoft' 2017 -Mar -2414:32:32 At 9 Righl-Suile® Universal 2017 17.0.16 RSU24011 Page 2 ACC-...rlingtonAGLN\Lot97ThornbrookeDarlinglonAGLN.rup Calc - MJ8 House faces: N DEL -AIR Duct System Summary tUM- tut cotmmot11111te ahu 2 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone 407-333.2665 Fax: 407.333.3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Job: LotMhombrookeDarlin... Date: 6/4/2014 By: FJF Name Heating Cooling External static pressure 0.30 in H2O 0.30 in H2O Pressure losses 0.06 in H2O 0.06 in H2O Available static pressure 0.24 in H2O 0.24 in H2O Supply / return available pressure 0.120 / 0.120 in H2O 0.120 / 0.120 in H2O Lowest friction rate 0.202 in/100ft 0.202 in/100tt Actual air flow 840 cfm 840 cfm Total effective length (TEL) bth 3 119 it Name Design Btuh) Htg cfm) Clg cfm) Design FR Diam in) H x W in) Duct Matt Actual Ln (ft) Ftg.Egv Ln (ft) Trunk bth 2 c 971 41 51 0.318 4.0 Ox 0 VIFx 5.5 70.0 bth 3 h 778 48 35 0.311 4.0 Ox 0 VIFx 7.1 70.0 loll c 2741 72 143 0.203 6.0 Ox 0 VIFx 33.0 85.0 st2 open to below h 1448 89 76 0.274 6.0 Ox 0 VIFx 17.5 70.0 open to below -A h 1448 89 76 0.286 6.0 Ox 0 VIFx 14.0 70.0 rm 2 h 2966 183 144 0.270 7.0 Ox 0 VIFx 18.8 70.0 rm 3 h 1780 110 84 0.206 6.0 Ox 0 VIFx 31.5 85.0 st2 rm 3 wic h 504 31 23 0.202 4.0 Ox 0 VIFx 33.7 85.0 st2 rm 4 c 2953 138 154 0.281 7.0 Ox 0 VIFx 15.5 70.0 stars c 1010 38 53 0.306 6.0 Ox 0 VIFx 8.6 70.0 Name Trunk Type Htg cfm) Clg cfm) Design FR Veloc fpm) Diam in) H x W in) Duct Material Trunk st2 Peak AVF 213 250 0.202 567 9.0 0 x 0 VinlFlx 0 Name Grille Size (in) Htg cfm) Clg cfm) TEL ft) Design FR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Matl Trunk rb2 Ox 0 840 840 0 0 0 0 Ox 0 VIFx 2017 -Mar -24 14:32:32 wrightsoft' Right.Suite® Universal 2017 17.0.16 RSU24011 Page 3 Sti+vr .. rtingionAGLN%Lol97ThombrookeDarlingionAGLN.rup Calc - MJ8 House laces: N FORM R405-2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name. Lot97ThombrookeDarlingtonAGLN Builder Name: Taylor Morrison Street: Permit Office: City, State, Zip: FL, Permit Number: Owner: Jurisdiction: 691500 Design Location- FL, Orlando COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Corners and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/door jambs and framing and skylights and framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity Spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have Basketed doors 3/24/2017 1:56 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 D This checklist 0 A Form R405 report that documents that the Proposed Design complies with Section R405.3 of the Florida Energy Code. This form shall include a summary page indicating home address, a -ratio and the pass or fail status along with summary areas and types of components, whether the home was simulated as a worst-case orientation, name and version of the compliance software tool, name of individual completing the compliance report (1 page) and an input summary checklist that can be used for field verification (usually 4 pages/may be greater). O Energy Performance Level (EPL) Display Card (one page) D Mandatory Requirements(three pages) Required prior to CO for the Performance Method: O Air Barrier and Insulation Inspection Component Criteria checklist (Table R402.4.1.1 - one page) 0 A completed Envelope Leakage Test Report(usually one page) D If Form R405 duct leakage type indicates anything other than default leakage", then a completed Form R405 Duct Leakage Test Report (usually one page) EnergyGauge® - USRCSB v5.1 3/24/2017 1:54:26 PM Page 1 of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Lot97ThombrookeDarlingtonAGLN Builder Name: Taylor Morrison Street: Permit Office: City, State, Zip: FL, Permit Number: Design Location: FL, Orlando Jurisdiction: 691500 Cond. Floor Area:: 2582 sq.ft. Cond. Volume: 23678 cu ft. Envelope Leakage Test Results Regression Data: C: n: R: Single or Multi Point Test Data _ HOUSE PRESSURE FLOW: Leakage Characteristics CFM(50): ELA: EgLA: ACH: ACH(50): SLA: R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the lest 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: O4gliE ST,gT 3/24/2017 1:56 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 Florida Department of Business and Professional Regulations Residential Whole Building Performance and Prescriptive Methods ADDRESS: Permit Number: FL, MANDATORY REQUIREMENTS See individual code sections for full details. 0 401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law Section 553.9085, Florida Statues) requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit. The building official shall verify that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate compliance for the building. A copy of the EPL display card can be found in Appendix C. 0 R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.1 through R402.4.4. O R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4 1.2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. R402.4.1.1 Installation. The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance with the manufacturer's instructions and the criteria listed in Table 402.4.1.1, as applicable to the method of construction. Where required by the code official, an approved third party shall inspect all components and verify compliance. R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, and 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0 2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. O R402.4.2 Fireplaces. New wood -burning fireplaces shall have tight -fitting flue dampers and outdoor combustion air. O R402.4.3 Fenestration air IeakageWindows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot (1.5 Us/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 Us/m2), when tested according to NFRC 400 or AAMA/WDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site -built windows, skylights and doors. O R402.4.4 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than 2.0 cfm (0.944 Us) when tested in accordance with ASTM E 283 at a 1.57 psf (75 Pa) pressure differential. All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. 0 R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. 0 R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load. 0 R403.2.2 Sealing (Mandatory)WI ducts, air handlers, and filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts and plenum chambers, shall be constructed and sealed in accordance with Section 0403.2.7.2 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. Duct testing is not mandatory for buildings complying by Section R405 of this code. 3/24/2017 1:55 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Pagel of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) 0 R403.2.3 Building Cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. 0 R403.3 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105'F (41'C) or below 55'F (13'C) shall be insulated to a minimum of R-3., R403.3.1 Protection of piping insulation. 0 R403.4.1 Circulating hot water systems (Mandatory). Circulating hot water systems shall be provided with an automatic or readily accessible manual switch that can tum off the hot-water circulating pump when the system is not in use 0 R403.4.3 Heat traps (Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a downward and upward bend of at least 3 Ya inches (89 mm) in the hot water distribution line and cold water line located as close as possible to the storage tank. 0 R403.4.4 Water heater efficiencies (Mandatory). O R403.4.4.1 Storage water heater temperature controls R403.4.4.1.1 Automatic controls. Service water heating systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature setting range shall be from 100'F to 140'F (38'C to 60'C). R403.4.4.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main bumer(s) of combustion types of service water heating systems to be turned off. O R403.4.4.2 Water heating equipment. Water heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water heating category. Solar water heaters shall met the criteria Section R403.4 4 2.1 R403.4.4.2.1 Solar water heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors, and SRCC Standard TMA, Solar Domestic Hot Water System and Component Test Protocol, Collectors in installed solar water heating systems should meet the following criteria: 1. Be installed with atilt angle between 10 degrees and 40 degrees of the horizontal; and 2. Be installed at an orientation within 45 degrees of true south. E3 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. E3 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 1:55 PM EnergyGaugeO USA - FlaRes2014 - Section R405.4.1 Com Page 2 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) O R403.6.1.1 Cooling equipment capacity. (continued) The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacture's expanded performance data shall be used to select cooling -only equipment. This selection shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry bulb temperature for the load calculation (or entering water temperature for water -source equipment), the blower cfm provided by the expanded performance data, the design value for entering wet bulb temperature and the design value for entering dry bulb temperature. Design values for entering wet bulb and dry bulb temperature shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space. Exceptions: 1. Attached single- and multi -family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. 2. When signed and sealed by a Florida -registered engineer, in attached single- and multi -family units, the capacity of equipment may be sized in accordance with good design practice. O R403.6.1.2 Heating equipment capacity R403.6.1.2.1 Heat pumps. Heat pumps sizing shall be based on the cooling requirements as calculated according to Section R403.6.1.1 and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load. R403.6.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.6.1. R403.6.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric bumers shall not be less than the design load calculated in accordance with Section R403.6.1. O R403.6.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: 1. A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. 2. A variable capacity system sized for optimum performance during base load periods is utilized. D R403.7 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the Commercial Provisions in lieu of Section R403. p R403.8 Snow melt system controls (Mandatory). Snow and ice -melting systems, supplied through energy service to the building, shall include automatic controls capable of shutting off the system when the pavement temperature is above 55•F, and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40•F. 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 -Tired 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 tum 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 heal 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. D RR404.1 Lighting equipment (Mandatory). A minimum of 75 percent of the lamps in permanently installed lighting fixtures shall be high -efficacy lamps or a minimum of 75 percent of permanently installed lighting fixtures shall contain only high efficacy lamps. Exception: Low -voltage lighting shall not be required to utilize high -efficacy lamps. O R404.1.1 Lighting equipment (Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights O R405.2 Performance ONLY. All ducts not entirely inside the building thermal envelope shall be insulated to a minimum of R-6. O R405.2.1 Performance ONLY. Ceilings shall have minimum insulation of R-19. Where single assemby of the exposed deck and beam type or concrete deck roofs do not have sufficent space, R-10 is allowed. 3/24/2017 1:55 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 3 of 3 AFF. I I T aluw I LAW r-rVW-4• I r-4• PLT. NT. I I I I TaR I v• a4UCL 41811630 Erff =RM T AL LIVING J, ba'tn ducIt AT IO Am. 2.0 TON W/5KW E240V 1PH to W a« c a p r-1erlr--i a 42X42 A/C SLAB pen18x10 plaltform by w/fan ran 45x3 I -CT BY BLDR MIN 8 Nutone 696RNB WINDOW SCHEDULE 11' -• FLAT CLQ.> D scabe 1/8'=1'O' p LL - WINDOW wlDTliS LU 2' FROM WALL tC I n' 1 31' 53' 2-2 Z-1 at raR reP.aMPKIa aR1MaLL Ra A/C A/C 32W sw u, y PAD PAD 3r 05H W3354 DW 3359 I Qcy- 1 30 MW AC m dmnm 14514 a34W 11511 34W Ox 63' oxntfm rm= SH n'L 4' FLAT aLa. 1659 W 36 SH 26514 WR 9' 185 34" ev 1rKASSn4 r-' Fur a4 4' 9/ IJ'° aim x4• 12x12 1wc r AFF. I I T aluw I LAW r-rVW-4• I r-4• PLT. NT. I I I I TaR I v• a4UCL 41811630 Erff =RM ar. *W Maww a -w" FOR aLL =am WM 90 *015TALLATIM MY VARY F$1 M4NFa ?UU *0 VECIMATIM Z WER TO FLOOR FLAIIS FOR STYLE OF ROa9 IEED (WAE HM -K CAMW- C.40.OR FDD 1646 rag I ra: rcol I 3' bath duct to wall cap w/fan Nutone 696RNB er wait n •sKioQII T AL LIVING QVM DULL a7FLT=W AT IO Am. reeFnae•smLallowoLw Q r-1erlr--i a 1--1 3241 SF. ran 45x3 I -CT TYPICAL MASONRY d DEN If I 1W Fnem l WINDOW SCHEDULE 11' -• FLAT CLQ.> D ENMY I p LL - WINDOW wlDTliS LU r-4. 0.T. KT. I tC I n' 1 31' 53' llTTl. WINDOW CAU -OM tooi 26' OSH N32SH N5H 32W 1Pl9t MT a/: 3r 05H W3354 DW 3359 I Qcy- 1w1ra gW 14514 a34W 11511 34W Z 63' 5 WNW AV SH 3 4' 1659 W 36 SH 26514 W ar. *W Maww a -w" FOR aLL =am WM 90 *015TALLATIM MY VARY F$1 M4NFa ?UU *0 VECIMATIM Z WER TO FLOOR FLAIIS FOR STYLE OF ROa9 IEED (WAE HM -K CAMW- C.40.OR FDD 1646 rag I ra: rcol I 3' bath duct to wall cap w/fan Nutone 696RNB er wait n •sK ioQII T AL LIVING WK KT.nIO AT IO Am. r Q r-1erlr--i a 1--1 3241 SF. ran 45x3 I -CT 1O 1 d DEN If I 1W Fnem l 10' 11' -• FLAT CLQ.> D ENMY I p LL - F LU r-4. 0.T. KT. I CO llTTl. tooiue1040rag ° FOYER 1Pl9t MT a/: Lsu>E WY M O J I Qcy- 1w1ra aminoRaaR4er. J1646 43 d AM I I WE nE \ , I I 6' 18'42' Im 1056 w 7' FAMILY ROOM 185----- I I 1 I IG i I r-e•ns-o 185 , r -a na-o• I r-4• "T as 2 -STORY VQUJ : 14x8 sw i r-4• FLAT at I gg I 12x6 lwcd I I i RIII I 90 - We -J J.*st KL AT lO 7•kltchen vTransferducts/grilles sized In compliance with Florlda Residentlal to roof cap Building Code - M1602.4 Balanced Return Air, exceptions 1-3. Builder must provide unrestricted 1 Inch undercut on doors to habitable rooms. I ammoRaallev. r.am n n SII I 8®1 1 I o•-Cav-oFLT• 1 1 I r-.• rrr. 1 .L I J 24 I I T AL LIVING N r Q 115F. T AL 5 FT. 3241 SF. Z I P49ta nErlbOYilc N Q O p LL - LU LU CO Z ZJ_ o I M O J CD gl I Qcy- mCLJ(1)00 I L--------- 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. MMUROMFUNDPOSM Ga VeNTfOR RmocRaaoas 4T "'OM acTesrwsMAN UP R FLOOR ITIS SF. T AL LIVING 2582 SF. Z 4555F. 1395F. 115F. T AL 5 FT. 3241 SF. Z 0 Z V) 1- LLJ O a o Z U J J Q Q O I- LL. QQo=\-) A J p LL - Z O N m W Z ZJ_ o Q O J O O Qcy- mCLJ(1)00 ZI Transfer ducts/grilles sized In 3' bath duct compliance with Florida Resldentlnl Building Code - M1602.4 Balanced to roof cap Return Air, exceptions 1-3. Builder 2.0 TON V/51(V @240V IPH must provide unrestricted 1 Inch 18x10 plea w /fan undercut on doors to habitable platform byQ Nutone 696RNB rooms. bldr scale 11/8'=1'0' sTuee e>y x sK MAMP iaa Te eu • mas to I gOL QX4 w'_`!' e 714 7U 4' 4• E Q BA T 00-014 BEDROOM 2 Y -4r MT QA vot 7' _ x 6 rag 7' 155 lwcd145Ige 12x6 lwcd i Pg w 4 a4 6' 12x12 rag 10x6 lwcd •sw 4• eo m4 14x ngre Is 6 as 6' ZFT - as 9, 4 pu a seIPAJGC3reuw4' 25O° I sr mrvwa & I R E mw 8x4 lwcd I eY 6. a I 10x6 lwcd10x6 lwcd 14g 6 w 75 l 75 10x6 lwcd rag 85 I to I MIA it ns -s• iT-r -o' RyL. / Y MT GA Y-0' TMA 7 I «4 I I iia ma r— I I I I I I I I I ------------------ will need to a/c duct chase I I I I I I I I I 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 0 c t Z 06 Q`ouV(-N o Q3 tt 111 fl 4S -Ei "- O F V e L_ O i• 93 s Lo of-rr oa<rrr CLT 7 r7 M Z Q Q Q O 10 i5 `0 ,D r -I LU w I-- CO CU CU Cf) I 4 N \ \\\ O M M,DoM Rating 0 0 l..L z Y 0 D 0 LD 0 cU j— Os Q C3 QQ~ 0 1,Q 0 v, m W o Z o w z O J O ca O Q(if Q mCLJ(n00 TAYLOR MORRISON THORNBROOKE S.F. HOUSE TYPE: DARLINGTON OPTIONAL LAUNDRY TUB OPTIONAL SHOWER ILO TUB BATH 2 LOT 97 FIRST FLOOR k-, 4- 17 3" WASTE STACK FROM AAV2NDFLOORTOISTFLOOR 41 1--.— r Q. 7-4 1 k r -A rri n 0 i TAYLOR MORRISON .'..._: ! '..-._ _•I . _ _ _' -----:1-_•_. -. l THORNBROOKE S.F. HOUSE TYPE: DARLINGTON OPTIONAL LAUNDRY TUB tw`,: OPTIONAL SHOWER ILO TUB BATH 2- - LOT 97 2ND FLOOR _ -- 5iti• -j _,_.... _.. ! . I _._ 13" WASTE STACK FROM 2ND FLOOR TO IST FLOOR RECORD COPY i ee ciea ese zviees.,ne. 2153 Preorder Row Orlando, FL 32809 407-812-1822 Fax 407-812-7171 LOAD CALCULATIONS ONE FAMILY DWELLING WITH HEAT PUMP NEC CODE #D2 0) BUILDER TAYLOR MORRISON HOUSE PLAN DARLINGTON 2585 SQFT GENERAL LIGHTING X 3 VA PER SQ FT # 1 7 2 20 AMP APPLIANCE CIRCUIT AT 1500 VA EA 1 LAUNDRY CIRCUIT AT 1 RANGE AT NAME PLATE RATING OR COOKTOP AND OVEN 1 WATER HEATER 1 DISHWASHER 1 CLOTHES DRYER 1 DISPOSAL (113 HP) 19 49 7755 VA 3000 VA 1500 VA VA VA SUBTOTAL OF GENERAL LOAD 35201 VA FIRST 10 KVA OF GENERAL LOAD AT 1001/9 10000 VA REMAINDER OF GENERAL LOAD AT 400/6 25201 VA x. 4 10080 VA TOTAL NET GENERAL LOAD 20080 VA 2 12000 VAJNC 4500 VA SP,NV:0RD 1200 VA KW ELECTRIC HEAT 5000 VA 5 246 VA VA VA SUBTOTAL OF GENERAL LOAD 35201 VA FIRST 10 KVA OF GENERAL LOAD AT 1001/9 10000 VA REMAINDER OF GENERAL LOAD AT 400/6 25201 VA x. 4 10080 VA TOTAL NET GENERAL LOAD 20080 VA 2 TON HEAT PUMP #1 16.5 AMP X 240 VA = 3960 VA 2 TON HEAT PUMP #2 16.5 AMP X 240 VA = 3960 VA 5 KW ELECTRIC HEAT AT 65% 3250 VA 5 KW ELECTRIC HEAT AT 65% 3250 VA NET GENERAL LOAD 20080 VA NET TOTAL HEAT MEVA TOTALLOAD SVA CALCULATED LOAD FOR SERVICE 34500 VA 1240 V= 143.75 AMP 150 AMP SERVICE DESCRIPTION AS FURNISHED: Lot 97, THORNBROOKE PHASE .4, as recorded in Plat Book 81, Pages 70 thru 71, Public Records of Seminole County, Florida. PLOT PLAN FOR/CERTIFIED TO: Taylor Morrison of Florida, Inc. REM.- r. n NARCISSUS AVENUE (R/W VARIES) N 89058'38" E Z 40.00' 10' LANDSCAPE, WALL moo FENCE, UTILITY ESMT. AC 19.80' 19.80' LOT 97 COVERED ^ 15.7' PATI o; s.00' 14.3' 5.14' 5.00' 1949 ZONINf_.WDAT Ok to construct with setbacks and imperviousfamily home shown on pian• pervious area 2.00' 5.00' O eQPROPOSED FINISHED SPOT GRADE ELEVATION PER DRAINAGE PLANS V-' PROPOSED DRAINAGE FLOW LOT GRADING TYPE A PROPOSED F.F. PER PLANS - 25.6' PROPOSED GRADE PER CONSTRUCTION PLAN ENrar N 8 7' CONE W GARAGE PROPOSED RESIDENCE 0 r + I 71 SOFT. MODEL: DARUNGTON-A 139 SOFT. C1Q , SO.FT. 2 CAR GARAGE LEFT 20 SOFT. Fr 25.20' 18 SOFT. WALKWAY 70 LOT 96 p 0 IMPERVIOUS- 54.6 T CSH EASEMENT O LOT 98 C\? o nt SOD 1 177 Zn rT o O ^ V. CO"FICATE OF AUTHORIZATION NA 4S9I ' VDC/D •VOD° GTE I LMC/D • O O A5cr P.T. • POINT OF TANGENCY I nON O ClRT1l7EJ BY.' LATE ,ROCK No. It • RRAADIS LMC LENGTH D RELY PLOT PLAN 03-28-17 1280-17 5.00' 2.00' 5.00' O eQPROPOSED FINISHED SPOT GRADE ELEVATION PER DRAINAGE PLANS V-' PROPOSED DRAINAGE FLOW LOT GRADING TYPE A PROPOSED F.F. PER PLANS - 25.6' PROPOSED GRADE PER CONSTRUCTION PLAN 3' FLARES X. URB 8.8.) N 89°58' 38" E 40.00' RED ROSE LANE 50' R/W) TRACT I UTILITY & ACCESS AIW BUILDING SETBACKS: FRONT 25' REAR a 15' SIDE 5.0' SIDE CORNER a 10' 1_ 216.58'_ - 0( PC) LPI ENrar 3'x4' 8 7' CONE SOFT. GARAGE a 455 0 ENTRY 71 SOFT. 21.3' 139 SOFT. 16' DRIVE SO.FT. DRIVEWAY 20 SOFT. Fr 25.20' 18 SOFT. WALKWAY 70 SOFT. IMPERVIOUS- 54.6 10' U77L. ESMT. CSH EASEMENT 2,623 5' CONE. WALK 3' FLARES X. URB 8.8.) N 89°58' 38" E 40.00' RED ROSE LANE 50' R/W) TRACT I UTILITY & ACCESS AIW BUILDING SETBACKS: FRONT 25' REAR a 15' SIDE 5.0' SIDE CORNER a 10' 1_ 216.58'_ - 0( PC) LPI a 4,tlUU SU.FI. LIVING 1,467 SOFT. GARAGE a 455 SOFT. ENTRY 71 SOFT. LANAI 139 SOFT. BREEZEWAY - N/A SO.FT. DRIVEWAY 403 SOFT. A/C PAD 18 SOFT. WALKWAY 70 SOFT. IMPERVIOUS- 54.6 x CSH EASEMENT 2,623 SOFT. SOD 1 177 Zn rT CRUASENML'YLTR-SCOTT LX, ASSOC., INC. - LAND SURVEYORS/ R/W APRON SIDEWALKIDALK a 440 110 SOFT. SOFT. NOT PLOT PLAN ONLY* A SURVEY) 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 230 so.FT. NOTE$ 1. THE UNVDMW m DOES HEREBY CDMFY THAT THIS SURVEY MEETS THE STAN04RDS OF PRACTICE SET FORTH 6r THE FLOMOA BOARD Or CONCRETE /ORIENT PROPOSED INFORMATION SHOWN AREA 5.240 SO.FT. BASED ON SUPPLIED PLAN DRIVEWAY 513 SO FT'. AN INSTRUCTIONS PER SIDEWALK 270 SOFT. CLI NT(NOT FIELD VERIFIED) SOD 9 am Cr) OT CRUASENML'YLTR-SCOTT LX, ASSOC., INC. - LAND SURVEYORS/ LEGEND - LEGEND - r . PLAT PDi . POINT ON LINE 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436rr1ELD IAP. . IRON IP[ IR . IRON ROD TTP. • TYPICAL RA: • POINT Or REVERSE CIRVAIIAC RAIM COPOUND ppYATVRE NOTE$ 1. THE UNVDMW m DOES HEREBY CDMFY THAT THIS SURVEY MEETS THE STAN04RDS OF PRACTICE SET FORTH 6r THE FLOMOA BOARD Or CONCRETE /ORIENT RAD, RAA • RADIAL PROPESSOM SURWM" AND MAPPERS D' CH4.70 W -t? FLORIDM ADMINISTRA17W CODE PURSUANT TO SECOAN 472027, RDR/DA S7ATUIS SCSET LR. • t/2' IA. •/PLD Iy9CIQ* HIL . NON -RADIAL I UNLESS DAMSE'D ATI11 SONEYARS SIGNATURE AND ORIGINAL RAISED SCAL TARTS SURVEY LAP OR COPIES ME NOT VADA Or GLLC. CAL/ A TMS SURKY WAS PREPARED FROM TITLE WORU4MM FWINLSNW To TME SURVEYOR. THERE WY W OTHER RESTAICRpMS PPOOINTP.O.D. REGI NING P.D.E. POINT Or COMMENCEMENT f C WLT[EDINT PAX . PERMANCHRErERCWC /ONUMCMT OR EASEMENTS 11NT AFFECT DO PROPEW. 4. NO 10MMMM AMOAMEMS NAVE DEEM LOCATED UNLESS OTNERMTME SHOWN. ' CENRRLI/4 WD • NAI/ DISK fr. . rINls/tE0 rL00R t].E1 TIONISLDUILINGSETBACKLILAC A THIS SURVEY IS PROVACD FOR THE SOLE 609M Or THOSE COMMD TO AND SHOULD NOT Or REUED UPON OY ANI( 07MEA EMTnV. RIGHT -NT Nl D, pMEDSONS SHOWN EOR THE LOC11pM Of IMPROVEMENTS HEREON BLARED HOT BE USED lO REDONSIRUCI BOLTHDAIN LUftSCSHEASEMENT BASEIDIARK IL BASE PARING OE MM , SOW ASSUMED DATUM AND ON THE LINE SHOW AS BASE BEARING (B.d) DRATDRAIN DRAINAGE 6 CLLVATAXI& R SNOWIC ARE RASED ON NATIONAL GEODETIC OITUM Or 1929. UNLESS OM[RwLSE NOTED. UTI/. • CHALKY C. . CHAIN LINK rCtIC[ V. CO"FICATE OF AUTHORIZATION NA 4S9I ' VDC/D •VOD° GTE I LMC/D • POINT OF CURVATUREP.C. • POINT OF CURVATNE SI:ALE t- 1• . 20'--+ 1 DRAWN 6Y.- P.T. • POINT OF TANGENCY I nON qD ClRT1l7EJ BY.' LATE ,ROCK No. It • RRAADIS LMC LENGTH D RELY PLOT PLAN 03-28-17 1280-17 C • CHORD REVISED PLOT PIAN 05-31-2017 EI CHORD ,CARING NORTH THIS BUILDING/PROPERTY DOES. NOT UE WRHIN 7 THE ESTASUSHED 100 YEAR FLOOD PLANE AS PER 7TRM' TO .GRUSE EVER, Rj S./ 4714 ZONE 'X' AAP j 121170 0055 F. JAMES W. SCOTT, R.LS 4801 6 6 a a' 2 I Q-L7A-GIGI e_no_nn m m m m m m m m m _ (V f7 f'1 f7 f'Y') (7 f•1 f7 (L - m 7 m m m11nTYKKKMQ: Q_ K w Q: K K Qjx Q: M M Q: M K I II II II II I 1 11 II II I II II II III II II I II 1 1 1 n II I a------------------------------------------------------------------------.-,----m---.----------------------- 1 1 anF WPM r MAI 1%/MFm: tee: 1t F%2r%/1 1 i II risil''1''JZ•1'J• I' jl1 1 F 12 14 1%F F'O MCA, 1%1%i-- BRNG. If WAL/ i iij i 1 1' 1 i t c 1 1 1 I m m m m m m m m m _ (V f7 f'1 f7 f'Y') (7 f•1 f7 (L - m 7 m m m11nTYKKKMQ: Q_ K w Q: K K Qjx Q: M M Q: M K I II II II II I 1 11 II II I II II II III II II I II 1 1 1 n II I RECORD COPY J05 J06 J22 J23 J23 J23 J23 J23 J22 J06 J05 des DEARWG HE16HT SCHEDULE 9'-t4' 20'-3/4- O 0 Hanger List H1 HTU26 H2 THA422 NOTES: L) REFER TO IOD 41(RE(OMMENDATION5 FOR HANDLft WSTALLATION AND TEMPORARY DRAC1146) REFER TO EN6INEERE0ORAWIN6S FOR PERMANENT DRACING REWREO. 2.) ALL TRU55E5 (INCLIIDIN6 TRUSSES UFDER VALLEY FRAMING) MUST DE COMPLETELY DECKED OR REFER TO DETAIL VV5 FOR ALTERNATE GRACING REOOREMENT5. 5) ALL VALLEYS ARE TO DE CONVENTIONALLY FRAMED DY OUILDER 4 ) ALL TRU55ES ARE OES16NEO FOR 7 o c MAXIMIWJ 5PAUN6. UNLESS OTHERWISE NOTED 5) ALL WALLS SHOWN ON PLACEMENT PLAN ARE CONSIDERED TO DE LOAD DEARIN6. UiE%OTHERWISE NOTED 6) 5Y41 TRU55E5 MUST DE INSTALLED WITH THE TOP OEIN6 LIP. 7) ALL ROOF TW% HANGERS TO DE SMPSON HTU26tKE%OTHERWISE NOTED. ALL FLOOR TRU% HANGERS TO DE 5MP5ON THA422 LKES5 OTHERWISE NOTED. 6.) OEAWHEADERIL(NTEL (H)R) TO DE FURNISHED DY RLOER. SHOP DRAWING APPROVAL THIS LAYOUT IS TIW SOLE SOURCE FOR FADWAIION OF MARS AN) VODS ALL PREVOA6 AMECNRAL OR O1ffR TRUA LAYORS REVIEW ANT APNOVAL OF INS LAYOUT 14)5T DE RECEIVED DEFORE ANY TRIFfiES WILL DE INU VERIFY ALL C"I'M TO INSURE A6AMT 0IAN5E5 HNT WLL REIAU w EXTRA CHAMES TO YOU 9.4-tN 0Or01 ku W 1r F;w Builders FlrstSource Orlando PHONE 407-851-2100 FAX. 407-851-7111 Plant City PHONE 813.759-5951 FAX 813-752-1532 Taylor Morrison Homes n: Darlin4ton A LotXx 24-16 Rick a------------------------------------------------------------------------.-,----m---.----------------------- 1 tee: 1t1 i risil''1''JZ•1'J• I' jl1 1 14 r i iij i 1 1' 1 i t RECORD COPY J05 J06 J22 J23 J23 J23 J23 J23 J22 J06 J05 des DEARWG HE16HT SCHEDULE 9'-t4' 20'-3/4- O 0 Hanger List H1 HTU26 H2 THA422 NOTES: L) REFER TO IOD 41(RE(OMMENDATION5 FOR HANDLft WSTALLATION AND TEMPORARY DRAC1146) REFER TO EN6INEERE0ORAWIN6S FOR PERMANENT DRACING REWREO. 2.) ALL TRU55E5 (INCLIIDIN6 TRUSSES UFDER VALLEY FRAMING) MUST DE COMPLETELY DECKED OR REFER TO DETAIL VV5 FOR ALTERNATE GRACING REOOREMENT5. 5) ALL VALLEYS ARE TO DE CONVENTIONALLY FRAMED DY OUILDER 4 ) ALL TRU55ES ARE OES16NEO FOR 7 o c MAXIMIWJ 5PAUN6. UNLESS OTHERWISE NOTED 5) ALL WALLS SHOWN ON PLACEMENT PLAN ARE CONSIDERED TO DE LOAD DEARIN6. UiE%OTHERWISE NOTED 6) 5Y41 TRU55E5 MUST DE INSTALLED WITH THE TOP OEIN6 LIP. 7) ALL ROOF TW% HANGERS TO DE SMPSON HTU26tKE%OTHERWISE NOTED. ALL FLOOR TRU% HANGERS TO DE 5MP5ON THA422 LKES5 OTHERWISE NOTED. 6.) OEAWHEADERIL(NTEL (H)R) TO DE FURNISHED DY RLOER. SHOP DRAWING APPROVAL THIS LAYOUT IS TIW SOLE SOURCE FOR FADWAIION OF MARS AN) VODS ALL PREVOA6 AMECNRAL OR O1ffR TRUA LAYORS REVIEW ANT APNOVAL OF INS LAYOUT 14)5T DE RECEIVED DEFORE ANY TRIFfiES WILL DE INU VERIFY ALL C"I'M TO INSURE A6AMT 0IAN5E5 HNT WLL REIAU w EXTRA CHAMES TO YOU 9.4-tN 0Or01 ku W 1r F;w Builders FlrstSource Orlando PHONE 407-851-2100 FAX. 407-851-7111 Plant City PHONE 813.759-5951 FAX 813-752-1532 Taylor Morrison Homes n: Darlin4ton A LotXx 24-16 Rick Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTekRECORDCOPY RE: TB0097 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Taylor Morrison Project Name: TB0097 Model: Darlingon A Tampa, FL 33610-4115 Lot/Block: 97 Subdivision: Thornbrooke Address: City: Sanford State: Florida Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 139 mph Roof Load: 37.0 psf Floor Load: 55.0 psf This package includes 59 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date14/3/17 No. 118 Seal# =Truss Name I Date 1 T10790590 1 C01 S/ T10790607 F16 4/3/17 12 I T10790591 I CO2 14/3/17 119 I T10790608 I HR01 14/3/17 1 13 I T10790592 I F01 1 4/3/17 120 I T107906091 HR02 14/3/17 1 I4 1 T10790593 I F02 14/3/17 121 I T107906101 HR03 14/3/17 1 5 I T10790594 I F03 14/3/17 122 I T1 0790611 1 HR06 14/3/17 1 6 T10790595 F04 4/3/17 23 T10790612 J01 4/3/17 7 T10790596 F05 14/3/17 24 T10790613 J02 4/3/17 8 IT10790597 F06 4/3/17 125 T10790614 J03 4/3/17 9 IT10790598 F07 4/3/17 126 IT10790615IJ04 4/3/17 I 10 T10790599 F08 4/3/17 27 IT10790616IJ05 4/3/17 i t T10790600 F09 4/3/17 28 T10790617 J06 4/3/17 112 I T10790601 1 F10 14/3/17 129 1 T10790618 I J07 14/3/117 1 13 IT10790602IF11 4/3/17 130 T10790619 J08 4/3/17 1 I14 1T10790603I F12 14/3/17 131 1T10790620 J09 14/3/17 15 IT10790604 F13 4/3/17 32 T10790621 J10 4/3/17 16 1 T10790605 F14 4/3/17 33 ITIO790622 J11 4/3/17 I 17 IT10790606IF15 4/3/17 34 IT10790623IJ12 4/3/17 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource - Plant City. Truss Design Engineer's Name: Lee, Julius My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. J W ING SANEORD OFPAR r 4-' 949 JVS GEN 4869 •'; 0 i s,• OR1*••C-$ S/ Jullus Lee PE No.34W MITsk USA. Inc. R Cert 6634 6904 Parke East Bbd. Tampa R 33610 Data: Lee, Julius April 3,2017 1 of 2 RE: TB0097 - Site Information: Customer Info: Taylor Morrison Project Name: TB0097 Model: Darlingon A Lot/Block: 97 Subdivision: Thornbrooke Address: City: Sanford State: Florida No. Seal# Truss Name Date 35 T10790624 J13 4/3/17 36 T10790625 J14 4/3/17 137 I T10790626 I J15 14/3/17 I 138 I T10790627 I J22 14/3/17 1 139 I T10790628 I J23 14/3/17 1 140 1 T107906291 R01 14/3/17 1 141 1 T1 0790630 1 R02 14/3/17 1 142 1 T10790631 1 R03 14/3/17 1 143 1 T10790632 I R04 14/3/17 1 144 1 T1 0790633 1 R05 14/3/17 1 145 1 T10790634 1 R07 14/3/17 1 146 1 T107906351 R08 14/3/17 1 147 I T1 0790636 1 R09 _ 14/3/17 1 148 I T10790637 R10 14/3/17 i 149 1T107906381 R11 14/3/17 1 150 1T107906391 R12 14/3/17 1 51 1T10790640 1 R13 14/3/17 1 152 1T10790641 1 R14 14/3/17 1 153 1T10790642 1 R15 14/3/17 1 154 1 T1 0790643 1 R20 1 4/3/17 1 55 1 T10790644 I R21 4/3/17 561 T107906451 RF01 14/3/17 1 157 1 T107906461 RF02 14/3/17 1 158 I T107906471 V01 14/3/17 1 159 1 T1 0790648 1 V02 14/3/17 1 2of2 Job runs Truss woNply a truss system. Before use, the building designer must verify the appticobltty, of design paamelors afd properly Incoworole this design Inlo the overall buildlrfg design. listing Indk:aled K to rxevenl budding of kWNWual Intl web and/or chord members only. Additional temporary and permanent bnocing WOW 6 always required for slo b011y and to prevent collapse vAlh possible personal tMu+y and rxoperty, damage. For general guidance regarding the labrlcalbn storage, delivery, efecflon card boating of musses and Inns systems seeANSi/iPI l Quality CAforlo, DSB-89 and SCSI Building Component 6904 Parke E0sl Bivd. Safety Information OvallOble nom lutss Plate Institute. 218 N. Lee Sheet. Suite 312. Alexarvcldo. VA 22314 Tampa, FL 33610 710790590 TB0097 col GABLE 1 1 1755324001 Job Reference (optional) ou1.091e 1n51a0u,va..o P.. nam wy, rw„0u .- OM 1 2 28 27 26 25 3 4 r. _.. ...---"---... -._... _- ID:Zl7yacH3rgf5yObDEG68uz0Uf6-Nfu6EO51f0APDIhIZXFFmmo0950_BDxYRKIk 1 rzUPkz 0}1,1.8 Scale = 1:25.5 5 63x4 = 7 8 9 10 11 12 13 30 47 29 15 14242322212019is1716 30 = LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TOLL 40.0 Plate Grip DOL 1.00 TO 0.08 Vert(LL) We n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Ven( L) n/a n1a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) -0.00 17 n/a We BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight: 79 Ib FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 10-40 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 20 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10.40 oc bracing. OTHERS 20 SP No.3(flat) REACTIONS. All bearings 15-6-8. Ib) - Max Grav All reactions 250 Ib or less at)oint(s) 26, 14, 25, 24, 23, 22, 21, 20, 19, 18, 17, 16, 15 FORCES. (Ib) - Max CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) All plates are 1.5x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 14-0 oc. 5) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 140-0 oc and fastened to each truss with 3.10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) 'This manufactured product is designed as an individual building component. The suitability and use at 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 - Varf/y dedgn parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE MR -7473 rov. t0MWIS BEFORE USE. Design valld for use only.Wfh MllekO conneclors this design Is based ordy uron pmamelers shown and B tot an 91divkAlal building compor*nl, not wtatrusssystem. Before use, the building designer must verify the appticobltty, of design paamelors afd properly Incoworole this design Inlo the overall buildlrfg design. listing Indk:aled K to rxevenl budding of kWNWual Intl web and/or chord members only. Additional temporary and permanent bnocing WOW 6 always required for slo b011y and to prevent collapse vAlh possible personal tMu+y and rxoperty, damage. For general guidance regarding the labrlcalbn storage, delivery, efecflon card boating of musses and Inns systems seeANSi/iPI l Quality CAforlo, DSB-89 and SCSI Building Component 6904 Parke E0sl Bivd. Safety Information OvallOble nom lutss Plate Institute. 218 N. Lee Sheet. Suite 312. Alexarvcldo. VA 22314 Tampa, FL 33610 Job rushruSS type Oty Ply 5 6 7 6 710790591 T80097 CO2 Floor Truss 1 1 755324002 BCLL 0.0 Rep Stress Incr YES WB 0.03 18 17 Job Reference (optional) Of IP ID:Zl7yacff3rgf5yObDEG6BuzOUf6-Nju6EO51 jOAPDthiZXFFmmoOB5OyBDyYRKlk1 rzUPkz Scale = 1:17.0 4 02 LOADING (psi) 1 2 3 4 5 6 7 6 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(Q n/a Na 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 18 17 e e i BCDL 5.0 Code FBC2014lrP12007 Matrix) I I LUMBER- BRACING - TOP CHORD 20 SP No.2(llat) TOP CHORD Structural wood sheathing directly applied or 6.0-0 OC purlins, except BOT CHORD 20 SP No.2(llal) end verticals. I 16 I 15 14 13 I I 12 11 10 9 4 02 LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Verl(LL) n/a Na 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(Q n/a Na 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Hort(TL) 0.00 9 n1a n/a BCDL 5.0 Code FBC2014lrP12007 Matrix) Weight: 45 lb FT = 20%F, 11- E LUMBER- BRACING - TOP CHORD 20 SP No.2(llat) TOP CHORD Structural wood sheathing directly applied or 6.0-0 OC purlins, except BOT CHORD 20 SP No.2(llal) end verticals. WEBS 20 SP No.3(tlal) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(11at) REACTIONS. All bearings 9-0.7 Ib) - Max Grav All reactions 250 Ib or less at joint(s) 16, 9, 15, 14, 13, 12, 11, 10 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8) 1) All plates are 1.5x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) 'Semi-rigid pltchbreaks with fixed heels' Member end lixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNING - VV11y daslpn Parametara end READ NOTES ON THIS AND MOLUDED WEIf REFERANCE PAGE 0110-7473 rov. IDV=15 BEFORE USE Design votkd for use only with Mllef0 connectors. this design is txwd only ulm lNramelen stlovnl, and Is foi an individual Wilding component. not o buss syslem Before rise. the txdlding desigrtcr mf rsl vedy the appllcablity of design paicimelers and Ixoperly Incorporale this design Into the overall lxdtalng design Bracing Indicated Is to prevent bucldlrlg of IndWJucd In= web and/ot chord members only Ac"lloilal temporary and permanent bracing MiTek' Is always recpdred lot stalAlly and to prevent cdtq>se with posdUe personal k*,Fy and ptopeily damage. For general gtddalce iegaalrlg the Ic"IcallOn slorage. delivery. erection arnd bracing of trusses and Inns systems, seeMSVVI I Ouotly Criteria. DSB-89 and )CSI Building Component 6904 Parke East Blvd safety information avcOaMo Dom puss Rate Institute. 218 N. lee Street. Sidle 312, Mexanldo. VA 22314. Tempa. FL 33610 Jobuse CSI. TC 0.67 BC 0.75 WB 0.40 Matrix) Truss Type ty Ply BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 20 SP No.3(flat) 710790592 TB0097 1:0,1 Floor Truss 1 tI 1,5532400, BOT CHORD 13.14=0/1191, 12-13=0/1839, 11-12=0/2021, 10.11=0/1839, 9-10=0/1191 WEBS 2.14=-1390/0, 7-9=-1390/0, 7-10=0/539, 6.10— 490/0, 6-11=0/502, 5.11=-29310, 2-13=0/539, 3.13=-490/0, 3-12--0/502,4-12-293/0 Job Reference Ioptional) omrotna nrsrxuKV, —W.. riem any, -- —o 0.1.8 H2 6-0 1.3.0 2.3.8 ID-Zl7yactf3rgf5yObDEG681106f6-svSVSk6fUKl Fr 1 Gv7EmUlzKOcVbIIwaTM_11ZHzUPky 2.6.0 0,18 I 1:26.9 1.5x3 II 1.5x3 II 1.5x3 = 1.5x3 = 1.5x3 = 1 5x3 II 1.5x3 II 1.50 = 1 2 3 4 5 6 7 8 LOADING (psi) SPACING- 2-0-0 TCLL 40.0 Plate Grip DOL 1.00 TCDL 10.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC2014/TP12007 CSI. TC 0.67 BC 0.75 WB 0.40 Matrix) Design valid lot use only vAlh Mflek® conneclors irgs desltpt Is based orgy t4»n Ixuamelers shown, and Is to an Individual Wilding component. not DEFL. in (loc) Vdell Ud PLATES GRIP Verl(LL) -0.15 12.13 >999 360 MT20 244/190 Vert(TL) -0.20 12-13 >925 240 Horz(TL) 0.04 9 n1a We Weight: 82 lb FT = 200,19F, 11%6E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 20 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 14--834/0-7-4,9=834/0-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1530/0,3-4=-2021/0,4-5=-2021/0,5-6---2021/0,6-7=-1530/0 BOT CHORD 13.14=0/1191, 12-13=0/1839, 11-12=0/2021, 10.11=0/1839, 9-10=0/1191 WEBS 2.14=-1390/0, 7-9=-1390/0, 7-10=0/539, 6.10— 490/0, 6-11=0/502, 5.11=-29310, 2-13=0/539, 3.13=-490/0, 3-12--0/502,4-12-293/0 NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 30 MT20 unless otherwise Indicated. 3) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - Verify design paramolors and READ NOTES ON TMS AND INCLUDED NIrEK REFERANCE PAGE N8-7473 rev. 100MIS 6EFORE USE. Design valid lot use only vAlh Mflek® conneclors irgs desltpt Is based orgy t4»n Ixuamelers shown, and Is to an Individual Wilding component. not a inns system. Before me. the building designer mtnt verity the aprAlcabllly of design pcnamelers and property incorporate this doslgn Into the overall building design. Bracing Indicated is to prevent Iurek lrV of individual truss web and/of chord members orgy. Addillonal lempotary and permanent biackng Welk' Is always recitired Ia stability and to prevent collapse vAlh possible personal lr tsy and properly damage. For general guidance regarding he labrkallm storage, delivery, erection and bracbv of Intsses arta truss systems. seeANSI/TPI I Quality Criteria, DSO -89 and SCSI Building Component 6904 Pafke East Blvd. Safety Information ovalabte kom Lias Rate Institute. 218 N. Lee Street. Suite 312, Mexatdrla. VA 22314. Tampa. FL 33610 Builders FuslSoutce, Tornpo. Plant Coy. Florida 33566 0.1.5 H r 2-" r 16 15 1.5x3 II 1.5x3 = 1.5x3 = 7 640 s Apr 19 2016 MTek Induehres, nc Mon Pr age ID:Zl7yacff3rgf5yObDEG6BuzOUf6-svSVSk6fUKIFr l Gv7EmUIzKR5VcSwaYhl 11ZHzUPky 1.11.12 1.5x3 II 1 5x3 II 2-6-0 010 1:26.3 1.5x3 II 1 5x3 = 3x6 = 17 41P LOADING (psf) III Truss Type Qty ply T,o7eos93 780097 F02 Floor Truss 11 Vert(LL) -0.13 755324004 TCDL 10.0 Lumber DOL 1.00 BC 0.70 Verl(TL) -0.17 Job Reference (optional) 1 A 03 14'34 41 2017 P 1 Builders FuslSoutce, Tornpo. Plant Coy. Florida 33566 0.1.5 H r 2-" r 16 15 1.5x3 II 1.5x3 = 1.5x3 = 7 640 s Apr 19 2016 MTek Induehres, nc Mon Pr age ID:Zl7yacff3rgf5yObDEG6BuzOUf6-svSVSk6fUKIFr l Gv7EmUIzKR5VcSwaYhl 11ZHzUPky 1.11.12 1.5x3 II 1 5x3 II 2-6-0 010 1:26.3 1.5x3 II 1 5x3 = 3x6 = 17 41P LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.58 Vert(LL) -0.13 10-11 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.70 Verl(TL) -0.17 10.11 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.04 9 n1a n/a BCDL 5.0 Code FBC2014lrP12007 Matrix) Weight: 82 Ib FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 20 SP No.2(llat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flal) end verticals WEBS 20 SP No.3(flal) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing REACTIONS. (Ib/size) 9=814/0-3-8,14=820/0-7-4 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1497/0,3.4=-1960/0,4-5=-1960/0,5-6=-1960/0,6-7=-151310 BOT CHORD 13-14=0/1168, 12-13=0/1795, 11.12=0/1960, 10-11=0/1806, 9-10=0/1189 WEBS 2.14=-1363/0, 7.9=-1374/0, 7-10=0/515, 6-10=-464/0, 6-11=-14/453, 5-11_ 261/0, 2-13=0/523, 3-13=-474/0, 3-12= 3/464, 4-12=-266/0 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 30 MT20 unless otherwise indicated. 3) Bearing at joint(s) 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula Building designer should verity capacity of bearing surface. 4) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with 3-10d (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.' Q WARNWO - VmUy dedpn pwwoW ra and READ NOTES ON INS AND WCLUDED AMK REFERANCE PAGE ND -7473 rev. fOrMWIS BEFORE USE Design valid for use orgy with fA1ek0 connectors. rots design Is based only upon rxnamelers sinown. and Is for an individual building component. not a truss system. Before use, the building designer must verity the applicobllN of design Mametars and property Incorporoto M design Into the overall building design. Bracing Indicated Is to prevenl buckling of Individual truss web and/or chard members orgy. Additional temporary and permanent bracing MiTek' Is always required for s"Ally and to prevent collapse vAth possible personal Injury and property damage. for general guidance regarding the lobrlcatlon. storage. dellvery, ciectlon and bracing of Irussos and Inns systems. seeANSI/IPI I Quality CAterto, 056.89 and SCSI Bu iftq Component 6904 Parke East Blvd Safety information available from buss Plate Institute. 218 N. lee Sheol. Suite 312. Pdexarxdrlo. VA 22314 Tampo. Fl 33610 Job ruse Trust, Type OtyPly BRACING - TOP CHORD 2x4 SP No.t(Ilat) TOP CHORD Structural wood sheathing directly applied or 5.0.0 oc pudins, except BOT CHORD 20 SP M 31 (flat) end verticals. WEBS 2x4 SP No.3(llat) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. T1079VA4 Ta0097 F03 Flow Truss 1 t 005 WEBS 7-9=-1549/0, 2-14-1191/0, 7-10=0/1237, 2-13=0/875, 6-10=-1149/0, 3-13— 868/0, 4-12= 336/0, 3-12=0/1020, 6.11=-205/525 Job17SRJobReference (optional) 7 MCI s Ant 192016 MRek lndushim. Im- Mon Apr 03 14 34 42 2017 Pace punusia ruaraw,e. tan,yu, r,u,n vnr.nwa w.tw ._ _ _ _ ID:ZI7yac113rgI5y0bDEG68uz0U16•KSOt146HEd06TBr511xHpBtW rvxBl_IruenrSlaUPla 0.1.8 1.3.0 2.6-0 1.11.12 2-6-0 Oil re H i SCA3 .1:26.3 1 5x3 11 1.5x3 = 1.5x3 II 1.5x3 = 4x6 = 3x6 = 1.50 11 1.5x3 11 30 = 4x6 = t 5x3 = 1 2 3 4 5 6 7 a 3x4 = 4x6 = 30 = 3x4 = 4x6 = 3x6 = 17 41P LOADING(psf) SPACING- 2.0.0 CSI. TCLL 40.0 Plate Grip DOL 1.00 TC 0.96 TCDL 10.0 Lumber DOL 1.00 BC 0.67 BCLL 0.0 Rep Stresslncr NO WB 0.59 BCDL 5.0 Code FBC2014/TP12007 (Matrix) DEFL. in (loc) I/dell Ud Ven(LL) -0.25 10-11 >723 360 Vert(TL) -0.35 10.11 >507 240 Horz(rL) 0.04 9 n/a nta PLATES GRIP MT20 244/190 Weight: 82 Ib FT = 20%F, 11 Q% LUMBER- BRACING - TOP CHORD 2x4 SP No.t(Ilat) TOP CHORD Structural wood sheathing directly applied or 5.0.0 oc pudins, except BOT CHORD 20 SP M 31 (flat) end verticals. WEBS 2x4 SP No.3(llat) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (Ib/size) 9=1201/0-3-8,14=956/0-7-4 FORCES. (Ib) - Max. Comp./Max. Ten -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1323/0, 3-4-2626/0, 4-5=-2626/0, 5-6=-2626/0, 6-7=-1811/0 BOT CHORD 13-14=0!772, 12-13=0/1870, 11-12=0/2626, 10.11=0/2535, 9-10=0/1033 WEBS 7-9=-1549/0, 2-14-1191/0, 7-10=0/1237, 2-13=0/875, 6-10=-1149/0, 3-13— 868/0, 4-12= 336/0, 3-12=0/1020, 6.11=-205/525 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) 'Semi-rigid pitchbreaks with fixed heels' Member end lixiy 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 310d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 523 Ib down at 11-3-0 on top chord. The designtseleclion of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the lace of the truss are noted as front (F) or back (B). 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 9-14=-10, 1.8-100 Concentrated Loads (Ib) Vert: 6=-523(F) Q WARNING - Ve dry dedyn pernmetwo and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M&7473 ray. IM302015 BEFORE USE Design valid for use only vAth Mllek® connectors. lnls design Is bawd only ur»n Mameters shown, and Is lot an Individual huAdIng cornponenl. not a lutss system. Below use, the Ixlidirlg designer must verily the apr IIcc*Ally of design paiamelers and Ixoperly Ird:orpololo this design Into the overall building design. Bracing trdicated Is to prevent buckling of Individual truss web and/or chord membxrs only. Additional temporary and permanent Ixocing MOW Is always required lot stability and to prevent collapse wllh po%Me personal blfuy and property damage. For general guidance regardIng the latx1colkm storage, delivery, erection and bracing of trusses and in= systems woANSVWI I Cuotily Cdledo, DSB-89 and SCSI Building Component 6904 Pork* East Blvd Safdh Information avdkille from buss Plate Institute. 218 N. Lee Street. Sulle 312. Mexandda. VA 22314. Tempo. FL 33610 Job FUS Truss Type ty PLATES GRIP MT20 244/190 Weight: 61 Ib FT = 20%F, I I%E LUMBER- BRACING - Is always iecitbod for stability and to prevent collapse wllh posb ie personal Oirsy and rrol>erty damage. For general gtldatce ieg®dkng the lab lIcailon. storage. delivery, OrOCtlorn and bracing of Irtmes and inns syslerns, soeANSI/FPI I Quality Criteria, DSO -89 and BCSI Wilding Component TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc purlins, except BOT CHORD 2x4 SP No.2(llat) 710790595 TB0097 F04 Floor Truss 1Pt/ 1 1755324006 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1031/013-4=-1031/0,4-5=-1031/0,5-6=-408/0,6-7=-416/0 Job Reference (optional) wmraararnwa+u,w., ,ny., I—.- -Y' I-- 1 vywl3Nruenr5kzUPkx 0.1.8 H r 2.6.0 2.6.0 1.8.4 I i3.0 0 Scale . 1:19.9 4 3 1.5x3 II 1.5x3 = 1.5x3 = 30 = 1.5x3 II 1.50 II 3x4 = 30 = 3x6 II 1 2 3 4 5 6 7 3x4 = LOADING (psi) SPACING- 2-0-0 TCLL 40.0 Plate Grip DOL 1.00 TCDL 10.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC2014frP12007 CSI. TC 0.63 BC 0.62 WB 0.29 Matrix) DEFL. Vert(LL) Verl(TL) Horz(R) in (loc) Well Ud 0.12 11.12 >999 360 0.26 11-12 >501 240 0.03 7 n/a Na PLATES GRIP MT20 244/190 Weight: 61 Ib FT = 20%F, I I%E LUMBER- BRACING - Is always iecitbod for stability and to prevent collapse wllh posb ie personal Oirsy and rrol>erty damage. For general gtldatce ieg®dkng the lab lIcailon. storage. delivery, OrOCtlorn and bracing of Irtmes and inns syslerns, soeANSI/FPI I Quality Criteria, DSO -89 and BCSI Wilding Component TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc purlins, except BOT CHORD 2x4 SP No.2(llat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (lb(size) 7=595/0-3-8,12=59510-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1031/013-4=-1031/0,4-5=-1031/0,5-6=-408/0,6-7=-416/0 BOT CHORD 11-12=Of784, 10.11=0/1031, 9.10=0!784 WEBS 2-12=-915/0, 2.11=0/369, 7-9=0/615, 5.9=-598/0, 5-10=0/487, 4-10=-273/0 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 5) CAUTION, Do not erect truss backwards. 6) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING. Vod/y dodpn panmofers and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE Me -7473 rev. rfY MIS BEFORE USE. Design valkl for use only vAlh Mllek®conneclois. this ciesIM Is based orgy upon lotanelers grown. and Is for an Individual bulding componenl. not a lit= system. Belore use, the b rill" g closlgner mint verify the aWicablly of design mamelers and property trtcoipomle atk design into the overall btDding dosign. 9acing axBcoted Is to Irevenl buckling of lndWud truss web and/or chord members only. Addltlond temporary and permanent braclry WOW Is always iecitbod for stability and to prevent collapse wllh posb ie personal Oirsy and rrol>erty damage. For general gtldatce ieg®dkng the lab lIcailon. storage. delivery, OrOCtlorn and bracing of Irtmes and inns syslerns, soeANSI/FPI I Quality Criteria, DSO -89 and BCSI Wilding Component 6904 Parke East Blvd Safety Information avaaable born truss Rate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type ry DEFL. 77 77 loc) i L/d TCLL 40.0 Plate Grip DOL 710790596 780097 FOS Floor Truss 1ply 1 1755324007 TCDL 10.0 Lumber DOL 1.00 BC 0.61 Verl(TL) Job Reference (optional) DYIIYOIO rniwwY,e. ,Y„yw rw,n vur. w„Yo ..wv,. 0.1.8 H 1 2.6-0 2 1 1.5x3 II 1 5x3 = 1.5x3 = 30 = 1 2 I D:Zl7yacff3rg15yObDEG6Buz0Ull-l-olaFtP7v?xYz4LPH EfoyNOOITJIKOWw_71 W PdAzUPkw 1.10-12 1-3-0 OL16 Scare l. 1:19.6 1.5x3 II 1.5x3 II 1.5x3 II 30 = 1.5x3 = 3 4 5 6 30 = LOADING (psi) SPACING- 2-0.0 CSI, DEFL. 77 77 loc) i L/d TCLL 40.0 Plate Grip DOL 1.00 r Vert(LL) 0.15 LQ 9 a 30 30 = LOADING (psi) SPACING- 2-0.0 CSI, DEFL. In loc) I/dell L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0.72 Vert(LL) 0.15 9.10 917 360 TCDL 10.0 Lumber DOL 1.00 BC 0.61 Verl(TL) 0.28 9-10 468 240 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.02 7 n/a n1a BCDL 5.0 Code FBC2014/TPI2007 Matrix) LUMBER- BRACING - TOP CHORD 20 SP No.2(Ilaq TOP CHORD BOT CHORD 20 SP No.2(Ilaq WEBS 2x4 SP No.3(Ilat) BOT CHORD REACTIONS. (lb/size) 7=603/0-3-8, 10=610/0-7-4 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1079/0,3-4=-1079/0,4-5=-1079/0 BOT CHORD 9-10=0/808,8-9=0/1079.7-8=0/827 WEBS 2-10=-94310,2-9=0/404,5-7=-954/0.5-8--0/499,4-8---295/0 3X6 = PLATES GRIP MT20 244/190 Weight: 61 Ib FT = W%F, I I%6E Structural wood sheathing directly applied or 6-0.0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNWO • Wy dosrpn paramsfors and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE MO -7473 mv. 149M1S BEFORE USE Design valid for use only with Welr®conneclors. lltk desVn Is bated orgy upon paanelers slwwn. and Is for an Individual bolding component, not o Inas system. Bolore use. the bt*dhg designer mtnl verify the applicability of design paamelors and properly Incorporate 8tls doslgn Into the overall building design. Racing Indlcated Is to prevent buckttng of IrxlIMual Inas web and/or chord members only. Addttlortol temporary and permanent txocing WOW Is always recpdred for stablllly and to prevent collapse wllh possible personal btlray aril property damage. ror general Qtddatce regWiing the labricatton, storage, delivery, erection curd Lxoclng of Irusses and Inas systems seoANSI/1Pt1 Quality Crllerto, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information ovalk"e from truss Plate Institute. 218 N lee Street. Suite 312. Nexandrb. VA 22314. Tampa, FL 33610 Job russ Truss Typety WOW LOADING (psi) 710790597 TBOO97 F06 Floor Truss 110 t 1755324009 Vert(LL) -0.19 25-26 >699 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.70 Job Reference o trona) w n .e ..t_,. ,__._•..-_ ,-- — • 0— • ouaw•a rna•wv o. •vyv, r w••, vvr. • w.wv vwvv ID:Z17yaclf3rgf5y0bDEG6Buz0Ut6-oleFlP7v7xYz4 LPH EtoyNOOrBJGpOS7_71W PdAzUPkw 0.1.8 H 26-0 2.6.0 1 9, 1.3-0 I 2_60 i 26-0 i I98 2 2-6-0 c le .1:52.0 1.5x3 II 1.5x3 II 1.5x3 = 1.5x3 = 1.54 = 1.5x3 II 1.50 II 1.5x3 11 44 = 34 FP= 1.5x3 II 1.5x3 11 1.5x3 = 1 2 3 4 5 6 7 a 9 10 11 12 13 14 3115 26 27 26 25 24 23 22 21 20 19 16 17 16 3x6 = 3x6 FP= 4x6 = 11.3.4 29.10-8 30 29 Plate Olfsets (X Y) 118.0 1 8 Edgel 119.0-1-8 Edge) 124.0.1.8 Edgel 125.0.1-8 Edge] WOW LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.93 Vert(LL) -0.19 25-26 >699 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.70 Ven(TL) -0.37 25-26 >361 240 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.06 16 We rUa BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 154 Ib FT = 20%F, 11%6E LUMBER- BRACING - TOP CHORD 20 SP No.2(11al) 'Except' TOP CHORD 1-8: 20 SP No. 1(flat) BOT CHORD 20 SP N0.2(flat) 'Except' BOT CHORD 16-22: 20 SP No. 1(flat) WEBS 2x4 SP No.3(flat) REACTIONS. (lb/slze) 16=945/0-7-4,23=1802/0-4-0,26=498/0-7-4 Max Grav16=963(LC 7), 23=1802(LC 1), 26=588(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-992/165, 3-4=-992/165,4-5=-992/165, 5.6=0/1022, 6-7=0/1022, 7.8=-1498/0, 8-9=-1498/0, 9-10=-2306/0, 10.11=-271510,11-12=-2715/0,12-13=-2715(0, 13-14=-185510 BOT CHORD 25-26/774, 24-25= 165(992, 23-24=-443/685, 22-23=0/956, 21-22=0/956, 20-21=0/2007, 19-20=0/2589, 18.19=0/2715, 17-18=0/2273, 16-17=0/1401 WEBS 6-23=-299/0,2-26=-90310,2-25---206/255,5-23=-1099/0, 5-24=0(734,4-24=444/0, 14-16=-1635/0, 14-17=0/721, 13-17=-664/0, 13.18=0/628, 7.23=-1830/0. 7.21=0/911, 9-21=-863/0, 9-20=0/522, 10-20=-508/0, 10.19=-66/485, 11-19=-251/0 Structural wood sheathing directly applied or 2-2.0 oc pudins, except end verticals. Rigid ceding directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 24-25,23-24. NOTES- (6) 1) Unbalanced Iloor live loads have been considered for this design. 2) All plates are 30 MT20 unless otherwise indicated. 3) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means 5) CAUTION, Do not erect buss 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 WARN/NG . Vmfly design psrsmetent and READ NOTES ON THIS AND INCLUDED UREK REFERANCE PAGE MD -7473 rev. ID•O"01 S BEFORE USE Design valld lot use only with Mllek® connectors. Ihls design Is based only upon paameters shown, and Is lot an IndNkhxi budding component, not a firms system. Before use, the bJk9ng designer must verity the ap Alcabllty of design paamelors and pnopely I ncor orate this design Into the overallAddlllotlaltemporaryandpermanentbracing WOWbuildingdesign. lkochg Indicofed Is to ptevenl bucklUp of individual tnra web and/of chord members only. Is always required for stability and to prevent collapse wllh possible personal tipsy and property damage. For general guidance iegadng the la bricabion, storage. dellvary, eiecllon and txoctng of Inrsses and Iniss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Pork@ East Blvd. Solely Information avalk"a from huss Rote Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tamps. FL 33610 Job russ Truss Type 0ty Ply TC 0.84 Vert(LL) -0.25 17-18 >784 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.86 Vert(TL) -0.38 17-18 >523 240 710790508 TB0097 F07 Floor Truss 1 1 1755324009 Weight: 154 Ib FT = 20' F, I I%E LUMBER- BRACING - TOP CHORD 2x4 SP No.1(Ilat) TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins, except Job Reference (optional) ourroers rnsraouwe. ,erryo. .... wy. rwnve u.oo 0.1.8 H 2-6-0 z -e -o 1.5x3 II 1.5x3 = 1 5x3 = j 1 cj 28 ay{ l 27 26 ID:Zl7yacff3rgf5yObDEG6Buz0U16-GU7d418XmFpgiV_UoMJBwcyulraY7wEi1VI y bPkv 2.6.0 2.6-0 2.3.82.6.0 2.6.0 1 8 1:52.0 1.5x3 II 1 5x3 II 1.5x3 11 3x6 FP= 1 5x3 II 1.5x3 II 2 3 4 5 6 7 89 10 11 12 13 14 1.5x3 II 1 5x3 = 1.5x3 = 3115 25 24 23 2221 20 19 18 17 16 3x6 FP= 3x6 = 30 29 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Wall Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.84 Vert(LL) -0.25 17-18 >784 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.86 Vert(TL) -0.38 17-18 >523 240 BCLL 0.0 Rep Stresslncr YES WB 0.46 Horz(TL) 0.05 16 We n1a BCDL 5.0 Code FBC2014lrP12007 Matrix) Weight: 154 Ib FT = 20' F, I I%E LUMBER- BRACING - TOP CHORD 2x4 SP No.1(Ilat) TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins, except BOT CHORD 20 SP No.1(flat) end verticals. WEBS 2x4 SP No.3(llat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except - 6 -0-0 oc bracing: 22-23,20-22. REACTIONS. (ib/size) 16=82610-7-4,22=179610-4-0,26=62310-7-4 Max Grav 16=856(LC 7), 22=1796(LC 1), 26=680(LC 10) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1359/0,3-4=-1359/0,4-5=-1359/0,5-6---1006t28, &7=0/1040,7-8--0/1040, 8-9=-1297/0, 9-10=-1297/0, 10-11=.210510,11-12=-2105/0,12-13=-2105/0, 13.14_ 160610 BOT CHORD 25-26=0/928, 24-25=0/1359, 23.24=0/1262, 22-23=-154/728, 21.22=-87/876, 20-21=-87/876, 19-20=0/1727, 18.19=0/2105, 17-18/1930, 16.17=0/1228 WEBS 7-22=-262/0, 2-26=-108310, 2-25=0/504, 6.22— 1343/0, 6-23=01555,5-23=-539/0, 5-24=0/424, 14-16=-1433/0, 14-17=0/601,13-17=-515/0, 13-18=-39/276,8-22=-1606/0, 8-20=0!717, 10.20=-743/0,10-19/755, 11-19=-409/0 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 30 MT20 unless otherwise indicated. 3)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with 3.10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNING - Velly design parenetas and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 10.7473 rev. IWV3101S BEFORE USE Design valki for use only vAth Mllek® connectors. INs design Is based only upon parameters shown, and Is lop an kxlMdual txDtling component not a ktrs system. Before use, the building desioner must verify the a ,411cabFity at design poramelers and properly incorporate IhIs design Info the overall btddng design. Bracing Indicated Is to prevent budding at kldivi ual buss web and/or chord members only. Addlilonal lemporary and permanent bracing M iTek' Is always required for sbob lity and to prevent collapse wllh possible persorxd h>fuy and p>toperly danoge. For general guidance pegaUng the slopage, delivery. ejection and brackng of Misses and In ss systems soeANSI/IPI I Qualify Cdterlo, DSB-89 and SCSI Building Component 6904 Parks East Blvdlabrdalbn, Safety Information available koro buss Wife kntitule. 218 N. Lee sheet. Suite 312. Alexandria. VA 22314. Tanpa. FL 33610 Jobruss 2.0.0 TrUSS Typety DEFL. in Fly PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.89 Vert(LL) -0.20 T,o79osee T80097 FOB Fi401Truea 110 1 1755324010 23-24 >418 240 BCLL 0.0 Rep Stress Incr YES Job Reference (optional) 111.1-1- .,,y.. . ro .. -x. ... 0.1.8 H 216A 2!— 3 1 ID:Zl7yacti3rg15yObDEG6Buz0UI6-kgMH599XYohKeZgM4rOSpV3F6wusN9Hab7 Vi2zUPku 11-3F- —+-0-i 1 1.3 t 3-0 0.1.8 Sole . 1:52.0 1.5x3 11 1.5x3 II 1.5x3 = 4x6 = 1.5x3 = 1 5x3 = 1.5x3 II 1.5x3 II 1.5x3 II 34 FP= 1.5x3 II 1.5x3 II 1.5x3 = 1 2 3 4 5 6 7 8 8 10 11 12 13 2914 26 25 24 23 22 21 20 19 18 17 16 15 34 FP= 4x6 = 3x6 = 28 q 27 LOADING (psf) SPACING- 2.0.0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.89 Vert(LL) -0.20 23-24 >761 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.86 Ven(TL) -0.36 23-24 >418 240 BCLL 0.0 Rep Stress Incr YES WS 0.48 Horz(TL) 0.06 15 We Na BCDL 5.0 Code FBC2014lrP12007 Matrix) Weight: 151 Ib FT = 20%F, 1 "19E LUMBER- BRACING - TOP CHORD 20 SP No.2(Ilal) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 20 SP No.2(tlal) end verllcals. WEBS 2x4 SP No.3(11al) BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing, Except: 6-0-0 oc bracing: 21-22. REACTIONS. (Ibtsize) 1 5=85310-7-4, 21=1791/0.5-11, 24=602/0.7-4 Max Gravl5=893(LC 7), 21=1791(LC 1), 24=651(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2.3-1231/0, 3-4=-1231/0,4-5=-1231/0, 5.6=0/1048, 6.7=0/1048, 7-8=-1491/0, 8.9=-1491/0, 9-10=-2351/0, 10-11=-2351/0,11-12=-2351/0,12-13---1687/0 BOT CHORD 23-24--0/876,22-23--0/1231, 21-22=-245t646,20-21=0/1039,19-20--0/1039, 18.19-0/1912, 17-18=012351, 16-17=0/2049, 15-16-0/1287 WEBS 6-21=-281/0,2-24=1022A 2-23-38/414, 5-21=-123310, 5-22=0/836, 4-22=-351/0, 13-15=-1501/0,7-21=-1681/0,7-19=0/797,9.19- 768/0, 13.16=0/637,12-16- 575/0, 12-17=-30/428, 9-18_-0f718,10-18=-27610 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise Indicated. 3) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 slrongbacks, on edge, spaced at 10-0.0 oc and fastened to each truss with 3•10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 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 - VMfy dedpn pwimsfars and READ NOTES ON TRIS AND WCLUDEO N7rEK REFERANCE PAGE M67473 rev. 100MIS BEFORE USE Design valid for use only wim A4llek® connectors. This design Is based orgy upon paamelers shown, and is lot an Individual bulding componenl. not a Buss system. Before use. the briding designer mint verily the applicablity of design parameters and properly Incorporate gds design Into the overall bidding doslgn. &acing Indicated is to prevent buckling of individual truss web and/or chord members orgy. Additional temporary and permanent braeing MiTek' Is always regtlied lot stabIIlty, and to prevent collapse wllh possIIde personal IMay and property Homage. For general guidance regarding Vie fabrk;cIlm slorago, delivory. eiecflon and bracing of Inisses and Inrss systems seeANSIMl Quality Criteria, DSII -89 and SCSI Iluliding Component 6904 Parke East Blvd. Safety =Mallon ovaltable nom truss Plate Institute. 218 N. leo Street. Sulle 312. Alexandria. VA 22314. Tempa. FL 33610 Job russruss ype ryply loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.88 Ven(LL) -0.22 17-18 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 710780600 TS0097 F09 FloorTrusS 1 1 155324011 Horz(rL) 0.07 16 We We BCDL 5.0 Code FBC2014ITP12007 Matrix) Job Reference(optional) 0.1.8 H 2-6-0 2.6.0 1-6-11 11 1-3-0 2 21-- —I 1.5x3 II 1.5x3 = 1.5X3 = 1 S( 28 1q 27 1.5x3 I' 1.Sx3 II 1.Sx3 II 4x6 = 3x6 FP= 2 3 4 5 6 7 8 9 ID:Zl7yacf13rgt5yobDEG6Buz0U16-0iFOVR9nIsxYxo8swnM1712EBW E8bpRQpFI3EVzUPk1 2-2-5.1 i 2-6-0 1.5x3 I1 1.5x3 11 10 11 12 13 2 59c Ie. 1:52.0 1.5x3 II 1.50 = 1.5x3 = 14 3115 30 4 29 26 25 24 23 22 21 20 19 18 17 16 3x6 = 3x6 FP= 4x6 = LOADING (psi) SPACING- 2.0-0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.88 Ven(LL) -0.22 17-18 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.98 Vert(TI-) -0.33 25-26 >364 240 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(rL) 0.07 16 We We BCDL 5.0 Code FBC2014ITP12007 Matrix) Weight: 154 Ib FT = 20%*F, 11%E LUMBER- BRACING - TOP CHORD 20 SP No. 1(flat) TOP CHORD Structural wood sheathing directly applied or 2.2-0 oC purlins, except BOT CHORD 20 SP No.2(Ilal) end verticals. WEBS 20 SP No.3(I1at) BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/slze) 16=948/0-7-4, 23=1864/0.5-11, 26=434/0.7-4 Max Grav 16=961 (LC 7), 23=1864(LC 1), 26=548(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3---859/305,3-4=-859/305,4-5=-859/305,5-6=0/1 198, 6-7=0/1198, 7-8=-1307/0, 8-9=-1307/0,9-10=-2187/0, 10-11=-269810,11-12=-269810,12-13=-2698/0, 13-14=-1851/0 BOT CHORD 25.26=-57/710, 24-25-305/859, 23-24=-612/563, 22-23=0!728, 21-22=0/728, 20.21=0/1854, 19-20-0/2509, 18-19=0/2698, 17-18=0/2267, 16.17=0/1398 WEBS 6-23=-299/0, 2-26-828/66, 2-25=-290/174, 5-23=-1162/0, 5-24=0!765, 4-24-456/0, 14-16— 1632/0, 7-23=-1897/0, 14-17/720, 13.17=-660/0, 13-18=0/621, 7-21=0/956, 9-21=-908/0, 9-20=0/562, 10-20=-55210,10-19--0/561, 11-19=-316/0 NOTES (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 30 MT20 unless otherwise Indicated. 3)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. 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.' 0 WARNING • Verify dedyn parameters and READ NOTES ON THIS ANDWCLUDED MrrEK REFERANCE PAGE A0167473 rev. 1d03101S BEFORE USE Design valid for use orgy W tin MIlek®Conneclois. Inds ciesign Is Ixtsed only upon Diameters sliovfi , and ts la on Individual building comlonenl, nor o huss sys em. Beloro use, She txrlldlng designer must ve4ty the %3Alcob6lN of design Ixtramelers and Ixororly IncoiMicile this doslpn Into the ovemrl IxAding doslgn. &acing indicated Is to rxevenl buckling of IndlvIclual Inns web aril/or chord members only. Adclillorxsl lomporary and pennanonl Ixacing MiTek' Is always iegrdlod for stablilly and to rxevenl collapse wllh possMe personal kt)say and Ixoperiy damage. nor general guidance regadlng the labilcallm storage. delivery, erectkxl and txacing of misses and muss systems. seeAN51/rPl l CuaBty Criteria, DSB-89 and BCSI Building Component 6904 Pmke East Blvd. Safety Information ovatlabie horn buss Plate Institute, 218 N. Lee Street. Sidle 312, Alexandria. VA 22314. Tampa. FL 33610 Job rubs Truss Typeb710790601 DEFL. in (loc) I/dell Ud PLATES 780087 F10 FIDotTtusa 110 t 755324012 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.80 Job Reference(optional) 0101.0915 ruawvurce, ...W.. earn —Y. r,v — uvvv 0.1.8 H 2.6.0 , 1-3-02-0-11 1 2-6-0 i2-6-0 15x3 11 1.5x3 = 1.5x3 = 1 28 28 1.5x3 II 1.5x3 11 4x6 = 2 3 4 5 6 ID:Zl7yac113rg15y0bDEG6BuzOUf6-CtFOVR9nlsxYxoSswnM1'r 12DaW H5boTOpF13E VzUPkt 26-0 t 1 3x6 FP= 1.5x3 II 1.5x3 II 7 a 9 10 11 12 2.6-0 1.8 ScVIe . 152.0 1.5x3 II 1.5x3 = 4x6 = 1.5x3 = 13 14 3215 27 26 25 24 23 22 21 20 19 18 17 16 1.5x3 II 3x8 = 3x6 FP= 4x6 = 3x6 = 4x6 = 31 q 30 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.92 Ver1(LL) 0.27 20-21 >926 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.80 Veri(TL) 0.43 20-21 >588 240 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(rL) 0.09 16 n/a We BCDL 5.0 Code FBC2014lrP12007 Matrix) Weight: 155 Ib FT = 20919F, 11%E LUMBER- BRACING - TOP CHORD 20 SP No 2(Ilat) 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except 1-8: 2x4 SP No.l(flal) end verticals. BOT CHORD 20 SP No.2(Ilat) 'Except' BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing, Except: 16-22: 20 SP No.1(flat) 6.0-0 oc bracing: 26-27,25.26,24-25. WEBS 20 SP N0.3(flat) REACTIONS. (Ib/size) 16=1079/0-74.24=1847/0-5-11,27--319/0-7-4 Max Uplift27=-38(LC 4) Max Gravl6=1092(LC 7), 24=1847(LC 1), 27=447(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-543(369, 3-4=.543/369.4-5--0/1059, 5-6=0/1059, 6-7=-1715(0, 7-8=-2751/0, 8-9=-2751/0,9-10=-350010, 10.11=-3500(0, 11-12=-350010,12-13=-3019/0, 1314=-2171/0 BOT CHORD 26.27=-138/533, 25.26=-369/543, 24-25=-369/543, 23-24=0/1072, 22-23=0/2328, 21-22=0/2328, 20-21=0/3145, 19-20=0/3500, 18-19=0/3331, 17-18=0/2697, 16.17=0/1614 WEBS 2-27=-623/161, 4-24=-116010.2-26---356/15,14-16=-1883/0,6-24=-2114/0, 6.23=0/1060, 7-23=-1015/0, 7-21=0!702, 9-21=-660/0, 14-17=0/886, 13-17=-835/0, 1318=0/511, 12-18=-496/0, 12-19=-132/554, 11-19=-280/17, 9-20=0/688 NOTES (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 30 MT20 unless otherwise indicated. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 38 Ib uplift at joint 27. 4) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1Od (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. 7) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code ' Q WARNING - Verily dedyn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MR -7473 rev. 1093201S BEFORE USE. Design vaild lot use orgy wllh Mllek®conneclois. INs design Is based only upon rxxameters shown, aril Is to an Individual bugding componenl, not a urns system. Wore use, the Ixtllding deslgnet must verity the a"Alcal Illy of design Ixtratnelets and Ix WPe11Y W01Par01e this aft. -Jon Into the overall building design. Brachg Indicated Is to Ixevenl buckling of Individual Inas web and/or chord members only. Addlllonal temporary and permanent bating WOW Is always iecitted lot stablilly and to pievenl collarne vAlh possBNe pwsonol hNW and property damage. for genetai guldance regarding the tublcoll n storago. delivery, election and bracing of trusses and In= systems seeANSI/IPI I Quality CAIedD, DSB-89 and BCSI Building Component 6904 Parka East Blvd Safety Information ovdlarAe nom Inas Rate Inslltute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tomps. FL 33610 Job russ rUs6 I ypeti ply a truss system. Before roe, the bulkling designer must verify the appticablity, of design paameters and properly kncogxxale this design Into the overall building design. Brachg Indicatod K to prevent buckling of Indlvi lual truss web and/or chord members orgy. Additional temporary and permanent bracing Welk' Is always required lot stability and to prevent collapse vAlh possible personal it*" and ptopedy damage. For general guidance regading IMI Idxic(Ilon. storage, delivery, erection and brocing o1 trusses and truss systems soeANSI/IPI) Quality Criteria, DSB-E9 and BCSI Building Component 6904 Parke East Blvd Soley Informallon ovdloble from truss Plate Institute. 218 N. lee Street. Suilo 312, Alexandria. VA 22314. Tampe, FL 3300 7/0790602 T80097 Fit FloelTlusa 110 11 1755324013 Job Reference o trona ou110010 --—. 1e11y0, r1Vn1 —Y. rW11VY JJvvv 0.1.8 H 1 2—"11--2i!4 30 = 3x4 = 2 3 4 I D: Zl7yacif3rgf5yObD EG6Buz0Uf 6-g3pminAO3A8PZyj27 VtuY EaTGwgT KK Ba2vUc nxzU Pks ti4.0 i 2.5 1 —I t 0.1 Scat .1:50.7 30 = 30 = 3x6 FP= 30 = 30 = 5 6 7 8 9 10 11 12 13 14 3115 25 24 23 22 21 20 19 18 17 16 3x6 = 30 = 3x6 FP= 3x6 = 3x4 = 30 = 3x4 = 30 = 30 R R 29 LOADING (psi) SPACING- 2.0.0 CSI. DEFL. In (loc) Udell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.60 Verl(LL) -0.14 16-17 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.59 Vert(TL) -0.27 16.17 >556 240 BCLL 0.0 Rep Stress Incr YES WB 0.32 HOrz(TL) 0.03 16 n/a n1a BCDL 5.0 Code FBC2014/iP12007 (Matrix) Weight: 152 lb FT = 20%F, 1 I%E LUMBER- BRACING - TOP CHORD 20 SP No.2(Ilat) TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins, except BOT CHORD 20 SP No.2(llat) end verticals. WEBS 20 SP No.3(11at) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 0.7.4 except (jt=length) 23=0.5-11, 19=0-5.11. Ib) - Max Grav All reactions 250 Ib or less ai joints) except 16=652(LC 13), 23=992(LC 15), 19=1324(LC 11), 26=345(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-364/12, 3-4=0/334, 4-5=0/334, 5-6---871/0,6-7=-871/0,7-8---871/0,8-9=0/521, 9-10-0/521, 10-11=01521,11.12=-124910,12-13=-1249/0,13-14=-1249/0 BOT CHORD 25-26=-12/364, 24-25=-12/364, 23-24=-12/364, 22-23=0/637, 21.22=0/871, 20-21— 26/674, 19-20=-26/674, 18-19=0!764, 17-18=0/1249, 16-17=0/879 WEBS 4-23=-281/0, 10.19= 282/0, 2-26— 422/14, 3-23=-623/0, 5-23=-827/0,8-19=-870/0, 8-21/405, 5-22=0/348, 7.21-258/0, 11-19=-1116/0, 11-18=0/668, 12-18=-288/0, 14-16=-102610,14-17=01432 NOTES- (6) 1) Unbalanced Iloor live loads have been considered for this design. 2) All plates are 1.5x3 MT20 unless otherwise indicated. 3) 'Semi-rigid pltchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0.0 oc and fastened to each truss with 3.10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not elect truss backwards. 6) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNWO • Verily dedgn pantmetars rand READ NOTES ON TM AND INCLUDED MREK REFERANCE PAGE M47473 rev. 144"M15 BEFORE USE Design voild let use orgy wAth Malek® connectors. this design Is based only upon Ixxometers shown. and Is for an Indlvkkal building component, not a truss system. Before roe, the bulkling designer must verify the appticablity, of design paameters and properly kncogxxale this design Into the overall building design. Brachg Indicatod K to prevent buckling of Indlvi lual truss web and/or chord members orgy. Additional temporary and permanent bracing Welk' Is always required lot stability and to prevent collapse vAlh possible personal it*" and ptopedy damage. For general guidance regading IMI Idxic(Ilon. storage, delivery, erection and brocing o1 trusses and truss systems soeANSI/IPI) Quality Criteria, DSB-E9 and BCSI Building Component 6904 Parke East Blvd Soley Informallon ovdloble from truss Plate Institute. 218 N. lee Street. Suilo 312, Alexandria. VA 22314. Tampe, FL 3300 Job cuss Truss Type Otyply DEFL. in loc) Udell Ud TCLL 40.0 Plate Grip DOL 1.00 710790603 780097 F12 Floc Truss 1 1 755324014 1.00 BC 0.30 Vert(rL) 0.05 4-5 >929 Job Reference (optional) Buiklere FastSource. Tompo, Plad City. Mode 33566 1.9.12 r 1 1.5x3 II 6 2 3x4 = I.tMV 8I1P1 ltl NIOMII R IIgtl511,W,•R. m0FAP;W•4;_:4U._• tiv• ID:Zl7yacff3rgl5yObDEG6Buz0U16.8FN8w7B2gTBGB6IF 1 CO74S7b_K4J3d1GZE9JNzUPkr 3 1.5x3 II Scale . 1:10.0 30 = 30 = LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in loc) Udell Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.79 Vert(LL) 0.00 5 "" 360 TCDL 10.0 Lumber DOL 1.00 BC 0.30 Vert(rL) 0.05 4-5 >929 240 BCLL 0.0 Rep Stresslncr NO WB 0.17 Horz(rL) 0.00 4 n/a We BCDL 5.0 Code FBC2014lrP12007 Matrix) LUMBER- BRACING- TOP RACINGTOPCHORD20SPNo.2(flal) TOP CHORD BOT CHORD 20 SP No.2(flat) WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. (Ib/size) 5=523/Mechanical, 4=665/04.0 FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 3-4=-258/0 BOT CHORD 4-5=0/563 WEBS 2.5=-684/0, 2-4=-684/0 PLATES GRIP MT20 244/190 Weight: 21 Ib FT=20%F, 11%E Structural wood sheathing directly applied or 3-10-8 OC purlins, except end verticals. Rigid ceiling directly applied or 10.00 oc bracing. NOTES- (5) 1) Reler to girder(s) for truss to truss connections. 2) Girder carries tie-in span(s): 11.4-0 from 0.9-0 to 3.108 3) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 100-0 oc and fastened to each truss with 3-1Od (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 4-5=-10, 1-6=-100, 3.6=-353 0 WARNING. Vedly design paiamofors and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE 1111114473 rov. F&MW t S BEFORE USE Deslgrl valid Ia use only vAth Milelt®conneClons. f1Ys design Is based orgy upon Imaineten shown. and h Lor on hdNldual holding Componenl, not a Inas system. Before tae, the building deslgnon mint verily the ar)NIcablly of design pammoters and Iropenly Incorporale ark design Into the overall building design. ®acing Inallcated Is to pievont brlckNng of Individual inns web and/or chord members orgy Additional lempaary and permanent bracing WOW S always req lred ton stability and to prevent collapse wllh possible personal Injury and properly damage For genewi guldance regarding ane fabrlcallm storage, delivery. erection and bracing of Irusses and miss systems, weANSI/IW 1 Dually Criteria. DSO -89 and SCSI Wilding Component 6904 Parke East Blvd. Safety Information available ran buss Rale Instituto. 218 N Lee Street. Suite 312. Alexandlo. VA 22314. Tampa. FL 33610 Job cuss Truss Typey7107906D4 CSI. DEFL. in loc) Well Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.77 780097 F13 Flow Truss 110 t 755324015 1.00 BC 0.25 Vert(fL) 0.05 4.5 >962 Job Reference (optional) Builders FoslSource. Tempe, Plant Cly, FID1108 33566 r 1 1.5x3 II 2 30 = o.,. a , I-- ,.o.,..,,, ............ .... ._ . _ ZE_ . ID:Zl7yacff3rg15yObDEG6Buz0U16-8FN8w7B2gTBGB61F1 CO74S7bNK513osIGBJNZUPkr 3 1.Sx3 II Scale . 1 10 0 34 = 30 = LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in loc) Well Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.77 Vert(LL) 0.00 5 " * 360 TCDL 10.0 Lumber DOL 1.00 BC 0.25 Vert(fL) 0.05 4.5 >962 240 BCLL 0.0 Rep Stress lncr NO WB 0.23 HOrz(TL) 000 4 We Na BCDL 5.0 Code FBC2014ffP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.l(flat) TOP CHORD BOT CHORD 2x4 SP NO.l(flal) BOT CHORDWEBS2x4SPNo.3(tlat) REACTIONS. (Ib/size) 4=648/Mechanical, 5=86310-7-8 FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-5=-342/0 BOT CHORD 4-5=0/753 WEBS 2-4=-9D4/0,2-5=-904/0 PLATES GRIP MT20 244/190 Weight: 22 Ib FT = 200/91', 11%E Structural wood sheathing directly applied or 4-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing NOTES- (5) 1) Refer to girder(s) for truss to truss connections. 2) Girder carries tie-in span(s): 14-10-0 from 0.0-0 to 3-2-0 3) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert- 4-5=-10, 1-6=-449, 3-6=-100 Q WARNING - VerUy design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MD -7473 rov. W0302015 BEFORE USE. Design vdkl for use orgy wllh Mitek® conneclols. n* design is Ixndd orgy ul»n p maneters Mown. and Is for an hndlvkkml building componenl, not O Imss system. Before trse, the b1Ac9ng dtesignor mtrsl verify the appllcabliy, of design pararnelels and propelly Incorporate this design Into the over011 h4AdIng design. ®acing Indicated is to prevent buckling of tnalvldt" miss web and/or chord members only Addllonal lemMOry, and permanent bracing MiTek' is always teciulred for stablilly and to prevent collalxe, vAlh possible personal Into y and property damage For generalgticiance regarding the fabrication, slorage, dellvery. erection and bracing of Inmes and Inrss systems, seeANSI/tPl l Qualify Criledo, DSB-89 oW BCSI Building Component 6904 Parke East BNd Safety Irdormaton available horn truss Plate Institute, 218 N Lee Sheet. Suite 312. Alexandria. VA 22314. Tempo. FL 33610 Job russ Truss Type Ply building design tracing Indicated is to prevent buckling of Indlvlduol truss web and/or chord members only. Addlllon i lempotary and permanent bracing WOW Is always reaAlred for stablilly and to prevent colktrse vnm poss"a personal kdrny and property darnage: rot general guidance regarding the lalAcalkxt, storage, delivery, erection and bracing of Inmes and trim systems seeANSIMI I Quality Cdteilo, DSB-89 and SCSI Building Component 6904 Parke Eosi Blvd. Safety Information avdlablo from buss Plate Institute. 218 N. lee Street. Suite 312. Alexandria. VA 22314. Tempe. FL 33610 710780605 T80097 F14 Floor Truss ICIMY tI 755324016 Job Reference (optional) a .91*rnawurce. , mpa, ..u,o—Y.nems- 0.1.8 H 1 2-" 1.3-0 ID:Zl7yac113rgl5yObDEG6Buz0U16.8FN8w7B2gTBGBSIF t C074S7h3K'7u31gjGZE9JNzUPkr 1-5-4 V1. 126.2 1 5x3 11 1.5x3 = 1 5x3 = 1.5x3 II 1.5x3 11 4x6 II 1 2 3 4 5 6 7 8 9 4x6 = 1.5x3 II 4 9 a? LOADING(psf) SPACING- 2-0.0 CSI. DEFL. to (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.40 Vert(LL) -0.09 14.15 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.58 Verl(TL) -0.12 14-15 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(TL) 0.01 9 Na n1a BCDL 5.0 Code FBC2014lrP12007 (Matrix) Weight: 81 Ib FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 20 SP No.2(Ilat) TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc purlins, except BOT CHORD 20 SP No.2(flat) end verticals. WEBS 20 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (Ib/size) 9=787/0-3-8,16=787/0-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-1416/0, 34=-1812/0, 4.5=-1812/0, 5-6=-1812/0, 6-7=-1409/0, 7.8=-589/0, 8-9=-596/0 BOT CHORD 15.16=0/1112, 14-15=0/1687, 13-14=0/1812, 12-13=0/1688, 11-12=0/1110 WEBS 2-16=-1298/0, 9-11=0/888, 7-11=-827/0, 7-12=0/476, 6.12=-442/0, 2-15=0/482, 3.15=-431/0, 3-14=-41/383, 6-13=-431386 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 30 MT20 unless otherwise Indicated. 3) 'Semi-rigid pftchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of top chord bearing and lirst diagonal or vertical web shall not exceed 0.5001n. 6) CAUTION, Do not erect truss backwards. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING. Vedly da08n pnemetora and READ NOTES ON THIS AND INCLUDED Mr7EK REFERANCE PAGE MIP7473 rov. I0.03WIS BEFORE USE tknlgn vatb la use only vAth Mllek® connectors. Ms design 6 based only upon parameters srwwn, and Is for an Individual building cornparnenl. not a buss system. Before use, Iho building designer mast verity the ct Icobblty of design paraneters and properly Incorporalo Ihk doslgn Into the overall building design tracing Indicated is to prevent buckling of Indlvlduol truss web and/or chord members only. Addlllon i lempotary and permanent bracing WOW Is always reaAlred for stablilly and to prevent colktrse vnm poss"a personal kdrny and property darnage: rot general guidance regarding the lalAcalkxt, storage, delivery, erection and bracing of Inmes and trim systems seeANSIMI I Quality Cdteilo, DSB-89 and SCSI Building Component 6904 Parke Eosi Blvd. Safety Information avdlablo from buss Plate Institute. 218 N. lee Street. Suite 312. Alexandria. VA 22314. Tempe. FL 33610 Job ruesrap uss Web II PLATES TCLL 40.0 Plate Grip DOL 1.00 710700606 780097 FIS FlTruss 110 1 755324017 1.00 BC 0.83 Ven(TL) -0.51 14.15 >432 240 Job Reference (optional) wwere r owtirce, ...P.. — wy. r wove aaaoo 0.1.8 HI 26-0 11a-0 ID:U7yacit3rgf5yObDEG68uz0Ut6-dSx W 7TCgbnJ7oGtRbwvMdlgoflHBo7ksV DzlrgzUPkq 2.6.0r 1 2-6-0 to 1:32 5 15x3 II 1.5x3 = 3x8 = 1.5x3 II 1 5x3 = 4x6 = 3x6 FP = 1.5x3 11 1.5x3 11 30 = 4x6 = 5x6 = 1.5x3 = 1 2 3 4 5 6 7 8 9 10 r F/AA I 2-0-0 ilkI / r/ II PLATES TCLL 40.0 Plate Grip DOL 0 3x6 = 17 4x6 = 16 15 3x6 = 3x4 = 14 13 12 Ep 3x8 MT20HS FP = sire = 4x6 = 30 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Udell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.67 Ven(LL) -0.34 14-15 >656 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.83 Ven(TL) -0.51 14.15 >432 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.76 Horz(fL) 0.07 11 We n1a BCDL 5.0 Code FBC2014/fP12007 Matrix) Weight: 100 lb FT = 2M' F. 11%E LUMBER- BRACING - TOP CHORD 20 SP M 31 (flat) 'Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 1-3:20 SP No.2(flat) end verticals. BOT CHORD 20 SP M 31 (flat) *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 11-13: 20 SP No.1(flat) WEBS 20 SP No.3(flat) REACTIONS. (Ib/size) 18=1151/0-7-4,11=1521/0-4-0 FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2.3=-2301/0, 3-4=-2301/0,4-5=-3769/0, 5-6=-3769/0,6-7=-3769/0,7-8=-3620/0, 8-9-2325/0 BOT CHORD 17-18--0/1709,16-17--012884,15-16=0/3769,14-15--0/3851, 13-14=0/3329, 12-13=0/3329, 11.12-0/1314 WEBS 2-18-1994/0,2-17=0/940,4-17— 926/0,4-16=0/1202,5-16=-397/0,9-11— 1971/0, 9.12=0/1606, 8-12=-1594/0, 8-14=0/463, 7-14=-366/0, 7-15=445/477 NOTES- (8) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and lastened to each truss with 3.104 (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 648 Ib down at 14-9-0 on top chord. The designtselection of such connection device(s) Is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the lace of the truss are noted as front (F) or back (B). 8) *This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 11-18=-10, 1-10-100 Concentrated Loads (lb) Vert: 8=-648(F) Q WARNING - Valy design pMaWoro and READ NOTES ON THIS AND INCLUDED MIfEK REFERANCE PAGE MD -7473 rov. fa,93,201S BEFORE USE Design valkt for use onty vAth MI lek®connoctors. D* design is based oNy upon Ixnametors shown, and h for on b1dM1Adual bulk" component, not a ktm system. Before the. the bxLding designer must verify the c"Alcd lily of design parameters and properly ncorporate Ihh design Into the over"1 Ixllding design ®acing Indicated is to prevent txrcaing of Individual Inns web and/or chord members only. Addition" lemporary and pennaneni bracing WOW Is always required lot stab011y and to Ixevenl collalxse %4h possible person" k*xy and property damoge. For gener" guidance regarding rho fatxkatlon. storage. delivery, erection and bxactng of Inmos aril trim systems, seeANSI/TPI I Quality Critodo, DS8-09 and SCSI Ituliding Component 6904 Parke East Blvd. Safety Information ovallorAe horn truss Role Instltuto. 218 N. Lee Street. Sulbe 312. Mexarxfria. VA 22314. Tarrps. FL 33610 job Truss Truss Type oilI loc) Well Ud 9.10 >999 360 9-10 >999 240 7 rVa n1a 710790607 780097 F16 Floor Truss 1 1 755324016 BOT CHORD 20 SP No.2(fial) end verticals. WEBS 20 SP No.3(flat) BOT CHORD Job Reference (optional) Dunvsrb rnsr wuwe, any., I—.—Y.I---- 2 1 I D:ZI7yaclf3rg15y0bDEG6Buz0U16-dSxW 7TCgbnJ7oGtRbwvMdfggtjOloFgsVDzjr4zUPkq 0.1.8 H , 2.6.0 1-3.0 2-5.6 1.3-0 Scale .1:18.2 1.5x3 II 1.5x3 = 1 5x3 = 30 = 1.5x3 II 1.50 II 30 = 1 5x3 11 1 2 3 4 5 6 3x4 = 3x4 = LOADING(psf) SPACING- 2-0.0 TCLL 40.0 Plate Grip DOL 1.00 TCDL 10.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC2014/TPI2007 CSI. TC 0.53 BC 0.42 WB 0.25 Matrix) Design valid for use only vAth Iflek®connectoi. Snls design Is ht'ssed only upon pxaamelen sf Wwn, and Is for an Individualividual building component, not DEFL. in Vert(LL) -0.08 Veri(TL) -0.11 Hort( L) 0.01 loc) Well Ud 9.10 >999 360 9-10 >999 240 7 rVa n1a PLATES GRIP MT20 244/190 Weight: 55 ib FT = 20%6F, 1146E LUMBER- BRACING - 6904 Pork* East Blvd. TOP CHORD 20 SP No.2(11at) TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins, except BOT CHORD 20 SP No.2(fial) end verticals. WEBS 20 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (lb/slze) 10=568/0.7.4, 7=56810.3-15 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 922/0, 3-4=.922/0, 4-5=-922/0 BOT CHORD 9-10=0!736, 8-9=0/922, 7-8=0!736 WEBS 2.10— 859/0, 5-7. 859/0, 5.8-0/410, 4-8=-252/0, 2-9=0/410, 3-9=-252/0 NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3.10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - Verify dedlyn parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MA -7477 rev. I&0.1 MIS BEFORE USE Design valid for use only vAth Iflek®connectoi. Snls design Is ht'ssed only upon pxaamelen sf Wwn, and Is for an Individualividual building component, not a uuss system. Before use, the Ix&d g dosignei must verity the (43AIcabllty of design paarnelers and lxop elly i ncorporato thisdesign Into the ovetall building design Bracing Indicated Is to prevent buckBrng of individual truss web and/or chord members only. Additional Iernrxxary and permanent txactng WOW Is always required to stablllry and to prevent collapse vAlh pos*)Ie personal Wtay and properly damage. For general guidance regarding line latxIcallon, storage, delivery, erection and txacirng of Innes and trusssystems soeANSI/rPI l Quality Criterio, D38-69 and SCSI Wilding Component 6904 Pork* East Blvd. Solely information ovalk"e nom truss Plate Institute. 218 N. Lee Street, Sidle 312. Alexandria. VA 22314. Tarnpo. FL 33610 Job russ Truss Type otyFly in 710790606 780097 HRQ1 Diagonal Hit, Girder 1 t 765324 Vert(LL) 0.15 5-8 771 240 Job Reference(optional) au110e16 Fe51bOu1Ce. lenge. Vierir n.ny, rWnoe JJ*DD ...-....-r... ..... ...___..._-. ..._. _o_ ID:Zl7yaclt3rgl5yObDEG6BuzOU16.5eVuLpDIM5R OOSd9dOb9tC_g7fTXjeOMIGNGzUPkp 1.5-0 7.1.5 9.9.5 r 1-5-0 7.1.5 2-0.0 Scale. 1:21.0 20 II 3x6 = 3x8 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.15 5-8 771 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Ven(TL) 0.47 5-8 247 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.15 Horz(TL) 0.01 5 n1a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix -M) Weight: 39 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 20 SP N0.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/size) 2=387/0-10-15, 5=547/Mechanlcal Max Horz2=143(LC 4) Max Uplift2=-143(LC 4), 5=-212(LC 8) FORCES. (lb) - Max CompJMax. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-9---1026t29,2-3=-592/225 BOT CHORD 2-5=-311/558 WEBS 3-5=-599/387 Structural wood sheathing directly applied or 5.5-9 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (8) 1) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Opsf; h=25f1; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate gnp DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 143 Ib uplift at joint 2 and 212 Ib uplilt 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) WARNING. Verify dedgn paramoron and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE NIP7473 rev. 11140120/6 BEFORE USE Design valid for use only with Mllek® connectors. Bnls design Is bossed only uWn parameters shown, and Is for an individual building componenl, not a Inas system. Before use, the bu0dng designer mnrsl voriN IM gX11cabllty of design Ixxamelers and INopeily hcoiporate this design Into the overall building design Bracing Indkaled Is to rxevent buckling of IndWual Inas web and/or chord members only. Addillonal temporary and perrnanenl Ixacing WOW is always required Ion slablllty and to prevent colt ino with pots0011e poisonal Inf ry and properly damage. For general guidance regarding ttne Iabdcatbn, sloarge, delNery, eieclon aril bracing of Inissos and tnrss syslems, seeANSI/TPI I Guallly Criteria, DSO -69 and BCSI Building Component 6904 Parke East Blvd Safety urn anon avalloble from lius Rate Insllluto. 216 N. Lee Street, Sulte 312. Alexandria. VA 22314. Tampa. FL 33610 Job I cuss Truss Type N N SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud T107p0609 TRW HRM Disponel Hip Gerdy 1 1 755324020 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.71 Job Reference (optional) 9e110e1e Flr515oulce. lompa. nom Pry. r Parma .rf»o 'w• ••--•••••^•^-•••.. ..- .. ID:Zl7yactf3rgfSyObDEG6BuzOUf6-59VULpDIM5R QQSd9dOb9tCOU7fLXNOkgGNGzUPkp 1.5 0 6.11 6 1-5-0 6.11 6 Scale. 1:17.9 30 II 30 = 2x4 II a5.5 0.5.5 6-11.6 6.6-1 WOW LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.06 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.71 Verl(TL) -0.15 2.4 >529 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix) Weight: 27 lb FT = 20°0 LUMBER- BRACING - TOP CHORD 20 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 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (Ib/size) 4=271 /Mechanical, 2=242/0.11-5 Max Horz 2=120(LC 4) Max Uplif14=-112(LC 8), 2=-126(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- (8) 1) Wind: ASCE 7.10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Opsf; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever telt 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 III between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 112 Ib uplift at joint 4 and 126 Ib uplift at joint 2. 6) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Ven: 1-5=-54 Trapezoidal Loads (pit) Ven: 5=0(F=27, B=27) -10-3=-94(F=-20, B= -20),2=-2(F=9, B=9) -to -4=-35(F=-7, B=-7) 0 WARNING - Vara desryn paruneters end READ NOTES ON TIfiS AND INCLUDED ABTEK REFERANCE PAGE A/D7473 rev. IOWW IS BEFORE USE Design valid loo use only vAlh Mllek® connectors. labs design Is based only urnn Ixaa melem stoom). and Is lot an frudMadttal t-AAdhrg component, not ldlng designer must verify the applicabilly of design pnetars and properly frlcOrporale Ih6 dosign Inlo the overallahursssystem. Before use, the lxdanan lits Addlitonal lemporary and peomanonl bracing WOWbuildingdoslgnBracingIndIcaledIstopreventIxrcldlngofIrKJWLKlweband/or chord members only. Is always oectulied for slab011y and to prevent collapse vAlh poss"a, personal 001RW and property damage. For general guidance rogandng the labk;allon, skxage, delivery. wocilon and bracing of inises and Iniss systems seeANSIMI l Quality Cdtwla, DSS -89 and SCSI Building Component 6904 Porke East Blvd Tempo. FL 33610SafetyInformationavdidblefrombrasPlatefrntltule. 218 N. lee Sheer. Suite 312. Mexandrio. VA 22314. Job T russ Truss Type oty ply SPACING- 2-0.0 CSI. b always required fa statAlly onnd to prevent collapse vAlh posAAo personal trtkay and popery damage. Fos general guldatce iegoidtrtg tho fabrication. storage, delivery. eiecikat and tasting of InAWS antd Irrss systems. socANSIOP11 Quality CAtero. DSB-89 and SCSI Building Component DEFL. in 710780610 T80097 HR03 Drogonol Hip Girder 1 1 755324021 Ven(LL) •0.17 5-8 >697 240 MT20 244/190 TCDL 7.0 Job Reference (optional) Builders FoidSoulce, Tampa. Fleur Gly. Honda 33566 r.o+v> Ap, ,• cv,v n,.. en ,,.wao,o>. .— o. ".,p, w . .,-...... .... . ,.yo . ID:Zl7yacti3rgf5yObDEG6BuzOUf6 5eVuLpDIM5R OOSd9dOb9tC_l7eZXjHOktiGNGzU'Pkp 1.5-0 6.2.11 9-9.5 r 1.5-0 6.2.11 3.6-10 Scale . 1:23.1 20 II 3x6 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., 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 20.0psl 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 girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 111 Ib uplift at joint 2 and 253 Ib uplift at joint 5. 6) 'Semi-ngid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design o1 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) Ven: 1.2=-54 Trapezoidal Loads (pit) Vert: 2=0(F=27, B=27)-to4=-132(F=-39, B=-39), 6=0(F=10, B=10) -to -5=-49(F=-14, B=-14) 0 WARPING - Verily dostyn paramotors and READ NOTES ON THIS AND WCLUDED MrTEK REFERANCE GAGE MD -7/73 rov. 1011100015 BEFORE USE 9.9.5 LOADING(psf) SPACING- 2-0.0 CSI. b always required fa statAlly onnd to prevent collapse vAlh posAAo personal trtkay and popery damage. Fos general guldatce iegoidtrtg tho fabrication. storage, delivery. eiecikat and tasting of InAWS antd Irrss systems. socANSIOP11 Quality CAtero. DSB-89 and SCSI Building Component DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Ven(LL) •0.17 5-8 >697 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Ven(TL) -0.51 5-8 >229 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.17 HOrz(TL) 0.01 5 n/a n1a BCDL 10.0 Code FSC2014/fP12007 Matrix -M) Weight: 43 Ib 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 20 SP No.2 end verticals. WEBS 20 SP No.3 BOT CHORD Rigid telling directly applied or 10.0.0 oc bracing. REACTIONS. (Ib/size) 2=393/0.5.5, 5=554/Mechanical Max Horz 2=217(LC 4) Max Uplrf12— 111(LC 4), 5=-253(LC 8) FORCES. (Ib) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-490/145 BOT CHORD 2-5=-293(444 WEBS 3-5=-480/351 NOTES- (8) 1) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psl 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 girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 111 Ib uplift at joint 2 and 253 Ib uplift at joint 5. 6) 'Semi-ngid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design o1 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) Ven: 1.2=-54 Trapezoidal Loads (pit) Vert: 2=0(F=27, B=27)-to4=-132(F=-39, B=-39), 6=0(F=10, B=10) -to -5=-49(F=-14, B=-14) 0 WARPING - Verily dostyn paramotors and READ NOTES ON THIS AND WCLUDED MrTEK REFERANCE GAGE MD -7/73 rov. 1011100015 BEFORE USE Design valid for use orgy with 041ekO connectors. Ills design k based orgy upon paarmetors shown. and is lot an Individual building component, not a Inrss system. Ifelore Hae. the Ixlklrtg designer mint verily the applicability of design parameters and popery Incorporate this design Into the ovesall building design. Dac ng Indicated Is to prevent bucklgng of Individual truss; web ax1/a chord members only. Addllkxial temporary and penmanont txocktg Welk' b always required fa statAlly onnd to prevent collapse vAlh posAAo personal trtkay and popery damage. Fos general guldatce iegoidtrtg tho fabrication. storage, delivery. eiecikat and tasting of InAWS antd Irrss systems. socANSIOP11 Quality CAtero. DSB-89 and SCSI Building Component 6904 Porke Eost Blvd. Safety Information ovallable from Luse Plate Institute, 218 N. Lora Street, Salto 312. Nexavddo. VA 22314. Tompo. FL 3361D Job Truss Truss Type Otyply LOADING(psl) 710790611 TB9097 HR06 Diagonal Hip Girder 1 1 1755324022 TC 0.58 Ven(LL) -0.17 5-8 >697 240 MT20 244/190 TCDL 7.0 Job Reference (optional) 7 Dwnw tsurraers F a8lJource, rornpa, r'lam 1,9y. IWIOO 4a DD "DEG6 '---'-Zq2 """--w7O.""-' """' - -" ID:ZI7yacif3rg15y0bDEG68uz0Ut6Zg2HYBDw70Zr2Z1giKxqi419VX oGAX9zXSgwrzUPko 9-9.5 1-5.0 6.2.11 3.6.10 Scale . 1:23.1 2x4 II 3x6 NOTES- (8) 1) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0pst 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 Ib uplift at joint 2 and 253 Ib 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) -10.9=35(F=25, B=25),9= -5(F=25, B=25) -10-4=-132(F=-39, B=-39), 6-0(F=10, B=10) -Io -5=-49(F=-14, B=-14) A WARNING • Verity dodfin pantmoters and READ NOTES ON THIS AND WCLUOED MREK REFERANCE PAGE MD -7473 rov. 10034015 BEFORE USE 8-9.5 LOADING(psl) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Ven(LL) -0.17 5-8 >697 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(TL) -0.51 5-8 >229 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.17 Horz(TL) 0.01 5 We rVa BCDL 10.0 Code FBC2014/TP12007 Matrix -M) Weight: 43 Ib FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5.4.11 OC purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=380/0-10-15,5=553/Mechanical Max Horz 2=217(LC 4) Max Up11112=-109(LC 4), 5=-253(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-9=-105510,2-3=-490/145 BOT CHORD 2-5=-2931444 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. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0pst 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 Ib uplift at joint 2 and 253 Ib 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) -10.9=35(F=25, B=25),9= -5(F=25, B=25) -10-4=-132(F=-39, B=-39), 6-0(F=10, B=10) -Io -5=-49(F=-14, B=-14) A WARNING • Verity dodfin pantmoters and READ NOTES ON THIS AND WCLUOED MREK REFERANCE PAGE MD -7473 rov. 10034015 BEFORE USE DedM valkl low use only vAth W106 connectors. 11* design Is based orgy upon paanetews shown. and Is for an Individual tripling component. nal a buss system. Before use. the Ixdk&V designer must verity the cv3AICObllly of design parameters and property Incorpowale ft design Into the o=l Ix/ding design. Bating Indicated is to prevent buatdfrV of individual in= web and/or chord members only. Additional temporary and permanent tracing WOW S always wegu0ed low slablilty and to prevent collapse wllh possible personal ftry and property damage. Fos general Guidance regarding the talricatlon, slofofle, delivery, ewectlon and tracing of Inures and inns systems. seeAN51/IPI I Quality Criteria, DSO -89 and SCSI Buftng Component 6904 Pmks East Blvd Safety Information available from buss Rale Institute. 218 N. Lee Street. Sudle 312, Alexandria. VA 22314. Tempe, FL 33610 Job Fuss IFUSS type otyPly DEFL. In loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 Safety Information avallable from truss Rate Instituto. 218 N. Lee Street. Suite 312, Alexandria VA 22314. TC 0.07 T10790612 780087 JO1 JACK -OPEN TRUSS 1 t 755324023 Vert(I-) -0.00 2 >999 180 BCLL 0.0 ' Rep Stress Incr YES Job Reference(optional) nwraera r-nstaource. rotrpo, nom%,ny, rW,rw 4 09 ...._.,...r. ...... ..... _.. ...___...__. ..._...._. ID:Zl7yae113rgf5yObDEG6Buz0Uf6-Zg2HY8Dw7OZr2Z1 giKxgi4lHeXANGC99zXSgwizUPko 1-0.0 I 1.5.15 1-0.0 1-5.15 20 = 1.5.15 Scale a 1.7.0 LOADING (pSQ SPACING- 2-0-0 Designvdki for use only vAlh Mllek®conneclors. ft clesbgrl 6 based only upon pea peters ax ml, and Is for an indivkAxd IxAtling compenenl, not CSI. DEFL. In loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 Safety Information avallable from truss Rate Instituto. 218 N. Lee Street. Suite 312, Alexandria VA 22314. TC 0.07 Verl(LL) -0.00 2 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(I-) -0.00 2 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a rVa BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 6 l FT = 2040 LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-5-15 oc purlins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (Ib/size) 3=17/Mechanical, 2=132/0-8-0,4=14/Mechanical Max Harz 2=41 (LC 8) Max Uplifl3=-17(LC 12), 2=-89(LC 8) Max Grav3=17(LC 1), 2=132(LC 1), 4=28(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vull=139mph (3 -second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C -C Interior(1) zone; cantilever tell and right exposed ;C -C for members and forces & MW FRS for reactions shown; Lumber DOL --1.60 plate grip DOL --1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 17 Ib uplift at joint 3 and 89 Ib uplift at joint 2. 6) 'Semi-rigid pitchbreaks with fixed heels' Member and fixity model was used in the analysis and design of this truss. 7) *This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING. Verify dedgn paramotonr and READ NOTES ON THIS AND WCLUDEO MITEK REFERANCE PAGE MO -7473 rev. IMMIS BEFORE USE Designvdki for use only vAlh Mllek®conneclors. ft clesbgrl 6 based only upon pea peters ax ml, and Is for an indivkAxd IxAtling compenenl, not a Inas system. Before use. the 1xAlding designer nmrst verity the aprplk%abilly, of dm4n parameters and properly Incorl»rate this design Into the overall L4Ading design. Bracing Indicated Is to prevent IxrcklIng of Individual truss web and/o chord members only Additional tempaaary and permanent bxacing WOW Is always reapArod lot slablllty and to prevent collapse vAlh IxnSWle personal Wuy and property damage For general 9tAdalce tagadkag Bio kAxicatlon, storage. delivery, erecllon owl bracing of trusses anal In= systems, seeANSI/IPI I Quality Criteria, DSB-89 and SCSI Building Component 6804 Parke East Blvd. Safety Information avallable from truss Rate Instituto. 218 N. Lee Street. Suite 312, Alexandria VA 22314. Tampa. FL 33610 Job russ Truss ypeyply 20.0 Plate Grip DOL 1.25 TCDL 7.0 710790613 TB0097 J02 Jack -Open Truss 1 1 755324024 BCDL 10.0 Code FBC2014/rP12007 Job Reference (optional) BUadere Flstsource. loupe, Flom Gay. rtorrao J:fD6e • v a -1. •• 1 ^"• V•T, ;; ••;;. •.•`. ••^'•• ^'• _" .'.^.-- --.. -•' . I D:Zl7yaclf3rgf5yObDEG6BuzOU16.11 culUEYurhdjbt7G2T3FIIRgxVg71PJ8BCNS9zUPkn 1-0-0 2.10.15 1-0-0 2.10.15 LOADING (psi) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2014/rP12007 LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 20 = CSI. DEFL. TC 0.10 Verl(LL) BC 0.07 Vert(TL) WB 0.00 Horz(rL) Matrix) Safety Information ava9dpte both buss Hole Instilule. 218 N. lee Street. State 312, Alexandria. VA 22314. REACTIONS. (Ib/size) 3=49/Mechanical, 2=184/0-8-0, 4=25/Mechanical Max Horz 2=61 (LC 8) Max Uplift3=-42(LC 12), 2=-1 O8(LC 8) Max Grav3=49(LC 1), 2=184(LC 1), 4=50(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. 2.10.15 In (loc) Well Ud PLATES GRIP 0.00 2-4 >999 240 MT20 244/190 0.01 2-4 >999 180 0.00 3 rl/a We Scale. 1:9.4 Weight: 11 Ib FT = 20"0 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C -C Intedor(1) zone; cantilever left and right exposed ;C -C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL --1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurreni 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 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 Ib uplift at joint 3 and 108 Ib uplift at joint 2. 6) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysts and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING. Verify doslyn porfunerars and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO -7473 reV. fa 3wis BEFORE USE Design vdkl for use only vAth MIlek® Con neClos. Itis deslgrn Is rased only upon paamelers shown, and Is la an bndlvldual IxddhV component, nol a Inns system. Belae rise, the brOding designer mint vedN the c"AlcatAlly of design paameters and properly hcorporato this design Into Me over,,, buildingng design ®ocing thcncaled Is to prevent buckling of thdlvkfud trust web and/of chord members only. Addltlonal lemprrary axl permanenl troeing MOW Is always regAod for stablilly aril to prevenl collapse wllh posble personal bYtay and properly damage. Fa general guidance regadng drr fabrthatlon. storage. delivery, erection and txacbnp of Ines ax1 imps systems weANSI/TPI I Quality Cdterlo. DS6-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information ava9dpte both buss Hole Instilule. 218 N. lee Street. State 312, Alexandria. VA 22314. Tempo. FL 33610 Job T ruse Truss Type otyPly LOADING (psi) SPACING- 2-0-0 WOW CSI. DEFL. In loc) Well Ud PLATES GRIP 710790614 TSOO97 J03 Jack -Open Truss 1 1 755324025 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(TL) -0.06 Job Reference (optional) twsoers r usr5ource. rampo, nomV y,rgntw- ID:Z17yacif3rgf5y0bDEG6Buz01Jf6-11cf1UEYuibrflbOG2T3F1107xT 17IPJBBCNS9zUPkn 1-0-0 4.10.15 100 4.10.15 20 = cafe . 1:12 7 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown NOTES- (7) 1) Wind: ASCE 7-10: VUII=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11, Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C -C Interlor(1) zone; cantilever lett and right exposed ,C -C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=t 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 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) tot truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 88 Ib uplift at joint 3 and 1181b uplift at joint 2. 6) 'Semi-rigid pilchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7)'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNWG - VwW design pe ameren and READ NOTES ON THIS AND WCLUOEO UrrEK REFERANCE PAGE N9.7,177 rev. 1"32015 BEFORE USE 4.10.15 LOADING (psi) SPACING- 2-0-0 WOW CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Veri(LL) -0.02 2.4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(TL) -0.06 2.4 >869 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOr2(TL) -0.00 3 We n1a BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 17 Ib FT = 20°0 LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10.15 oc purlins. BOT CHORD 20 SP No.2 BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=111/Mechanical, 2=250/0.8.0, 4=45/Mechanical Max Horz 2=91 (LC 8) Max Uplift3=-88(LC 12), 2=-1 18(LC 8) Max Grav3=111(LC 1), 2=250(LC 1), 4=90(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown NOTES- (7) 1) Wind: ASCE 7-10: VUII=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11, Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C -C Interlor(1) zone; cantilever lett and right exposed ,C -C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=t 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 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) tot truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 88 Ib uplift at joint 3 and 1181b uplift at joint 2. 6) 'Semi-rigid pilchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7)'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNWG - VwW design pe ameren and READ NOTES ON THIS AND WCLUOEO UrrEK REFERANCE PAGE N9.7,177 rev. 1"32015 BEFORE USE Design vrikl for use only with MllekO conneclom Ods design Is based orgy upon parameters shown, and Is for an Individual building Component not and operty Incoiwalo this design Into the overallmustverityIhoaatAllyofdesignpathelersproOtmsystem. Wrote too, Iho 1xAdho designor mupPlkm txAdlny design. tactcktg Indicated K to prevoni buckling 01 hxlNkkral bniss web and/or chord members only. Addltlonal lampaary and pennanenl b iocing WOW Is always temilied for slalAlly and to proveni collatne with possmle personal k*,uy and rxoperty damage. For general guidance regarding the fabxk;otlon. siaago, dotivery, f4ectlon and bracing of Innses and Inrss systems. sooANSIMI I Quality Criteria, DSO -89 and BCSI building Component 6904 Parka East Blvd safety Information ovalbhle born truss Plate Institute. 218 N. lee Street, Sullo 512, Mexandrla. VA 22314. Tempo. FL 33610 Job Truss Truss TypeNT10790615 DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Veri(LL) T80097 J04 Jack -Open Truss 110 t 1755324026 BC 0.48 Ven(TL) 0.23 2.4 340 Job Reference (optional) BusaersI- nstsoorce. Iornpa. r•romt,ny, nonoo aaaoo • ,.o..,,..o.,,.,,.....o.....,,_........... .._....,. __ ._._..-_--.. . _,_ . I D:Zl7yacff3rg15yobDEG6BuzOU16-V DA1 zgFAIOpYHIACgl_InVgUoLlik6lSOrxw_bzUPkm t-0-0 I 7-0.0 1-0.0 7.0.0 3x4 = Scale: 3/4'.1' LOADING (psi) SPACING- 2.0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Veri(LL) 0.08 2.4 976 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Ven(TL) 0.23 2.4 340 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 We Na BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 23 Ib FT = 20°6 LUMBER - TOP CHORD 20 SP NO.2 BOT CHORD 20 SP No.2 REACTIONS. (Ib/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 CompJMax. Ten. - All forces 250 (Ib) 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; VUII=139mph (3 -second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCPi=0.18; MW FRS (envelope) gable end zone and C -C Interior(1) zone; cantilever left and fight exposed ;C -C for members and forces 8 MW FRS for reactions shown; Lumber DOL --1.60 plate grip DOL --1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 112 Ib uplift at Joint 3 and 135 lb uplift at joint 2. 6) 'Semi-ngid 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 • Vartly design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE W7473 rev. faMW IS BEFORE USE Design valid roe use" vAan Hiek9connectors lids design Is rased only upon poiamolers shown. and Is for On IndlvkW Ixfldhtg Component, not a kens system Before use. the Ixdlc&V designer mull verify the appllcabllly of design rxaamelets and property Incorporate IM design Into the overall and/or CWd members only. Addllonal lempary and pennonenl Ircr_Ingtsrlldingdesign. Bracing Indicated K to prevent Ixrckling of Indlvklual truss wob ana MiTek' is always ioadred for sklbBlly and to prevent collapse vAlh pow"e personal ktpry and property damage. For general gtddonce regarding the fabrlcallon. storage. dollvery. erection and bracing of trusses and Inns systems. sooANSI/TPI I Qualify Criteria, 0511.89 and SCSI Building Component 6904 Parke East Blvd. Safety Information ovalloNe porn truss Plate Inslltute. 218 N. Lee Skeet. Sulle 312. Alexandria VA 22314 Tempa. FL 33610 Job Truss Truss Typety DEFL. in Ply PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.09 Vert(LL) 0.00 7 n/r 120 770780616 TB0097 JOS Jack -Open Truss 110 11 1755324027 BCLL 00 Rep Stresslncr YES WB 0.00 Horz(TL) -0.01 4 n/a n/a Job Reference(optional) Builders FuslSource, Tompe, PWM Cdy. Florida 33566 7.640 s Apr 19 2016 MTek Industries, Inc. Mon Apr 03 14 34 53 2017 Page 1 I D:ZI7yacff3rgf5yObDEG6BuzOU16•VDAl zgFAtOpYHIACgI InVgciLrCk6fSQrxw_bzUPkm 1-0.0 0.10.15 r 1-0.0 + 0.10.15 20 = Scale . 1 6.9 LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.09 Vert(LL) 0.00 7 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(TL) -0.00 7 n/r 90 BCLL 00 Rep Stresslncr YES WB 0.00 Horz(TL) -0.01 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -M) Weight: 5 Ib FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0.10.15 OC purlins. BOT CHORD 20 SP No 2 BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=3/Mechanical, 4=116/0-6-15 Max Horz 3=39(LC 12) Max Uplift4=-67(LC 12) Max Grav3=18(LC 16), 4=116(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10, Vu11=139mph (3 -second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Opsf; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C -C Interior(1) zone; cantilever left and right exposed ;C -C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL --1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3.6-0 tall by 2-0.0 wide Will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 67 Ib 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 design peramefers and READ NOTES ON TN1S AND INCLUDED rltrifK REFERANCE PAGE W7473 rev. 1003MIS BEFORE USE. Design valid for use only with MllekO connectors. lnls design is based only upon paramelers shown. and Is for an Individual buldIn 1 Cornponent. nor a Ines system. Before use, the txdlding deslpner musl verity the aWlcabSity of desltpl parameters and property h co# orate this design Into the overall acing Indicated Is to buckling Individual Inlss web and/or chard membefs orgy. Additional temporary and permanent bracing Welk' building design. Ireveni of Is always recalled for sic"Illy arxd to prevent collapse with pozUe personal s1Ray and pomi ly damage for general guidance regaidlng the 6904 Parke East Blvdlabilcollmstorage, delivery. erection and bracing of Inissas and Inns systems, seeANSI/IPIl Quality Criteria, DSB-89 and BCSI Building Component Tarrga, FL 33610SafetyIMormationavailablefromtrussPlateInstrtule. 218 N Lee Sheet, Sulle 312. Mexandda. VA 22314 Job russ Truss TypeTID790617Ply a btrss system. Before use. the trllding deslgnoi Must verity the applk:abllty 01 design paldtlnelers and property hcotporole this design Into the overall building design Bracing kxlicoted Is to prevent buckling of Individual Iniss web and/or chord members only. Additional temporory and petmaneni brocing MiT®k' Is always regc0ed for stobllity, and to prevent cdlgMe with possible personal k*,wy and property damage. For general guklance regarding Me IabkSollm slorctge, delivery, erection and brcrcmg o1 tnises and iniss systems. "ANSI/IPI I Quality Crllwlo, DS8-69 and SCSI Building Component LOADING (pst) SPACING- 2-0-0 CSI. DEFL. TB0097 As Jack -Open Truss 1 1 1755324028 Plate Grip DOL 1.25 TC 0.11 Veri(LL) 0.00 2-4 Job Reference (optional) Bu4091e Fw0bomce, rampo. From t:ny, Flonao 3Jboa -•• •••- o • •••- •• - . _ _ ID:Zl7yacH3rgf5yObDEG6BuzOUf6-VDA l zgFAfOpYHtACgI_InVgcNLr3k6iSOrxw_bzU Pkm 1-0-0 2.10.15 2.10.15 Scale. 1'.1 • 2x4 = LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (lb/size) 3=49/Mechanical, 2=184/0-8-0,4=25/Mechanical Max Horz 2=82(LC 12) Max Uplift3=-52(LC 12), 2=-62(LC 12) Max Grav3=49(LC 1), 2=184(LC 1), 4=50(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10.15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; End., GCpi=0.18; MW FRS (envelope) gable end zone and C -C Interlor(1) zone, cantilever left and right exposed ;C -C for members and forces 8 MW FRS for reactions shown; Lumber DOL --1.60 plate grip DOL --1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3.6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 52 Ib uplift at joint 3 and 62 Ib uplift at joint 2. 6) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) '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 • Vorlry desfpn paramdas and READ NOTES ON THIS AND INCLUDED Mr7EK REFERANCE PAGE MO -7473 rev. 1*03 0IS BEFORE USE 0.4.0 2.6.15 a btrss system. Before use. the trllding deslgnoi Must verity the applk:abllty 01 design paldtlnelers and property hcotporole this design Into the overall building design Bracing kxlicoted Is to prevent buckling of Individual Iniss web and/or chord members only. Additional temporory and petmaneni brocing MiT®k' Is always regc0ed for stobllity, and to prevent cdlgMe with possible personal k*,wy and property damage. For general guklance regarding Me IabkSollm slorctge, delivery, erection and brcrcmg o1 tnises and iniss systems. "ANSI/IPI I Quality Crllwlo, DS8-69 and SCSI Building Component LOADING (pst) SPACING- 2-0-0 CSI. DEFL. In loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Veri(LL) 0.00 2-4 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Veri(TL) 0.01 2-4 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(TL) 0.00 3 We We BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 11 Ib FT = 20°5 LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (lb/size) 3=49/Mechanical, 2=184/0-8-0,4=25/Mechanical Max Horz 2=82(LC 12) Max Uplift3=-52(LC 12), 2=-62(LC 12) Max Grav3=49(LC 1), 2=184(LC 1), 4=50(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10.15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; End., GCpi=0.18; MW FRS (envelope) gable end zone and C -C Interlor(1) zone, cantilever left and right exposed ;C -C for members and forces 8 MW FRS for reactions shown; Lumber DOL --1.60 plate grip DOL --1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3.6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 52 Ib uplift at joint 3 and 62 Ib uplift at joint 2. 6) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) '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 • Vorlry desfpn paramdas and READ NOTES ON THIS AND INCLUDED Mr7EK REFERANCE PAGE MO -7473 rev. 1*03 0IS BEFORE USE Design valid far use only with Mnel0 connectors. n* desgn Is based only upxt IXnarnetersshown. and Is lar an IndMdlwl bulWtg coinponenl. nor a btrss system. Before use. the trllding deslgnoi Must verity the applk:abllty 01 design paldtlnelers and property hcotporole this design Into the overall building design Bracing kxlicoted Is to prevent buckling of Individual Iniss web and/or chord members only. Additional temporory and petmaneni brocing MiT®k' Is always regc0ed for stobllity, and to prevent cdlgMe with possible personal k*,wy and property damage. For general guklance regarding Me IabkSollm slorctge, delivery, erection and brcrcmg o1 tnises and iniss systems. "ANSI/IPI I Quality Crllwlo, DS8-69 and SCSI Building Component 6904 Parks East Blvd. Safely Information ovaloNe aom Truss Rale Institute. 216 N. Lee Street. Suite 312, Alexondrta, VA 22314. Tampa, FL 33610 Job russ Truss Type oty ply a Inas system. Before use, the building designer muff verily the appOcabllH of design parameters and properly hworporato this design Into the overall b6dng design. Baelng Indicated Is to prevenl Wclding of Individual truss web and/or chord members orgy. Add illorwl temporary and permanent blaring Welk' LOADING (psi) SPACING- 2.0-0 CSI. DEFL. T,o7eo61e 780097 J07 Jack -Open Truss 1 1 755324029 TC 0.29 Verl(LL) 0.03 2-4 999 Job Reference (optional) Budders F oalbouice, l arrpo. Flom ally. 1.101100 JJDee , v v o . ._&vv....... ..... .... ._ _-.. ._,_. ID:Zl7yacff3rgf5yObDEG6Buz0Uf6-zPkPAAGpOJxPv11POTVXKINkMkBJTYvc1VhUW 1ZUPkl 1-0-0 5-0-0 r 1.0.0 5-0-0 Scale . 1:17.3 2x4 = LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 OC puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid calling directly applied or 10-0.0 oc bracing. REACTIONS. (lb/size) 3=114/Mechanical, 2=25310.8-0, 4=46/Mechanical Max Horz 2=128(LC 12) Max Uplift3=-106(LC 12), 2=-70(LC 12) Max Grav3=114(LC 1), 2=253(LC 1), 4=92(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; VUIt=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf,, BCDL=6.Opsf; h=251t; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C -C Interior(1) zone; cantilever left and right exposed ;C -C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL --1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurreni 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 106 Ib uplift at joint 3 and 70 Ib uplift at joint 2. 6) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) '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 • Vn1Iy dedgn paramsfors and READ NOTES ON THIS AND INCLUDED NlTEK REFERANCE GAGE ND•7173 rev. 1003/1015 BEFORE USE 0.4-0 4.8-0 a Inas system. Before use, the building designer muff verily the appOcabllH of design parameters and properly hworporato this design Into the overall b6dng design. Baelng Indicated Is to prevenl Wclding of Individual truss web and/or chord members orgy. Add illorwl temporary and permanent blaring Welk' LOADING (psi) SPACING- 2.0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Verl(LL) 0.03 2-4 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Verl(TL) 0.07 2-4 820 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 We We BCDL 10.0 Code FBC2014rrP12007 Matrix) Weight: 18 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 OC puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid calling directly applied or 10-0.0 oc bracing. REACTIONS. (lb/size) 3=114/Mechanical, 2=25310.8-0, 4=46/Mechanical Max Horz 2=128(LC 12) Max Uplift3=-106(LC 12), 2=-70(LC 12) Max Grav3=114(LC 1), 2=253(LC 1), 4=92(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; VUIt=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf,, BCDL=6.Opsf; h=251t; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C -C Interior(1) zone; cantilever left and right exposed ;C -C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL --1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurreni 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 106 Ib uplift at joint 3 and 70 Ib uplift at joint 2. 6) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) '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 • Vn1Iy dedgn paramsfors and READ NOTES ON THIS AND INCLUDED NlTEK REFERANCE GAGE ND•7173 rev. 1003/1015 BEFORE USE Desitin vdkf lor use only wBh W lek® conneclois. this deslan is based only upon paaneters shown. and Is for an indvick" bulding component. nor a Inas system. Before use, the building designer muff verily the appOcabllH of design parameters and properly hworporato this design Into the overall b6dng design. Baelng Indicated Is to prevenl Wclding of Individual truss web and/or chord members orgy. Add illorwl temporary and permanent blaring Welk' Is atwoys recalled for stability, and to prevent coilarAe vAlh possible personal trduy and property damage. Fox genal guidance iegadMg Me tabrk;allm storage, delivery. erocilon and trocing of trusses oral inls systems. soeANSI/iPl1 Quality Criteria. DSB-89 and BCSI Buftny Component 6904 Park* East Blvd Safety Information avallable born Trus Plate Insttiule. 218 N. lee Street. Sri/le 312. Alexandlrlo, VA 22314. Tempo. FL 33610 Job rusS Truss Type orty ply roc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 Salary Information available from truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. TC 0.07 710790619 TB0097 Joe Jack -Open Truss t 1 755324030 Vert(TL) -0.00 2 >999 180 BCLL 0.0 ' Rep Stress Incr YES Job Raterence(optional) M1110016 YIISIJOUICe. IarlQa, rlenl liily,rgrrua -.--y. .___._..... _.. ...___..._-. ..._ ...- .—.__.._.._.__ _o_. ID:ZI7yacit3rgt5yObDEG6Buz0U16-zPkPAAGpOJxP.v11POTVXKINnnkCGTYvcfVhUW 1zUPkl 1-0.0 0.10.15 r 1-0-0 I 0.10.15 20 = Scale . 1:6.9 LOADING (psi) SPACING- 2.0-0 Design wild for use only vAB1 Mllok0 con neclas. INs clesign Is based only upon pmorneters shown. and K lot an indlvkklal building component, nor CSI. DEFL. in roc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 Salary Information available from truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. TC 0.07 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(TL) -0.00 2 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hort( L) -0.00 3 n1a n1a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 5 Ib FT = 20°16 LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0.10.15 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=-10/Mechanical, 2=121/0-4-0, 4=9/Mechanical Max Horz2=39(LC 12) Max Upli113=-10(LC 1), 2= 57(LC 12) Max Grav3=12(LC 8), 2=121 (LC 1), 4=17(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- (7) 1) Wind: ASCE 7-10; Vu11=139mph (3 -second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.0psf; h=2511; Cat. 11; Exp B; Encl., GCpl=0.18; MW FRS (envelope) gable end zone and C -C Intedor(1) zone; cantilever left and right exposed ;C -C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL --1.60 2) This truss has been designed for a 10.0 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 10 Ib uplift at joint 3 and 57 Ib uplift at joint 2. 6) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) '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 dedlin parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MI1.7173 ray. 1003MIS BEFORE USE. Design wild for use only vAB1 Mllok0 con neclas. INs clesign Is based only upon pmorneters shown. and K lot an indlvkklal building component, nor a Was system. Belore tre, the building designer tntsl verity the clpdkobllty, of design pmornelors and properly bncotporalo this design Into the overall LxOdi ng design. tracing Indicated Is to prevent buckling of Indlvldtxd truss web and/or chord members only. AddlllorO lemporay and permanent bracing WOW Is clwoys rogW ed for stobillly and to plrevenl collgne vAlh possible personal Injury and Iroperty, dmnage. For general gtddanee regarding Bre kAxIcallon. storage. delivery, erection cnd braebng of trusses tint Mrss systems. seeANSI/TPI I Quality Criteria, DSB49 and BCSI BuBding Component 6904 Perks East Blvd. Salary Information available from truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tempo. FL 33610 Jobruss ruse Type ty 2.10.15 a fit syslem. Before use, the building deslDner must vedty the applicability of design paamelors and properly Incorporate Oils doslpn Into the over,. building dosign. adx:Ing indicated Is to prevent lxlcalng of Indlvklual Inrss web and/or chord members only. Additional lemporary and pemxmnl bracing WOW 6 alwoys iecluked for stability and to prevent collapse wllh possible personall iroy and property damage. For general guidance regarding tine labk:atlon, slorogo. delivery, erecllon dual bracing of tames and Inns systems. seeANSI/TPI I Quality CAtedo, DS6-89 and BCSI Building Component LOADING (psi) SPACING- 2-0-0 770780620 TBOO97 Joe Jack•Open Truss 1 1 1755324031 Plate Grip DOL 1.25 TC 0.08 Vert(LL) -0.00 2.4 Job Reference(optional) Builders Frretsoures. rorryo. ream "y. rrarroa auoo ID:Zl7yacff3rgf5yObDEG6BuzOUf6-RcinOWGRAd3GWBKbxAOmswwyJ8WMC?91u9013TzUPkk 1-0-0 i 2.10.16 1-0-0 2.1a1s Scale: 1'e 1' 2x4 = LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (lb/size) 3=59/Mechanical, 2=17610-4-0,4=27/Mechanical Max Horz2=82(LC 12) Max Uplllt3=-57(LC 12), 2=-58(LC 12) Max Grav3=59(LC 1), 2=176(LC 1), 4=54(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2.10.15 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Ops1; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C -C Intedor(1) zone; cantilever telt and right exposed ;C -C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL --1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6.0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 57 Ib uplift at joint 3 and 58 Ib uplift at joint 2. 6) "Semi-rigid pilchbreaks with fixed heels' Member end Iixily 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- Verfy desrpn parameters and READ NOTES ON THIS AND INCLUDED MfTEx REFERANCE PAGE M9•7473 rev. IM30201S BEFORE USE Design valid For use only vAth Wlek® Connection. TI* design Is based only utwn pasarneters stnovm, and Is for an 6xavkNal building component not 2.10.15 a fit syslem. Before use, the building deslDner must vedty the applicability of design paamelors and properly Incorporate Oils doslpn Into the over,. building dosign. adx:Ing indicated Is to prevent lxlcalng of Indlvklual Inrss web and/or chord members only. Additional lemporary and pemxmnl bracing WOW 6 alwoys iecluked for stability and to prevent collapse wllh possible personall iroy and property damage. For general guidance regarding tine labk:atlon, slorogo. delivery, erecllon dual bracing of tames and Inns systems. seeANSI/TPI I Quality CAtedo, DS6-89 and BCSI Building Component LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) -0.00 2.4 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(TL) -0.01 2.4 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(rL) -0.00 3 Na rVa BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 11 Ib FT =.20% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (lb/size) 3=59/Mechanical, 2=17610-4-0,4=27/Mechanical Max Horz2=82(LC 12) Max Uplllt3=-57(LC 12), 2=-58(LC 12) Max Grav3=59(LC 1), 2=176(LC 1), 4=54(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2.10.15 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Ops1; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C -C Intedor(1) zone; cantilever telt and right exposed ;C -C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL --1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6.0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 57 Ib uplift at joint 3 and 58 Ib uplift at joint 2. 6) "Semi-rigid pilchbreaks with fixed heels' Member end Iixily 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- Verfy desrpn parameters and READ NOTES ON THIS AND INCLUDED MfTEx REFERANCE PAGE M9•7473 rev. IM30201S BEFORE USE Design valid For use only vAth Wlek® Connection. TI* design Is based only utwn pasarneters stnovm, and Is for an 6xavkNal building component not a fit syslem. Before use, the building deslDner must vedty the applicability of design paamelors and properly Incorporate Oils doslpn Into the over,. building dosign. adx:Ing indicated Is to prevent lxlcalng of Indlvklual Inrss web and/or chord members only. Additional lemporary and pemxmnl bracing WOW 6 alwoys iecluked for stability and to prevent collapse wllh possible personall iroy and property damage. For general guidance regarding tine labk:atlon, slorogo. delivery, erecllon dual bracing of tames and Inns systems. seeANSI/TPI I Quality CAtedo, DS6-89 and BCSI Building Component 6804 Parke East Blvd Safety Information available from Fit= Plate Insllfule. 219 N. Lee Street. Sidle 312, Alexarxlrla, VA 22314. Tanpa, FL 33610 Job russ truss typey710790621 CSI. Ply loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 Safety Information available from truss Plate Institute. 218 N. Lee Sheet. Suite 312, Alexandria. VA 22314. 780097 J10 Jack -Open Truss t t 17553240321 Lumber DOL 1.25 BC 0.27 Vert(TL) -0.07 Job Reference o bona) 911110996 Fee150um9. I amps. Plant Gay. Fm9ma 33Doow cv •o ^• ^P• + • ••"• • • IF ID:Zl7yac113rgl5yObDEG68uz0Uf6RclnOWGRAd3GW BKbxAOmswwvj8TOC?9lu9Ol3TzUPkk t-0-0 4-10.15 1-0-0 4-10.15 20 = 4-10.15 Scale. 1:17.1 LOADING (psq SPACING- 2-0-0 Design valid got use only vAlh Wlek0 corvwclors. lhh design Is bared only up oin pararnelers shown and k rot an bx9vkkial building component, not CSI. DEFL. In loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 Safety Information available from truss Plate Institute. 218 N. Lee Sheet. Suite 312, Alexandria. VA 22314. TC 0.31 Vert(LL) -0.03 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(TL) -0.07 2-4 >780 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(rL) -0.00 3 n/a n1a BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 17 Ib FT = 2040 LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4.10.15 oc puffin. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid telling directly applied or 10-0.0 oc bracing. REACTIONS. (Ib/size) 3=119/Mechanical, 2=244/0.4-0, 4=47/Mechanical Max Horz2=126(LC 12) Max Upllft3=-107(LC 12), 2=-67(LC 12) Max Grav3=119(LC 1), 2=244 (LC 1), 4=94 (LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown NOTES- (7) 1) Wind: ASCE 7.10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6 Opsl; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C -C Intedor(1) zone; cantilever telt and right exposed ;C -C for members and forces & MW FRS for reactions shown; Lumber DOL --1.60 plate grip DOL=1 60 2) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsl on the bottom chord In all areas where a rectangle 3.6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 107 Ib uplift at joint 3 and 67 Ib uplift at joint 2. 6) *Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design o1 this truss. 7)'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' A WARNWG . vadly dedpn pnaraefers and READ NOTES ON TM AND INCLUDED MrrEK REFERANCE PAGE U114473 rev. f0'0 WIS BEFORE USE Design valid got use only vAlh Wlek0 corvwclors. lhh design Is bared only up oin pararnelers shown and k rot an bx9vkkial building component, not ity of design parameters and properly Incorporate this design Into the overallabussbsystem. Wore Erse, the t*dbtg designer mtnt verity the applicability ora building design. Bracing Indicated is to prevent buckling of IndMrkrdi tram web and/or chord members only. Addi llawl lemporay and pennanonl broeing MiTek' 6 always regldred fol stability and to prevent collapse with possible personal InAay and property damage. For general guldarice regarding the fabilcollm storage. delivery, erectlon and brocing of Inases and trim systems, se"NSIMI I Quality Criteria, DS9-89 and BCSI BuOding Component 6904 Parke East Blvd. Safety Information available from truss Plate Institute. 218 N. Lee Sheet. Suite 312, Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type CSI. DEFL. in loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 Safety Information ovallable from buss Plate Inslifule. 218 N. Lee Street. St11e 312, Alexandria. VA 22314. TC 0.64 710790622 T80097 J11 Jack-OponTruss t 1 755324033 Verl(fl-) -0.26 2-4 >308 180 BCLL 0.0 ' Rep Stress Incr YES Job Reference (optional) Builders FIIctSOulce. Tamps. Fiord cry. F111108 33555W •e cv.v .. ", vw." , ,.....w..y.• .•.+ "• • r G6B ID:Zl7yacif3rgf5yObDEuzOUf6ReInOW GRAd3GW BKbnAOmswwgg8OdC79lu9O13TzUPkk 1-0-0 7-0.0 1-0-0 I 7.00 Scale . 1:22.2 30 = LOADING (psi) SPACING- 2.0-0 Design valkd for use only vAlh Mllek& connectors thh design B based only upon pxxameters shown. and Is for an Individual building component. not CSI. DEFL. in loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 Safety Information ovallable from buss Plate Inslifule. 218 N. Lee Street. St11e 312, Alexandria. VA 22314. TC 0.64 Verl(LL) 0.10 2-4 >777 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.51 Verl(fl-) -0.26 2-4 >308 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(fL) -0.00 3 rda n1a BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 24 Ib FT = 20°0 LUMBER- BRACING - 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 telling directly applied or 10-0.0 oc bracing. REACTIONS. (Ib/size) 3=164/Mechanical, 2=319/0-4-0, 4=81/Mechanical Max Horz 2=172(LC 12) Max Up11113=-133(LC 12), 2— 78(LC 12) Max Grav3=164(LC 1), 2=319(LC 1), 4=125(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10, Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.0psf; h=2511; Cat. Il; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C -C Interior(1) zone; cantilever left and right exposed ;C -C for members and forces & MW FRS for reactions shown; Lumber DOL --1.60 plate grip DOL --1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) lot truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 133 Ib uplift at joint 3 and 78 Ib uplift at joint 2. 6) 'Semi-rigid pilchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7)'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - ypUy design paremotera and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rov. ral0 MIS BEFORE USE, Design valkd for use only vAlh Mllek& connectors thh design B based only upon pxxameters shown. and Is for an Individual building component. not o truss system. Before use. the txildblp ch-slgnei mtni verity the ap pftabllry of desigin parameters and rxopeily Incorporate B1k design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual In= web and/or chord members only. Additional temporary and permanent bracing WOW Is always ie%lred for slatAlly and to pevent collapse wllh possible personal InW and property damage. For general guidance nogarding the fabrication, storage. delivery. erection and bracing of misses and tins systems. se"NSUIPI I Quality, Criteria. DSB-89 and SCSI Bullding Component 6904 Park* East Blvd. Safety Information ovallable from buss Plate Inslifule. 218 N. Lee Street. St11e 312, Alexandria. VA 22314. Temp*. FL 33610 Job Fuss Truss ypeb DEFL. In (loc) T10790623 T80097 J12 Jack -Open Truss 1 1 755324034 0.16 1.3 487 240 MT20 244/190 TCDL 7.0 Job Reference (optional) 130dela FIISISOUICe. Tampa. Flom r:ny. Flowa 3;1Dbb •—a..F..a cv,,. ..... o.. ...,,,.o...o.. .... ...,... ..,.. ._ .- __ __.. _o_ . I D:Z17yacH3rg15yObDE G6Buz0Uf6vosAbsH3xx B7BLv nV uX? PBSzOY klxSku6pAbbm U Pki 7-" r 7-" Scale. 1:22.4 3x6 = 20 11 77-0-0 LOADING (psq SPACING- 2.0-0 CSI. DEFL. In (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Verl(LL) 0.16 1.3 487 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.61 Vert(TL) 0.33 1-3 237 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.04 Hort( L) 0.00 We n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 33 Ib FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 2x6 SP M 26 BOT CHORD WEBS 20 SP No.3 REACTIONS. (Ib/size) 1=1053/0-8.0, 3=933/Mechanical Max Horz 1=149(LC 8) Max Uplift 300(LC 8), 3— 339(LC 8) Max Grav1=1169(LC 15), 3=1026(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 6.0-0 oc puffins. Rigid telling directly applied or 8.0.9 oc bracing. NOTES- (8) 1) Wind: ASCE 7.10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCD/.=6.Opsf; h=2511; Cal. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 300 Ib uplift at joint 1 and 339 Ib uplift at joint 3. 6) 'Semi-ngld pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-54,1-4=-271(F=-251), 3-4=-20 Q WARNING - Vodfy design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE M/F7473 rev. 166MI S BEFORE USE Deslon valld for use oily vAth 1011106 connectors. lids design Is based oily upon paramoters shown, and Is tog an sxgvldLxA btAdkng coMponenl. not a Was syslern. Belom use. the Ixilcft doslgner mtal vedty One applicability of deslM Ixuamelers and Ixoperiy incorporate this deslgn Into the overall busd1rV design. ®acing Irxflcaled Is to prevent buckling of Individual truss web and/or chard members oNy. Addillonal temporary and pannamnl lxcrcing WOW Is otwoys reciuked for stability and to prevent collapse vAm possible personal Infu y and Ixoperly d®nage For general g1 kkMe regardIng the lalxn, rcatloslaage. delivery. esecllon aril bracing of tnmes and Inns systems. soeANSI/TPI I Cua01y Criteria, DSB-89 and SCSI Building Component 6804 Pork* Eost Blvd Safety Information available from buss plate institute. 218 N. Leo Street. Sulte 312. Alexarxlrla. VA 22314. Tempa. FL 33610 Job russ Truss TypeNT10790624 DEFL. in Vert(LL) -0.02 VerI(TL) -0.05 Horz(TL) 0.01 loc) Well Ud PLATES GRIP 4-5 >999 240 MT20 244/190 4-5 >999 180 4 n/a We Weight: 40 Ib FT = 20% LUMBER- BRACING - 6904 Parke East Blvd TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4.9.8 oc puffins. T80097 J13 Jack -Open Truss 110 1 1755324035 REACTIONS. (Ib/size) 1=82510-4-0,4=1306/Mechanical Max Horz 1=149(LC 8) Job Reference (optional) Budder$ FaslSoorce. 1 empa, nem coy. rwnae ;faeee ID:Zl7yacff3rgf5yObDEG6BuzOUf6-vosAbsH3xxB78LvnVuX7P8S6TYhsxLYu6pAbbwzUPkj 4.1.7 7-0.0 4-1.7 2.10.9 Scale. 1:22.4 3x4 = 3xb 11 3x6 = 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 125 Rep Stress Incr NO Code FBC2014/TP12007 CSI. TC 0.19 BC 0.83 WB 0.50 Matrix) DEFL. in Vert(LL) -0.02 VerI(TL) -0.05 Horz(TL) 0.01 loc) Well Ud PLATES GRIP 4-5 >999 240 MT20 244/190 4-5 >999 180 4 n/a We Weight: 40 Ib FT = 20% LUMBER- BRACING - 6904 Parke East Blvd TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4.9.8 oc puffins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 1=82510-4-0,4=1306/Mechanical Max Horz 1=149(LC 8) Max Uplift)_ 227(LC 8), 4=458(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or fess except when shown. TOP CHORD 1-2=-1415/374 BOT CHORD 1.6=-431/1217, 6-7=-431/1217, 5-7=-431/1217, 5-8=-431/1217, 4-8=-431/1217 WEBS 2-5=-36311321, 2-4=-1511/535 NOTES- (9) 1) Wind: ASCE 7-10; Vull=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. ll; 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 nonconcurreni 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 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 227 Ib uplift at joint 1 and 458 Ib 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) Hanget(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 111 Ib down and 36 Ib up at 1-0.0, and 191 Ib down and 61 Ib up at 3-0.0, and 1334 lb down and 429 lb up at 5-0.0 on bottom chord The designtselection of such connection device(s) Is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54,1-4=-20 Concentrated Loads (lb) Verl: 6=-111(F) 7=-191(F) 8=-1334(F) Q WARNING - Vodfy d4adyn parameters and READ NOTES ON THIS AND INCLUDED INTEK REFERANCE PAGE MO -7473 rev. 104134015 BEFORE USE. Design valkd for use only with Mllek® connectors this design Is based only upon parameters shown. and Is for an Individual building component. not a Inas system. Before use. the brAlding designer mini verity the applkablity of design polamelers and proforly Incorporate Ih6 design Into the overall building design. bacllg Indicated Is to prevent buckling of In dlvIdual Inas web aril/or chord members only. Additional temporary and permanent bracing M iTek' is always required Ior skfi9ily and to prevent collapse with poss0ble peisorn0 Injury and property damage For general guldance regarding the storage, delivery. erection and Gacing of Irtmes aril iniss systems. weANSI/IPI l Dually Criteria. D$11-89 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Rate Inslltule. 218 N. Lee Street, Sidle 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type ryPly in Tt07B0625 TB0097 J14 Jack -Open Truss 1 1 755324036 Ven(LL) 0.00 1-3 999 240 Job Reference (optional) tiv110e16r11stxurce.1arnpa. nemt.ny.rronoeaaaoo _ ..___._....._.....___...- __.. -_o_ I D:Zl7yac f13rgfSyObDE G6Buz0U16-O_OYpC I hiEJ_MU Uz3b2EyL41JyCIgve2LTv87MzU Pki 2.10.15 2.10.15 20 = 2.10.15 Scale: V- V LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Ven(LL) 0.00 1-3 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Ven(TL) 0.01 1-3 999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 2 n/a n1a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 9 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (Ib/size) 1=103/Mechanical, 2=75/Mechanical, 3=28IMechanical Max Horz 1=65(LC 12) Max Uplift 1= 16(LC 12), 2=-67(LC 12) Max Gravl=103(LC 1), 2=75(LC 1), 3=56(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C -C Interior(1) zone; cantilever left and right exposed ;C -C for members and forces & MW FRS for reactions shown, Lumber 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 16 Ib uplift at joint 1 and 67 Ib uplift at joint 2. 6) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) '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 pererrterors and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MR -7473 rsv. 1=30015 BEFORE USE Design vald for use only vitt MilekO connectors. fha design Is based only upon parameters shown. and Is for an Individual building component, not a hors system Before use. the tAdlc*V designer must vedN the applicability of design parameters and property Incorporate this design Into the overall IxAding design. Bracing Indicated Is to Ixevent buckling of WKWIdual truss web and/o# chard members only Addlllonal lemporary and permanent Ixoclng Welk' is always required for slobBlly and to prevent collapse Win poss"o personal h*xy and property damage For general guidance regadlng tie fabrication, storage, delivery. erection and bracing of trusses and IRrss systems, seoANSI/IPI l Quality Criteria. DSB-39 and BCSI Building Component 6004 Parke East BNd. Safely Information ovcitahle horn truss Rate Institute. 218 N. lee Shoet. Suite 312. Alexandria. VA 22314. Tamps. FL 33610 Job fussrush ype ry DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 Safely Irdomalion avallable from Trus Plate Institute. 218 N. lee Street. Suite 312. Alexonddo. VA 22314. TC 0.37 710790626 780097 J15 Jeck-Open Truss 1 1 755324037 Ven(TL) -0.08 1-3 >730 180 BCLL 0.0 ' Rep Stress Incr YES Job Reference o toonal auooersrssraource. rarrpa, rram ny.nona000aoo • - .-1.•--_.-.....-^...___...__....- .-. -o ID:Zl7yacfl3rgf5yObDEG6BuzOUf6 O_OYpCIMEJ_mUUM2EyL')EHy9fgve2LTv87MzUPkI 4.10.15 4.10-15 2x4 = 4.10-15 4.10.15 Scale • 1:17.1 LOADING (psi) SPACING- 2-0-0 Design vdkf for use oNy vAth Milek®connecton. Ihtt design Is based only upon pcaarnelers shown. and B loo an Individual huldUp component not CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 Safely Irdomalion avallable from Trus Plate Institute. 218 N. lee Street. Suite 312. Alexonddo. VA 22314. TC 0.37 Vert(LL) -0.03 1-3 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Ven(TL) -0.08 1-3 >730 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 16 lb FT = 20°0 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 telling directly applied or 10.40 oc bracing REACTIONS. (lb/size) 1=177/Mechanical, 2=129/Mechanical, 3=48/Mechanical Max Hori 1=109(LC 12) Max Upliftl=-29(LC 12), 2=-114(LC 12) Max Gravl=177(LC 1), 2=129(LC 1), 3=96(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25fl; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C -C Intedor(1) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL --1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 29 Ib uplift at joint 1 and 114 Ib uplift at joint 2. 6) 'Semi-rigid pitchbreaks with fixed heels' Member end lixity model was used In the analysis and design of this truss. 7) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING. Vadly doslgn parameras and READ NOTES ON THIS AND INCLUDED U EK REFERANCE PAGE 4111.7473 rev. IdWMI5 BEFORE USE. Design vdkf for use oNy vAth Milek®connecton. Ihtt design Is based only upon pcaarnelers shown. and B loo an Individual huldUp component not a truss systern. Before use. the UJIding designer mtal verity the aWIcd)11N of design parameters and property Incogwrate INs design Into the ovemil txBding design. Bracing Indicated is to txevent budding or Individual In= web and/or chord member only. Additional lemporary and permanent tracing MiTek' Is always required for skitAlly and to rxevenl collapse wlih possUe penond Wr+y and Ixoperly damage. For general guldanco 10WdIng the lab0cotlon. shape. delivery, oeclion and bunting or trusses and Intss systems, seeANSI/1PI l Quality Criteria, DSS -89 and SCSI Suliding Component 6904 Parke East Blvd. Safely Irdomalion avallable from Trus Plate Institute. 218 N. lee Street. Suite 312. Alexonddo. VA 22314. Tempe. FL 33610 Job rus5 Truss Type Ory ply loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 710790627 780097 J22 Jack -Open Truss 1 1 1755324038 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Ven(TL) 0.06 Job Reference (optional) aurroersrverorwrce.rarrye. rwmwy,nvnveuaaov__..r..___._.._.__...___...__...._..._... _________ ID:Zl7yacff3rg15y0bDEG68uz0Uf6.O &Y 6i1 iEJ_mUUz3b2EyL7FgyABgve2LTv87MzUPki 1-0-0 4.10.15 1.0.0 4.10.15 2x4 = 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 0.27 Vert(LL) 0.02 2-4 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Ven(TL) 0.06 2-4 869 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n1a BCDL 10.0 Code FBC2014fTP12007 Matrix) Weight: 17 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (lb/size) 3=111/Mechanical, 2=250/0.8-0, 4=45/Mechanical Max Horz2=126(LC 12) Max Uplifl3=-104(LC 12), 2= 70(LC 12) Max Grav3=111(LC 1), 2=250(LC 1), 4=90(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10.15 oc purlins. BOT CHORD Rigid telling directly applied or 10-0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7.10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL--6.Opsf; h=25f1; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C -C Interior(1) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grlp 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 truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 104 Ib uplift at joint 3 and 70 Ib uplift a1 joint 2. 6) 'Semi-rigid pltchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNING. Verfry dedpn parameters and READ NOTES ON THIS AND INCLUDED NlIEK REFERANCE PAGE M/I.7473 rev. I M &W I S BEFORE USE Design valid for use only with Mllek® connectors. 1111s dOsl®1 h based only upon Ixxametets 0x)wn. and Is lot an Indivickrd IxBding component. not a puss system. Before use, the Wilding designer must verity the oplAlcabllty of design rxxomelers and property Woiporate Ihh design Into the overall bti lding design ®achig Indicated Is to prevent buckling of Individual tnra web and/or chord members only. Additional temporary and pennanenl UacIng MiTek' Is always required for sldbBlly and to rxevenl collgne with possible petsonal kytsy and property damage. Fol geneid g Aclalce regarding the fabrlcallm storage, delivery. weellon and bractrlg of hasps atxt truss syslerns seeAN51/IPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parka East Blvd. Safety Information ovallable from Trus Plate Institute. 218 N. Lee Street. Suite 312, Mexandtta. VA 22314. Tampa, FL 33610 ob Trussss ypety CSI. y Plate Grip DOL 1.25 Ven(LL) TC 0.60 TCDL 7.0 Lumber DOL 1.25 240 Tt078062e 780097 J23 Jeck•Open Truss 110 t 1755324039 Horz(TL) Matrix) LUMBER - r1/a TOP CHORD 20 SP No.2 Job Reference (optional) Builders FrrsiSomce. Tempe. Plant City. Fonda 33566 r 64u s Apr 1 e 2016 rvrn ex mousmes. me mon Apr v3 l4 34:56 cv r rrage! ID,Zl7yacf13rgl5yObDEG68uzOUf6-skwOYJJTYRrNe3AdJZT UZXLYMSm PMuBa7fhfozUPkh 1-0-0 7-" 1-0-0 7.0-0 3x4 = LOADING (psi) SPACING- 2.0-0 roc) CSI. TCLL 20.0 Plate Grip DOL 1.25 Ven(LL) TC 0.60 TCDL 7.0 Lumber DOL 1.25 240 BC 0.48 BCLL 0.0 ' Rep Stress Incr YES 2-4 WB 0.00 BCDL 10.0 Code FBC2014/TP12007 Horz(TL) Matrix) LUMBER - r1/a TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (lb/size) 3=159/Mechanical, 2=324/0-8-0, 4=78/Mechanical Max Horz2=172(LC 12) Max Uplift3=-131(LC 12), 2=-81(LC 12) Max Grav3=159(LC 1), 2=324(LC 1), 4=122(LC 3) FORCES. (lb) - Max CompJMax. Ten - All forces 250 (lb) or less except when shown. Scale e 1 22 2 DEFL. In roc) I/dell Ud PLATES GRIP Ven(LL) 0.09 2.4 854 240 MT20 244/190 Veri(TL) 0.24 2-4 334 180 Horz(TL) 0.00 3 r1/a We Weight: 24 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins BOT CHORD Rigid telling directly applied or 10.0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=2511; Cat. II; Exp B; Encl., GCpl=0.18; MW FRS (envelope) gable end zone and C -C Interior(1) zone; cantilever left and right exposed ;C -C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL --11.60 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 tail by 2.0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to miss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 131 Ib uplift at joint 3 and 81 Ib uplift at joint 2. 6) 'Semi-rigid pltchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING • Verify design parameters end READ N07ES ON rN S AND WCLUDEO MMK REFERANCE PAGE MF7473 rev. IM30201S BEFORE USE Design valid lot use only with Milek® connectors this design Is based only upon parameters shown, and Is for an Individual building component, not a Inas system Before use, the txdidtng designer mint verify the applicability of design parameters and properly I ncoipoiale"design Into the overall buAding design Bracing Indicated Is to prevent Nodding of Individual Intl web and/or chord members only. Additional temporary and permanent bracing WOW Is always requited for sWMilly and to prevent collapse wllh possible personal hpay and property damage. For general guidance regarding the fabrication, slorage. delivery, ereellon and Macing of Inlssos and Inas systems seeANSI/TPI I Quality Criteria. DSB-89 and SCSI Building Component 6904 Parke East Blvd Safety Information available from buss Plate Institute, 218 N. lee Slreel. Suite 312, Alexandria. VA 22314 Tempo. FL 3300 Job rusS Truss Type ty Ply 710700629 T80097 R01 Hal Hip Truss 110 1755324040 Structural wood sheathing directly applied, except end verticals. BOT CHORD 20 SP No 2 BOT CHORD Rigid ceiling directly applied or 6.10.12 oc bracing. Job Reference (optional) GUilaara riiSIJOURa. lalipa, rwm bny.rwnoD JJaoD ... _..,,. .___._..... _.. ...___..-"_'"__- ..._.. .. r. __ -. _ I D:Zl7yacH3rgf5yObDE G68uzOUf6-sA_wOYJJ TYRrNe3AdJZT UZXGpMMwPDKBa 7lhtoz U Pkh t-0-0 7-0-0 10.5.8 14.2-8 7." 3-5.8 3.9.0 Scale . 1:26.3 Sx6 = 2x4 = 3x4 = 3x6 = axe = LOADING(psf) SPACING- 2-0.0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2014/TP12007 CSI. TC 0.90 BC 0.86 WB 0.61 Matrix) Design wild for use only with W lek® connectors. ltls deslpn Is based only upon rysamoters shown. aryl h for an Individual building component, trot DEFL. in Ver1(LL) 0.09 Vert(TL) -0.36 Horz(TL) 0.05 loc) Udell Ud PLATES GRIP 2-7 >999 240 MT20 244/190 6.7 >457 180 6 n/a Na Weight: 63 Ib FT = 20°b LUMBER- WOW BRACING - 6904 Pmke East Blvd. TOP CHORD 2x4 SP No.2 Terrpa, FL 33610 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 20 SP No 2 BOT CHORD Rigid ceiling directly applied or 6.10.12 oc bracing. WEBS 20 SP No.3 REACTIONS. (lb/slze) 2=998/0-8-0,6=1205/Mechanical Max Horz2=123(LC 4) Max Uplitt2=-384(LC 4), 6=439(LC 4) Max Grav2=998(LC 1), 6=1258(LC 18) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3---2348/686,3-4=-21261689 BOT CHORD 2-7=-687/2154,6-7=-590/1451 WEBS 3-7=-4/498,4.7- 139/807,4-6=-1659!717 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 gnp DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will tit between the bottom chord and any other members. 5) Refer to girder(s) for truss 10 truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 384 Ib uplift at Joint 2 and 439 lb uplift at joint 6. 7)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 647 Ib down and 184 Ib 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) Vert: 1-3=-54, 3-5=-120(F=-66), 2.7=-20, 6-7=-44(F=-24) Concentrated Loads (Ib) Vert: 7=-475(F) WARNING- VwW dodgn parsmsters and READ NOTES ON TNR AND INCLUDED M/1EK REFERANCE PAGE 011I1-7473 rev. 146MIS BEFORE USE. Design wild for use only with W lek® connectors. ltls deslpn Is based only upon rysamoters shown. aryl h for an Individual building component, trot a buss system. BgBeforeuso, the LAW11 designer mind verily the aPDliaablify of design paameters and properly Incow"ale Us design Into the overdl building design. Bracing Indicated is to prevent bucl0blg of In dh4duat Iniss web and/or chord members orgy. Additional temporary and permanent bracing WOW 6 always iect lied for stability and to prevent collapse with polsaNe personal IMaY and Property damage. For general guidance regarding the IabrInallon, storage. delivery. orocllon and bracblg of fnrsos and Inns systems. seeANSr/TP11 Quality Criteria. DSB-09 and BCSI Sul" Component 6904 Pmke East Blvd. Safety Information avallablo from muss Plate Institute. 218 N. Lee Street. Sidle 312. AlexorWrkx VA 22314. Terrpa, FL 33610 Job Truss Truss Type b710790630 DEFL. in Vert(LL) 0.07 Ven(TL) -0.16 Horz(Q 0.02 loc) Udell Ud 2-7 >999 240 2-7 >999 180 6 n/a n1a PLATES GRIP MT20 244/190 Weight: 62 Ib FT = 20% LUMBER- 6904 Parke East Blvd. BRACING - Tampa. FL 33610 TOP CHORD 20 SP No.2 TB0097 R02 Hall Hip Truss 1 1 755324fer end verticals. WEBS 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. Job Reference (optional) rsmraers rsstsource. romps. nom csy. rronoa asaoe , ,.,, o... ,o .,.., ...........,,,,o...._..... ....... y. __ ._ _ __ __.. . _ _ . ID:Zl7yacfl3rgf5yObDEG6BuzOUf6-KNXIDuJxE6Zr4oeMA05t1 m4YclnOicdLonOFCFzOPkg 1-0-0 7.2.7 M-0 14.2.6 r 1 0-0 7-2-7 1.9.9 5.2-0 3x4 = Scale - 1:26.1 30 = 3x4 = 20 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 YES Code FBC2014/fP12007 CSI. TC 0.51 BC 0.52 WB 0.87 Matrix) DEFL. in Vert(LL) 0.07 Ven(TL) -0.16 Horz(Q 0.02 loc) Udell Ud 2-7 >999 240 2-7 >999 180 6 n/a n1a PLATES GRIP MT20 244/190 Weight: 62 Ib FT = 20% LUMBER- 6904 Parke East Blvd. BRACING - Tampa. FL 33610 TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5.4-11 oc purlins, except BOT CHORD 20 SP No.2 end verticals. WEBS 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (lb/size) 2=583/0.8.0, 6=504/Mechanical Max Horz2=152(LC 8) Max Uplift2=-219(LC 8), 6=-175(LC 8) FORCES. (Ib) - Max. CompJMax. Ten -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-959/251 BOT CHORD 2-7=-310/85316-7=-310/853 WEBS 3-7=0/316,3-6---859/312 NOTES- (8) 1) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opst; h=15ft; Cal. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C -C Interlor(1) zone; cantilever left and right exposed ;C -C for members and forces 8 MW FRS for reactions shown; Lumber DOL --1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3.6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 219 Ib uplift at joint 2 and 175 Ib uplift at joint 6. 7)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component lot any particular building is the responsibility of the building designer per ANSI TPI 1 as relerenced by the building code.' 0 WARNING • Vwffy dodgn paramotam and READ No7ES ON 1'RIS AND INCLUDED WMK REFERANCE GAGE N67473 rov. 14V3,2015 BEFORE USE. Design valkl la use only with Mllek®connectas. lhls design 6 based only upon parametersYrown. and h for an MlvkAwl buldklg component, not a htns system. Before Ice. the building designer must verity the apllleablly, of design parameters and properly Incorporate tllk design Into the overall building design. Bachg Indicated Is to prevent budding of IrKOvkW muss web and/or chard members only. Addlikxxl tempalary and permanent bracing MiTek' Is always recptlred let srabillly and to prevent collapse wllh possUe personal Injury and property damage. Fee general guidance regarding 9e fabrication storage• delivery. erectlon and bracktg of tnnssos and Ines systems. seeANSI/TPll Quality CdIerb, DS9-69 and SCSI Witting Component 6904 Parke East Blvd. Safely IMormatlon avaltobie Intim muss Plole trclllule. 218 N. Lee Skeet, Sulle 312. Alexandria, VA 22314 Tampa. FL 33610 Job ruse Truss Type oty ply 710780631 780087 R03 Special Truss t t 755324042 TCDL 7.0 Lumber DOL 125 BC 1.00 Verl(I-) -0.67 2-13 >370 180 Job Reference (optional) tlUlle9re FUBiJOUICe. IaligO. rwm Ily, rlOnaa oaaoo .- •-,.••---•_..... _.. ...___...__. _ ..._. ._ ID:Zl7yac113rg15yObDEG6Buz0U16-KNXIDu bciiZr4oeMA050m4WIIgv8e6LonOFCFzUPkg r1.0.0 6.8-74 I 10-0-0 16 .4.0 20.6-0 L1 5_ 25-0-0 1 30.0.0 31.0.0 rt -0-0 6-8.14 3.10.2 5 8-0 4-4.0 0 4-0 4-0-0 5-0-0 1-0.0' Scale . 1:54.4 4x6 = 3x6 IJ II - 3x4 = 3x8 = 4x6 _ 3x8 = 2x4 1 LOADING(psf) SPACING- 2-0.0 CSI. DEFL. in Ioc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.24 2-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 125 BC 1.00 Verl(I-) -0.67 2-13 >370 180 BCLL 0.0 ' Rep Stress Inch NO WB 0.71 Horz(TL) 0.03 8 n1a n1a BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 154 Ib FT = 209b LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-4 oc purlins. BOT CHORD 2x4 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. 8-12:2x6 SP No.2 WEBS 20 SP No.3 REACTIONS. (Ib/size) 2=737/0-8-0,11=246810-8-0,8--407/0-8-0 Max Horz 2=- 1 12(LC 13) Max Uplift2=-199(LC 8), l l=-867(LC 9), 8=-197(LC 9) Max Grav2=737(LC 1), 11=2606(LC 15), 8=456(LC 16) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3---969/239.3-4=-7081168,4-5=-715/161, 5-6=-1591662,6-14=-1 59/662, 7-14=-159/661, 7-8=-741/273 BOT CHORD 2-13=-218/811, 12-13-53/475,11-12=-531476,11-15=-175/584,10-15=-175/584, 8-10=-186/629 WEBS 4.13=-36/429,7-10=-191!763,6.11=-310/223,7-11=-1257/484, 3-13- 326/250, 5-11=-1285/370 NOTES- (10) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25fh Cat. Il; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psl bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable o1 withstanding 199 Ib uplift at joint 2, 867 Ib uplift at joint 11 and 197 lb uplift at joint 8. 7) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 307 Ib down and 102 Ib up at 25.0.0, and 1353 Ib down and 447 Ib up at 22.0-0 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Continued on a e 2 Q WARNING - Verify dedyn parameters and READ NOTES ON THISAND INCLUDED M/TEK REFERANCE PAGE ND -7473 rev. ra,03R016 BEFORE USE. Design valid for use orgy wllh MllekO conneclors. n* design b based only upon parameters shown. and isfor an individual building component, not a Inns system. Before use, the "ding designer must verify Ilse af)llkabllty, of design Ixaaneters and lxoporly Incorporate Iib design Into the over,, brYding dos,gn. tracing Indicated Is to prevent budding of Individual Inns web and/or chord members orgy Additional temporary and pen nanenl bracing MiTek' Is always tecplred for slot -Ally and to prevent collapse with possible personal injury and properly damage For genet, gtldance regarding the fabticallom storage, delivery. erection and bracing of trusses and Inns systems. WeANSVIPI I Quality Criteria, DSB-89 and BCSI Building Component 6804 Porke East Blvd Soley Information ovdlabie from Truss Rate I nslllule. 218 N. lee Street. Sulle 312, Alexandria, VA 22314. Tempe. FL 33610 Job russ Truss Type otyply a buss system. Belae use. the building designer must verity the appticabllly of design parcvnelers and Ixoporly Incorporate 8% design Into the overall IxAdtng design. Bracing Inckaled Is to prevent Ixrckli ng of Individual hues web and/or chord members only. Additional lemporay and permanent bractng MiTek' Is always required for stability and to prevent collapse vAlh possible personal trlpny and property danage. For general guidance regarding the fabrk;allm storage. dfellvery, erecllon arKt blcickng of trusses antl inrss syslems, swAN$I/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Pmke East Bbd Solety Information ovallable from buss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tempo. FL 33610 710790631 780097 R03 SpeaolTluss 1 1 7SS324042 Job Reference o tgonal o.. t$U1RN19 F 115I*QU1Ge. IUMPa. 119111 VnY, rIpllaa a.aaoo .. bDEG 8uzOU.-K...-.....--_...__...._ ID:ZI7yacif3rgl5y0bDEG68uz0Ut6-KNXIDuJxEsZr7oeMA05i1 m4 W11gv8e6LonOFCFzUPkg LOAD CASE(S) Standard Uniform Loads (pit) Vert: 1-4=-54, 4-5=-54, 5-14=-54, 7-14=-86(F=-32), 7.9=-54, 2-15=-20,10-15=-32(F=-12), 8-10=-20 Concentrated Loads (ib) Vett: 10=-216(F) 15=-950(F) 0 WARNING - Vedly dedyn pammetent and READ NOTES ON THIS AND WCLUOED MIfEK REFERANCE CAGE MF7473 rev. 101WRO1S BEFORE USE Design valid for use only with IAI109 connectors. INs design Is based only UI»n Marnoten $town, and Is log an Individual building component, rel a buss system. Belae use. the building designer must verity the appticabllly of design parcvnelers and Ixoporly Incorporate 8% design Into the overall IxAdtng design. Bracing Inckaled Is to prevent Ixrckli ng of Individual hues web and/or chord members only. Additional lemporay and permanent bractng MiTek' Is always required for stability and to prevent collapse vAlh possible personal trlpny and property danage. For general guidance regarding the fabrk;allm storage. dfellvery, erecllon arKt blcickng of trusses antl inrss syslems, swAN$I/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Pmke East Bbd Solety Information ovallable from buss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tempo. FL 33610 Job Truss Truss Typety loc) Well Ud 2-7 >999 240 6-7 >474 180 6 We We T10790632 700097 R04 Common Truss 110 t 1755324043 Structural wood sheathing directly applied or 4-4-1 oc puffins. BOT CHORD 20 SP No.1 BOT CHORD Rigid telling directly applied or 10-0.0 oc bracing. Job Reference (optional) A 4&o I..n IJnn A— M 1d'1S nn 7n17 Dnne 1 GUIIOere 1-I1SlAOu1ce, larrpa. Ymnl l ay. •m,, a JJasO • - - - 6• '- -- 16-" "_g'"""' - - - T - - ID:ZI7yaclf3rgt5y0bDEG68uz0U16•oZSgRDKZi9hZdyDYklcxZ_dlM93a1DUU1 RBokhzUPM 1-0-0 6.9.13 10.8-0 14-63 21.4-0 1.0.0 6.9.13 3-10.3 3-10.3 6.9.13 Scale a 1.38.3 06 = 3x6 _ 5X8 = — = Ig LOADING(psf) SPACING- 2-0.0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0Rep Stresslncr YES BCDL 10.0 Code FBC2014tTP12007 CSI. TC 0.51 BC 0.78 WB 0.25 Matrix) DEFL. in Vert(LL) -0.19 Verl(TL) -0.52 Horz(TL) 0.04 loc) Well Ud 2-7 >999 240 6-7 >474 180 6 We We PLATES GRIP MT20 244/190 Weight: 91 Ib FT = 20°0 LUMBER- BRACING - Is always required loo slablllly and to prevent cdtarne with ixyzUe personal InMy and property damage. ror general guidance iegaoding the fabilcatbn, storage. daIM ry, ereClIon and bracing of trusses and Inns systems. seeANSI/110I1 Quality Criteria. DSB-89 and SCSI Building Component TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-1 oc puffins. BOT CHORD 20 SP No.1 BOT CHORD Rigid telling directly applied or 10-0.0 oc bracing. WEBS 20 SP No.3 REACTIONS. (Ib/size) 6=762/0-8-0.2=839/0-8-0 Max Horz2=120(LC 12) Max Upli t6— 183(LC 13), 2=-224(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3---1200/293,3-4=-940/226,4-5=-941/224,5-6=-1204/298 BOT CHORD 2-7=-274/1013,6-7=-177/1019 WEBS 4-7=-120/657, 5-7=-324/260, 3-7=-317/255 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=2511; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C -C Interior(1) zone; cantilever left and right exposed ,C -C for members and forces 8u 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.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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 183 Ib uplift at joint 6 and 224 Ib uplift at joint 2. 6) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) '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 - Verify des/gn peremetwo end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M/1-7473 rev. 109MIS BEFORE USE. Design volld los use only with Mllek® connectors. INS design Is based only upon parameters sWwn. aril Is for an in lMdual ["ding component, not a ktns system. Before use, Iho Ixltding designer mtni verity the a1r11IcaIAIfy of design paianelers and Ixoperly Incooporate INS design Into the overallAddtlonallempofaryandpennonenl Ixacing WOWIxudingdesign. Bfacktg Indicated Is Io prevent Ixielding of lndlvk kcal Inns web anal/or chord members only. Is always required loo slablllly and to prevent cdtarne with ixyzUe personal InMy and property damage. ror general guidance iegaoding the fabilcatbn, storage. daIM ry, ereClIon and bracing of trusses and Inns systems. seeANSI/110I1 Quality Criteria. DSB-89 and SCSI Building Component 6904 Ponke East Blvd Safety Informallon ovdtable born truss Plate Inslllule. 218 N. Lee Saeet, Suite 312. Alexandria. VA 22314, Tampa. Fl. 33610 Job ruse Truss TypeN710790633 CSI. Ply in loc) Vdell Ud TCLL 20.0 Plate Grip DOL 1.25 T80097 ROS Common Truss 110 t 1755324044 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Veri(TL) Job Reference(optional) Builders FnslSOurce, compo. Fiord uny, 1-101100 "J"Obbb •.— • ^v, cV, T. SO V•"• ••• ••"'••'w• "" •' "" " `•.. _._ . ID:Zl7yacff3rg15yObDEG6BuzOU16•oZ5gRDKZ79hZdyDYkjcxZ_di 193etOx U 1 RBokhzUPk1 6.9.13 I 10.8-0 14-_6 I 21.4-0 22-4-0 1.0-0 6.9.13 3.10.3 3 10 3 6.9.13 1.0.0 Scale . 1:38.3 4x6 = 3x6 = 3xb = 5x8 = LOADING (psi) SPACING- 2.0-0 CSI. DEFL. in loc) Vdell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.19 2-8 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Veri(TL) 0.52 6.8 481 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.25 Horz(TL) 0.04 6 n1a n1a BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=837/0-8-0,6=837/0-8-0 Max Horz 2=-111(LC 17) Max Upli112=-223(LC 12), 6=223(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3---1195t292,3-4=-934/223,4-5=-934/223,5-6=-1195/292 BOT CHORD 2-8---264/1008,6-8=-15511008 WEBS 4-8---1151649,5-8=-317/255,3-8=-317/255 PLATES GRIP MT20 244/190 Weight: 93 Ib FT = 2M'o BRACING - TOP CHORD Structural wood sheathing directly applied or 4.5.13 oc purlins. 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) Vesd=108mph; TCDL=4.2pst; BCDL=6.Opsi; h=25ft; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C -C Interior(l) zone; cantilever left and right exposed ;C -C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will til between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 223 Ib uplift at joint 2 and 223 Ib uplift at joint 6. 6)'Semi-rigid pitchbreaks with fixed heels' Member end lixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNING - Vwfy design peremoters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M67473 rev. iOMW I6 BEFORE USE Desltpt valid low use only with Mllek® connectors. INs design Is based oNy upon paameters shown, and Is lot at kidNkkial buldbg component, not a Was system Before corse. the bldidng designer must verily the applicability of den parameters and pwopeily Ircawporate Mdosign Into the overall bolding design. Bracing Indicated Is to prevent truckling of Individual Inns web and/or chord members only. Addllonoi temporary and perrnaneni bracing WOW Is always wec"red lot stabillly and to prevent collapse vAth possible personal Infury and property damage. For General guidance regarding he Iablklallm storage, delivery, erection cxxl braoko of Inmos and truss systems, seeANSI/TPI I Quality Cdtoda, 056.89 and SCSI Building Component 6904 Porke East Blvd Safety Information available from Truss Plate Institute. 218 N. Lee Street. Sidle 312, Alexandria. VA 22314. Tompo, FL 33610 Job russ Truss Type y710790634 loc) I/dell Ud 2-8 >999 240 2-8 >703 180 5 n/a n1a PLATES GRIP MT20 244/190 Weight: 62 Ib FT = 20°b LUMBER- Is always tegJred la stability and to prevent collapse with possible peisonal Inlury, and properly damage. For genatal guidance iegaidi ng the fabrication. storage. delivery, eieclion and bwci ng of Inrssees and truss systems. sceANSI/TPI I Quality criteria. DSB-89 and BCSI Building Component BRACING - Safety Information available from Truss Plate Insltute. 218 N. Lee Street. Sulle 312. Alexandria. VA 22314 TOP CHORD 20 SP No.1 'Except' T80097 R07 Hip Truss 1 1 755324045 BOT CHORD 20 SP No.2 WEBS 20 SP No.3 Job Reference (optional) MUMS r 111r100arGe, Ianipa, rwm-Y.I __....,.. .. __._........ ._._.. .__._.__ __ ID:Zl7yact13rg15yObDE G6BuzOUf 6-GIf3eZLCmTpOE6c4lR7A6B9gAZP6cgjeG5tLG7zUP ke 1 •1.0.0 7-0-0 6.62 15.6-0 1 16-08-O 6-0 l 7-" Scale . 1:29.5 5x6 = 5x6 = 30 = 3x6 II 3x6 II 30 = g LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2014/fP12007 CSI. TC 0.76 BC 0.76 WB 0.25 Matrix) DEFL. in Verl(LL) -0.13 Veri(TL) -0.26 Horz(TL) 0.05 loc) I/dell Ud 2-8 >999 240 2-8 >703 180 5 n/a n1a PLATES GRIP MT20 244/190 Weight: 62 Ib FT = 20°b LUMBER- Is always tegJred la stability and to prevent collapse with possible peisonal Inlury, and properly damage. For genatal guidance iegaidi ng the fabrication. storage. delivery, eieclion and bwci ng of Inrssees and truss systems. sceANSI/TPI I Quality criteria. DSB-89 and BCSI Building Component BRACING - Safety Information available from Truss Plate Insltute. 218 N. Lee Street. Sulle 312. Alexandria. VA 22314 TOP CHORD 20 SP No.1 'Except' TOP CHORD Structural wood sheathing directly applied or 3.3.10 oc puffins. 3.4: 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-6-1 oc bracing. BOT CHORD 20 SP No.2 WEBS 20 SP No.3 REACTIONS. (Ib1slze) 2=1184/0-4-0,5=1184/0-4-0 Max Horz 2=-77(LC 13) Max Uplifl2=-422(LC 8), 5=-422(LC 9) Max Grav2=1270(LC 15), 5=1270(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2311/715, 3-4=-1939/657, 4-5=-2311!715 BOT CHORD 2-8=-56512016.7-8=-559/1984,5-7=-568/2018 WEBS 3-8=-206/824,4-7=-206/824 NOTES- (10) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Opst; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever lett and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load norlconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psl on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 422 Ib uplift at joint 2 and 422 Ib uplllt at joint 5. 7) Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 676 Ib down and 223 Ib up at 8.8.0, and 676 Ib down and 223 Ib up at 7-0-0 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 3-4=-120(F=-66),4-6=-54, 2-8=-20, 7.8>44(F=-24), 5-7=-20 Concentrated Loads (Ib) Veil: 8=-475(F) 7=-475(F) Q WARNING - Verily design pwwriaterr and READ NOTES ON TNIS AND INCLUDED NflEK REFERANCE PAGE UP -7473 raw. FaCMIS BEFORE USE Design vaikl la use only with Mllek® connectors. this design Is based only upon parameters shown. and Is lot an Individual bolding component. not a Inns system. Before use. the bllaing designer must verify the applicability of design rxsameters and properly Incorporate this design into the overall trBaing design. Bracing Indicated Is to prevent buckfing of Indlvklttal tniss web and/or chord members orgy. Additional temporary and permanent bracing M iTek' Is always tegJred la stability and to prevent collapse with possible peisonal Inlury, and properly damage. For genatal guidance iegaidi ng the fabrication. storage. delivery, eieclion and bwci ng of Inrssees and truss systems. sceANSI/TPI I Quality criteria. DSB-89 and BCSI Building Component 6904 Parka East Blvd. Safety Information available from Truss Plate Insltute. 218 N. Lee Street. Sulle 312. Alexandria. VA 22314 Tamps. FL 33610 Job Truss Truss Type N a bum system. Before use, the Wilding designer mtrsl vedly the apDllcabllty, of design txxamelers and properly Incorporate, orfs design Into the over,, building design. ®aehg Indicaled Is to prevent bmiding of IndNkkral Inns web and/or chord members only Addllioral lemporay and permarxml bracing WOW 7-10-0 ' LOADING (psi) SPACING- 2-0-0 CSI. 710790635 TBWROS loc) common Truss 1 t W6 Plate Grip DOL 1.25 TC 080 Verl(LL) 0.13 Job Reference (optional) Job R nuuoeB nrsr ource. r ompo. nom t.rry. r ronoa ,raxo w' , • •^„ ^ • ,,•,•, _.,. •• .-- .- . ID:Zl7yacH3rg15yObDEG6BuzOUf6-kyDRsvMgXnyHsGMxs8eOlPi Hzm8L8rnVldvoZzUPkd 7.10-0 15.6-0 11 0 1 7-10-0 7-10-0 Scale. 1:28.7 4x6 = 3x6 = 20 11 3x5 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=569/Mechanical, 2=637/0-4-0 Max Holz 2=93(LC 16) Max Uplilt4_ 137(LC 13), 2=-172(LC 12) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-8261181,3-4=-824/176 BOT CHORD 2-5=-95/651,4-5=-951651 WEBS 3-5=0/368 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. NOTES- (8) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C -C Interior(1) zone; cantilever left and right exposed ;C -C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL --1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 137 Ib uplilt at joint 4 and 172 Ib uplift at joint 2. 7) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNING- Vorlly dulyn pwi tmx rand READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE M67473 mv. 10=11015 BEFORE USE 7.10-0 Design valid la use only with MBek® connectors tiffs design Is based only upon Ixaameters shown. and Is for an Individual txddlrtg cornportent. not 1 a bum system. Before use, the Wilding designer mtrsl vedly the apDllcabllty, of design txxamelers and properly Incorporate, orfs design Into the over,, building design. ®aehg Indicaled Is to prevent bmiding of IndNkkral Inns web and/or chord members only Addllioral lemporay and permarxml bracing WOW 7-10-0 ' LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 080 Verl(LL) 0.13 4-5 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.65 Verl(TL) 0.27 4.5 680 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.14 Horz(TL) 0.02 4 n/a Na BCDL 10.0 Code FBC2014rrP12007 Matrix) Weight: 57 Ib FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=569/Mechanical, 2=637/0-4-0 Max Holz 2=93(LC 16) Max Uplilt4_ 137(LC 13), 2=-172(LC 12) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-8261181,3-4=-824/176 BOT CHORD 2-5=-95/651,4-5=-951651 WEBS 3-5=0/368 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. NOTES- (8) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C -C Interior(1) zone; cantilever left and right exposed ;C -C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL --1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 137 Ib uplilt at joint 4 and 172 Ib uplift at joint 2. 7) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNING- Vorlly dulyn pwi tmx rand READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE M67473 mv. 10=11015 BEFORE USE Design valid la use only with MBek® connectors tiffs design Is based only upon Ixaameters shown. and Is for an Individual txddlrtg cornportent. not a bum system. Before use, the Wilding designer mtrsl vedly the apDllcabllty, of design txxamelers and properly Incorporate, orfs design Into the over,, building design. ®aehg Indicaled Is to prevent bmiding of IndNkkral Inns web and/or chord members only Addllioral lemporay and permarxml bracing WOW is always required for slablltty and to prevent eollarAe wSh possible persoral hhxY aril property damage For general gukkme rogarding the fnbrk;allm slorage, delivery. erection and bracing of tames and Inm systems. weANSI/1P11 Quality Criteria, DSB-89 and SCSI Building component 6904 Parke East Blvd safely information available nom Russ Pole hstitule. 210 N. lee Street. Sulle 312, Alexandria, VA 22314. Torrpa, FL 33610 Buxdere FnelJOurce. Iarpa. rrorn "ay. rrenao ,+'uoo ...-... -.v....... ..-. o^ ...--o... .._...,. . __ . ID217yact13rgf5yObDEG6BuzOUf6-kyDRsvMq"HsGMxsBeOlPixPzotL7YnVIdv, Z; UPkd rl-0-0, 7-0-0 11-11.3 1e-0.13 I 23-0.0 30-" 1-0 x.0.0 7.0 0 4-11-3 6.1.10 4-11.3 7-00 6x12 MT20HS = Anne 3x6 = 3x6 = 6x12 IAT20HS = Scale. 1:55.2 3x12 MT20HS i 1Z12 MT20HS = . 3x12 MT20HS 6x 6x8 = 6x6 = 7x10 = LOADING(psf) SPACING- 2.0.0 CSI. DEFL. in TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) 0.28 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(TL) -0.68 BCLL 0.0 ' Rep Stress Incr NO WB 0.73 HOrz(TL) 0.13 BCDL 10.0 Code FBC2014fTP12007 (Matrix) Truss Truss Type y LUMBER- BRACING - Design valid rot use only with MlleM conneclas. If* design Is based only uron parameters shown, and is for an Indlvldual building component. nol TOP CHORD 20 SP M 31 'Except' TOP CHORD Structural wood sheathing directly applied. 7/0790636 JJob T80097 R09 Hip Truss 1 t 1 ISS324047 WEBS 20 SP No.3 Job Reference(optional) Buxdere FnelJOurce. Iarpa. rrorn "ay. rrenao ,+'uoo ...-... -.v....... ..-. o^ ...--o... .._...,. . __ . ID217yact13rgf5yObDEG6BuzOUf6-kyDRsvMq"HsGMxsBeOlPixPzotL7YnVIdv, Z; UPkd rl-0-0, 7-0-0 11-11.3 1e-0.13 I 23-0.0 30-" 1-0 x.0.0 7.0 0 4-11-3 6.1.10 4-11.3 7-00 6x12 MT20HS = Anne 3x6 = 3x6 = 6x12 IAT20HS = Scale. 1:55.2 3x12 MT20HS i 1Z12 MT20HS = . 3x12 MT20HS 6x 6x8 = 6x6 = 7x10 = LOADING(psf) SPACING- 2.0.0 CSI. DEFL. in TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) 0.28 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(TL) -0.68 BCLL 0.0 ' Rep Stress Incr NO WB 0.73 HOrz(TL) 0.13 BCDL 10.0 Code FBC2014fTP12007 (Matrix) loc) Well Ud 9-10 >999 240 9-10 >523 180 7 n/a We PLATES MT20 MT20HS Weight: 160 lb GRIP 244/190 187/143 FT = 209b LUMBER- BRACING - Design valid rot use only with MlleM conneclas. If* design Is based only uron parameters shown, and is for an Indlvldual building component. nol TOP CHORD 20 SP M 31 'Except' TOP CHORD Structural wood sheathing directly applied. WOW 3.6: 20 SP No.1 BOT CHORD Rigid ceiling directly applied or 8-5.3 oc bracing. Safety IMormallon available from buss Plale Institule. 216 N. lee Shoot. SWIe 312. Alexa chlor. VA 22314. BOT CHORD 2x6 SP M 26 WEBS 1 Row at midpi 4-12,5-9 WEBS 20 SP No.3 REACTIONS. (lb/size) 2=2043/0.4-0, 7=2612/0-8-0 Max Horz2=77(LC 12) Max Uplift2=-435(LC 5), 7=-543(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-3=-3924/886, 3-4=-3359/811, 4.13_ 6166/1424, 5-13=-6166/1424, 5.6= 4427/980, 6.7=-5167/1081 BOT CHORD 2-12=-761/3419,11-12=-1248/5281, 10-11=-1248/5281,10-14=-1351/5882, 9-14=-1351/5882,7-9=-888/45D6 WEBS 3-12=-280/1453,6-9=-325/1907,4-12=-24121665,4-10---212/1381, 5-10=-19/470, 5-9=-1841/613 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; VUIt=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11, Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psl bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will lit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 435 Ib uplift at joint 2 and 543 Ib uplill at joint 7. 8) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 513 Ib down and 165 Ib up at 23.0.0, and 1102 Ib down and 354 Ib tip at 15-8.0 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Continued on a e 2 WARNING - Verify dedgn parametara and READ NOTES ON THIS AND INCLUDED WYEK REFERANCE PAGE 4167473 rov. 10163 I S BEFORE USE Design valid rot use only with MlleM conneclas. If* design Is based only uron parameters shown, and is for an Indlvldual building component. nol a buss syslem. Before use. the building designer mush ve4ly Ra ai)lAleablity of design paameters and pxopedy Incorporate thts design Info the overall building design. 13tacing Indicated Is to pievenl btcloing of IndWklual Inns web and/or chard members only Additional tennlorary and permanent bracing WOW is always regtbed lot stability and to prevent collapse wllh Iosibie personal Injury and IropeM damage. For general guidance iegarding the labrk:allon. slorage. deAvery. oecllon and txacln© of fnssos and Inns systoms. seeANSI/IPI l Quality Criteria. DSB-89 and BCSI Building Component 6904 Parke Easi Blvd. Safety IMormallon available from buss Plale Institule. 216 N. lee Shoot. SWIe 312. Alexa chlor. VA 22314. Tampa, FL 3300 Job Fuss TFUSS Typey710790636Ply a Inas system. Below use, the Ixlldkng designer mtal verity Iho c4Vlkabllty of design paameters amid properly Incorporate Ihb design Into the over,, Ixyding design. Bracing trxJkated Is to prevent buckling of In K 4 dtrd Inm web and/or chord members only. Addtlor" lemporary and pe nxmnl bracing MiTek' is dways reapLed lot sktblilty and to prevent collapse with powlible personal InW and property damage. For general guklatce regading the farbrk:atlon, slarage. delivery, erection and Iracktg of inrsas and inrss systems. seeANSI/IPI I Quality Criteria, DSO -89 and SCSI Building Component 6904 Perks East Blvd. Safety IMormallon avdlable Iom Rus Plate tnslllule. 218 N. lee Sleet. Sulto 312. Alexandrlo. VA 22314. Tempa. FL 33610 TB0097 R09 Hip Truax 110 1 1755324047 Job Reference (optional) tsumers rlrsi*ource. ronipa, Ilam V.Y. r."— —. LOAD CASE(S) Standard Uniform Loads (pit) Vert: 1-3=-54, 3-13=-54, 6-13=-127(F=-73), 6-8=-54, 2-14=-20, 9-14=-45(F=-25), 7-9=-20 Concentrated Loads (Ib) Vert: 9=-513(F) 14=-1102(F) ID:Zt7yacfl3rgf5yObDEG6Buz0Uf"DRsvMgXnyHeGMks8eOf PaPzoIL?YnVldvoZzUPkd Q WARNWO • Verlly dedyn parameters and READ NOTES ON TMS AND INCLUDED WTEK REFERANCE PAGE MR -7473 rev. la93W IS BEFORE USE Design valid for use only vAth Mllek® connectors. 1hLs design k txwd only ul»n pcncmelers shown. and k For an Individual "ding component, nod a Inas system. Below use, the Ixlldkng designer mtal verity Iho c4Vlkabllty of design paameters amid properly Incorporate Ihb design Into the over,, Ixyding design. Bracing trxJkated Is to prevent buckling of In K 4 dtrd Inm web and/or chord members only. Addtlor" lemporary and pe nxmnl bracing MiTek' is dways reapLed lot sktblilty and to prevent collapse with powlible personal InW and property damage. For general guklatce regading the farbrk:atlon, slarage. delivery, erection and Iracktg of inrsas and inrss systems. seeANSI/IPI I Quality Criteria, DSO -89 and SCSI Building Component 6904 Perks East Blvd. Safety IMormallon avdlable Iom Rus Plate tnslllule. 218 N. lee Sleet. Sulto 312. Alexandrlo. VA 22314. Tempa. FL 33610 Job ss ruse I ype QT10790637 DEFL. Vert(LL) Vert(TL) Horz(R) in (loc) Well Ud 0.32 10-12 >999 240 0.83 10.12 >427 180 0.09 8 Na nfa 780097 R10 Hrp Truss 1 1 1755324048 BOT CHORD 2x4 SP No.1 BOT CHORD Rigid telling directly applied or 9.9-0 oc bracing. WEBS 2x4 SP No.3 Job Reference (optional) Builders Fasl50urce, Tampa. Ylaal tiny, Florraa 3JDao . -,. . ..._ ...,,.. .-,.. __ ._ - . _o_ - I D:Zl7yacti3rg15yObD EG6Buz0U16-Cenp3F NS144 SU Px7 Ps91 Be FDAN3D4 Xtwl PMSLOzU Pke rel 6.6.6 15-0-0 I 21-0-0 23.5.10 I 30.0-0 1-0.0 6.6-6 2-5.10 6-" 6.0.0 2.5-10 6-6.6 4x6 = 3x4 = 4x6 = Scale a 1.53 5 30 = 1Z 4x6 = - 3x4 = 3x8 3x8 = LOADING (psi) TCLL 20.0 TCDL 7.0 BCLL 00 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stressincr YES Code FBC2014/TP12007 CSI. TC 0.54 BC 0.85 WB 0.41 Matrix) DEFL. Vert(LL) Vert(TL) Horz(R) in (loc) Well Ud 0.32 10-12 >999 240 0.83 10.12 >427 180 0.09 8 Na nfa PLATES GRIP MT20 244/190 Weight: 142 Ib FT = 20%, LUMBER- BRACING - Safety Information available corn truss Plate Institute, 218 N. lee Street, Saito 312, Alexandria, VA 22314. TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.4.2 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid telling directly applied or 9.9-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1161/0-4-0,8=1161/0-4-0 Max HorZ 2=-96(LC 13) Max Uplift2=-241(LC 12), 8=-241 (LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-1979/440, 3.4-1770/416, 4-5=-1557/383, 5-6=-1557/383, 6-7=-1770/416, 7-8=-1979/440 BOT CHORD 2-12-322/1693,11-12=-387/1796,10-11-387/1796,8-10=-309/1693 WEBS 4-12=-951607,5-12=-389/242,5-10---389/242,6-10---95/607 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUII=139mph (3 -second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C -C Intenor(1) zone; cantilever left and right exposed ;C -C for members and forces & MW FRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6.0 [all by 2-0-0 wide will lit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 241 Ib uplift at joint 2 and 241 Ib uplift at joint 8. 7) 'Semi-rigid pitchbreaks with fixed heels' Member end lixity model was used in the analysis and design of this truss. 8)'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - Verily design paran»fera and READ NOTES ON THIS ANOWCLUOEO MrrEK REFERANCE PAGE A07473 rev. 10,e3/l01 S BEFORE USE Design valid fa use only wllh Mnek®connectors. This cieslgn Is based only upon paiamelers shown. aril h for an individual holding component. not a inns system Before rise. the LxWding designer must verity the applicability of design paiarneters and properly Incorporale 8th design Into the overall bridddng design. Ikachg indIcatecih to prevent buckling o1 individual Iniss web and/a chord members only Addlliortal lemdoray and peimanenl txaung MiTek' Is always recµNed for stability and to prevent collapse wdlh possible personal Injury and property, damage For general guidance regarding the labrk: alion. storage, delivery, erection and tracing of tnrsses and In= systems. seeANSI/1PI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd Safety Information available corn truss Plate Institute, 218 N. lee Street, Saito 312, Alexandria, VA 22314. Tempa. FL 33610 Job ruse Truss Typety CSI. Fly loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 710790638 TBf1097 Ali Hip Truss I' ll I 755324049 Ven(TL) -0.94 11-13 >378 180 BCLL 0.0 ' Rep Stress Incr Job Reference (optional) ID:Zl7yacff3rgf5yObDEG6Buz0Uf6•gKLBHbN43OC?SZW KzZgukgnL2mN2p2V4y360tSzUPkb 0-0 7 6-0 0 180 I 22 61 30-0-0 31-0 0 1- 0 7-6-0 34-o 6.00 3 6-0 7-60 6x8 i 2x4 // 20 \\ 6x6 Scale . 1:53.5 30 i 30 = 4x6 = 30 = 30 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Ven(LL) -0.50 11-13 >711 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 1.00 Ven(TL) -0.94 11-13 >378 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.18 Horz(TL) 0.09 9 n/a We BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 136 lb FT = 20°0 LUMBER- BRACING - TOP CHORD 20 SP No.l 'Except' TOP CHORD Structural wood sheathing directly applied or 2-10.4 oc puffins. 4-7:24 SP M 26 BOT CHORD Rigid ceiling directly applied or 1-4-12 oc bracing. BOT CHORD 20 SP No.2 WEBS 20 SP No.3 REACTIONS. (Ib/size) 2=1161/0-4-0,9=1161/0-4-0 Max Horz 2=113(LC 16) Max Upllfl2— 262(LC 12), 9=-262(LC 13) FORCES. (lb) - Max. Comp /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1886/418, 3-4=-1678/410, 4-5=-1505/389, 5-6=-1268/378, 6-7=-1505/389, 7-8=-1678/410, 8-9=-1886/416 BOT CHORD 2 -13=-32311596,13-14=-185/1268,12-14=-185/1268,12-15=-l85/1268, 11-15=-185/1268, 9-11— 278/1596 WEBS 5-13=-111/488, 6.11— 111/488 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=4.2ps1; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C -C Inte lor(1) zone; cantilever left and nght 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 20.0psf 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, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 262 Ib uplift at joint 2 and 262 Ib uplilt at joint 9. 7) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 8) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNWG • Vedly dWyn jamnWon and READ NOTES ON THIS AND WCLUDED IIUTEK REFERANCE PAGE MIF7473 rw. laV"016 BEFORE USE. Design valid for use only with Mllek® conneclois. Gds design Is Vxwd only upon parameters shown. and K for an Individual buWhng component. not a tnrs sysle4n. Before tae. the Wilding designer mtrsl verify the appik:abllty of design parameters and poperly Incorporate this design Into the over,,, Ixidhng design Bracing kxpcaled Is to proven) buckling of Individual Inns web and/or chord members only. Ad,,llonal lemrAxory and permanent ixacing MiTek' is always real red for stability and to rxevenl ed,apse with pos"o personal injury and property damage. For general gtddance regarding the fabrication. storage. delivery, wocllon axi bracing of trusses and Inrss systerns. seeANSI/1PI1 Quality Criteria, DSB-89 and BCSI Building Component 6804 Parke East Blvd. Safely Information av,,lable from Trus Plate Institute. 218 N. lee Street. Sidle 312. Alexandria, VA 22314. Tempa, FL 33610 ob Truss Truss TypeNT10790639 CSI. DEFL. In loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Verl(LL) -0.41 700097 R12 Hp Truss 110 1 755324050 Ven(TL) -0.68 11.13 >522 180 BCLL 0.0 ' Rep Stress Incr Job Reference (optional) Builders Famoi ice. ionpa. Flom Gay. 1-101108 JJDoO G•o•••-• •••-. .•••.,. __ .- _,_ . ID:Zl7yacH3rg15yobDEG6Buz0Uf"KLBHbN430C95ZWIZ Zi ukgnKtmRHptb4y360iSZUPkb 1-0-0I 7.6-0 13-" 17-0.0 22.6-0 30-0-0 131- 0-0 1-0.0 7.6-0 5.6-0 400 5{-0 7.6-0 1 ", Scale . 1:53.5 4x6 = 3x6 // 3x6 \\ 4x6 = 30 i 30 IZ 3x4 = 4x6 = 30 = LOADING (est) SPACING- 2.0.0 CSI. DEFL. In loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Verl(LL) -0.41 11-13 >876 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Ven(TL) -0.68 11.13 >522 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.24 Horz( L) 0.08 9 n/a rUa BCDL 10.0 Code FOC2014ITP12007 Matrix) Weight: 136 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 4-7: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-7-12 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 20 SP No.3 REACTIONS. (lb/size) 2=1161/0-4-0,9=1161/0-4-0 Max Horz2=-134(LC 13) Max Uplift2— 283(LC 12), 9= 283(LC 13) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1924/422, 3-4=-1702/406,4-5---1429/394, 5-6=-1 1281354, 6-7=-1429/394, 7-8=-1702/406, 8-9=-1924/422 BOT CHORD 2-13=-398/1638, 13-14=-134/1128, 12-14. 134/1128, 12.15=-134/1128, 11-15=-134/1128, 9-11=-276/1638 WEBS 8-11=-348t302,3-13=-348/302,5-13=-164/635,6-1 1=-165/636 NOTES (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=2511; Cal. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C -C Interior(1) zone; cantilever left and right exposed ;C -C for members and forces 8 MWFRS 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 20.0psf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Ops1. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 283 Ib uplift at joint 2 and 283 Ib uplift at joint 9. 7) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNWO • Val/y design puunotors and READ NOTES ON THIS AND INCLUDED W EK REFERANCE PAGE UP -7473 rov. rarD wis BEFORE USE Design valki fix use only wllh WleM conneClois. lids design b based only upon parameters shown. andis for an indlvkiial building component, not 0 kuss system. Before ruse. the building designer musl verity the apolcobllty of dlestgn parameters and property Incorporate this design Into the ovordt building design. Bating Indicated is 10 rrevenl buuclding of Individual truss web and/or chord members orgy Addtilonal temporary and permanent brocing M iTek' 6 always ie%*ed for stdAlly and 10 prevent colktpse with Posse personal k W and IropoM damage For general guidance regarding the Iabxi:alkxu, storage, delivery, erection and Iractrng of trusses did Truss systems. seeANSO/Wil Quality Criteria. DSB-89 and BCSI Building Component 6904 Park* East Blvd. Safely Information ovatic"o from leas Plate trnstlMe. 218 N. Lee Saeed, Suite 312. Alexandria, VA 22314, Tampa. FL 33610 Job russruss ype N Pty loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 710790640T130097 8-10 >901 240 R13 1"arwronlrouss 1 1I 755324051 Vert(TL) -0.62 8-10 >573 180 BCLL 0.0 ' Rep Stress Incr Job Reference (optional) eeuxoerar11MMree, lamps, Mm "ay. rwrwa—,•w.•— I D:Zl7yaclf3rg15yobDEG6BuzOU16.9XvZUxOigiKrp5W XHB7G1 KXIAnW YSdDBjrZPuzUPka rI 7.6.0 15-0-0 22.6-0 30-0-0 31-0-0 1.0.0 7.6.0 7-6-0 7-6-0 7.6-0 1-0-0' 4x6 = 6.00112 Scale . 1:52.6 3x4 i 3x4 30 = 4x6 = 30 = LOADING (psf) SPACING- 2.0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Verl(LL) -0.39 8-10 >901 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(TL) -0.62 8-10 >573 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.32 Horz(TL) 0.08 6 n/a Na BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 137 Ib FT = 209e 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 9.0.6 oc bracing. WEBS 20 SP No.3 REACTIONS. (Ib/size) 2=1161/0-4-0,6=1161/0-4-0 Max Horz 2=- 1 53(LC 13) Max Uplift2=-299(LC 12), 6=-299(LC 13) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or fess except when shown. TOP CHORD 2-3---1928/468,3-4=-1716/452,4-5---1716/452,5-6---1928/468 BOT CHORD 2.10— 462/1664, 10-11=-157/1084, 9-11— 157/1084, 9-12=-157/1084, 8.12= 157/1084, 6-8=-309/1664 WEBS 4-8=-2021683,5-8=-406/342,4-10=-202/683, 3-10=-406/342 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Ops1; h=2511; Cat. II; Exp B; Encl., GCpl=0.18; MW FRS (envelope) gable end zone and C -C Interior(1) zone; cantilever left and right exposed ;C -C for members and forces & MW FRS for reactions shown; Lumber DOL --1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf 5) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 299 Ib uplift at joint 2 and 299 Ib uplift at joint 6. 6) 'Semi-rigid pitchbreaks with lixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 14 0 Q WARNING- Verify doOgn paramerom and READ NOTES ON THIS AND INCLUDED M!!EK REFERANCE PAGE UP -7473 rev. 100=15 BEFORE USE. Design v,k1 for use orgy wllh Milek®conneclors. INs design Is based only upon rimamelers,flown. andis for an Individual tAildIng component. not a ktrss system. Before use. the Ir Wing designer must verily the ap"I ;alAlly of design parameters and fxoperly trxrorporale M6 design Inlo the over,, building design. Racing Indksated Is to rxevenl trickling of tndWu, truss web and/or chord members orgy. Addllon, temporary and permanent Iraclng WOW Is always requited for stabBlly and to prevent collarxse vAlh possible personal hAw and rsoperty damage. For genet, grldance regarding the 6904 Parke Eost Blvd. fabrk;allm slorOge. delivery. erection and bracing of Ines and tnrss systems. seeANSI/FPI I Qualify Criteria. DS6-89 and BCS1 Butiding Component Tempo. FL 33610SafetyInformationavailablefromtrussPlateInstitute, 218 N. Lee Street. Sulle 312, Alexandria. VA 22314. Job russ Truss Type PLATES MT20 MT20HS Weight: 180 lb N LUMBER- BRACING - Welk' Is always redltdred for stability and to prevent collapse vAlh possible personal fury and property damage. Fol general guddo nce iegadBnp the 710790641 780097 R14 Special Truss1 1-3:20 SP M 31, 3-5:2x6 SP No.2 1 755324052 Rigid ceiling directly applied or 7-1-0 oc bracing. BOT CHORD 2x6 SP No.2 'Except' WEBS Job Reference(optional) SUOMI$ FUSISWICe. Tempe. Platy crly. Florrae 33bw --P, w ,.„ .w cv.. I D:Zl7yacti3rgf5ytlbDEG6BfuzOUt6-d1SyhHPKb?SILigl5JMpFleCa5GHnINPNb6xLzUPkZ r1-0-0 7-0.0 13.10.0 I 20.8-0 21.10-fj 25.3-5 I 30.0-0 311-0.0 1.0-0 7-0 0 6 10-0 6.10-0 1.2 0 35.5 4-0.11 // -0-0 Scale - 1:54.7 4x6 II 5x6 = 6x6 = 3x4 = 6 3x12 MT20HS G rJ 1< 4x10 MT20HS = V 3x8 5x6 = Sxe = 7x10 = LOADING (psi) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2014ITP12007 CSI. TC 0.94 BC 0.89 WB 0.87 Matrix) DEFL. in (loc) Well Ud Vert(LL) 0.31 10-12 >999 240 Ven(TL) -0.68 10-12 >523 180 Horz( L) 0.15 8 Na n1a PLATES MT20 MT20HS Weight: 180 lb GRIP 244/190 187/143 FT = 20% LUMBER- BRACING - Welk' Is always redltdred for stability and to prevent collapse vAlh possible personal fury and property damage. Fol general guddo nce iegadBnp the TOP CHORD 20 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 2.1.8 oc pudins. 1-3:20 SP M 31, 3-5:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-1-0 oc bracing. BOT CHORD 2x6 SP No.2 'Except' WEBS 1 Row at midpi 4-13 2-11: 2x6 SP M 26 WEBS 20 SP No.3 *Except' 6-10,4-13,5-12:20 SP No.2 REACTIONS. (ib/slze) 2=2650/0-4-0,8=2069/0-4-0 Max Horz2=-87(LC 13) Max Uplift2=-711(LC 8), 8=-467(LC 8) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-5378/1342, 3-14=-4656/1245, 4-14=-4658/1246, 4-5=-6745/1828, 5-6=-3789/992, 6-7=-3860/989,7-e---4051/1014 BOT CHORD 2-13=-1175/4733, 13 -15= -1743t6742,12 -15 -1743t6742,11 -12=-1083t4395, 10.11=-1083/4395,8-10=-853/3557 WEBS 3-13- 308/1609, 6.10_ 81813164, 5-10=-3046/912, 4-1 3=-2 31 91739, 4-12=-30/483, 5-12=-739/2718 NOTES (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Opsf; h=2511; Cal. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10 0 psi bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 711 Ib uplift at joint 2 and 467 Ib uplift at joint 8. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used In the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 513 Ib down and 165 Ib up at 7-0.0, and 1326 Ib down and 426 Ib up at 13.8.0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard Continued on pane 2 WARNING • Verily design paramotors and READ NOTES ON THIS AND INCLUDED AU EK REFERANCE PAGE 111167473 rev. 1d030201S BEFORE USE Design volt d la use orgy veth Mllek® conneclas. hots design Is based only upon paamelers shown. and Is la an Individual huYdlrvj component, not a bass system. Belae tae, the bxUdhnD designer must verily the applicab0ty of design paramelers and properly hcorporOlo 1hIs design Into the overall btAding design. Bracing Indicated Is to prevent brlcklhng of Individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' Is always redltdred for stability and to prevent collapse vAlh possible personal fury and property damage. Fol general guddo nce iegadBnp the 6804 Posse, East Blvdlobrlcalbn, storage, delivery, erection and bracing of Insses and tnrss systems, seeAN51/TPI I Quality Criteria, DSO -89 and SCSI Building Component Tango. FL 33610SafetyInformationavailablehombussPlateInstllule, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Job Truss Truss Type ty Ply bullding doslgn. ®ocing Indicated Is to prevent buckling of Individual web and/or chord Is always recpdred for stability and to prevenl collapse wllh possible personal b*iry and properly damage For general guidance regarding the fabrMallon. slorogo, clollvery. erection aril bracing of Inmos and Inm systems weANSIfMl I Quality Criteria, DSO -89 and ICSI Wilding Component 6904 Pmke Ease Blvd SafetyInformoNon ovalaMe koro bum Plate Instllute. 218 N. Loo Street. Sullo 312. Alexandria. VA 22314. Tampa, FL 33610 710790611 780097 R14 Spacial Tiuss 1 1I 55324052JobJReference (optional) e UUMUefs "SIZIMIce. I amps, na. tiny, —.— -- I D:Zl7yacff3rgf5yrlbDEG6BuzOUf6-djSyhHPKb?SiLtgi5_jMpFteCa5GHnINPNb6xLzUPkZ LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1.3— 54, 3-14=-127(F=-73), 5-14=-54, 5-6=-54,6-9=-54, 2-13=-20,13-15---45(F=-25), 8-15=-20 Concentrated Loads (lb) Vert: 13-513(F) 12-1326(F) Q WARNWG - Varfly dadgn paro.W. and READ NOTES ON TMS AND INCLUDED M7/EK REFERANCE PAGE MIF7473 rov. 189MIS BEFORE USE Design valid for use only wlih Milek®conneclors. hide deMM k iwsod only upon paametem shown. and a for anindividual Wilding component. not a tnus system. Nolote use. Iho txUd g designer must verity the applicatb0lty, of design parameters and property Incorporate W& design Into the overall truss members only Addllonrll lernpororyail permanent traUng WOWbulldingdoslgn. ®ocing Indicated Is to prevent buckling of Individual web and/or chord Is always recpdred for stability and to prevenl collapse wllh possible personal b*iry and properly damage For general guidance regarding the fabrMallon. slorogo, clollvery. erection aril bracing of Inmos and Inm systems weANSIfMl I Quality Criteria, DSO -89 and ICSI Wilding Component 6904 Pmke Ease Blvd SafetyInformoNon ovalaMe koro bum Plate Instllute. 218 N. Loo Street. Sullo 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Q WARNING • Vml/y dodpn poametore and READ NOTES ON THIS AND INCLUDED N7rEK REFERANCE PAGE NIF7473 MV. SOW"IS BEFORE USE DEFL. in Vert(LL) -0.17 Ven( L) -0.32 Hort( L) 0.06 loc) Well Ud 5-6 >999 240 5-6 >596 180 5 n1a n1a PLATES GRIP MT20 244/190 Weight; 63 Ib FT = 2096 780087 R15 JTrusslrypeN7107906,12 Hip Truss I' ll I 1 755324053 3.4: 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 7.2-11 oc bracing. BOT CHORD 20 SP No.2 Job Reference (optional) M 1. I-9 17 D.n.1 eurgers rrrerxurce, iompa, nam miry, rQnv. aaaoo - - - ID:ZI7yaclt3rgi5y0bDE G68uz0U16-d1SyhHPKb? SrLtgiS-jMpFtlFaSsHwrN PNb6xLzU PkZ 1-0-0 7." 8.4-0 16.4-0 1.0-0 7-" 2.4-0 7.0.0 Scale. 1:28.0 5x6 = 5x6 = 30 = 3x6 11 - - 3x6 11 LOADING (psi) SPACING- 2-0.0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2014/TPI2007 CSI. TC 0.87 BC 0.85 WB 0.26 Matrix) Q WARNING • Vml/y dodpn poametore and READ NOTES ON THIS AND INCLUDED N7rEK REFERANCE PAGE NIF7473 MV. SOW"IS BEFORE USE DEFL. in Vert(LL) -0.17 Ven( L) -0.32 Hort( L) 0.06 loc) Well Ud 5-6 >999 240 5-6 >596 180 5 n1a n1a PLATES GRIP MT20 244/190 Weight; 63 Ib FT = 2096 LUMBER- BRACING - building design. Bracing Indicated Is to prevent bucWing of Individual truss web aril/or chord members only. TOP CHORD 20 SP No.l 'Except' TOP CHORD Structural wood sheathing directly applied or 2.4.4 oc purlins. 3.4: 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 7.2-11 oc bracing. BOT CHORD 20 SP No.2 WEBS 20 SP No.3 REACTIONS. (lb/size) 5=1173/Mechanical, 2=1249/0-4.0 Max Harz 2=85(LC 12) Max Up11115=-403(LC 9), 2= 442(LC 8) Max Grav5=1273(LC 16), 2=1331(LC 15) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3---2448f759,3-4=-2060/697,4-5---2438"52 BOT CHORD 2-8=-609/212917-8---60412096,6-7=-604/2096,5-6=-61212130 WEBS 3-8=-198/844,4-6=-192/832 NOTES- (11) 1) Unbalanced roof live loads have been considered lot this design. 2) Wind: ASCE 7.10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Ops1; h=2511; Cat. 11; Exp B; Encl., GCPI=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 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 III between the bottom chord and any other members. 6) Refer to gilder(s) for truss to truss connections. 7) Provide mechanical connection (by others) o1 truss to bearing plate capable of withstanding 403 lb uplift at joint 5 and 442 lb uplift at joint 2. 8) Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 676 Ib down and 223 Ib up at 9-4-0, and 676 Ib down and 223 lb up at 7.0.0 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 3-4=-120(F=-66),4-5=-54, 2-8=-20, 6-8=-44(F=-24), 5.6=-20 Continued on One 2 Q WARNING • Vml/y dodpn poametore and READ NOTES ON THIS AND INCLUDED N7rEK REFERANCE PAGE NIF7473 MV. SOW"IS BEFORE USE Design Wkl for use only wtlh Welt® connectors. Rds design Is posed ONY upon paamelers shown, and Is la an Individual buIdlrng component, not ener must vedlV the applicability design parameters and properly Incorporate this deslgn Into the overallaWassyslern. Before use. the building dsig Adclillor" temporary and permanent brocing WOWbuildingdesign. Bracing Indicated Is to prevent bucWing of Individual truss web aril/or chord members only. h always pec luked to stability and to prevenl collapse with possible personal Injury and properly damage. For general guidance regardng the faixicatlom slorcpe, delivery. ereclion aril tracing of Inmos and Inas systems seeANSVIVII Quality Cdlerlo, DSB-89 and SCSI Building Component 6804 Parke East Blvd. Safety Information avalaMe born truss Plate Inslitule. 218 N. Lee Street. St61e 312, Alexandria, VA 22314. Tanya, FL 33610 Job russruss ype ry Ply a Inter system. Moro use. Iho buDcAng designer must verily the appllcalAlly, of design pararnelers atxl property hcorporato this deslan Into the overall txdldng deslgn. Bracing bdiaaled Is to ptevenl Ixtcldhg of IndWtKA miss web and/or chord members orgy. Addttonal temporary and permanent btacbng M iTek' 6 always regJred Ion stalAlly aril to rxevenl collapse Min powHAe personal b>flsy and property damage For general gulckme rogardng the slorage. delivery. wocllon and bracing of Irussas and Mrs systema swANSI/TPI I Quality Criteria, DSS -89 and SCSI Building Component 69 W Porke East Blvd.latwicollon, Safety Information avallabte from frus Plate Inslllufe, 218 N. Lee Skeet. Sulto 312. Alexandria. VA 22314. Tompo. FL 33610 Tt0790642 7B0097 R15 Hip Truss 1 1 755324053 Job Reference (optional) 9ergera Fes15MICS. 1emp0, MOM tAly, FreneB 4:1» LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 8=-475(F) 6=-475(F) ID:Zl7yactf3rgf 5yObDEG6Buz0U16-dtSyhHPKb7SILtgi5JMpFtfFaSsHwrN PNb6xLzU PkZ Q WARNING - Varity dedyn parnmoters and READ NOTES ON TMS AND WCLUDED MREK REFERANCE PAGE MP7473 rev. M=016 BEFORE USE DesJW1 valkl lot use orgy vAth Mllek® connectors. Irgs design Is based orgy upon p cnamelers shown, and B for an Individual Ixtldng component. not a Inter system. Moro use. Iho buDcAng designer must verily the appllcalAlly, of design pararnelers atxl property hcorporato this deslan Into the overall txdldng deslgn. Bracing bdiaaled Is to ptevenl Ixtcldhg of IndWtKA miss web and/or chord members orgy. Addttonal temporary and permanent btacbng M iTek' 6 always regJred Ion stalAlly aril to rxevenl collapse Min powHAe personal b>flsy and property damage For general gulckme rogardng the slorage. delivery. wocllon and bracing of Irussas and Mrs systema swANSI/TPI I Quality Criteria, DSS -89 and SCSI Building Component 69 W Porke East Blvd.latwicollon, Safety Information avallabte from frus Plate Inslllufe, 218 N. Lee Skeet. Sulto 312. Alexandria. VA 22314. Tompo. FL 33610 Job russ Truss TypeTY y a uuss systom. Belae use. One building designer must verify the appllcablity, of design parameters and properly Incorporate M design Into the overall building design Sack Q Indicated Is to prevent buckling of Individual buss web and/or chord members only. Addiiktnal temporary and permanent Ixacing MiTek' Is always recpdred for stability and to prevent collapse wtih possible personal Injury and property damage. For general guidance regarding the building Componentn, Storage. delivery, erection aclrng of busses and Iniss syslerns. useANSI/IPI I Quality Criteria. DSB•89 and SCSI Wfabrication, bx ik s East Blvd6904Park T10790643 TB0097 R20 Hip Truss 1 1 755324054 Job Reference (optional) s..r no 1-15:x7 OM 7 Dnne t Bwtders Fusl5ource. Tampa. Ham cny. F10naa soot, ... .,.... ..... _.. ...___...__. ..._ ..._... __ . __._. __. ID:Zl7yacff3rgf5yobDEG6BuzOUf6.5vOKvdOyMJaZy1 FueiEbMSPax_RLDO? W OOKgUnzUPkY 1-0-0 6.9.13 9-0.0 10.8-0 12-4-0 14.:3 21.4-0 22-4-0 1-0.0 6.9.13 2.2-3 1.8-0 1-8-0 2-2.3 6.8.13 1-0-0 Scale s 1:39.0 3x8 i 20 11 3x8 3x4 4 Axa v 5x8 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Verl(LL) -0.21 B-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(TL) -0.57 8.10 >436 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.20 HOIz(TL) 0.04 8 We rtla BCDL 100 Code FBC2014/fP12007 (Matrix) Weight: 91 Ib FT = 2046 LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-11 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing WEBS 20 SP No.3 REACTIONS. (lb/size) 2=837/0.8.0, 8=837/0.8-0 Max Harz 2=-96(LC 17) Max Uplif12=-210(LC 12), 8- 210(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1179/273, 3-4=-955/224, 4-5=-829/208, 5-6=-829/208, 6-7=-955/224, 7-8=-1179/273 BOT CHORD 2-10=-217/989, 8.10=-154/989 WEBS 5-10=-83/527 NOTES (8) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vull=139mph (3 -second gust) Vasd=108mph; TCDL=4.2pst; BCDLr6.0ps1; h=25ft, Cat. 11; Exp B; Encl., GCpl=0.18; MW FRS (envelope) gable end zone and C -C Interior(l) zone; cantilever left and right exposed ;C -C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL --1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6.0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 210 Ib uplill at joint 2 and 210 Ib uplift at joint 8. 7) "Semi-ngid plichbreaks 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 at this component lot any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING • Verily design pnemetom end READ NOTES ON THIS AND INCLUDED NrTEK REFERANCE PAGE 61!97473 rov. 1003.2015 BEFORE USE. Design vaikd for use only with Mllek® connectors hits design Is based only upon parameters sown. and Is la an individual building component. not a uuss systom. Belae use. One building designer must verify the appllcablity, of design parameters and properly Incorporate M design Into the overall building design Sack Q Indicated Is to prevent buckling of Individual buss web and/or chord members only. Addiiktnal temporary and permanent Ixacing MiTek' Is always recpdred for stability and to prevent collapse wtih possible personal Injury and property damage. For general guidance regarding the building Componentn, Storage. delivery, erection aclrng of busses and Iniss syslerns. useANSI/IPI I Quality Criteria. DSB•89 and SCSI Wfabrication, bx ik s East Blvd6904Park Safety information available from buss Rate Institute. 218 N. Lee Street. Sulte 312. Alexandria. VA 22314. To 33610Tampa. Job Truss Truss TypeNT10790644 DEFL. In loc) 780097 R21 Hip Truss 110 1755324055 Vert(LL) 0.11 2-10 999 240 Job Reference(optionali 61100918 Flitt50UrCe, 1011pe. Vlom "Ay, prole SS*00 . ,•-,. o..l.• •. ... ......... ....-....._. ..._. .. ... . __ .. ._. __.. _o_ ID:Zl7yactf3rg15yobDEG6BuzOU16.5vOKvdQyMJa ii-Fuwl 6W-6Ppi Su0L7WeOKgU-nzUPkY 1-0-0 7.0-0 10-a-0 14.4-0 21.4-0 22.4-0 1.0 0 7.0-0 3.8-0 3 8-0 7." 1-0-0 5x6 = 30 = Sx6 = Scale . 1:39.0 3x6 = 6xa = 4x6 = 6x8 = 3x6 = 7.0.0 14.4-0 21.4-0 7.0-0 _ 7.4-0 7-0-0 LOADING(psl) SPACING- 2.0.0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) 0.11 2-10 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(TL) 0.43 8-10 582 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.38 Horz(TL) 0.10 6 n/a rVa BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 94 Ib FT = 20% LUMBER - TOP CHORD 20 SP No.1 'Except' 3-5:20 SP No.2 BOT CHORD 20 SP No.1 WEBS 20 SP N0.3 REACTIONS. (lb/size) 2=1636(0-8-0,6=1636/0-8-0 Max Horz 2=77(LC 12) Max Uplilt2=-562(LC 8), 6=-562(LC 9) Max Grav2=1696(LC 15), 6=1696(LC 16) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3224/979, 3-4=-2721/894, 4.5=-2721/894, 5.6=-3224/979 BOT CHORD 2-10=-840/2865,9-10=-100313052,8-9=-100313052.6.8=.79412814 WEBS 3-10=-280/1199,4-10= 414/312,4-8=-414/312,5.8=-279/1199 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 6.1.7 oc bracing. NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Opsf; h=2511; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever telt and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsl on the bottom chord in all areas where a rectangle 3.6-0 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 562 Ib uplift at joint 2 and 562 Ib uplift at joint 6. 7) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 676 Ib down and 223 Ib up at 14-4-0, and 676 Ib down and 223 Ib up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 3-5=-118(F=-64), 5.7=-54, 2-10=-20, 8-10=-44(F=-24), 6-8=-20 Concentrated Loads (Ib) Vert: 10=-475(F) 8=-475(F) Q WARNING - Verify detlyn paramotas and READ NOTES ON TNS AND INCLUDED WEK REFERANCE PAGE Af67473 rev. 1111032016 BEFORE USE Design valkf la use only vAth Ml Joke corvneclas. IKs design Is based only ul-on parameters 1VoN41, antl Is lot an hdtvkhjd buYtlirtp componenl, not a Bus system. Baillie use, the building designer musl verily the applicablilly of design paianetets and INOPerlY hcotporole 01B design Into the overall buildlrnp design. efochg Irxllcated Is to prevent budding of Individual IR= web and/a chord members only. Additional lemlutray and permanent bracing WOW is always repaired la stability and to rAevenl collgxe vAlh possible personal hpay and protu'tty, damage Fa general guldanee teWdIng the k"Icalbn storage. delivery, erection aril bracing of Inoses and Irtm systems soeANSI/FPI I Quality Criteria, DS6.89 and SCSI Wilding Component 6904 Parke East Blvd. Sagely Information avallable horn Trus Plate Institute. 218 N. Lee Saeed. Sulle 312, Nexandrla. VA 22314. Tampa. FL 33610 Job Tcuss Truss Type oty Ply DeWjn vdkJ for use only vA07 Wlek®conneclom Itds design if basetf only upon paramelers shown. and Is rot on 67dvkiud building component, not TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5.6-9 oc purlins, except BOT CHORD 20 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD 710790645 780097 RF01 Flat Truss t 2 1755324056 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 6-7=4368/329, 7-19=-4368/329, 8-19=-4368/329, 8-20=4368/329, 9-20=-4368/329 Job Reference(optional) 7 Drina BOOM FnstSoures. r4IMP8. viani cny. Fron00 auoo yOb U16-... ai6z_-_...__...._ ID:ZI7yacH3rgl5y0bDEG68uz0U16•Z6ai6zOb7di0aBg5CPlqugy6SOgW b_Hg4 DODzUPkX 2-1.12 4.1.12 6-t •t2 8.84 11.2.11 12 21 15-9.3 78-5.7 2.1.12 2-0-0 2-0-0 2.6-8 2-6-8 2-0-0 2.6.8 2.8.4 Scale. 1.31 5 3x4 = 30 = 3x4 = r 6 7 19 8 20 9 3x4 = 30 = 3x4 = 3x4 = ' 3x4 = LOADING(psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 TCDL 7.0 Lumber DOL 1.25 BC 0.59 BCLL 00 ' Rep Stresslncr NO WB 0.41 BCDL 10.0 Code FBC2014/TPI2007 (Matrix) DEFL. in Ven(LL) 0.06 Vert(TL) -0.14 Horz(fL) 0.04 loc) Well L/d 12 >999 240 12 >999 180 11 n/a rVa PLATES GRIP MT20 244/190 Weight: 164 Ib FT = 20*% LUMBER- BRACING - DeWjn vdkJ for use only vA07 Wlek®conneclom Itds design if basetf only upon paramelers shown. and Is rot on 67dvkiud building component, not TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5.6-9 oc purlins, except BOT CHORD 20 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 6-3-6 except (jt=length) 11=0-4-2. Tompa. Ft. 33610 Ib) - Max Uplift All uplift 100 lb or less at joint(s) except 11- 194(LC 4) Max Grav All reactions 250 Ib or less at joint(s) 18 except 11=1440(LC 1), 17=956(LC 1), 16=366(LC 1), 14=2724(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 6-7=4368/329, 7-19=-4368/329, 8-19=-4368/329, 8-20=4368/329, 9-20=-4368/329 BOT CHORD 13-14=-113/2789,12-13=-329/4368,11-12=-339/2476 WEBS 2.17=-816/0, 3.16=-450/0,4-14=-967/2,8.12= 996/114,7-13= 799/83,6-13=-246/1795, 6-14=-3289/126,9-12=0/2151,9-11=-2749/382 NOTES- (13) 1) 2 -ply truss to be connected together with 10d (0.131'x3') nails as follows: Top chords connected as follows- 20 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 20 - 1 row at 0-9.0 oc. Webs connected as follows- 20 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except it noted as front (F) or back (B) lace In the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. 3) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=1511; Cat. II, Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 5) Provide adequate drainage to prevent water ponding. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psl bottom chord live load nonconcurrent with any other live loads. 9) ' This truss has been designed for a live load of 20.Opsl on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 194 Ib uplift at joint 11. 11) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 845 Ib down and 272 Ib up at 13.7.0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 13) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI t as referenced by the building code.' LOAD CASE(S) Standard Continued on BOB 2 0 WARNWO - V.,W dedyn parameters and READ NOTES ON THIS AND WCEUDED MIrEK REFERANCE PAGE dfn-7473 rov. iftia is BEFORE USE. DeWjn vdkJ for use only vA07 Wlek®conneclom Itds design if basetf only upon paramelers shown. and Is rot on 67dvkiud building component, not o buss syslem. Before use, the txdldhtg designer roust vedly Iho c"AccdAlty of design Ixuametom and properly Incomoiale this design Into the overall Ixdlding dosign. hating Indk:ated is to prevenl buclding of IrKJWk tKA Inns web arxl/a chord members only. A:klllktnd temporary and Mimaneni b icrAng WOW Is always ie%ilied for stattlllly and to prevent collapse wllh ponliDle personal b*ffy aril properly damage. For general gtddance iegardh7g the latw1callon, slorage, delivery, eiecllon and broelrtg of misses MCI Insu syslerns, soeANSI/IPI l Quality Criteria, OSS -89 and BCSI Building Component 6904 Parke East Blvd. Solely Information ovdlaMe nom buss Plate Insillule. 218 N. tee Sbeel. Sulle 312. Alexartrlda. VA 22314. Tompa. Ft. 33610 Job russruns ype N y a ntrss system. Before use. the b tsIdIng designer mtrsl verily the applk:alAlly of daslgn paamelers and property hcorporato R& design Into the overcdl bs9ding design. ®acing Irndkaled Is to prevent buckling of IndWuol truss web arid/or chord members only Additional temporary and permanent bracing MiT®k' Is always regrdred lot staiAlly and to prevent collapse vAlh possible personal k*iry and properly damage. For general g ldanco tegacang the lobrlcalbn, storage. delivery. erection and txctchg of Innses and truss system& soeANSI/TPI I Quality Criteria. DSO -89 and BCSI Building Component 6904 Parke East Blvd Safety Information available nom truss Rate Institute, 218 N. Lee Street. Sullo 312, Alexandria, VA 22314 Tarrpe, FL 33610 T`10790645780097RFOtFlotTrucet21755324056 Job Reference (optional) uumitis vowbource, iorrpe. mare crry, rgnoo J,Aoe LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1 -19 -324(F= -96),19 -2D ---150(F=-96).10-20=-54, 11-18=-20 Concentrated Loads (Ib) Vert: 20=-845 ID:Zl7yacH3rgf$yObDEG6BuzOUf6-Z6ai6zOb7di0aBg5CPlqugy6SOgW lo_flg4 DODzUPkX WARNWG • Vwfty dedpn pwarriefom and READ NOTES ON THIS AND WCLUDED MITEK REFERANCE PAGE MD -7473 rev. I&MW IS BEFORE USE Design vaild for use orgy vAlh lv91ek0connectors hits design Is based only upon Irnaneters shown. and Is lot an hcllvkdual building component. not a ntrss system. Before use. the b tsIdIng designer mtrsl verily the applk:alAlly of daslgn paamelers and property hcorporato R& design Into the overcdl bs9ding design. ®acing Irndkaled Is to prevent buckling of IndWuol truss web arid/or chord members only Additional temporary and permanent bracing MiT®k' Is always regrdred lot staiAlly and to prevent collapse vAlh possible personal k*iry and properly damage. For general g ldanco tegacang the lobrlcalbn, storage. delivery. erection and txctchg of Innses and truss system& soeANSI/TPI I Quality Criteria. DSO -89 and BCSI Building Component 6904 Parke East Blvd Safety Information available nom truss Rate Institute, 218 N. Lee Street. Sullo 312, Alexandria, VA 22314 Tarrpe, FL 33610 Job russ Truss Type oty pry 710790646 TB0097 RF02 Half Hip Truss 1 1 1755324057 13-14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 Job Reference (optional) A,., M •I'iC- *A17 P... 1 9urrpars F aslboume. l o pa. Pram lint, i-mma jx,00 .--- ..-,.. ...-.-.....-.. ...---...__...._ ..__. .r. __ __ I D: Zi7yacf f3rgf5yObDEG6Buz0Ufr1.1184 KI R DtwgHCK PH m6G3RIV 86n6bU AFp6KgnYtz U PkW 1-0-0 7-0-0 t04-0 131:2 15.10.7 18.2.10 20.8.9 0- 10 7-0-0 3.4-0 34-0 271 2.4-3 2.5.15 5x6 - 3x8 = 2x4 II Scale - 1:38 1 bxb = 3x4 = — — 3x6 = 2x4 II 3x8 = 3x4 = 20 II 3x4 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.07 13-14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Veri(R) -0.20 13-14 >814 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.73 Horz(TL) -0.02 17 We n1a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 113 Ib FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 4-2.7 oc purlins, except 1-4.2x4 SP No.1 end verticals. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-5-9 oc bracing. WEBS 20 SP No 3 SLIDER Left 20 SP No.2 3-7-5 REACTIONS. (lb/size) 11=1446/0-4-15,2=-520/0-8-0,17=2459/0-11-5 Max Hors. 2=291 (LC 8) Max Uplift2_ 738(LC 20), 17=-72(LC 5) Max Gravll=1478(LC 15), 17=2459(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=0/1802,3-4--0/1822,4-5=0/1628,7-14=01443,7-18=-1221/54, 118-119=-120852, 8-19=-1203/58, 8.20= 1682/0, 9.20=-1682/0, 9-21=-1682/0, 10.21_ 1682/0, 10.11=-1482/0 BOT CHORD 2-17=-1587/0, 16-17=-535/0, 15-16=-45/1065, 14-15=-45/1065, 13-14/1682, 12-13=0/1682 WEBS 4-17. 1103/117, 5.17=-1638/15, 5-16=0/646, 5-7=0/675, 7-16=-1694/0, 8.14=-607/0, 9-12=-791/0,10-12=0/1 912 NOTES- (9) 1) Unbalanced rool 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.Ops1; h=15fl; Cat. II; Exp B; Encl., GCPI=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0pst on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 738 Ib uplift at joint 2 and 72 Ib uplift at joint 17. 7) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The design/seleclion of such connection device(s) is the responsibility of others. 9) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Continued on Dane 2 Q WARNING- yed/T daslgn peramafers and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MO -7473 rev. 10930201S BEFORE USE. Design valid fox use only wpm Mitek® conneclas. ills design is based only upon paametexs shown, and Is fog an IndhAdual buldtrng cpmpOnent, not o buss system. Berate use, the txUdng dwignen must verity the appllcabOty of design paamelers and pgopenly Incorporate Inds design Into the overall lxUdn i design. Braehg Indicated Is to prevent budding of Individual Inns web and/on chord members only. Additerxl lempofary and pennanonl 134acing MiTek' 6 always required fa slatAlty and to prevent collar se wllh possible, personal bniuy and property damage. Fon general guidance regmdtrng the IoLvIcollon. storage. delivery, ejection and bracing of busses and truss systems. seeANSI/1PI I Quality Criteria. DSII -89 and SCSI Building Component 6904 Pmke East Blvd. Safety lxdormatlon ovallable nom buss Plate Institute. 218 N. lee Street. Sutle 312, Alexandria. VA 22314. Tempa. FL 33610 Job russ Truss Type otyply a Muss system. Before use, the bxOMg destgrler must verify the applicability of design paramelers and properly Incoiporate ti1K design Into theoverail building design. Bracing Indicated Is to prevent Ixrckltng of Individual tnrss web and/or chord members only. Additional temporary and permanenl bracing MiTek' 6 always rectu0ed for stability and to prevent collapse wllh possible personal hW and property damage. For general guidance regarding the lobilcalkm sloralge, delivery. erection aril bracing of Inissos and Inns systems, seeANSI/TPI I Quality Cdtedo, DS8-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from truss Plate Mlstltute. 218 H. Lee Street. Suite 312. AlexOn dria. VA 22314 Tampa. FL 33610 710790646 TBOo97 RF02 Hell Hip Truss 1 755324057 Job Reference (optional) Builders Fuetsource. Tompo. Plant Lowly, Fronao 3:ucb LOAD CASE(S) Standard Uniform Loads (pit) Vert: 1-4=-54,4-6=-54, 7-10=-150, 2-11— 20 Concentrated Loads (Ib) Vert: 10=-347 18=-200 19=-134 20=-193 21=-266 v, v, .e cv.v nn, vn vwa,.•va, ••••, •.v ry,. „•. •+ w „v ..,,.. ...y., I D:Zl7yacff3rgf5yObDEG68uzOU16.1184KI RDtwgHCKPHm6G3RIV86n8bUAFp6KgnYfzUPkW WARNWG - Verity destpn perameters end READ NOTES ON THIS AND WCLUDEO MMEK REFERANCE PAGE A07473 rev. 10434015 BEFORE USE Design vaikd for use only wllh MIIek® connectors II* design Is based only upon parameters "wn, and Is lot an Individual bxOtlklg componenl, nol a Muss system. Before use, the bxOMg destgrler must verify the applicability of design paramelers and properly Incoiporate ti1K design Into theoverail building design. Bracing Indicated Is to prevent Ixrckltng of Individual tnrss web and/or chord members only. Additional temporary and permanenl bracing MiTek' 6 always rectu0ed for stability and to prevent collapse wllh possible personal hW and property damage. For general guidance regarding the lobilcalkm sloralge, delivery. erection aril bracing of Inissos and Inns systems, seeANSI/TPI I Quality Cdtedo, DS8-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from truss Plate Mlstltute. 218 H. Lee Street. Suite 312. AlexOn dria. VA 22314 Tampa. FL 33610 Job Truss Truss Type Dry Fly loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 710790647 TS0097 Vol Volley Truss 1 1 1755324058 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(rL) 0.01 Job Reference (optional) 9O110ere resl5earce, romps, rbm erry. rronoa.Naoo ......,o,.r......,..,......., ....,.,,...,,.. ..._. ......- ._e_. I D217yacti3rgi5yobDEG6Buz0Uf 6.1184 K IR DtwgHCKPHm6G3RtV LvnlvULdp6KgnYfzU PkW 2-" 20 Scale - 1:7.9 LOADING(psf) SPACING- 2.0.0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) 0.01 3 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(rL) 0.01 3 999 180 BCLL 0.0 ' Rep Stress lncr YES WB 0.00 HOrz(TL) 0.00 2 n/a We BCDL 10.0 Code FBC2014lTP12007 Matrix) Weight: 5 l FT = 20% LUMBER - TOP CHORD 20 SP N0.2 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 1=50/1-10-8, 2=50/Mechanical Max Horz 1=30(LC 12) Max Uplilll=-9(LC 12), 2=-24(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2.0.0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7.10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Ops1; h=251t; Cal. It,, Exp B; Encl., GCpt=0.18; MW FRS (envelope) gable end zone and C -C Interior(1) zone; cantilever left and right exposed ;C -C for members and forces 8 MWFRS for reactions shown; Lumber DOL --1.60 plate grip DOL=1.60 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 truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 9 Ib uplift at joint 1 and 24 Ib uplift at joint 2. 6) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) '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 - Veray deelyn pammefare end READ NOTES ON THIS AND WCLUDED AMK REFERANCE PAGE MO -7473 rsv. i0r MOi6 BEFORE USE Design vdkt for use orgy with Mllek®conneclois. INs desp1 Is based c"y upon parameters shown. and Is too an Individual building component. not a Inns system. Before use, the bukft designer mtrst verify the aWicabll fy of design paiamelers and property kworpoiato ills dleslgn Into the overtdl building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members orgy. Addllorxll temporary and permanent bracing MiTek' h always iegrlred lar stability and to pievenl cdlq>w wllh possible personal 1nAay and rAoperly damage. For general guidance regaidng We fabrication. slorage, delivery, erection and bracling of Inlsses and Inas systems, seeANSI/TPI I Quality Criteria, DSII.89 and SCSI Building Component 6904 Parke East Blvd Safely Information available from buss Plate Institute. 218 N. lee Street, Suite 312. Alexcoldda. VA 22314 Tempo, FL 33610 Job fuss ruse ypety DEFL. in (loc) I/dell Ud ply TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Verl(LL) 0.00 3 n/r 120 MT20 244/190 TCDL 7.0 710780649 780097 1'.02 Volley Truss 110 t1 1755324059 Horz( L) 0.00 rVa rda BCDL 10.0 Code FBC2014lrP12007 Matrix) Job Reference(optional) Budden FastSource, Tampa. Plain Cay. Florida 33566 7.640 a Apr 19 2016 Me -Tek Industries. Inc. Mon Apr 03 14:35 10 2017 Page 1 ID:Zl7yacff3rgf5yObDEG6BuzOUf6-VUiSXeSreEySgU_TKgnlz5lWeBevDo6yK ZK56zUPkV I 2.11-1 2.11.1 1-0-15 Scale . 1:13.0 LOADING (psi) SPACING- 2.0.0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Verl(LL) 0.00 3 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Verl(TL) 0.00 2 n/r 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz( L) 0.00 rVa rda BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 13 lb FT = 20% LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 1=66t3-11-8,5=18313-11-8 Max Horz 1=71(LC 12) Max Uplitl5=-76(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4.0-0 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=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C -C Interior(1) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL --1 60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3.6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of miss to bearing plate capable of withstanding 76 lb uplift at joint 5. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNING. VOW dedgn perernefws and READ NOTES ON THIS AND INCLUDED NrrEK REFERANCE PAGE un -7473 rev. faV3,201 S BEFORE USE. Design valid lot use only with Mllek® connectors. Ms design Is based only ul»n Irnrameters sown. and Is for an I xilNCAxd Wilding component, not o lams system. Before rue, the txdtdbhg designer mrni verity the applksablity of design pmameters and propedy IncoiMoto this cfesrgn Into the overall txdlding design. Bachg Indicated K to txrcklbng of IndNkkKd Inns web aril/or chord members only. AWIlor" temporary and permanent lxacing MiTek' prevent is cdways regrdrod for stability axd to rxevent collapse wllh possible personal bhluty and property damage. For general gtadalce iogarcling the 6904 Parke East Blvd. fabrk:allon, storage. delivery- erection orKt bracing of mases and tnra systems. seeANSI/Vil Quality Criteria, DSB-69 and BCSI Building Component Tempa. FL 33610SorelyInIOM1011001availablefromLossPlateInstitute. 218 N. lee Street. Sulfe 312. Mexonddo. VA 22314 Symbols Numbering System A General Safety Notes TPLATELOCATIONANDORIENTATION 3 " Center plate joint unless x y 4 offsets ore indicated. 6-4-8 dimensions shown in ft-in-sixteenths Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions ore in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing, is always required. See BCSI. 0-111g. c1.2 c2.a 2. Truss bracing must be designed by on engineer. For truss Individual lateral braces themselves4widespacing. WEBS G may require bracing, or alternative Tor I C40 , p bracing should be considered. 1XCX " b O 3. Never exceed the design loading shown and never Stock materials on Inadequately braced trusses. a 0 0 4. Provide copies of this truss design to the building For 4 x 2 Orientation, locate c» cal C&60 BOTTOM CHORDS designer, erection supervisor, property owner and oil other interested parties. plates 0-144' from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wone at joint required direction Of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. Connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment In accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted moisture content lumber Shull not exceed 1946 of time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted. this design is not applicable for PLATE SIZE ICC-ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension is the plate 10. Comber Is a non-structurol consideration and is the 4 4 width measured perpendicular ESR-1311, ESR-1352, ESR 1988 responsibility of truss fabricator. General practice Is toxtoslots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 comber for dead load deftection. the length parallel to slots. 11. Plate type, size. orientation and location dimensions indicated ore minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used Sholl be of the species and size, and In all respects. equal to or better than that Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. specified. 13. Top chords must be sheathed or purlins provided at spacing Indicated on design. output. Use T or I bracing if indicated. Lumber design values are in accordance with ANSI/TPI 1 14 Bottom chords require lateral bracing at 10 ft. spacing, section 6.3 These truss designs rely on lumber values or less. If no ceiling Is installed, unless otherwise noted. BEARING established by others. 15. Connections not shown ore the responsibility of others. Indicates location where bearings 16. Do not cut or alter truss member or plate without prior supports) occur. Icons vory but 0 2012 MiTek6 All Rights Reserved approval of on engineer. reaction section indicates joint number where bearings occur. 17. Install and rood vertically unless Indicated otherwise. Min size Shown is for crushing Only. A 18. Use of green or treated lumber may pose unacceptable environmental health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review to pattens of this tlevgn (front, bock, words before use. Reviewing Pictures atonePlateConnectedWoodTrussConstruction. is n sufficient. is not sufflcieni. DSB-89: Design Standard for Bracing. SCSI: Building Component Safety Information, M!Tek 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Chterio. Installing & Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 f I • f RECORD COPY City of Sanford Building and Fire Prevention Product Approval Specification Form Permit # # I - y 49 Project Location Address: 4@8;'Red Rose Lane f As required by Florida Statute 553.842 and Florida Administrative Code 9N-3, please provide the information and product approval number(s) on the building components listed below if they are to be utilized on the construction project for which you are applying for a building permit. We recommend that you contact your local product supplier should you not know the product approval number for any of the applicable listed products. Be aware that windows, skylights, and exterior doors must be tested in accordance with the Florida Building Code, Section 1714.5. More information about Statewide Product Approval can be obtained at www.floridabuilding.org. The following information must be available on the jobsite for inspections: 1. This entire product approval form 2. A copy of the manufacturer's installation details and requirements for each product. Category / Subcategory Manufacturer Product Description Florida Approval # include decimal I. Exterior Doors Swinging herma Tru Swinging Ext. Door (front door) FL15225-113 Sliding MI Windows Sliding Ext. Door (Standard SGD) FL15332.09-R2 Sectional Arnarr Garage Doors Sectional Ext. Door (Garage SF) FL5302.10-R6 Roll U Automatic Other 2.Windows Single Hung MI Windows Single Hung window FL17676.2,9,16 Horizontal Slider Casement Double Hun Fixed MI Windows Frame Fixed Glass FL 18644.04 Awning Pass Through Projected Mullions MI Windows Mullions FL 18504.2 Wind Breaker Dual Action Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # including decimal) 3. Panel Walls Siding Soffits Alpha Aluminum, Inc. Soff its FL12019-R5 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4. Roofing Products Asphalt Shingles Atlas Roofing Shingles FL16305-R4 Underla ments InterWrap, Inc. Underlayments FL15216-112 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shin les Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofing slate Cements/ Adhesives / Coating Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E.P.S. Roof Panels Roof Vents Weather Vent Roof Vent Miami Dade Approved Other June 2014 l - Category / Subcategory Manufacturer Product Description Florida Approval # include decimal) S. Shutters Accordion Bahama Colonial Roll u Equipment Other 6.Sk li hts Skylights Other 7. Structural Component Wood Connectors Anchors Truss Plates MiTek Industries Truss Plates FL2197-R5 Engineered Lumber Railing Coolers/Freezers Concrete Admixtures Precast Lintels Insulation Forms Plastics Deck / Roof Wall Prefab Sheds Other 8. New Exterior Envelope Products HVAC Tie Down BMP International HVAC Tie Down FL14239-R3 Applicant's Signature 0 Applicant's Name Please Print) June 2014 4LaarjwmAK4'otr3ac 0-CM9uatagfUMlW cacao • urm0aurau TYPICAL MASONRY WINDOW SCHEDULE WINDOW WIDTHS m )r s3• WINOOW C A L-om Nr• Q 5H W N SN ASN U94 33• SP O SN W 3191 n 5x 33 91 30 N 5N W 31 SN )191 315N 0 63• 659 W%6N 255N 35 SN a' r3 K91 W)659 MSN 3691 GG VERIFYMASR.QY0FFMFOR ALL 0=16, WMXV 5US AND NMIALLMON MAY VARY PER n FAMERAtaSPE010110a O, Z REFER TO FLOOR FLANS FOR SITLEOFMOV ED WrAE HPL•SN, COM- M. OR FDED GLASS FGF w u wuaor . n co 0347-rr a-sm I D VI S S w>funsnmun u. ns.uoo m ai.ras.uoo tivc wwMnvarriaov.. w o LU rat wT. p z raoeaaerw yy O wx oeeoe W V / Z 1-4 scw Yr'x 1.0•R00c16 OUNNRa]t GL1FR7bYeaurrx 4 ^ O HATCHINGL!L I, I" ® O MAIN OOR 14615F. UFMR 2585 UPPER FLOOR 11155F TOTAL LMNG 2;82 U., GARAGE 4555F. LANAI 13? 5F. wa aaao . gr3s ENTRY 115F. _- TOTAL $a FT. 32415F. MAIN FLOOR PLAN NOTES 12AI 11GARAGELEFT , w _ . earet 4Pa..INF0 *a"$ t17_NFsp S'* 6 L— i UV "T ....E , v -T MvLk&%FL I"bSDqv 2.. TYPICAL WOOD FRAME WINDOW SCHEDULE WINDOW WIDTHS VYINDOW CALL -OUTS t0' 158F4 IMM 3MF4 40F4 S 740 U80F4 IMF(s 7010 F4 IO70 F4 3 36- 1879 so 7076 SH 303050 4m0 so 8 WSW )WSW 7910sm 4OIOSH141..b M05+ 163051 3MSN /IIA SA NSOSH :mm x60w 475051 GG AM WXA MUM FOF: ALL VWA to1u VOW SES Alb MALLADCH MAY VART RR F- YAVACi M 41T SFECHCAlWa Z FM TOKOCRKMFCR SnUCFMW USED (oaf FIFG•SµCAWM- Mr. CRFDED LASS- FC,) cLEHeOPasY twas o"yeasl4".% K=crae NOMISWOM. "AM ousmrmromamom E 6 A I NNOW lRSAM YUS sm LOOI7 ummwoom p W tgo: 6 ji o 0 s'• y •. m,...tll Sll l rla uo Rr wrae, .a ate. V1 Q W 0 CID z QC 1 ON 0 J z 0 p--1 ce 0 I..L 0 J 2585 ' II.:C U1 U NG1t r1AM NDiCS • UPPER FLOOR PLAN NOTES ' 2BlGARAGELEFT J Florida Building Code Onlineoic-'* (A „1 Page l of 2 Business & Professional Regulation i(b D.pX rnrrrld SaS Mom Login I User Regi0ration i Hot Topics I Suemll Surcharge I SUIS & FaCLS I Pueacalions I FBC gaff I BGS Sl -,e Map I Unks I Search I Bus!nes Product Approval Pro lessi I ®USER: Publk: User Regulation Mud or Analicaklon SeatCh > ADDlCHieft.lKt > Application Deter FL N FL14239-R3 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer BMP International Inc. Address/Phone/Email 4710 28th Street N St. Petersburg, FL 33714 727) 458-0544 benmeng8®yahoo.com Authorized Signature Xlanbin Meng benmengBOyahoo.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., 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 91 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 a 74739 R3 Eouav _Eoulv.odf haps://www.floridabuilding. org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquDEJErtOSCei... 7/20/2015 BMP INTERNATIONAL, INC. MECHANICAL UNIT STEEL TIE -DOWN CLIP: AT GRADE & ROOF -TOP MOUNTED APPLICATIONS I CENTER OF GRAVITY I RESULT ASSUMED TO ACT AT THE 14 GEOMETRIC CENTER OF THE MECHANICAL UNH. 8 W MECHANICAL UNIT MUST BE NB'taB'• 16FT- THIS UNIT HEIGHT OF 1B' IS EQUAL TO THE MAXIMUM ALLOWABLE HEIGHT M NB'. SQUARE OR RECTANGULAR, NOT@ TRIS PAOV4=AWROVAL ALLOWS THE ONYr rO BE NESTALLEO ON TOP NO IRREGULAR SHAPES. OF AN A/C STAND THAT S A NAXTNON 30• TALL FFAN A/C STAND S UTnZM' CAVEOI TO SEE THAT THESTAHO DOES NOT EXCEED A• IN NEIONT M n EAT MII MIM AVOW 0 Of 24' cm MON W THIS UNIT MAY BE INSTALLED AT ROOF HEIGHTS LESS THAN OR EOUALTO 15 FF. I • 6 DETERMINE THE ALLOWABLE ROOF -TW tIEIGHr OF! THE INSTAW110N M 00 FT. SEE 0 ONAY TMANN GOAT AND LESS BLE S POR (TME NUMERICAL VALUES OF THIS DESIGN EKAMME HOST STRUCTURE DESIGN BY OTHERS. SEE DMGI.-/ FOR ALLOWABLE SUBSTRATES MECHANICAL UNIT 7518 MIN. WEIGHT, MECHANICAL UNIT PER SEPARATE CERTIFICATION. TYP. SEE DESIGN KENTER OP CHFOULE FOR GRAVITY MAXIMUM REAAND DESI G n PRESSURE, TYP. STEEL TIE -DOWN CUPS. SEE DETAIL If317/3 1,2 FOR CUP INFORMATION, 3 NP. 3' MAXTYP. i rT• M Ax TVP. 1 TIE -DOWN ISOMETRIC TTPEOF4IPANDNOMBlao CUPS 1 t' . 1'q' ISOMETWC PER CORNEA WILL VARY PERVI—CONNECTION TYPES CI•CA ON SMIET 1 TIE -DOWN CLIP DIRECTIVE EXAMPLE NEOIANICAITIUPR TWIRL FOp s TONe oIME1RS1 JpE - USaD ToRESTRICTIONS AND DESIGN O3tTTEI R A u57E HEREIN. EESSHEEEETS iS HEIGHT, SCMWULESj MECHANICAL UNIT CRITERIA: CONSIDER THE INSTALLATION OF (1) MECHANICAL UNIT WITH THE MUQWINOOVTERIA' V.0.4 TO MPH, EXPOSURE IF AB- TALL % NB' DEEP X NE' WIDE, 100 LA (WEIGHT AS VERDTED BY OTHERS) INSTALLED TO 3000 PSI HIP CONCRETE WITH (1)•2- CLIP AT EACH CORNER OF UNIT (NOTAL OF (N) NPS) YF(U6CUJVKC: PROCEDURE STEP I RESULT 1 OETERM IATE ME conNEETION TYPE BIASED ON NE 0VZNAM ON Stam I TCON ECTIOP 3 THIS INSTALLATION IS INTENOEO FW A VPII.370 MFM, EXPCSURE'V. THIS DESIGN 7 DETERMINE WHICH DESIGN SCHEDULE TABLE TO USE CRITERIA CORRESMODS TO TABLE S 7 DETERMINE LARGEST FACC AREA Or MECHANICAL UNIT WOE OFSTALIED NB'taB'• 16FT- THIS UNIT HEIGHT OF 1B' IS EQUAL TO THE MAXIMUM ALLOWABLE HEIGHT M NB'. NOT@ TRIS PAOV4=AWROVAL ALLOWS THE ONYr rO BE NESTALLEO ON TOP A CHECK MAXIMUM UNIT "EMT RESTRICTION OF AN A/C STAND THAT S A NAXTNON 30• TALL FFAN A/C STAND S UTnZM' CAVEOI TO SEE THAT THESTAHO DOES NOT EXCEED A• IN NEIONT M n EAT MII MIM AVOW 0 Of 24' cm MON W THIS UNIT MAY BE INSTALLED AT ROOF HEIGHTS LESS THAN OR EOUALTO 15 FF. ADDITIONALLY, THIS GHTS GREATER OTHANMrr Of DISFALUEO " 6 DETERMINE THE ALLOWABLE ROOF -TW tIEIGHr OF! THE INSTAW110N M 00 FT. SEE 0 ONAY TMANN GOAT AND LESS BLE S POR (TME NUMERICAL VALUES OF THIS DESIGN EKAMME DESIGN NOTES: THIS PRODUCT RAS BEEN DE91GNE0 M ACCORDANCE WITH ASCE 7.10 AND THE i BUILDING Cm FOR USE WITHIN AND OUTSIDE THE HIGH VELOCITY HURRICANE INDICATED lR THE ACCON FTMNG CAtQRATE TRE AILOWApLE ROOF• TDOE SMIGNm% ADESIGN CRITERIA L ASCE 7.10 SECr10R FOR ROOF TOP MOGMS (N) REO FT AND SECTION »s POR ROD TOP NEIGMTS ( A SECTION 79.4.1 FOR INSTALLATIONS AT ORAOE (GC,Sm-039 WI "M "a R TWE MEIGMTS LISTED IN THE DESIGN SCHEDULES REFRESENT THE AVOWABLE MtIUM. u THE "LOIT40 THIS PRODUCT APPROVAL ALLOWS FOR EACH UNIT TO BE INSTALLED ON A MAXIMUM 30' TALL A/C STAND (CERTIFICATION BY OTHERS) ON TOP OF THE HEIGHTS LISTED W THE OME" SO!EMA13. GENERAL NOTES: 1 THIS PRODUCT WAS BEEN DESIGNED AND SMALL BE FABRICATED IN ACCORDANCE W THE REQUIREMEMTS OF THE FLORIDA BUIODIG 03DE B ASCE 7- LWIN 0. THIS PRODUCT MAY SE USED WrTHItI AND OUTSIDE TNF HIGH VELOCITY NURMCARE IONE. I. NO 33-1,13% INCREASE IN ALLOWABLE STRESS HAS BEEN USED IN THE OESIGN OF THIS SYSTEM. 3. DESIGN IS BASED ON CLMT PROVIDED PRODUCT AND 016 SHEETS FROM TEST REPORTS inu/ B OY TESTING. EVAWATOM LABORATORIES, INC.. NO AIOSTRU=TWNS 1r1EN APM(OVAL BY THIS ENGINEER SMALL. BE PERMITTED. A. MAXIMUM B MINIMUM DIMENSIONS AND MINIMUM WEIGHT OF RE04AMCAL UNIT SMALL CONFORM TO SPECIFICATIONS STATED HEREIN. ALL MECHANICAL SPECIFICATIONS CLEAR SPACE, TONNAGE. ETC) SMALL BE AS PER MANUFACTURER RECOM,•ICNOATIONS AND ARE THE EXPRESS RESPONSIBILITY OF THE CONTRACTOR. S. FASTENERS TO BE PI I X %" OR GREATER SAE GRAOE S UNLESS NOTED OTIQWISETAPCONSREFERREDTOHEREINSHALLBEFTWBROLDF31BRAND, CARBON STEEL ONLY. INSTALLEO TO 3000 PSI NIM CONCRETE, SEE ANCtgR 504EIRRE FOR ANCHOR RgIUIURUEEITRSALL fLASTENERS SMALL HAVE APPROPRIATE CORROSION PROTECTION 6, ALL STEEL CUPS SHALL BE ASTM A263 STEEL (GRADE O) WITH h•33 ISI OR BETTER All STEEL MEMBERS SHALL BE PROTECTED AGAINST CORROSION WITH AN APPROVEO COAT OF PAUfr. ENAMEL OR OTHER APPROVED PROTECTOR. G90 -RATED COATING REQUIRED FOR ALL COASTAL INSTALLATIONS. 7. ALL CDNCRER SPECIFIED NERETH IS NOT PART OF THIS CERTIFICATION. AS A MINIMUM. ALL CONCRETE SMALL BE STRUCTURAL CONCRETE 1' MIN. THICK ANO SHALL HAVE MIMMUM COMPRESSIVE STRENGTH OF 3000 PSI, UNLESS NOTED OTHERWISE 6. THE CONTRACTOR IS RESPONSIBLE TO INSULATE ALL MEMBERS FROM DISSIMILAR MATERIALS TO PREVENT ELECTROLYSIS. 9. CLECYRICAL GRam, WHEN REQUIRED, TO Be 02594M B 114STALLED BV OTMBtl. 10. THE ANWACY OF ANY EXISTING STRUCTURE TO WITHSTAND SINERMPOBCD LOADS SWILL b VERIFIED By THE ONSITE DOWN PROPCSSiH3NAl AND K NOT U MAIDE0 IN THIS CE3TIMATION.Exarr AS EXPRESSLY PROVIDED HEREIN, NO ADDITIONAL CERTIFICATIONS OR AFFIRMATIONS ARE INTENDED. AT. THE SYSTEM OETA:LEO HEREIN IS GENERIC AND DOES NOT PROVIDE INFORMATION FOR A SpbaFIC SRM. FOR SITE LONDTTIO.NS OIFFEAEMr FROM TIE CONOITOW, DETAILED HEREIN, A UCEASEO ENGINEER OR REGISTERED ARCHITECT SMALL PREPARE SITE SPECIFIC DOCUMENTS FOR USE IN CONJUNCTION WITH THIS DOCUMENT. 12. QFTHE INSTAWNGCAC'ONTACTOOR. 0ONTRAOASHALLENSURE THANANY REMOVEDIUrly AFTER FABRICATION A40 IRSTALLAOOlt ALTERED WATERPROOFING OF STRUIREOCRPROPOSE HEEREIN. TMEMBRANE IS HISTIENGINEER SHALL NOT BE RESPONSIBLE FOR ANY WATEALPROOFING OR LEAKAGE ISSUES WHICH MAY OCCUR AS WATFR•TIGHTH"PSS SMALL BE THE MILL RESPOM ISILTY OF THE INSTALLING CONTRACTOR 13. FOREDS LASED M THIS APPROVAL, SE SECTION 26.AN EXPLANATION OF CXPOSURE C&TEGOALES 73 THE Wt WIND OF ASCE 7. O a I K L 9 x 2. a I 0.068• THICK ASTM A283 STEEL. TYP. 3)412 SAE GRADES 11-1 SHEET METAL SCREWS F FOR CLIPS UP To S, LONG. URUZE (5)•0 12 SHEET METAL SCREWS Y FOR CUPS LONGER— THAN S. TTP. , 0.072' OR 0.117' THICK ASTM AM STEEL,TYP. ISOMETRIC DETAIL 0. FACTORY -MILLED WO HOLES. IITRUZE(I) OR (2) ANC40R5 FROM 2' CLIP ANCHOR SCHEDULE, TYP. N.T.S. FUR ANY CUP HOUSING UNITS SHALL BE 6063-T5 MIN. LONGER THAN 10' 3) -*12 SAE GRADE 5 0.19' UTILIZE (S}I12 SAE V TYP, GRADE S SHEET UTILIZE (0-112 SHEET METAL SCREWS, TYP. CHIPS LONGER THAN 4'. 0.072.OR O.UT TYP. THICK ASTM A283 V.. -O HOLES, NOT TO o0O uu 8E USED FOR BASE OF UNIT SMALL ANCHORS, TYP. BE FLUSH WITH BASEFLUSH a'••• IIB' SCHEDULE J PERMITTED, TYP. m'I'1Iii I V.•O HOLE, WITH O . IY ANCHOR FROM I' a ANCHOR DETAIL SI CUP ANp10R CLIP IS DESIGNED FOR RAL SCIEDULE, IYP. MECHANICAL UNR• TYP. OTHER DIMENSIONS SIMILAR) ISOMETRIC DETAIL 0. FACTORY -MILLED WO HOLES. IITRUZE(I) OR (2) ANC40R5 FROM 2' CLIP ANCHOR SCHEDULE, TYP. N.T.S. o.so• o.so• c % TRIC DETAIL MECHANICAL UNIT BY OTHERS. ALUMINUM MOUSING UNITS SHALL BE 6063•T6 MW. ALUMINUM SHEET WITH FtY.30 KSL 0.125 MIN. THICKNESS, STEEL MOUSING VNI'TS (3)•912 SAE GRADE S SHEET SMALL BE ASTM A653 FY.33KS( MIN. —METALL SCREWS FOR CUPS UP TO STEEL, GRADE 33, 22GA MIN. 0-0.02W). S LONG. UTILIZE (s). I! 12 SHEET METAL SCREWS FOR CLIPS LONGER THAN V. PROVIOE(5) PITCHES MIN. PAST THREAD PAVE 0.068• THICK ASTM ' FOR EACH SMS, TYP. 4283 STEEL CUP, TYP. '. i•• ANCHOR PER 045E OF UNIT SHALL %'•'• ANCHOR BE FLUSH WITH we%,.'•; SCHEDULE OF CLIP, NO SPACE : •„ i 35' PERMITTED, TYP. ; SUBSTRATE PER ANCHOR SCHEDULE1 • i / (VARIES) 0 ,• 1" TIE -DOWN CLIP 3 ANCHOR DETAIL 3 3• a I.,. DETAIL CLIP IS OCSIGNEO FOR FlAL CONTACT WIT THE BASE OF EACH MECHANICAL UNR, TV. MECHANICALUNR GY OTHERS. ALUMINUM HOUSING UNITS SHALL BE 6063-T5 MIN. ALUMINUM SHEET WITH TtY•30 KSI, 0.125 3) -*12 SAE GRADE 5 MIN. THICKNESS. STEEL HOUSING UNITS SHEET METAL SCREWS FOR CUPS 4' LONG. STEEL GRADE 33, 226A MIN. 0-0.02997. UTILIZE (0-112 SHEET METAL SCREWS FOR CHIPS LONGER THAN 4'. 0.072.OR O.UT TYP. THICK ASTM A283 V.. -O HOLES, NOT TO STEEL CLIP, TIP. 8E USED FOR BASE OF UNIT SMALL ANCHORS, TYP. o.so• o.so• c % TRIC DETAIL MECHANICAL UNIT BY OTHERS. ALUMINUM MOUSING UNITS SHALL BE 6063•T6 MW. ALUMINUM SHEET WITH FtY.30 KSL 0.125 MIN. THICKNESS, STEEL MOUSING VNI'TS (3)•912 SAE GRADE S SHEET SMALL BE ASTM A653 FY.33KS( MIN. —METALL SCREWS FOR CUPS UP TO STEEL, GRADE 33, 22GA MIN. 0-0.02W). S LONG. UTILIZE (s). I! 12 SHEET METAL SCREWS FOR CLIPS LONGER THAN V. PROVIOE(5) PITCHES MIN. PAST THREAD PAVE 0.068• THICK ASTM ' FOR EACH SMS, TYP. 4283 STEEL CUP, TYP. '. i•• ANCHOR PER 045E OF UNIT SHALL %'•'• ANCHOR BE FLUSH WITH we%,.'•; SCHEDULE OF CLIP, NO SPACE : •„ i 35' PERMITTED, TYP. ; SUBSTRATE PER ANCHOR SCHEDULE1 • i / (VARIES) 0 ,• 1" TIE -DOWN CLIP 3 ANCHOR DETAIL 3 3• a I.,. DETAIL CLIP IS OCSIGNEO FOR FlAL CONTACT WIT THE BASE OF EACH MECHANICAL UNR, TV. MECHANICALUNR GY OTHERS. ALUMINUM HOUSING UNITS SHALL BE 6063-T5 MIN. ALUMINUM SHEET WITH TtY•30 KSI, 0.125 3)-/ 12 SAE GRADE S SHEET MIN. THICKNESS. STEEL HOUSING UNITS METAL SCREWS FOR CUPS 4' SMALL BE ASTM A653 PY-33KSI MIN. LONG. t LJZE (4)-f l2 SHEET STEEL GRADE 33, 226A MIN. 0-0.02997. METAL SCREWS FOR CUPS LINGER THAN 41. PROVIDE (5) PITCHES MIN. PAST THREAD PLANE 0.072.OR O.UT i • j FOR EACH SMS, TYP. THICK ASTM A283 STEEL CLIP, TIP. I) OR (2)ANCHORS BASE OF UNIT SMALL BE FLUSH WITH BASEFLUSH a'••• IIB' SCHEDULE OF CUP, n0 SPACE APERMITTED, TYP. SUBSTRATE PER ANCHOR SCHEDULE• VARIES) 2" TIE -DOWN CLIP a ANCHOR DETAIL 3 p . I -0' DETAIL CLIP IS DESIGNED FOR RAL CONTACT WITH THE BASE OF E4CH MECHANICAL UNR• TYP. No wl X V6 awOv$ tciOt 15-2378 TABLE 5 : Vult=140 MPH, EXPOSURE B 24' MAX lY MIN SURFACE AREA OF FOR USE WITH A RISK CATEGORY II STRUCTURE-) UNIT Cl UNIT'S LARGEST NEWFIT WIDTH FACE AILOWAKi R011f•T& MEIGM DO HS200R 1 6Fr TIE410WN CONFWEIRATIONTYFE 9FT' MAXIMUM •--- 1S'M02 - N/A HS200R H5200FT RHS40 SURFACE AREA OF UNIT UNIT Cl C2 143 u UNITS LARGEST HEIGHT WIDTH 60_8<N5 10 9R' FACE ZOMIN '- N/A 12 FT' • n , WA 6 FT? 24' MAX l2'MIN ; NSLSR 60R<H5 LM FT H5200FT HS200R HS200R 9FT' 3Z" MAX IV MIN I ATGRADE Ns200 FT 145200FT H1200 FT 4FT' I HSIWR H1200 FT H1200R N1200 FT 6R' H540 FT 69R.HS200R' N5I00FT N1200R HS200FT N5ZOO R9FT' 4B'MAX 2<'MIN AT GRADE 60 FT. H5698 H52WR N5200R H5I00FTIIFT' i AT GRADE HS200R H540R 608<H9ZG0FT AI 16 R' , WA HS200FT H 91S PT 60R4H5 100 Fr NS2WR 20 FT' I N/A N1200R HSISFT 608<HS190FT Hs200R ISR' N/A I H54OFT60FT4HSZWFT ATGRADE HS200FT 167 MAX 4i'MIN 60FT<HSEOFT 80Fr N/A 08N" 5R 6<NSl60R ATGRADE H5200FT N/A AT GRADE 60 AT GRADE H52WR 36 R' R<H 5808 AS AN EXAMPLE, THESE TABLES ARE PERMISSIBLE TO BE USED WITHIN BREVARO COUNTY. CHECK WITH LOGE AUTHORITY HAVING RHIUmnm FOR THE A PIICABIUTY OF THIS TABLE WITHIN CERTAIN FLORIDA COUNITES. TABLE 7 : Vult=140 MPH, EXPOSURE D FOR USE WITH A RISK CATEGORY II STRUCTURE-) MAXIMUM 24' MAX lY MIN SURFACE AREA OF UNIT UNIT Cl UNIT'S LARGEST NEWFIT WIDTH FACE H52WR HS200R 1 6Fr 14• MAX 12' MIN N/A 9FT' 31'MAX 1S'M02 - N/A HS200R H5200FT RHS40 4R' 608<HSBOFT 608<H % H5ZOO R NIA AT GRAD) 6Fr 60_8<N5 10 9R' 4B'MAX ZOMIN '- N/A 12 FT' • n , WA li FT' N/A N/A 20FP H S 100 FT NIA 25 FT' N/A N/A Hs1SR 608<HSZWI 60' MAX 4B• MIN - 30 FTF r N/A N/A 36 FT' H/A N/A AT GRADE 608 <HS 1401 TABLE 6 : Vult=140 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY II STRUCRRIE'1 MAXIMUM_.__ SURFACE AREA OFUNIT UNIT Cl UNIT'S LARGEST , HEIGHT WIDTH FACE ALLOWABLE ROOFTOP NEWT (N) TIE-0OWN CONFIGURATION TYPE 1 C2 C3 6Fr 24' MAX lY MIN AT GRADE H S 200 R 9 F7' 32' MAX l5' MIN N/A 145 200 FT H52WR HS200R 1 H52WR H52WFT H52WR 4FT' 145158 60R<H12WFT HSIWR HS200R H5200FT r_. 6Fr O R"4115200"5200FT 608<HSBOFT ATGRADE 51608 H5ZOO R NIA 1412008 EOFT4tj=Fr L60R.iH H s 200 R9FT' 4B' MAX 24' MIN AT GRADE AT GRADE H52WR SOR<HS ZWR n , 12 FT' N/A N52WFT N/A H S 100 FT l f'f WA N/A N/A Hs1SR 608<HSZWI 1 20 FT' N/A r N/A H S 30 R 608.1452001 ZSFr m N/A AT GRADE 608 <HS 1401 67 MAX 46' Moi 1 30 FT' N/A I AT GRADE 36 R' H/A - I ATGRADE C2 C3 I G HS200FTHs30R 60 FT<H 5200 FT, I HSIWR NS2WR AT GRADE 608 <H 1140 FT H52WR NS200R H52WR HS200R 1 H52WR H52WFT H52WR HSIOOR 145158 60R<H12WFT HSIWR H540R AT GRADEHS IWROR"4115200"5200FT 608<HSBOFT I ATGRADE NIA 1412008 EOFT4tj=Fr n 3 Z^ $ ATGRADE AT GRADE H52WR SOR<HS ZWR n , ATGRADE N/A N52WFT 608.14160 8 WA N/A 016408 60FT.HS200FT N/A NIA AT GRADE 160FT<H 3I00R H52WR HS1SR I FT4 H52001 Hs2WFT H5200R HS40R IR<N 1ZOO 1 ATGRAOE I R.1411401 ATGRAD6 AT GRADE AT GRADE NIA N/A L7r H S 200 FTyy C i yry' Hs2WR I a W 3C AC OWL' O< O pB J Hs200FT H5200FT HsZOOFT HSZWR HSZWR a Hs200FT Z H52WR H5200R - n 3 Z^ $ Hs30R F R.Hs2WR n , z Wag s a 8 m 15-2378 m ENGINEERING 4/14/2015E'I NESS' 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 12TH AVENUE * 106 DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX: 954-354-0443 WWW. ENG EXP. COM Florida Building Code OnlineI`Us5 C -I-// )ro t Mot T I subrNt sun]urye 51so o reqs -110MraC $teff I acts Ste Map I Urks I® Page 1 of 3 powa DgwUrlap0 ms Moms I Um n I user Rept ""M oWa Bus nMes.fl Product Approval USER. Pro essi '' al bk Usw Regulation Ae011ratlon un > APPrratlon oeroo FL * FL2197-RS Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission If necessary. Comments Archived Product Manufacturer M Tek Industries, Inc. Address/Phone/Email 14515 North Outer Fourty Drive Suite 300 Chesterfield, MO 63017-5746 314) 851-7480 Ext 7480 dwort@mll.com Authorized Signature David Wert david.c.wert@mil.com Technical Representative David Wert Address/Phone/Emall 14515 North Outer Fourty Drive Suite 300 Chesterfield, MO 630175746 314) 851-7480 dwertomil.com Quality Assurance Representative David Wert Address/ Phone/Finall 14515 North Outer Forty Suite 300 Chesterfield, MO 63017 314) 651-7480 dwert®mll.com Category Structural Components Subcategory Truss Plates Compliance Method Evaluation Report from a Product Evaluation Entity Evaluation Entity ICC Evaluation Service, LLC Quality Assurance Entity Quality Auditing -Institute Ltd. Quality Assurance Contract Expiration Date 12/31/2015 Validated By ICC Evaluation Service, LLC. Certificate of Independence ra 2107 5 [OI Csrdflcpte of independence for Evaltratlon.odf Referenced Standard and Year (of Standard) %= ANSI/TPI 1 2007 Equivalence of Product Standards Certified By Sections from the Code https://www.floridabuilding-org/pr/pr-aPP—Otl aspx?param=wGEvxQwtDqvrTExQ/o2bbkf.. 7/20/2015 Florida Building Code Online Crc itSAFE Page 3 of 3 https://www.floridabuilding. org/prlpr_app_dti.aspx?param=wGEV XQwtDgvrTEx%2bbkf:.. 7/20/2015 Excerpt from ICC -ES ESR -1311, Revised November 2011 INSTALLATION All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. Trusses must be assembled within the tolerances specified in ANSI/TPI 1, Chapter 3, Quality Criteria for the Manufacture of Metal - Plate -Connected Wood Trusses. IMES Evaluation Report E5R-1311 Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.org ( (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Councilw 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.mll.com. EVALUATION SUBJECT: MiTeke TRUSS CONNECTOR PLATES: M-16, MI116, 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) in 2012, 2009, 2006 International Residential Code* (IRC) a 2013 Abu Dhabi International Building Code (ADIBC)1 The ADIBC is based on the 2009 IBC. 2009 IBC code sections referenced In this report are the same sections in the ADISC: Property evaluated: Structural 2.0 USES MiTek* metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTeke M-16 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 1 -inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 11/44nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTeke M-20 and Mil 20: Model M-20 and Model Mil 20 metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1 -inch -square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11A mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33 -inch -long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTeke M-20 HS, Mil 20 HS, and MT20HSi1: 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 10.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/4 -inch -by -1 -inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.254rich-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.334nch4ong (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, ICC -ES Evaluation Reports are not to be comtrued as rci esenting oestheties or any other aaribures nor spec ylcally addressed nor are they to be constrved as an endorsement of the subject of the report Or o recommendation jor its erre. 77rere is no worrorvy by ICC Evaluation Service. t X. *Xpress or implred as to onyfiWMS or other nrotter in this report, or m to ony product covered by the report. = Copyright O 2015 Paye 1 or 6 ESR -1311 1 Most Widely Accepted and Trusted Page 3 of b TABLE 1 -ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Iblln'IPLATE) LUMBER SPECIES SG r AA I EA AE EE Efficiency I Poundstinch/Pair of Connector Plates M-16 AND MII 16 PoundsllnchlPalr of Connector Plates Tension Values in Accordance with Section 5.4.4.2 of TPIA (Minimum Net Section over the Joint)' Douglas fir4arch 0.5 176 121 137 126 Hem -fir 0.43 119 64 102 98 Spruce -pine -fir 0.42 127 82 75 107 Southern pine 0.55 174 126 147 122 849 0.48 841 M-20 and MII 20 1321 Douglas fir larch 0.5 220 195 180 190 Hem -fir 0.43 185 148 129 145 Spruce -pine -fu 0.42 197 144 143 137 Southern pine 0.55 249 190 184 200 1055 0.55 645 M-20 HS, Mil 20 HS and MT20HS 792 Shear @ 1200 Douglas fir -larch 0.5 165 146 135 143 Hem -fir 0.43 139 111 97 109 Spruce -pine -fa 0.42 148 108 107 103 Southern pine 0.55 187 143 138 150 For SI: 1lbfir? = 6.9 kPa. NOTES: Tooth holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of joint. AA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to load EE - Plate perpendicular to load, wood grain perpendicular to load 3AII truss'pleles are pressed.into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. TABLE 2 --EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY FORCE DIRECTION M-16 AND Mil 16 M-20 AND Mll 20 M-20 HS, Mill 20HS AND MT20HS Efficiency PoundslinchlPair of Connector Plates Efficiency I Poundstinch/Pair of Connector Plates Efficiency PoundsllnchlPalr of Connector Plates Tension Values in Accordance with Section 5.4.4.2 of TPIA (Minimum Net Section over the Joint)' Tension ® 00 0.70 2012 0.50 880 0.59 1505 Tension ® 90° 0.36 1013 0.47 820 0.46 1219 Tension Values in Accordancewlth TPIA with a Deviation (see Section 5.4.9 (e)) MaAmum,Net Section Occurs over the Joint: Tension ® 00 0.68 1945 0.62 1091 0.67 1716 Tension ® 900 0.30 849 0.48 841 0.52 1321 Shear Values Shear @ 00 0.54 1041 0.49 574 0.43 761 Shear ® 30° 0.61 1173 0.63 738 0.61 1085 Shear ® 60° 0.73 1402 0.79 936 0.67 1184 Shear ® 90° 0.55 1055 0.55 645 0.45 792 Shear @ 1200 0.48 914 0.42 490 0.34 608 Shear ® 1500 0.35 672 1 0.46 544 1 0.3 537 For SI: 1 Ibfinch = 0.175 N1mm, 1 inch = 25.4 mm. NOTES: Minimum Nei 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. 2Maxinium Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. ESR -1311 1 Most Widely Accepted and Trusted Page 5 of 5 0.12V 0.260' 05W 03W 22}m m 64MM 1270m 9`3awn goo a06 ODD ono 000 ODD i:17-00D D DDo J 1:000 000 ono poo DDD Dan 1000 Doo DDO M-20 HS, Mil 20 HS, MT20HS FIGURE t—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (in Inches) (Contlnued) ICC -ES Evaluation Report tSK-141-i riot. oupptCrrrcrra Reissued June 2015 This report is subject to renewal June 2017. www.1cc-es.orn 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 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: MITek®TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HSTM' 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTeke Truss Connector Plates M-16. Mil 16, M-20, Mil20, M-20 HS, MII 20 HS, and MT20HSTM, recognized in ICC -ES master report ESR -1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: 2014 and 2010 Florida Building Code—Building 2014 and 2010 Florida Building Code—Residential 2.0 CONCLUSIONS The MTek®Truss Connector Plates M-16, Mil 16, M-20, Mil 20, M-20 HS, MII 20 HS, and MT20HS-, described in Sections 2.0 through 7.0 of the master evaluation report ESR -1311, comply with the 2014 and 2010 Florida Building Code—Buildingandthe2014and2010F/o fda Building Code—Residentlal, provided the design and installation are in accordance with the Intemationai'Buildirtg Code. {IBC). provisions noted In the master report. Use of the MiTek®Truss Connector Plates M-16, Mil 16, M-20, MII 20, M-20 HS, Mil 20 HS, and MT20HS'm 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 failing 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. CC -GS Evaluatlon Reports on not to be cororrued as repratndng ovrhdlo OF any other ortrlbures nor spstylcmry oaam"ca' wr a.. y— ----- as on atdotsement ojthe subject ojrhe report or o rernntmcndmlon for Iv use There is no warranty by ICC Evaluation Service. LLC. cvms ar Imp/Aed I; _ to ony finding or other "otter In this report. or w to arty product covered by the report Page 1 of t Copyright 0 2015 ICC -ES Evaluation Report E5K-1371 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 Intemational Code Council® DIVISION: 06 00 00 -WOOD, PLASTICS AND COMPOSITES Section: 0617 63 -Shop -Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14516 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mli.com EVALUATION SUBJECT: Wake TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HS- 1.0 EVALUATION SCOPE Compliance with the following codes: P 2012, 2009, 2006 Intemational Building Codee (IBC) 1p 2012, 2009, 2006 Intemational Residential Codec (IRC) 0- 2013 Abu Dhabi Intemational Building Code (ADIBC)t The ADIBC is based on the 2009 IBC. 2009 IBC code sections referenced In this report are the same sedions 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®M-16 and MII 16: Model M-16 and Model MII 16 metal truss connector plates are manufactured from minimum No. 16 gage [0.0575 inch total thickness (1.46 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave forth, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 14nch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 11144nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 Wee M-20 and MII 20: Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1 -inch -square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33 -inch -long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTek® M-20 HS, Mil 20 HS, and MT20HS": Models M-20 HS, MII 20 HS, and MT20HSTM metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60, high-strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/44nch-by-1-inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.25 -inch -wide (6.4 mm) strip of unpunched steel. The transverse 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, ICC -a Evaluation Reports are not to be construed as representing oerthttics or any other otmbutes not specifically oddrwed, nor arc they 80 be cQW1-9 ar an endorsement of the subject ojrht report or a rccammendarton for in use. There Is no warran b GC, ICC Evaluation Service, I.erl rs or pl d at to anyflndlnitor cher roller in this report, or as to any product covered by the report. - Copyriphl O 2015 Page 1 of 5 ESR4311 I Most Widely Accepted and Trusted Page 3 of 5 TABLE 1 -ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIGPLATEN EMBEDMENT' (Ib/in=/PLATE) LUMBER SPECIES SG F AA I EA.. AE EE Efficiency Pounds/inch/Pair M-16 AND MII 16 Pounds/inchiPairFORCE DIRECTION 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 1 122 Plates M-20 and MII 20 Tension @ 0° 0.70 Douglas fir -larch 0.5 220 _ 195 180 190 Hem -fir 0.43 185 148 129 145 Spruce -pine -fir Southern pine. 0.42 0.55 197 249 144 190 143 184 137 200 M-20 HS, M1120 HS and M720HS 19451 0.62 1091 Douglas fir -larch Hem -fir 0.5 0.43 165 139 146 111 135 97 143 109 Spruce -pine -fir Southern pine 0.42 0.55 148 187 108 143 107 138 103 150 For Sh tlb/iffZ = 6.9 kPa. NOTES: to area on on one face . To achieve values. platesToothholdingunits - psi for a single plate (double for plates on both faces when applying only ) must be installed on opposite sides of joint. AA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to load EE - Plate perpendicular to load. wood.graln perpendicular to load All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by fullw6mbedment rollers, or combinations of partial embedment roller presses -and hydraulirpiaten presses that feed trusses Into a stationary finish roller press. TABLE 2 -EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY M-16 AND Milt 16 NI -20 AND MII 20 W20 HS, MI120HS AND MT20HS Efficiency Poundstinch/Palr Efficiency Pounds/inch/Pair EfficiencyI Pounds/inchiPairFORCE DIRECTION of Connector I of ConnectorI of ConnectorIPlatesPlatesPlates Tension Values in Accordance with Section 5.4.4.2 of TPI -1 (Minimum Net Section over the Joint)' Tension @ 0° 0.70 2012 F770-50 880 1 0.59 1505 Tension @ 90° 0.36 1013 1 0.47 820 L 0.48 1219 Tension Values In Accordance with TPI -1 with a Deviation (see Section 5.4.9 (e)) Mardmuin Net Section Occurs over the Joint= Tension @ 0°0.68 19451 0.62 1091 0.67 1716 Tension @ 909 0.30 849 0.48 841 0.52 1321 Shear Values Shear @ 00 0.54 1041 0.49. 574 0.43 761 Shear @ 300 0.61 1173 0.63 738 0.61 1085 Shear @ 60° 0.73 1402 0.79 936 0.67 1184 Shear @ 909 0.55 1055 0.55 645 0.45 792 Shear @ 1200 0.48 914 0.42 490 0.34 1 608 Shear @ 1500 0.35 672 0.46 -544 0.3 537 For SI: 1 Ibfinoh = 0.175 N/mm, finch = 25.4 mm. NOTES: Minimum Net Section - Aline through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line passes through a line of holes. Maximum Net Section - A line through the plate's tooth pattem with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. ESR -1311 1 Wsl Widely Acoe ted and Trusted Page 5 of b 0.125- 02W o.WV a sw 3,2 mm a nu. 77 n 931m 11 44 - an}" 1 1_ _11 12 1, BOB 000 000 goo gnu 000 e goo 000 000 r 000 000 000 000 000 000 0100000000 M-20 HS, Mil 20 HSI MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (In Inches) (Contlnued) ICC -ES Evaluation Report ESR -1311 Fee Suppiement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.om 1^(800) 423-6587 1 (562) 699-0543 A Subsidiary of the Intemational Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 63—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14616 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mti.com EVALUATION SUBJECT: MiTeOTRUSS CONNECTOR PLATES: M-16, Mll 16, M-20, M1120, M-20 HS, Mil 20 HS, AND MT20HS'- 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTek®Truss Connector Plates M-16, Mil 16, M-20, MII20, M-20 HS, MII 20 HS, and MT20HSTM, recognized in ICC -ES master report ESR -1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: 2014 and 2010 Florida Building Code—Building Ill 2014 and 2010 Florida Building Code—Residential 2.0 CONCLUSIONS The MiTek®Truss Connector Plates M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, and MT20HSTm, described in Sections2.0 through 1.0 of the master evaluation report ESR-13,11,.comply with the 2014 and 2010 Florida Building Code—Building and .the'2014 and 2010,E de Building Code --Residential; provided the design and installation are in accordance with the International Building Cod . IBC) provisions noted In the master report. Use of the MiTek® Truss Connector Plates M-16, Mil 16, M-20, Mil 20, M-20 HS, MII 20 HS, and MT20HS71' has also beenfoundtobeincompliancewiththeHigh -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code— Building and the 2014 and 2010 Florida Building Code—Residential. For products falling under Florida Rule 9N-3, verification that,the report holde?s quality assurance program fs audited by.aqualifyssuranoeenGtjrapprovedbytheFloridaBuildingCommissionforthetypeofinspectionsbeingconducted. Is theresponsibilityofan; approved validation entity (or the code official when the Deport holder does not possess an approval by the Commissionj. This supplement expires concurrently with the master report, reissued in June 2015. ICC -a Evaluation Reports are not to be construed as repruenRng aesdataw or any other attributer not speciylearty a"mmeo. nor are mry w or conal - as an endorsement of the subject of the report or a recommendarlon for lu use. There u no warrawy by ICC Evaluation Service. LLC. espus or imptled as _ to airy finding or other macer in thu report. or as to any product covered by the report. Page 1 of 1 Copyright 0 2015 ICC -ES Evaluation Report E5K-1 si 1 Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.m 1 (800) 423-0587 1 (562) 699-0543 A Subsidiary of the Intemational Code Council" DIVISION: 06 00 00 -WOOD, PLASTICS AND COMPOSITES Section: 0617 63 -Shop -Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14516 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii.com EVALUATION SUBJECT: MiTek* TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HS- 1.0 EVALUATION SCOPE Compliance with the following codes: 2012, 2009, 2006 International Building Code (IBC) is 2012, 2009, 2006 International Residential Code® (IRC) 2013 Abu Dhabi International Building Code (ADIBC)1 tThe ADIBC is based on the 2009 IBC, 2009 IBC code sections referenced in this report are the same sections In the ADISC. Property evaluated: Structural 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTek®M-16 and MII 16: Model W16 and Model Mil 16 metal truss connector plates are manufactured from minimum No. 16 gage [0.0575 inch total thickness (1.46 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 1 -inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 1'/44nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MITekm 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 0.334nch4ong (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTek® M-20 HS, MII 20 HS, and MT20HS"r: Models M-20 HS, MII 20 HS, and MT20HSTM metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60, high-strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 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-1-inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal, Each module has three slots, 0.45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.254nch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaoed 0.25 inch 6.4 mm). Each slot has a 0.33-inch4ong (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses. ICC-IZ Evaluation Repoiv are not to be construed at representing aesthetics or any other attributes nes speclJrcally addrend. nor are they to be comirutdasanendorsementofthesubjectofthereportararrcommendoilonfritsuse- There is no warranty by ICC Evoluotion Servim ILC. express or impfie4 as to airyfinding or other matter in this repork or as to any product covered by the report CoWgM 0 2015 Page 1 of 5 ESR -1311.1 Most Widely Accepted and Trusted Page 3 of 5 TABLE 1 -ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ib/in=/PLATE) LUMBER SPECIES SG AA EA AE EE Poundslinch/Palr Efficiency M-16 AND Mil 16 Efficiency Poundstinch/PairFORCE Douglas fir -larch 0.5 176 121 137 126 Hem4lr 0.43 119 64 102 98 Spruce -pine -fir 0.42 127 82 75 107 Southern pine 0.55 174 _ 126 147 122 0.59 1505 M-20 and Mil 20 0.36 1013 1 0.47 820 Douglas fir -larch 0.5 220 195 180 190 Hem -fu 0.43 185 148 129 145 Spruce -pine fid 0.42 197 144 143 137 Southern pine 0.55 249 190 184 200 Shear Values M-20 HS, MII 20 HS and MT20HS " Shear @ 0°_ Douglas fir-4arch 0.5 165 146 135 143 Hem -fir 0.43 139 111 97 109 Spruce -pine' -fir 0.42 148 108 107 103 Southern pine 0.55 187 143 138 150 For SI: 11b/in' = 6.9 kPa. NOTES: Tooth holding units = psi for a single plate (double for plates on both laces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of Joint. 2AA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to load EE a Plate peipendiw(ar to -load, wood grain perpendicular to loadAlltrussplatesarepressedintothewoodforthefulldepthoftheirteeth by hydraulic -platen embedment presses, multiple roller presses thatusepartialembedmentfollowedbyfull -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses Into a stationary finish roller press. TABLE 2 -EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY M-16 AND Mil 16 M-20 AND Mil 20 M-20 HS, MI120HS AND MT20HS Efficiency Poundslinch/Palr Efficiency Poundslinch/Palr Efficiency Poundstinch/PairFORCE DIRECTION of Connector of ConnectorI of Connector Plates Plates Plates Tension Values In Accordance with Section 5.4.4.2 of TPi-1 (Minimum Net Section over the Joint)' Tension @ 0° 0.70 2012L+ 0.50 880 0.59 1505 Tension @ 90° 0.36 1013 1 0.47 820 0.48 1219 Tension Values in Accordance with TPI -1 with a Deviation [ti+3e Section 5.4.9 (e)] Maximum Net &action Occurs over the Joints Tension @ 0° 0.68 1945 0.62 1091 0.67 1716 Tension @ 900 0.30 849 0.48 841 0.52 1321 Shear Values Shear @ 0°_ 0.54 1041 0.49 574 0.43 761 Shear @ 300 0.61 1173 0.63 738 0.61 1085 Shear @ 609 0.73 1402 0.79 936 0.67 1184 Shear @ 900 0.55 1055 0.55 645 0.45 792 Shear @ 120° 0.48 914 0.42 490 0.34 608 Shear @ 150° 0.35 672 0.48 544 0.3 537 For Sk 1 Ib/inch = 0.175 N/mm, linch = z5.4 mm. NOTES: Minimum Net Section - A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates. this line passes through a line of holes. 2MaAmunr Net Section - 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. ES114311 I Most Widel Accepted and. Trusted _ Page 5 of 6 0,126' 0.28 0.000" 3.2nun 6.1mm 127mm Do ODO 0.00 Do 000 000 Do Ono 0n0 00 Ogg OGD Do ago 00o Do 000 000 0 38 93mm T M-20 HS, MII 20 HS, MT20H S FIGURE 1—APPROXIMATE DIMENSIONS OF mr EK CONNECTOR PLATES (In Inches) (Continued) ICC -ES Evaluation Report E5R-1311 1-0t; *upplement Reissued June 2015 This report is subject to renewal June 2017. www.ice-es.org (800),423-6587 ( (562) 699-0543 A Subsidiary of the Intemauonat wue ,,vurlull DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www_mii.com EVALUATION SUBJECT: MiTekeTRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, M1120, 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 MiTekeTruss Connector Plates M-16, MII 16, M-20, MII20, M-20 HS, MII 20 HS, and MT20HSTM, recognized in ICC -ES master report ESR -1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: 3i 2014 and 2010 Florida Building Code—Building 2014 and 2010 Florida Building Code—Residential 2.0 CONCLUSIONS The MTekeTruss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HS'm, described in Sections2.0'fhrough 7.0 of the.masterevaluation. report- ESR -1311, comply with the 2014 and 2010 Florida :Building Code—Building and the 2014 and 2010 ~db Building. Code.—Raslde nlat, provided the design and installation are In accordance with the Interneywa/ Building CodeP (IBC) provislons noted in the master report. Use of the MiTekeTruss Connector Plates M-16, MII 16, M-20, M1120, M-20 HS, Mil 20 HS, and MT20HS m has also beenfoundtobeincompliancewiththeHigh -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code— Building and the 2014 and 2010 Florida Building Code—Residential. For products falling under Florida. Rule 9NA verification that the report holders quality assurance program Is. audited by aquality.assuranoa. entity approved by the Florida Building Commission for the type of inspections being conducted is theresponsibily, of an -approved validation entity (or the code official when the report holder_does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. ICC -ES Evalumion Reparu are not to be construed as representing oesthetla or any other attributes not specifically addressed, nor are they to be construedasonendorsarueniofthesubjectofihereportorareeommetdotlonforitsuseThereIsttocanonryby 'CC Evaluation Service. U.C. erp ess or Implled as M40 to anyp ding or other nrancr In this report, or as to any product covered by the report M_ Page 1 of 1 Copyright 0 2015 IMES Evaluation Report t5K-1411 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 mtemanonal Uooe c.ouncn DIVISION: 06 00 00 -WOOD, PLASTICS AND COMPOSITES Section: 0617 53 -Shop -Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 4344200 www..=li.com EVALUATION SUBJECT: MiTeke TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, MII 20, M-20 HS, MII 20 HS, AND MT20HS"- 1.0 EVALUATION SCOPE Compliance with the following codes: 2012, 2009, 2006 International Building Codee (IBC) 2012, 2009, 2006 International Residential Codee (IRC) 2013 Abu Dhabi International Building Code (ADIBC)t The ADIBC is based on the 2009 IBC. 2009 IBC code sections referenced in this report are the some sections in the ADIBC. Property evaluated: Structural 2.0 USES MiTeke metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTeke M-16 and MII 16: Model M-16 and Model Mil 16 metal truss connector plates are manufactured from minimum No. 16 gage 10.0575 inch total thickness 0.46 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 04 -inch (31.7 mm) multiples, See Figure 1 of this report for details. 3.2 MiTeke M-20 and Mill 20: Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)), ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0:013 mm)) and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1 -inch -square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33 -inch -long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTeke 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 10.0005 Inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 34-inch-by-i4nch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.25 -inch -wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.33 -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, CC -FS Bvoluauon Reports are nor to be construed as representing ourheUa or any other attributes not spm1fieally addressed nor are they to be construedmonendorsementofrhesubJeerofrhesportororecommendationforitsuse. Thera is no warranty by ICC Evaluation Service. IAC. express or implied as to airy finding or other matter In this repwL or as to any product covered by the report aa.: Page 1 of 5 Copyright 0 2015 ESR -1311 1 Most Widely Accepted and Trusted Page 3 of b TABLE 1 -ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ibnn'/PLATE) LUMBER SPECIES SG T AA EA AE EE Efficiency Poundsllnch/Palr M-16 AND Nil IS POunds/inch/PBIrFORCE DIRECTION Douglas fir -larch 0.5 176 121 137 126 Hem -fir 0.43 119 64 102 98 Spruce -pine -fir 0.42 127 82 75 107 Southern pine 0.55 174 126 _ 147 122 1013 0.47 820 .. M-20 and MII 20 1219 Tension Values in Accordance with TPI -1 with a Deviation [see Section 5.4.9 (e)) Douglas fir -larch 0.5 220 195 180 190 Hem -fir 0.43 185 148 129 145 Spruce -Pine -fir 0.42 197 144 143 137 Southern pine 0.55 249 190 184 200 Shear ® 00 0.54 M-20 HS, NII 20 HS and MT20HS 0.49 574 - 0.43 Douglas fir -larch 0.5 165 146 135 143 Hem fir 0.43 139 111 97 109 Spruce -pine -fir 0.42 148 108 107 103 Southern pine 0.55 187 143 138 150 For SI: 11b/in` = 6.9 kPa. NOTES: Tooth holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of joint. AA - Plate parallel to load, wood grain parallel to load EA - Plate perpendicular to bad, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to load EE R Plate perpendicular to load. wood grain perpendicular to loadAlltrussplatesere.pressed Into the wood for the full depth of their teeth by hydraulic -platen embedmerd.presses, multiple roger presses thatusepartialembedmentfollowedby'f km*edment rollers, or Combinations of partial embedrirent roger presses and hydraugc-platen presses Out feed trusses into a stationary finish roller press. TABLE 2 -EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY M-16 AND MII 16 M-20 AND MII 20 M-20 HS, NII 20HS AND MT20HS EfficiencyPounds/inch/Palr Efficiency Poundsllnch/Palr Efficiency POunds/inch/PBIrFORCE DIRECTION of Connector I of Connectori of Connector Plates Plates Plates Tension Values in Accordance with Section 5.4.42 of TPI -1 (Minimum Net Section over the Joint)' Tension ® it 0.70 2012 0.50 880 0.59 1505 Tension ® 900 0.36 1013 0.47 820 .. 0.48 1219 Tension Values in Accordance with TPI -1 with a Deviation [see Section 5.4.9 (e)) Ma)dmum Net Section Occurs over the Joint' Tension @ 00 0.68 1945 0.62 1091 0.67 1716 Tension ® 900 0.30 849 0.48 1 841 0.52 1321 Shear Values Shear ® 00 0.54 1041 0.49 574 - 0.43 761 Shear ® 300 0.61 1173 _ 0.63 738 0.61 1085 Shear @ VP 0.73 1402 0.79 936 0.67 1184 Shear @ 900 0.55 1055 0.55. 645 0.45 782 Shear @ 120° 0.48 914 0.42 490 0.34 608 Shear @ 150° 0.35 672 0.46 544 0.3 537 For SI: 1 Ib/inch = 0.175 N/mm, finch = 45.4 mm. NOTES: Minimum Net Section -A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this tine passes through a line of holes. Ma)dmtwh Net Section - A line through the plate's tooth pattern with the mardmum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. ESR -1311 J_ Most Widely Accepted and Trusted Page 6 of 6 012V 0.25V 0.3W 9 2 nae 6 4 awn 1 2 7 evn 00 boo, 000 00 000 000 1000 000 000 il rl000 000 000 Boo Ono 000 000 000 000 M-20 HS, "120 HS, MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (in Inches) (Continued) ICC -ES Evaluation Report ESR -1311 FBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www3cc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 17'53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14616 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MiTekeTRUSS CONNECTOR PLATES: M-16, M11 16, M-20, MII 20, M-20 HS, M1120 HS, AND MT20HS' 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTek®Truss Connector Plates M-16, MII 16, M-20, MII 20, W20 HS, MII 20 HS, and MT20HS ". recognized in ICC -ES master report ESR -1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: 2014 and 2010 Florida Building Code—Building 2014 and 2010 Florida Building Code—Residential 2.0 CONCLUSIONS The MiTee Truss Connector Plates M-16, MII 16, M-20, Mll 20, M-20 HS, Mil 20 HS, and MT20HSr", described in Sections 2.0 through 7.0 of the master evaluation report ESR -1311, comply with the 2014 and 2010 Florida Building Code—Building and the 2014 and 2010 Ffo;fde Bu Ing'Code—Residential, provided the design and installation are in accordance with the International Bulldiirg Code. (IBC) provisions noted in the master report. Use of the MiTek®Truss Connector Plates M-16, MII 16, M-20, M1120, M-20 HS, MII 20 HS, and MT20HS1° 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 failing under Florida Rule 9N-3, verification that the report holder's quality assurance program is audited by a quality assurance entity approved by the Florida Building Commission for the type of inspections being conducted is the responsibility of an approved validation entity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. ICC -ES Evaluation Reports are not to be comtrued as representing acsthetics or any other attributa not spectjlcolly addreued nor arethey to be construed as an endorsement ojthe subject ojthe report or a recommendation jor its use. There is no warranty by ICC Evaluation Swim. UC esprets or httpllett as to arty jlnding or other matter to this report or as to ary product covered by the report Copyright 0 2015 Page 1 of 7 10 02/1112015 13:41 MD P.0021004 MIAMI -DADS COUNTYM (® PRODUCT CONTROL SECTION 1 t SOS S W 26 Street, Itoom 208 DBPARTMENT OF REGULATORY AND ECONOMIC RESOURCSS (RSR) Muni, Florida 33175.2474 HOARD AND CODE ADMINISTRATION DIVISION T (786)315-2590 P (786) 3154$99 NOTICE OF ACCEPTANCE (NOA) ,ndAmld*dmcnv/acnnomv Southeastern Metals Manufacturing Company, Inc. 11801 Industry Drive Jacksonville, FL 32218 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER -Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shell not be valid after the expiration date stated below. The Miami -Dade County Product Control Section in Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material falls 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. MER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code including the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: Weather Vent LABELING: Each unit shall bear a permanent label with the manufacturers name or logo, city, state and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA a8 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. ADVE,RTISEKKNT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, than It shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or Its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews and revises NOA No. 08-0423.01 consists of pages l through 3. The submitted documentation was reviewed by Juan E. Colllaoo,R.A. 6000--` NOA No.: 13-0814.08 Expiration Date: 04/IS/19 Approval Data: 01/23/14 Page 1003 02/1112015 13:42 ffAX) P.0031004 ROOFING ASSEMBLY APPROVAL Category: Roofing Bub -Category: Ventilation Material: Steel Minimom slope: 2:12 TRADE NAMES OF PRODUCTS MANUFACTURED OR Y.ABELED BY APPLICANT': Manufactured by Dime -aliens Test Product Applicant soadfleadons Description Weather Vent Vent: 4- K" x 19" x 46" TAS 100 Galvanized metal roof vent Deck Flange: 24" x 52' Thtickness:0.0217 itch:._ . .._.. MANIU)tr crtmm LOCATION 1. Jacksonville, FL EVTDZNCE SUBMITTED Tsst Arencv Test Idontirrer Test Name/Report Date PRI Asphalt Technologies, Inc. TAS 100 SEM -002.02-01 08/14/03 ICC -ES AC 132 SBM -027.02-01 01/07/14 APPROVED APPLICATIONS: Deck Type: Wood Deck Description: 15/ n" or greater plywood or wood plank System Type A: Mechanical attachment of vent for shingle roofs Cutout: Mark a 3 K" 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 may sawdust and debris. Installation: Vents should be evenly spaced on the rear slope of the roof. Center vent in opening and set it in a 1/8" thick of an approved ASTM D 4586 asphalt roofing cement. Secure vent to the roof deck with I -Vi" galvanized ring shank roofing nails spaced approx. 8" o.c. and I" from the outside edge of the flange. Use a minimum of 18 nails per vent. Seal all nails and vent flange with an approved ASTM D 4586 roofing cement. (See drawings herein). Net Free Area: 99 square inches. NOA No.: 13-0814.08 Expiration Date: 04/15/19 Approval Date: 01/23/14 Page 2 of 3 02/11/2015 13:43 ffA) P.0041004 Li wATIow 1. Refer to applicable building code for required ventilation. 2. Weather Vent shall comply with the manufacturers current published application instructions and the requirements set forth in the applicable building code. 3. This acceptance is for installations over asphaltic shingle roofs only. 4. Weather Vent shall not be installed on roof mean heights greater than 33 feet. S. All products listed herein shall have a quality assurance audit in accordance with the Florida Building Code and Rule 9N•3 of the Florida Administrative Code. 6. All approved products listed herein shall be labeled and shall bear the imprint or IdendBable marking of the manufacturer's name or logo, city, state. and following statement: "Miami -Dade County Product Control Approved" or the Miami -Dade County Product Control Scal as shown below: DRAWINGS ROOF FLANGE NAIL PLACEMENT END OF THIS ACCEPTANCE NOA No.: 13-0814.08 Expiration Dote: 04/15/19 Approval Date: 003/14 Page 3 of 3 Florida Building Code Online Uncer aU f—, - Page I of I Business : Professional Regulation N X101& td SCIS home I Lot, In 1 USE, ltegistmoon i Hot Topics ( Submit Suyd alge I stats S Facts I Publications I Fac Stan I SCIS Site Map I links I Search I Busines product Approvalu Professitnia USER: Public User Regulation Product Aonmval Menu > Product or Aoetkatlen Search > Ap01IrsUon Uri Search Criteria Code Version 2014 FL# 15216 Application Type ALL Product Manufacturer ALL Category ALL Subcategory ALL Application Status ALL Compliance Method ALL Quality Assurance Entity ALL Quality Assurance Entity Contract Expired ALL Product Model, Number or Name ALL Product Description ALL Approved for use in HVHZ ALL Approved for use outside HVHZ ALL Impact Resistant ALL Design Pressure ALL Other ALL scars:" rsosv"ar oaoa.v.ra UA T = Manufacturer Validated f9v Status FLIS216-RZ Revision InterWrap, Inc. John W. Knezevlch, PE Approved History Category: Roofing (954) 772-6224 Subcategory: Underlayments nplr,oyev vo.w. ,.orr.v..o .,r vo... ..,. K ...._,. ...._....... . ... __,...... C OL&= • • 190 Reith Monroe StreN_ Taflahaoee R 32999 Pirme: a5nA117.182A The State of Florida Is an AVEEO employer. CSM 2002-2013 State of Florida.:: Privacy Statement:: Aff&LqWdUbL.itkjjMMt :: Refund 91d1Cment Under Florida law, email addresses are public records. It you do not want yobs e-mail address released In response to a publt-records request, do not send electronic mall to this entity. Instead, contact the ofnce by phone or by traditional mail. If you have any ques0ons, Mean contact 850.417.1395. *Pursuant to Section 455.275(7 ), Fiords Statutes, effective October 1, 2012, ncensees licensed under Chapter 455. F.S. must provide the Department with an email address If they have one. The emells provided may be used for official comm Gabon with the hoensec However email addresses are pudic record. If you do not wish to supply a personal address, please provide the Department with an eman addrKf which can be made available to the public. To determine if you act a licensee under Chapter 455, F.S., please cock b=, Product Approval Accepts: WOME https://www.floridabuilding.org/pr/pr_app_lst.aspx 7/20/2015 Florida Building Code Online Page 1 of 2 Comments Archived Product Manufacturer InterWrap, Inc. Address/Phone/Emall 32923 Mission Way Mission, NON -US 00000 551) 574-2939 mtupas@interwrap.com Authorized Signature Eduardo Lozano eloza no @ Interwrap. com Technical Representative Eduardo Lozano Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 778)945-2891 elozano@interwrap.com Quality Assurance Representative Address/Phone/Emall Category Roofing Subcategory Underlayments Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer I Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Robert Nieminen the Evaluation Report Florida License PE -59166 Quality Assurance Entity Intertek Testing Services NA Inc. - ETL/Wamock Hersey Quality Assurance Contract Expiration Date 11/17/2015 Validated By John W. Knezevlch, PE Wi Validation Checklist - Hardcopy Received Certificate of Independence F t 5216 RZ COI 2015 01 COI Nleminen.odf Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code 1507.2.3 1507.5.3 1507.8.3 1507.9.3 1507.9.5 T1507.8 https://www.floridabuilding.orglpr/pr app_4t].aspx?param=wGEVXQwtDgv3yVVKJZIQ... 7/20/2015 TO B'u'siness & Professional F106 N)Wlirnnld Busines rAl® SCIS Home I tng In I Use, Reg6Uallon I Mot Topxs Submrl Surcharge I slats S Facts iubllcatim FOC Staff BGS Silo Map UnkS Search product Approval0usea: Professit- al Public usu Regulation ftgd= "=Val MVW > FrUIhhh1 or peMkatbn Srarclh > Aoeliratbn Ust > ApplloUon Detaa FL # FL15216-112 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer InterWrap, Inc. Address/Phone/Emall 32923 Mission Way Mission, NON -US 00000 551) 574-2939 mtupas@interwrap.com Authorized Signature Eduardo Lozano eloza no @ Interwrap. com Technical Representative Eduardo Lozano Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 778)945-2891 elozano@interwrap.com Quality Assurance Representative Address/Phone/Emall Category Roofing Subcategory Underlayments Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer I Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Robert Nieminen the Evaluation Report Florida License PE -59166 Quality Assurance Entity Intertek Testing Services NA Inc. - ETL/Wamock Hersey Quality Assurance Contract Expiration Date 11/17/2015 Validated By John W. Knezevlch, PE Wi Validation Checklist - Hardcopy Received Certificate of Independence F t 5216 RZ COI 2015 01 COI Nleminen.odf Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code 1507.2.3 1507.5.3 1507.8.3 1507.9.3 1507.9.5 T1507.8 https://www.floridabuilding.orglpr/pr app_4t].aspx?param=wGEVXQwtDgv3yVVKJZIQ... 7/20/2015 TO T 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 Summary of Products FL a j Model, Number or Name Description 15216.1 RhinoRoof Underlayments Synthetic roof underlayments Limits of Use Installation Instructions Approved for use in HVHZ: No FL15216 R2 11 2015 04 FINAL ER INTERWRAP RHINOROOF FL15216- Approved for use outside HVHZ: Yes R2.Odf impact Resistant: N/A Verified By: Robert Nieminen PE -59166 Design Pressure: N/A Created by Independent Third Party: Yes Other: See ER Section 5 for Umlts of Use. Evaluation Reports FI 15216 R2 AE 2015 04 FINAL ER INTERWRAP RHINOROOF FL15216- R2.od Created by Independent Third Party: Yes 11-1 QnIj%LW ;: 1940 North Nen.oe SLS. Tallahassee FL—V-VA phone: ESO -482-10A The State of Fiorillo is an AA/EEO employer. f ovrlsht 2007.2013 State of Florida. •: Priory Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. It you do not went your e-mail address released In response to a public -records reques6 do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mall If you have any questions. please Contact 850 487.1395. •Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an elMO oddross If they have one. The emacs provided may be used for olflclal eomlwNolbn with the kailsee. Ilowever ema0 addresses are public record. If you do not wish to supply a personal address, please provide the Department with an "I address which can be made available to the public. To determine If you are a licensee under Chapter 4SS. FS., please dick ftaL, Product Approval Accepts: N®®® onvrib https://www.floridabuilding.org/pr/pr_app_otl.aspx?param=wGEVXQwtDgv3yV VKJZI Q... 7/20/2015 EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503TTFuNITYIERD353CHRISTIANSTREET, UNIT q13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 EVALUATION REPORT Interwrap, Inc. Evaluation Report 140510.02.12-112 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 51h Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhinoRoof Underlayments LASEUNG: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED CoMPuANcE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity I ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words 'Trinity 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 v1,t t t`pthr,,rwi yrCOS,rM9.19tM i 4;SS:CM .: t • The facsimse seal appeorh* was authorized by Robert Nieminen, N ,s t•' P.E. on am/plS. This does not sone as an e4ctronlcalty tW" document. Syned, soa4d hardcoples nava been trammined to ft Product Approval Administrator and to the named client CUMFICATION OF INDEPENDENCE: 1. Trinity IERD does not have, nor does it intend to acquire or will it acquire, a financial Interest in any company manufacturing or distributing products it evaluates. 2. Trinity I ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest In any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. S. This is a building code evaluation. Neither Trinity ERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. TRINrryJERD 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, 2507.5.3. T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.8.3,1507.9.3,1507.95 on Heating 1507.2.3, 1507.5.3, 2507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 1507.9.3 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference Date ITS (TST1509) Physical Properties 100539395COQ•006 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-002 10/27/2011 ITS(TST1509) Physical Properties 100539395000-006 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 sixes. S. LIMITATIONS: 5.1 This is a building code evaluation. Neither TrinityJERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report Is not for use in the HVHZ. 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. 5.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. If not listed, a request may be made to the AM for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.5 Allowable roof covers applied atop RhinoRoof Underlayments are follows: 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30 -days after installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published Installation instructions and the requirements for ASTM D226, Type I or 11 or D4869, Type II underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, I.I.C. Evaluation Report 140510.02.12-R2 Certi/icote oJAuthorkodon #9503 FLIS216-R2 Revision 2: 04/27/201S Page 2 of 3 TABLE 1: ROOF CovER Ornims Underlayment Asphalt Shingles Nail -On Tile Foam -On Tile Metal Wood Shakes Shingles Slate or Simulated Slate RhinoRoof U20 Yes INo INo I Yes I Yes No 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30 -days after installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published Installation instructions and the requirements for ASTM D226, Type I or 11 or D4869, Type II underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, I.I.C. Evaluation Report 140510.02.12-R2 Certi/icote oJAuthorkodon #9503 FLIS216-R2 Revision 2: 04/27/201S Page 2 of 3 Q0TRINITYIERD 6.3 Re-fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. 6.4 RhinoRoof U20- 6.4.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1-inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 Sinole 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:5 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 ruble 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 LANTS: Contact the manufacturer or the named QA entity for information on plants covered under Rule 611320-3 QA requirements. 9. QUALITY AssuRANCE ENTITv: Intertek Testing Services NA Inc.-ETL/Warnock Hersey — QUA1673; (604) 520-3321 END OF EVALUATION REPORT - Exterior Research and Design, LLC. Evaluation Report 140510.02.12-Rz Certificote of Authorizotion #9503 F115216 -R2 Revision 2: 04/27/2015 Page 3 of 3 QOTP,tlNITY EVALUATION REPORT Interwrap, Inc. 32923 Mission Way Mission, BC V2V-6E4 Canada EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 ERD OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Evaluation Report 140510.02.12-R2 FL15216-R2 Date of Issuance: 02/17/2012 Revision 2:04/27/2015 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5th 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 I ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words 'Trinity 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 TpttllrrplN radiieJpkf1. r- d1K' ftQ3..sxe-377'!0 'L t'ibrlf'8 *f :•, L The fac amb seal appearlq was authorized by Robert Nommen, 1,srJ7J PZ on 04/27/2015. This does not sane as an electroron0y Aped document. Syned, seated Aardcoples have been transmitted to the ProdUCt Approval AdmNW rator and to the ruined Clem CERTIFICATION OF INDEPENDENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products It evaluates. 2. Trinity I ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity Involved in the approval process of the product. 5. 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. VTRINITYIERD 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, 1507.5.3,71507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.83, 3507.93,1507.9.5 on Heating 1507.23,1507.5.3,1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 1507.93 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference Date ITS (TST1509) Physical Properties 100539395COQ-006 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-002 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-006 03/14/2014 ITS (QUA3673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhlnoRoof U20 is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM D226, Type I or Type 11 felt or D4869 Type II felt. RhinoRoof Underlayment is available in 42 -inch wide rolls, and can be produced in various other sizes. S. LIMITATIONS: 5.1 This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, Is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVHZ. 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. 5.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. if not listed, a request may be made to the AHJ for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.5 Allowable roof covers applied atop RhinoRoof Underlayments are follows: 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30 -days after installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM D226, Type I or II or D4869, Type 11 underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, I.I.C. Evaluation Report 140510.02.12-R2 Certificate oJAuthorizotion 09503 FUS2164R2 Revision 2: 04/27/201S Page 2 of 3 TABLE 1: ROOF COVER OPTIONS Underlayment Asphalt Shingles Nall -On Tile Foam -On Tile Metal Wood Shakes Shingles Slate or Simulated Slate Rhinoftoof UZO Yes No No Yes I Yes No 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30 -days after installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM D226, Type I or II or D4869, Type 11 underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, I.I.C. Evaluation Report 140510.02.12-R2 Certificate oJAuthorizotion 09503 FUS2164R2 Revision 2: 04/27/201S Page 2 of 3 TRINIWJERD 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. 6.4 RhlnoRoof U20: 6.4.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1 -inch roofing nails with a 3/8 -inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1 -inch diameter plastic or metal cap nails or FBC 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:S 24 hours, use of every -other fastening location printed on the surface is acceptable. For exposure > 24 hours up to maximum 30 -days, use of every fastening location printed on the surface is required. When batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole in accordance with Interwrap published instructions. 6.4.3 Double Laver: 2:12 < Roof Slope < 4:12: End (vertical) laps shall be minimum 12 -inches and side (horizontal) laps shall be minimum half -sheet -width plus 1 -inch. Double layer application; begin by fastening a half -width plus 1 -inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1 -inch side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 8. MANUFACTURING PLANTS: Contact the manufacturer or the named QA entity for information on plants covered under Rule 61G20-3 QA requirements. 9. QUALITY AssURma ENTITY: Intertek Testing Services NA Inc.-ETL/Warnock Hersey — QUA1673; (604) 520-3321 END OF EVALUATION REPORT - Exterior Research and Design, LLC Evaluation Report 140S10.02.12 -R2 Certi lcote oJAuthorizotlon+#9503 FL1S216R2 Revision 2:04/Z7/2015 Page 3 of 3 Florida Building Code Online =b rI l Business & Professional Regulation FIC1161d aCIS Home I Log In I User Reost ation I Hot loo" I Submit Surcharge I Stats a Facts I Bwnesn cduct Approval Professir I ®USER: Public User Regulation E > AOCllbetlon Oeu"I FL 4 FL16305-114 Application Type Revision Code Version 2014 Application Status Pending FBC Approval Comments Archived Page 1 of 2 Pubikations I FOC Stan I Otis sne trop I UnU I search I Product Manufacturer Atlas Roofing Corporation Address/Phone/Email 2000 RlverEdge Parkway Suite 800 Atlanta, GA 30328 770) 946-4571 mcollins@atlasroofing.com Authorized Signature Meldrin Collins mcollins@atlasroofing.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Asphalt Shingles Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer t Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Zachary R. Priest the Evaluation Report 2009 Florida License PE -74021 Quality Assurance Entity UL LLC Quality Assurance Contract Expiration Date 12/31/2020 Validated By Locke Bowden f3 Validation Checklist - Hardcopy Received Certificate of Independence F1 16305 R4 COI AT113007 4 2014 FBC Product Evaluation Shinales.odf Referenced Standard and Year (of Standard) Standard Year ASTM D 3161 2009 ASTM D 3462 2009 ASTM D 7158 2008 TAS 100 1995 TAS 107 1995 Equivalence of Product Standards Certified By Sections from the Code https://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDquJBMjgUlj3N... 7/20/2015 Florida Building Code Online Product Approval Method Method 1 Option D Date Submitted 06/28/2015 Date Validated 06/29/2015 Date Pending FBC Approval 07/05/2015 Summary of Products r Page 2 of 2 FL # Model, Number or Name Description 16305.1 Atlas Shingles Fiberglass reinforced laminated asphalt shingles Limits of Use Installation Instructions Approved for use in HVHZ: Yes F116305 R4 11 ATt_13002.4 2014 FBC Product Evaluation Approved for use outside HVHZ: Yes Shlnoles.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 EU630S R4 AE ATL13002 4 2014 FBC Product Evaluation Shingles.odf Created by Independent Third Party: Yes Contact Us :: Phone: a50.41117•11124 The State of Florida Is on AA/EEO employer: :Privacy Statement :: :. $dWidil&lt= Under Florida law, email addresses are pudic records. It you do not want your e-mail address released In response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or try tradltlenal mall. Ir you have any questions, please contact $50.407.1395. 'Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address It they have one. The emads provided may be used for penpal communication with the licensee. However email addresses are pudic record. 8 you do not wish to supply a Personal address, please Provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, FS., please didn baa. Product Approval Accepts: M Credit _AVE https://www.floridabuilding.org/nr/pr app_dtl.aspx?param=wGEVXQwtDquJBMjgU1j3N... 7/20/2015 CREEK Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 TECHNICAL SERVICES, LLC (813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE W" EDITION (2014) Manufacturer. ATLAS ROOFING CORPORATION Issued June 29, 2015 2000 Riveredge Parkway, Suite 800 Atlanta, GA 30328 770) 612-6267 Manufacturing Plants: Hampton, GA Meridian, MS Dangerfield, TX Ardmore, OK Quality Assurance: UL LLC (QUA9625) SCOPE Category: Roofing Subcategory: Asphalt Shingles Code Sections: 1507.2.5, 1507.2.7.1, 1523.6.5.1 Properties: Physical properties, Wind Resistance, Wind Driven Rain REFERENCES Entit Report Standard Year PRI Construction Materials Technologies (TST5878) ATL -079-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL -083-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL -086-02-01 Rev 1 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL -104-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL -106-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL -106-02-01 Rev 1 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL -107-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL -107-02-01.1 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL -109-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL -116-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL -118-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL -119-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL -123-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (17ST5878) ATL -125-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL -127-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL -132-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL -133-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL -135-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL436-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL -137-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL -138-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL -143-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL -144-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL -151-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL -162-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL -167-02-01 ASTM D 3161 2009 PRI Construction Materials Technologies (TST5878) ATL -168-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL -169-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL -170-02-01 ASTM D 3462 2009 ATI -13002.4 FL 16305-R4 Page.1 of 9 This evaluation report Is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 0 CREEK ATLAS ROOFING CORPORATION Asphalt Shingles TECHNICAL SERVICES, LLC PRI Construction Materials Technologies (TST5878) ATL -171-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL -172-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL -174-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL -179-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL -184-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL -185-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL -186-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL -187-02-01 ASTM D 3462 2009 PRODUCT DESCRIPTION GlassMaster® 30 ASTM D 3161, Class F fiberglass reinforced, 3 -tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Tough-Master4l)20 ASTM D 3161, Class F fiberglass reinforced, 3 -tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Hip S Ridge ASTM D 3161, Class F fiberglass reinforced, hip and ridge asphalt shingle with a Ardmore & Hampton) dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Starter Strip ASTM D 3161, Class F fiberglass reinforced, starter asphalt shingle with a dashed, Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ProLAMTM Architectural ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Hampton & Meridian) architectural asphalt shingle with a dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pinnacle® Pristine, ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Pinnacle@ Pristine architectural asphalt shingle with two, dashed, thermally -activated, self-sealing sealant Lifetime w/Scotchgard stripes that complies with ASTM D 3462. Dangerfield, Hampton & Meridian) StormMaster® Shake ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Dangerfreld) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. StormMasterl) Slate ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Ardmore) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ATL13002.4 FL 16305-R4 Page 2 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC INSTALLATION GlassMasterO 30 & Basic Wind Speed (Vwt): Tough -Master® 20 Basic Wind Speed (Ve,d): Deck (HVHZ), Deck (Non-HVHZ): Undertayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19132 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed 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 h1----------— Ur 12" • 4 1 L 12- -- - al+-- t z" --+-12'--A Figure 1. GlassMasterO 30 & Tough -Master® 20 4 Nail Pattem (Non-HVHZ only) Nails o JT 12 Figure 2. GlassMasterO 30 & Tough -Master® 20 6 Nail Pattern ATI -13002.4 FL 16305-R4 Page 3 of 9 This evaluation report is pnrAded 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-AM70 Architectural Basic Wind Speed (V,m): Basic Wind Speed (Vaso): 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. ox uyyhWeRaoeiw4yer r TW O O O O O O O O O O O O O O O eur Figure 3. ProLAMTm Architectural Shingle 4 Nail Pattern (non-HVHZ only) Figure 4. Pro -LAM'"" Architectural Shingle 6 Nail Pattern ATL13002.4 FL 16305-R4 Page 4 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation. recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pinnacle® Pristine & Basic Wind Speed (Vui): StormMaster@ Shake Basic Wind Speed (Vaud): Deck (HVHZ): Deck (Non-HVHZ): Underlayment Min. slope: Installation (HVHZ): Installation (Non-HVHZ): 1 W P,yr,.rdEwO p,W . w.ti, l..e ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15132 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure in 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 manufacturers published installation instructions. Shingles shall be attached using either '4 Nail Pattern' or "6 Nail Pattern' detailed below. 311 aw O Figure S. Pinnacle® Pristine and StormMastel@ Shake 4 Nail Pattem (Non-HVHZ only) i 1 Figure S. Pinnacle® Pristine and StormMaster® Shake 6 Nail Pattern ATL13002 4 FL 16305-R4 Page 5 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC StormMaster® Slate Basic Wind Speed (Vwr): Basic Wind Speed (Vasa): 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. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 8.5 in. exposure in accordance with RAS 115 and manufacturers published installation instructions. Shingles shall be attached using "6 Nail Pattern' detailed below. Installed with 8.5 in. exposure in accordance with FBC requirements and manufacturers published installation instructions. Shingles shall be attached using either "4 Nail Pattem' or "6 Nail Pattem' detailed below. 1a W - — 9" Figure 7. StormMastefini Slate 4 Nail Pattern Figure 8. StormMasterO Slate 6 Nail Pattern ATI -13002.4 FL 16306 R4 Page 6 of 9 This evaluation report is provided for State of Florida product approval under Rule 6%20-3: The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, Installation, recommended use. or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pro -Cut® Starter Strip Basic Wind Speed (%do: Basic Wind Speed (Vow): Deck (HVHZ): 1.1n•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 manufacturer's published installation instructions. Shingles shall be attached as shown below. Installed in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached as shown below.. 121 F r f7 p 1.1/F mr yw1 M1 r 0 o d b T. Figure 9. Pro -Cut® Starter Strip ATL13002.4 FL 16305-114 Page 7 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notiy 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 (Vii): Max. 194 mph ATLAS ROOFING CORPORATION Asphalt Shingles Basic Wind Speed (Vow): Max. 150 mph Deck (HVHZ): In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. Deck (Non-HVHZ): In accordance with FBC requirements; Solidly sheathed min. 15/32 in, plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. Underlayment: In accordance with FBC requirements. Min. slope: 2:12 and in accordance with FBC requirements. Installation (HVHZ and Installed with 5-5/8 inch exposure in accordance with RAS non-HVHZ): 115 (HVHZ only) and manufacturer's published installation instructions. The direction of the exposed end shall be away from the prevailing wind.. r 2" i 12 ga. 1-1/2" ring shank nail 12" 6" j i Figure 10. Pro -Cut® Hip & Ridge ATI -13002.4 FL 16305-114 This evaluation report Is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall n Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this re This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes specifically addressed herein. 801 is valid. are not CREEK ATLAS ROOFING CORPORATION Asphalt Shingles TECHNICAL SERVICES, LLC LIMITATIONS 1) Fire Classification is not within the scope of this evaluation. 2) The roof deck and the roof deck attachment shall be designed by others to meet the minimum design loads established for components and cladding and in accordance with FBC requirements. 3) The mean roof height shall be restricted to a maximum 33 ft in the HVHZ. 4) Classification to ASTM D 7158 applies to exposure B & C with a building mean roof height of 33 -ft or less. 5) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected prior to underlayment application. 6) Shingles shall be installed starting at the eave in horizontal layers such that the laps shed water from the deck. 7) Installation of the evaluated products shall comply with this report, the FBC, and the manufacturers published application instructions. Where discrepancies exist between these sources, the more restrictive and code compliant detail shall prevail. 8) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61G20-3. COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 51h Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. aY tA p,,,, 2015.06.2 No 74021 912:55:48 04'00' T : STATE OF41 O R SS N Zachary R. Priest, P.E. Florida Registration No. 7i?%% 1021 Organization No. 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 ATI -13002.4 FL 16305-R4 Page 9 Of 9 This evaluation report Is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK Certificate of Authorizotion No. 29824 17520 Edinburgh Dr PRI Construction Materials Technologies (TST5878) Tampa, FL 33647 TECHNICAL SERVICES, LLC 813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE V" EDITION (2014) Manufacturer: ATLAS ROOFING CORPORATION Issued June 29, 2015 2000 Riveredge Parkway, Suite 800 Atlanta, GA 30328 770)612-6267 Manufacturing Plants: Hampton, GA Meridian, MS Dangerfield, TX Ardmore, OK Quality Assurance: UL LLC (QUA9625) SCOPE Category: Roofing Subcategory: Asphalt Shingles Code Sections: 1507.2.5, 1507.2.7.1, 1523.6.5.1 Properties: Physical properties, Wind Resistance, Wind Driven Rain REFERENCES Entity PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (rST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Constriction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Constriction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) Report No. ATL -079412-01 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 ATL -116-02-01 ATL -118-02-01 ATL -119-02-01 ATL -123-02-01 ATL -125-02-01 ATLA27-02-01 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 Constriction Materials Technologies (TST5878) ATL -167-02-01 PRI Construction Materials Technologies (TST5878) ATL -168-02-01 Standard ASTM D 3161 TAS 107 TAS 100 ASTM D 3462 ASTM D 3462 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 TAS 100 TAS 100 ASTM D 7158 ASTM D 3462 ASTM D 3462 TAS 100 ASTM D 7158 TAS 100 ASTM D 7156 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 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 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 ATI -13002.4 FL 16305-R4 Page 1 of 9 This evaluation report is provided for State of Florida product approval under Rule 614320-.3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK ATLAS ROOFING CORPORATION Asphalt shingles TECHNICAL SERVICES, LLC PRI Construction Materials Technologies (TST5878) ATL -171-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL -172-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL -174-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL -179-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL -184-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL -185-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL -186-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL -187-02-01 ASTM D 3462 2009 PRODUCT DESCRIPTION GlassMaster® 30 ASTM D 3161, Class F fiberglass reinforced, 34ab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Tough -Master® 20 ASTM D 3161, Class F fiberglass reinforced, 3 -tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Hip & Ridge ASTM D 3161, Class F fiberglass reinforced, hip and ridge asphalt shingle with a Ardmore & Hampton) dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Starter Strip ASTM D 3161, Class F fiberglass reinforced, starter asphalt shingle with a dashed, Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ProLAMTM Architectural ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Hampton & Meridian) architectural asphalt shingle with a dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pinnacle® Pristine, ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Pinnacle® Pristine architectural asphalt shingle with two, dashed, thermally -activated, self-sealing sealant Lifetime w/Scotchgard stripes that complies with ASTM D 3462. Dangerfield, Hampton & Meridian) StormMaster® Shake ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Dangerfleld) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. StormMaster® Slate ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Ardmore) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ATL13002 4 FL 16305-R4 Page 2 of 9 This evaluation report is provided for State of Florida product approval under Rule 81G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express 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 (Vwi): Tough -Master@ 20 Basic Wind Speed (Vow): Deck (HVHZ): Deck (Non-HVHZ): Undedayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 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 54nch 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 N -t• tr12- --ice-1 z'-i Figure 1. GlassMaster@ 30 & Tough -Master@ 20 4 Nail Pattern (Non-HVHZ only) 36" Nails 12" • • • ,i p 1 5fr Figure 2. GlassMaster@ 30 & Tough -Master@ 20 6 Nail Pattern ATL13002.4 FL 1605-114 Page 3 of 9 This evaluation report Is provided for Stale of Florida product approval under Rule 61620-3. The manufacturer shall notify CREEK Technical Services. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty. installation, recommended use. or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ProLAMTm Architectural Basic Wind Speed (Vot): Basic Wind Speed (Vaso): 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. s+y s. uw-droh+ Amb Mug 7 of r ttr r O O O O O O O O O O O O O O O 7I 6, 61b' 1 r 1 Figure 3. ProLAMT" Architectural Shingle 4 Nail Pattern (non-HVHZ only) Figure 4. Pro-LAMTrs Architectural Shingle 6 Nail Pattern ATL13002.4 FL 16305-R4 rage q v+ a This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pinnacle® Pristine & Basic Wind Speed (V„ n): StonmMaster0 Shake Basic Wind Speed (Vao): 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. 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. 1 2117 p plw N nO rMO _- t Iw/ 1710 1' 7W ti• O O O U O 11 O D O (--D 1 C 1 ClI:::. i 7A r Figure 5. Pinnacle® Pristine and StormMaster® Shake 4 Nail Pattern (Non-HVHZ only) r" ea ay+.+,ro wry r / 7 ur r' i 00 00„0 000 00 0 00 0000 • M 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6 71C a• L Figure 6. Pinnacle® Pristine and StormMaster® Shake 6 Nail Pattern ATI -13002.4 FL 16305-114 Pago of 9 This evaluation report is pr(Mded for State of Florida product approval under Rule 614320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC StormMasterO Slate Basic Wind Speed (Vwr): Basic Wind Speed (Va,d): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 8.5 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using '6 Nail Pattern* detailed below. Installed with 8.5 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either'4 Nail Pattem' or'6 Nail Pattem" detailed below. Figure 7. StormMaster® Slate 4 Nail Pattern Figure 8. StormMaster® Slate 6 Nail Pattern ATL13002 4 FL 16305-114 Page 6 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor Imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pro -Cut® Starter Strip Basic Wind Speed (V,m): Basic Wind Speed (Vase): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached as shown below. Installed in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached as shown below. c vr,,,..n.d..o Figure 9. Pro -Cut® Starter Strip ATI -13002.4 FL 10305;-R4 Paso 7 of 0 This evaluation report is provided for Slate of Florida product approval under Rule 611320-3: The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ATLAS ROOFING CORPORATION Asphalt Shingles Pro -Cut® Hip & Ridge Basic Wind Speed (V.R): Max. 194 mph Basic Wind Speed (Vew): Max. 150 mph Deck (HVHZ): In accordance with FBC requirements; Solidly sheathed min. 19/32 in, plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. Deck (Non-HVHZ): In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. Underlayment: In accordance with FBC requirements. Min, slope: 2:12 and in accordance with FBC requirements. Installation (HVHZ and Installed with 5-5/8 inch exposure in accordance with RAS non-HVHZ): 115 (HVHZ only) and manufacturer's published installation instructions. The direction of the exposed end shall be away from the prevailing wind. 12 ga. 1-1/2" ring r shank nail 12" 6" i i i i Figure 10. Pro-CutV Hip & Ridge ATL13002 4 FL 16305-114 Page 8 of 9 This evaluation report is provided for State Of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor Imply warranty, installation, recommended use. or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ATLAS ROOFING CORPORATION Asphalt shingles LIMITATIONS 1) Fire Classification is not within the scope of this evaluation. 2) The roof deck and the roof deck attachment shall be designed by others to meet the minimum design loads established for components and cladding and in accordance with FBC requirements. 3) The mean roof height shall be restricted to a maximum 33 ft in the HVHZ. 4) Classification to ASTM D 7158 applies to exposure B & C with a building mean roof height of 33 -ft or less. 5) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected prior to underlaymeni application. 6) Shingles shall be installed starting at the eave in horizontal layers such that the laps shed water from the deck. 7) Installation of the evaluated products shall comply with this report, the FBC, and the manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and code compliant detail shall prevail. S) 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 5'" Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. PaY A, pq; % 2015 06 2 G.....* , No 74021 912:55:48 04'00' STATE OF A- O R O P' NG,` 1040; Zachary R. Priest, P.E. Registration No. 021 ONA, ;; Organization No. ANE9641Florida CERTIFICATION OF INDEPENDENCE CREEK Technical Services, LLC does not have, nor will 4 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 ATI -13002.4 FL 16305-R4 Page 9 of 9 This-evaivation report N provided for Stale of Florida product approval under Rule 616204 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. Florida Building Code Online Page 1 of 2 RegulationBusiness & Professional Florida License PE -43409 Quality Assurance Entity Keystone Certifications, Inc. Quality Assurance Contract Expiration Date FW-& (d Oa5 Home I too In I user Registration i Hot Topks I submit surdurge I stats a Foos I Pubiiupons I FOC stall I WIS sloe Mao I Unks I Search I Validated By Bus1'nes //11h product ApprovalProlessialU%ER: Public User Y- Validation Checklist - Hardcopy Received Regulation s predud or ApotiNks Sesech > M9001" List > Application Dewn FL g FL12019-R5 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manuracturer American Construction Metals Address/Phone/Email 5140 W Clifton Street Tampa, FL 33634 813) 884-0444 tyle. pestow®ac m- metals. com Authorized Signature Vivian Wright rlckw@rwbidgeonsultants. Com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Emall 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. Y- Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Product Approval Method Standard Year ASTM E330 2002 Method I Option D https://www.floridabuilding.orglpr/pr app_4tl.aspx?param=wGEVXQwtDquJEQfBP6a6FJ... 7/20/2015 o ACMM AMERICAN CONSTRUCTION METALS 5140 West Mon Street Tampa, FL 33634 TRIPLE 4" & "QUAD 4" ALUMINUM SOFFIT GENERAL NOTES 1. This product hos been evaluated and is in compliance with the 5th Edition (2014) Florida Bolding Code excluding the 'High Velocity Hurricane Zone' (HVHZ). 2. Product anchors shall be as fated and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing or stucco. 3. Site conditlons not covered by this drawing are subject to further engineering analysis. 4. Wood/CMU wall construction. by others, must be designed property to receive foods from the soffit and/or T x T batten strips. S. Aluminum soffits shag conform to the requirements of FBC Section 1404.5.1 and labeled according to FBC Section 1710.9. TIME 4 a 7 442(DI IT MK34 T4014(AI37PG Q QUAD 4 Q4 a.ou(ons'sMaq 04014 ()IM rMM orc. a: JK El or. LFS FL -11019.1 III TABU OF COMENIS DESCRIPTION T tcoI elevations a general notes Ponel detchRSo(Td detaTs a de n pressuresSoffitdetolsadesignpressures Solid detak design pressures a ba of moterlals TIME 4 a 7 442(DI IT MK34 T4014(AI37PG Q QUAD 4 Q4 a.ou(ons'sMaq 04014 ()IM rMM orc. a: JK El or. LFS FL -11019.1 III gyp- *1 1 AN r SPAN ' A ' SPAN - A - i IAROOFOYERKANGROOFOVCRHAMGROOFOVERWG ` 1 * : m t\ dm ROOF ROOF ROOF c'Ci FRAMING fRAMING FRAMING i "••• • j i o I Illlll 111 `` o d ALUMINUM l z ALUMINUM FASCIA E 0 FASCLA 1 -. TRIM d 9 • ` eTR. S _- CMU OR ----- J CIU OR ` SOFFIT [MU OR V 4z SOFFIT) wow SOFHT WOODgo SEEDEFAIL'A- FRAMED. C- FRAMED SffDETAIL "A' fRAMED §u SEEOEAIL-0- SEEDEIAVID' SEEDE.— C' SIDE VIEW - SINGLE SPAN w/F-CHANNEL SIDE VIEW - SINGLE SPAN w/3 -CHANNELS SIDE VIEW - SINGLE SPAN w/7 -CHANNEL W 1,*— v.1 in ,& -d- nmtkNul (Sho"n "/ busftftq Cenlllkve) (Sham v# tiuslfaming andlew) SINGLE SPAN LENGTH A- DESIGN PRESSURE (PSE) POSITIVE INEGATIVE r 70.0 141.0 Io- 60.0 60.0 IT 50.0 50.0 I4• 38.5 36.5 Ta' 30.0 30.0 NOTE: WVW rKArAWV ARV WRRC\.I"--a DESIGNED By THE ARCHITECT OR ENGINEER OFRECORD DETAIL " B " FChannel TRIM NAIL ATTACH® THROUGH FASCIA NOTE: I6.O.0 . MAL( FOR SQUARETIOMCUT OVERHANG. FLATTRIMBOT10MOFFASCIAFLATAGAINSTPANEL SIAPLES WSTALLED (9 64DOFPANELAND _ V MAX. O.C. SEEDETAIL-J-.SHEET5) LIlrMAR DET Foscia SrAPLES INSTALLED 0 2,CO.C. (IMO WOOD) ON F-OMNEL LEG OR TNAIL 0 I T O.C. INTO WOOD OR MASONRY) STAPLES INSTALLED Nit IT O.C. (IMO WOOD) IN FAFIAMEL SLOT OR T- NAIL 0 IT O.0 IMO WOOD OR MASONRY) J_ 4 STAPLES LOCATED 24' O.0 INTO FRAMING MAX. 5 1- MAX. STAPLES INSTALLED 0 IT O.0 (INTO WOOD) W !CHANNEL SLOT OR MAIL 01 T O.C. DETAIL " D " J-Chonnel Fascia R g3mAoy STAPLES INSTALLED 017O.C. (IMO WOOD) via IN XHANNEL SLOT OR T -NAIL O IT O.0 ` LSIIMOWOODORMASONRY) ii' STAPLES LOCATED a 2r O.C. IMO FRAMING —) Sot MAX.X I- MAX DETAIL "C" J -Channel JKSUBSTRATENOTES: LFS 1. WOOD SUBSTRATE G - 0.42OR BETTER2EFL_12019.1MASONRYSUBSTRATE3.000 PSI CONCRETE (ACI 301) OR HOLLOW BLACK (ASTM C90). 3 or 5_ ITEM DESCRIPTION MATERIAL 1 FASCIA .0215' THK. AL 3105 - H 14 ALUMINUM 2 J' CHANNEL .0155 THK AL 3105 - H24 ALUMINUM 3 F CHANNEL 4155' THK. AL 3104 - H 19 ALUMINUM 5 QUAD 4 PANEL 4115 OR .0135' THIO AL 3105 ALUMINUM 6 TRIPLE 4 PANEL (DI 15 OR .0135 THICK) AL 3105 ALUMINUM 7 R15xI V4*TRIM NAIL S.S. 8 18 -GA. X 1/4'SS STAPLE twl 7/8' MIN. EMB STEEL 9 T X 2' BATTEN STRIP (G=A2 OR BETTER) WOOD 10 APA B -C- GROUP 1 EXT. 15/32' PLYWOOD OR BUU WOOD I I 1.09r DIA. T -NAIL twt5/8" MM. EMBEDMENT] STEEL 12d X 3.1/4' HD. GALV. SIM COMMON NAIL 0 2:O.C. w/ 1-314C fAN. EMB. DETAIL " H " I X2 VEJ rAL FRAMING (G>-e42I ATTACH w/ 2-0d COMMON NAILS 0 TOP TO ROOF FRAMWG STAPLES INSTALLED 0 END OF PANEL AND B' MAIL O.C. SEE DETAIL 'J 12d X 3-1/e H.D. GALV. Std COMMON NAP 0 24' O.C. w/ 13/d MIN. EMB. DETAIL " I " C. MAIL MAIL "J" STAPLES INSTALL 0 END OF PANEL AND T MAX.O.C. SLE DETAIL'! l ROOF CVERHANG ROOF FRAMING SPAN ' A . CMU OR Aw000 SEE OEAL' A' / FRAM( SHEET(SH3) CONTINUOUS SEE DETAIL H' BATiBd 0 CL SPAN SIDE VIEW - DOUBLE SPAN w/BATTEN Slaws WJ ausV"ni g cantilever) TWIN SPAN LENGTH w/CONTINUOUS BATTEN A' DESIGN PRESSURE (PSI) POSITIVE NEGATIVE 57*fm 70.0 70.0 tEP 66.5 66.5 SEE DETAIL'S' SHEET 31 S o g. n 4,? 54.5 mdd CMU OR Aw000 SEE OEAL' A' / FRAM( SHEET(SH3) CONTINUOUS SEE DETAIL H' BATiBd 0 CL SPAN SIDE VIEW - DOUBLE SPAN w/BATTEN Slaws WJ ausV"ni g cantilever) TWIN SPAN LENGTH w/CONTINUOUS BATTEN A' DESIGN PRESSURE (PSI) POSITIVE NEGATIVE T4' 70.0 70.0 tEP 66.5 66.5 20' 60.0 60.0 2z 54.5 54.5 24' 50.0 50.0 SPAN ' A ' ROOF OVERHANG SEE DETAIL' G' SHEET 41 ROOF FRAMWG SEE NOTE 2 1 I 1iI CMU OR N000 SEEDETAIL. 1. 8 11 FRAHM SEE DEAL' A - SHEET 3) SIDE VIEW - DOUBLE SPAN w/BATTEN CONNECTOR NOTE: ( Shown w/ trus fm" oveher9) 1. WOOD FRAMING AND CONNECTIONS TO BE DESIGNED SUBStRATE NOTES: BY THE ARCHITECT OR ENGINEER OF RECORD 1. WOOD SUBSTRATE G = 0.42 OR BETTER 2.12d COMMON NAIL OR 3/149 (TA' TAPCON CONCRETE SCREW 2. MASONRY SUBSTRATE 3400 PSI CONCRETE (ACI301) MB1.1-1 /4' EMBEDMM 0 24' ON CENTER OR HOLLOW BLOCK (ASTM C901. Err JK o- LFS c w: FL -12019.1 rs s or-! Florida Building Code Online Page I of 3 18504.2 Professional F r t r• eCIS Home E Lop In E User Registration E Hol Topics E Submit Surcharge E Stats a F&M 1 Publications E FBC Stag E Bps Site Map E Links E Search re 0P Approval USER:ER: Public User i +vpty Prooutt Aooroval Menu > ProAutt or Aoollratbn Scarth > Application List > Application Detail FL as FLIB504 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 Ext 2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Mullions Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Of Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Luis R Lomas the Evaluation Report Florida License PE -62514 Quality Assurance Entity Architectural Testing, Inc. Quality Assurance Contract Expiration Date 12/31/2018 Validated By Steven M. Urich, PE lr Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Product Approval Method FLI8504 RO COI FL COI.odf 1710.5.3 Method 2 Option B https://floridabuilding.orglprlpr_app_dtl.aspx?param=wGEVXQwtDgs9%2fa/o2f COhpJQgi... 9/6/2016 Florida Building Code Online Page 3 of 3 supply a personal address, please provide the Department with an small address which ten be made avallable to the public. To determine If you are s licensee under Chapter ISS, F.S., please click bt[C, Product Approval Accepts, Cred1 Cab We https://floridabuilding.orglprlpr_app_dti.aspx?param=wGEVXQwtDgs9%2f%2ftCOhpJQgi... 9/6/2016 197 3/8" COMBINED WIDTH w1--{ w2 83" FRAME WINDOW WINDOWHEIGHT MULLION 5°AN) IL 107 3/8" COMBIKED WIDTH W1 -jI W2 83' FRAME "'NSW yyIHEIGHT NDOW MULLION SPA 107 3/8" COMBINED WIDTH W I W2 Imo' ` 83 J J WINDOW / FRAME W/N00 / !!! HEIGHT f5 Imo) rt W1 -SIF-- W2 107 3/8' COMBINEC WIDTH Dwon p- #Wnv (051 Unna anchored Into wood ham+ng 107 3/8" COMBINED WIDTH Mullion open n) Tributary Width n 1&1J 2T S0 3&00 410014&00 $213 23.00 130.0 130.0 130.0 130.0 130.0 130.0 3r.ae 130.01130.0 127.2 127.0 127.0 127.0 49.93 77.9 73.8 n.1 72.0 6200 56.0 51.5 '4&L 47.4 65 93 51.7 47.3 44.4167-14&0 43.0 7200 4&8 41.4 39.6 37.0 8400 33.1 1 29.1 1 28.9 24,9 107 3/8" COMBINEO WIDTH IN 1 -1 [_ W2 FRAME LwI.Do, HEIGHT MULLION F_ 107 3/8' COMBINED WIDTH Wl Ir - W2 l ` 8}.. J WINDOW / FRAME /// HEIGHT /j IN MULLION SPAN) WI --,F- W2 107 3/8" COMBINED WIDTH REM"S 4Ev OESCRIVIION DATE I APPROVED 4 I REVISED INSTALLATION DETAILS 08/07/15 1 R.L. APPROVED CONFIGURATIONS MULTIPLE UNITS MAYBE MULLED TOGETHER AS LONG AS COMBINED WIDTH DOES NOT EXCEED t07 Yr AS SHOWN HEREIN Oawgn PIS rating (Ps11 Unift anchored Into me eonawto 107 3/8" COMBINED WIDTH TAbutary Width in 1813 25.30 36.00 4200 4&00 3213 25.00 wl--{w2 37.38 49.8J 130.0 130.0 130.0 130.0 130.0 130.0 9200 8 f WINDOW J FRAME HEIGHT WINOO 621 45.0 33.1 29.1 ITT 24.9 WINDOW MULLION SPAN) INN 1 j J APPROVED CONFIGURATIONS MULTIPLE UNITS MAYBE MULLED TOGETHER AS LONG AS COMBINED WIDTH DOES NOT EXCEED t07 Yr AS SHOWN HEREIN Oawgn PIS rating (Ps11 Unift anchored Into me eonawto Mullion span (In) TAbutary Width in 1813 25.30 36.00 4200 4&00 3213 25.00 130.0 130.0 130.0 130.0 130.0 180.0 37.38 30.0 130.0 130.0 130.0 130.0 130.0 49.8J 130.0 130.0 130.0 130.0 130.0 130.0 9200 130.0 118.4 87.8 79.3 73.9 71.5 9583 130.0 98.8 729 65.5 80 5 58 2 7200 99 3 n.4 54.0 4&1 a,0 azo e4 00 621 45.0 33.1 29.1 ITT 24.9 w 1 --I F- W 2 107 3/8" COMBINED WIDTH MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ. PA 17030-0370 M-1926 - VERTICAL MULLION 83" MULLION SPAN CONFIGURATIONS AND OP CHARTS LARGE AND SMALL MISSILE IMPACT, LEVEL D. WIND ZONE) DIMENSIONS IN CNART ARE FRAME DIMENSIONS AND 00 NOT DRAWN. vec No. REV INCLUOEFLANDE V.L. 1 08-01445 A wLE NTS °`E 01/11/12 s'w2 OF 3 SIGNED: 08/07,2015 L. Roberto Lomas P.E. 233 W Main St Danville, VA 24541 434-688-0609 rilomas@lrlomaspe.com Manufacturer: Ml Windows and Doors, Inc. 650 West Market St Gratz, PA 17030 Product Line: W1926 -Vertical Mullion Engineering Evaluation Report Report No.: 512069A Compliance: The above mentioned product has been evaluated for compliance with the requirements of the Florida Department of Business and Professional Regulation for Statewide Acceptance per Rule 61G20-3.005 method 1(d). The product listed herein complies with requirements of the current Florida Building Code. Supporting Technical Documentation: 1. Approval document: drawing number 08-01445 revision A prepared, signed and sealed by Luis Roberto Lomas P.E 2. Mullion analysis report No. 512069-1 prepared, signed and sealed by Luis Roberto Lomas P.E. Limitations and Conditions of use: Maximum design pressure: refer to design pressure charts in approval document. Maximum single window unit size: 521/8"x84' 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. Centcation 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 jR IL 0 v •0 E NS•9`p' 0251 •• yt = TAT OFPC Luis R. Lomas, P.E. FL No.: 62514 08/072015 NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND*MANUFACTUREO TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE 2 WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF TIIE ARCIIITECT OR ENGINEER OF RECORD. 3. IX BUCK OVER MASONRY/CONCRETE IS OPTIONAL. 4 WHERE SHIM OR BUCK THICKNESS IS LESS THAN 1-1/2" WINDOW UNITS MUST BE ANCHORED THROUGH THE FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE MATERIAL. 5. WHERE WOOD BUCK THICKNESS IS 1-1/2" OR GREATER, BUCK SHALL BE SECURELY FASTENED TO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE. WINDOW UNITS MAY BE ANCHORED THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. 6. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 7 BUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT IS PROVIDED. 8 FOR FIN INSTALLATION SHIM AS NEEDED. FOR FRAME INSTALLATION SHIM AS REQUIRED AT EACH ANCHOR LOCATION WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM SIACK TO BE 1/4". 9. SHIMS SHALL BE LOCATED. APPLIED AND MADE FROM MATERIALS AND THICKNESS CAPABLE OF SUSTAINING APPLICABLE LOADS. 10. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. I I FRAME MATERIAL: EXTRUDED RIGID PVC. 12. UNITS MUST BE GLAZED PER ASTM E1300-04. 13. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS 14. FOR ANCHORING THROUGH FIN INTO WOOD FRAMING OR 2X BUCK USE /6 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. TABLE OF CONTENTS SHEET NO. DESCRIPTION N01 ES ELEVATIONS INSTALLATION DETAILS I acv I DEscmPna+ I DATE I APMMED 1 15. ALL FASTENERS TO BE CORROSION RESISTANT. 16. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD — MINIMUM SPECIFIC GRAVITY OF C=0 42 17. GEOMETRIC SHAPES ARE ALSO APPROVED. APPROVED GEOMETRIC SHAPES DIMENSIONS SHALL NOT EXCEED INSCRIBED DIMENSIONS OF APPROVED RECTANGULAR ASSEMBLY SHOWN IN SHEET 2. GEOMETRIC SHAPES ARE NOT LIMITED TO SHAPES SHOWN HEREIN. 18 THIS PRODUCT ALSO LABELED UNDER THE FOLLOWING NAMES: 3500PW, 3500T, 350OSDUTES, 3500SP, 3540PX, 3540T, 3540SOLITES. 3540SP. 3250PZ, 3250T, 3250SDUTES. 3250SP. 3240PW. 3240T, 3240SOILITES, 3240SP, 3500HPPW, 3500HPT, 3500HPSOLITES.3500HPSP, 3580WP, 3580T, 3580SOLITES. 358OSP, S-3500PW, S -3500T, S-350OSDILITES. S-3500SP, S-3540PW. S -3540T, S-3540SOLITES. S-354OSP, M-3500PW, W-3500PW. W -3500T, W-3540PW, W -3540T, W-3540SOILITES. W-3540SP. 1255PW, 1255SP, 128OPW, 910SP, 1255HPPW, 1255HPT, 1255HPSDLITES AND 1255HPSP. 7Fjj W_'FL tZ Q LA 56 f'• , SIGNED: 02/17/2016 MWWINDOWS KED DOORS 650 WEST GRATZ, PA 17030-0370 J\ 5111 111/0 ,' v•v GENS •Tp% 0 6 SERIES 3500 FIXED WINDOW 96" X 60" NON -IMPACT NOTES y s o ;ATORF ` STATEEE Of t<, ORlO0:• 7SS NA o1uwN: owc no. nEv N.G. 08-02859 DATEVAXNTS 02/04/16 I OF 3 2' I FI HI 2" MAX J SERIES 3500 FIXED WINDOW EXTERIOR VIEW FIN INSTALLATION OESIGNPRESSURERATING IMPACTRATING 50.01-60.OPSF NONE NOTES: I. MAXIMUM D.L.O.: 92" X 56" 2. (2) 1' X 1/8" WEEPSLOT AT 2" FROM EDGE OF SILL FACE CHART b1 Height CHART g1 NUMBER ANCHORS FEMSONS I rtty I o[suavroN I arc I AppwAio Z.A-I 1 t- T L v,, .D 8LA-sl MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 3500 FIXED WINDOW 96" X 60" NON -IMPACT ELEVATION 014WN' OWC NO. N.G. 08-02859 V -'LE NTS JOATE 02/04/16 ISHEET2 OF 3 SIGNED. 02/17/2016 Jol 96" MAX. FRAME WIDTH MAX lU" MAX --{ O.C. 2" MAX 2" MAX J 10"MAX i0' O.C. AX. AMC IGHT SEI FOI OFOF 2" MAX J SERIES 3500 FIXED WINDOW EXTERIOR VIEW FIN INSTALLATION OESIGNPRESSURERATING IMPACTRATING 50.01-60.OPSF NONE NOTES: I. MAXIMUM D.L.O.: 92" X 56" 2. (2) 1' X 1/8" WEEPSLOT AT 2" FROM EDGE OF SILL FACE CHART b1 Height CHART g1 NUMBER ANCHORS FEMSONS I rtty I o[suavroN I arc I AppwAio Z.A-I 1 t- T L v,, .D 8LA-sl MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 3500 FIXED WINDOW 96" X 60" NON -IMPACT ELEVATION 014WN' OWC NO. N.G. 08-02859 V -'LE NTS JOATE 02/04/16 ISHEET2 OF 3 SIGNED. 02/17/2016 Jol APPROVED SEALANT BEHIND FIN 06 WOOD SCREW 3/8" MIN EDGE DISTANCE EXTERIOR 3/8" MIN EDGE DISTANCE S6 WOOD SCREW APPROVED BEHIND FIN VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION INTERIOR WOOD FRAMING BY OTHERS 1/4" MAX SHIM SPACE 1/4" MAX SHIM SPACE WOOD FRAMING BY OTHERS 6 WOOD SCREW 1 1/4" MIN, EMBEDMENT APPROVED SEALANT BEHIND FIN 3/8" MIN EDGE DISTANCE 1/4" MAX SHIM SPACE INTERIOR EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION FtEMS*K a[v xscm naw a>E vaxaw NOTES: 1. INTERIOR AND EXTERIOR FW/SfIES, BY OTHERS. NOT SNOWN FOR CLARITY. WOOD 2. PERIMETER AND JOINT SEALANT BYOTNERS TO BE E2112 "`k ` 'FMC D FRAMING DESIGNED INACCORDANCE WfTNASTMS YJ yl v BY OTHERS ( h.. l l V SIGNED: 02/17/2016 DOORSM650WINDOWSEST REIL 0,/// MARKET GRATZ, PA 17030-0370 S' ll TREET r,•v\E+ NSA, ,ec i SERIES 3500 FIXED WINDOW 5 X 60" NON -IMPACT INSTALLATION DETAILS me#`_ FIN pM,AT OF: 0O• 0 0owH rn+c NOacv i rs;:OR10P G• 08- I— NTS arc 02/04/16NTS 3 A r Florida Building Code Online Page 1 of 4 FL17676.16 Business Professional Regulation r ajdaDVMWtd Bus`i nWes // SOS Home Log in ( User Registration Product Approval Hot Topics Submit surcharge Stats 6 Facts Publications ( FDC Staff ` SOS Site Map Lincs ( Search Professi l al USER: Public User Regulation Product Approval Menu > ProAutt or ADollcatbn Search > Application LiSt > Application Detail FL ft 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 O MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Windows Single Hung Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE 66 Validation Checklist - Hardcopy Received Standard AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 Option A 12/03/2015 12/04/2015 12/06/2015 Year 2008 https:Hfloridabuilding.org/pr/pr_app_dti.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 2 of 4 0 Or FL # I Model, Number or Name Description 17676.1 13540 SH 36x74 Fn Frame Limits of Use Approved for use In HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-50 Other: LC-PG35. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 36x74.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 II Install - 3540 SH 36 x74 FM.Ddf 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 ADC 3540 Fin 36x84.0df Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant. No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 36x84.0df ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.3 3540 SH 40x66 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Rn 40x66.0df 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 Il Install - 3540 SH Fin 40x66.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.4 3540 SH 44x63 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fn 44x63.ndf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +40/-47 Installation Instructions Other: R-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 44x63.0df ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.5 3540 SH 44x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/01/2017 Design Pressure: +35/-47 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 44x72.0df ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 117676.6 13540 SH 144x84 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 3540 Fin 44x84.0df Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 11 Install • 3540 1,11 fin 44x04.ndf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG l ... 5/26/2016 Florida Building Code Online ICreated by Reports Independent Third Party: Page 3 of 4 17676.7 3540 SH 52x84 Fn Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fn S2x84.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25. Units must be glazed in accordance with FL17676 R2 II FL17676 R1 11 Install - 3540 SH Fin ASTM E1300-04. 52x84.Ddf Verified By: Luis R. Lomas, PE PE -62514 Verified By: American Architectural Manufacturers Created by Independent Third Party: Yes Association Evaluation Reports FL17676 R2 AE 511989 3540 FLS 36x84.Ddf Created by Independent Third Party: Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: 17676.8 13540 SH 3604 Finiess Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x74.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35 FL17676 R2 11 08-012528 7.Ddf Verified By: Luis R. Lomas, PE PE -62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511854B 1252.Ddf 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 3540 FLS 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40 FL17676 R2 II 08-01372 511989.Ddf Verified By: Luis R. Lomas, PE PE -62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511989 3540 FLS 36x84.Ddf Created by Independent Third Party: Yes 17676.10 13540 SH 44x72 Finless 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 FLS 44x72.Ddf Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-47 Installation Instructions Other: LC-PG35 FL17676 R2 11 08-012478 10.Ddf Verified By: Luis R. Lomas, PE PE -62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511849B 1247.odf Created by Independent Third Party: Yes 17676.11 13540 SH 48x96 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CeC APC 3540 FLS 48x96.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +30/-30 Installation Instructions Other: LC-PG30 FL17676 R2 11 08-01371B 11.Ddf Verified By: Luis R Lomas, PE PE -62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988B 1371.odf Created by Independent Third Party: Yes 17676.12 13540 SH 52x62 Finless Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x62.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/27/2017 Design Pressure: +35/-35 Installation Instructions Other: R-PG35 FL17676 R2 II 08-02269A 12.Ddf Verified By: Luis R. Lomas, PE PE -62514 Created by Independent Third Party: Yes Evaluation Reports https:Hfloridabuilding.org/pr/pr_app_Otl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online ICreated6by Independent Third arty: Yes 17676.13 13540 SH 5202 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL37676 R2 C CAC APC 3540 FLS 52x72.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +30/-30 Installation Instructions Other: R-PG30 FL17676 R2 II 08-02270A 13.odf Verified By: Luis R Lomas, PE PE -62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 513016A 2270.odf Created by Independent Third Party: Yes Page 4 of 4 17676.14 3540 SH 52x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25 FL17676 R2 11 08-01514 512141.odf Verified By: Luis R Lomas, PE PE -62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 512141 3540 FIs 52x84.20 Created by Independent Third Party: Yes 17676.15 3540 SH 48x72 Fn Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC(12775)A2726.01-109-47- Approved for use outside HVHZ: Yes R2 C7326.01 3540.AWS.IG.FIN.48X72.R35.(072016) Impact Resistant: No Rev.odf Design Pressure: +35/-35 Quality Assurance Contract Expiration Date Other: R-PG35. Units must be glazed in accordance with 07/20/2016 ASTM E3300-04. Installation Instructions FL17676 R2 11 Install Instructs - 3540 SH FIN 48x72 (As Tested).odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.16 3540 Triple SH 108x74 Fin Frame Triple CHS Limits of Use ' Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 CHS Fin 108x74.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH CHS Fin 108x74.Ddf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: a Next Conan Us :: 1940 North Monroe Street. TaOahassee FL 32399 Phone: 850.487-1824 The State of Florida Is an AA/EEO employer. Copyright 2007.2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your a-rnall address released In response to a public -records request, do not send elecboMc mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850 487.1395. 'Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emalls provided may be used for oRkJal 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 ema0 address which can De made available to the public. To determine If you are a licensee under Chapter 455, F.S., please dick JIM. Product Approval Accepts: E rCre SAFE https://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 J A -L -I Validator I operations Administrator) MI Windows & Doors, Inc. P.O. Box 370 Gratz, PA 17030-0370 Attn: Rick Sawdey AAMA CERTIFICATION PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION The product described below 4s hereby approved for listing In the next issue of the AAMA Certified Products Directory. The approval Is based on successful completion of Nests, and the reporting 19 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 TESTEDAAMAIWDMA/CSA 10111.S. 21A440-08 LC4'03V 2731x1867 (108x74) Negative Design Pressure = -50 psi COMPANY AND CODE CPD NO. SERIES MODEL & PRODUCT DESCRIPTION MAXIMUM SIZE TESTED 3540 TRIPLE SH (FIN) FRAME SASH MI Windows & Doors, Inc. 10817 PVCKOOLOIX.OD061) 2731 mm x 1867 mm 860 mm x 919 mm Code•• MTL WS GLKRE1NnMLTXASTM) 9'O" x 6'2") r10" x 3b") 2. This Certification will expire April 12, 2017 and requires validation until then by continued listing In the cement AAMA Certified Products Directory. 3. Product Tested and Reported by. Architectural Testing, Inc. Report No.: C7327.01-109-07 Date of Report: May 7, 2013 Date: May 8, 2013 Cc: HAMA JGS ACP -04 (Rev.1111) Validated for Certification h, 44L ted Laboratories, Inc. Authorized for Certification American Architectural Manufacturers Association 2' typ.. 2' typ, TT 2' o.e. max. L tn ELEVATION 108' i; -'CLEARANCE ALL FOUR SIDES) WHICH THING Min Edge Distance JAMB DETAIL FLASK By OTHI Anchor See Section Details) a Min Edge &' HEAD DETAIL SIZE HEADER AS NEEDED Caulk under ENTIRE perimeter of NaUing fin before fastening. SILL DETAIL IM AS OUIRED DRYWALL SOWN WITH 1/2' SHEATHING) MUST ACHIEVE 1-1/4' PENETRATION INTO STUD. . Notes: 1. Installation depicted based off of structural test report C7327.01-109-47. 2. Wood screws shall satify the Notional Design Specification for Wood Construction for material type and dimensional requirements. 3. Wood buck installations are assumed 2x S—P—F (G-0.42) or denser. Buck width shall be greater than the window frame width. Tapered or partial width bucks are not allowed. Wood buck shall be secured to the structure to resist all design loads. 4. Wood screw lengths shall be sufficient to guarantee 1-1/4' penetration into wood buck. 5. Maximum shim thickness of 1/4' permitted at each fastener location. Shims shall be load bearing. non— compressible type. 6. These drawings depict the details necessary to meet structural load requirements. They do not address the air infiltration. water penetration. Intrusion or thermal performance requirements of the installation. 7. Installation shown is that of the test window for the size shown and the design pressure claimed. For window sizes smaller than shown. locate fasteners approx. 2' from comers and no more than 12' an center. Design pressures of smaller window sizes are limited to that of the test window. SIZE AND DESIGN PRESSURE CHART FASTENER TYPE AND SPACING MOWN WILL ALLOW DESIGN PRESSURES UP TO +35/-50 UNITS UP TO 108' x 74' SEE TEST REPORTS FOR INDIVIDUAL UNIT SIZE AND APPLICABLE DESIGN PRESSURE LIMITATIONS) SM INSTALLATION INSTRUCTIONS V.M.R-18-2D 098-2609 FASTENER SCHEDULE — FIN— M = MIIIIIIIIIIIIII 11 3540 Single Hung NONE I 1 w 1 Windows & Doors Gratz, PA Continuous Head and Sill 3540 SH CSH RN h Florida Building Code Online FL17676.2 Page 1 of 4 Business Professional Regulation rr fMA10 DpMT0r,d Busines// DOS Home I Log In I User Registration Product Approval Mot Topica Submit Surcharge I Stats 6 Facts Publications FBC Staff BUS Site Map ! Links Search Professi lI USER: public Use, Regulation Product ADDIOVal Menu > Product or Aoollratbn Search > Application List > Application Detall FL # FL17676-R2 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer 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 13 MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Windows Single Hung Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE GG Validation Checklist - Hardcopy Received Standard AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 Option A 12/03/2015 12/04/2015 12/06/2015 Year 2008 https:Hfloridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fGI... 5/26/2016 Validator 1 Operations Administrator) MI Windows 8 Doors, LLC P.O. Box 370 Gratz, PA 17030-0370 Ann: Rick Sawdey AAMA CERTIFICATION PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION The product described below is hereby approved for listing M the next Issue of the AAMA Certified Products Directory. The approval Is based on successful completion of tests, and the reporting to the Administrator of the results of tests, accompanied by related drawings, by an AAMA Accredited Laboratory. 1. The Ilsting below will be added to the next published AAMA Certified Products Directory. SPECIFICATION RECORD OF PRODUCT TESTEDAAMA/WDMAICSA 101n.S.7JA440-08 LC-PG40'-014x2134 (3OtU)-H Negative Design Pressure = -50 psf COMPANY AND CODE CPD NO. SERIES MODEL & PRODUCT DESCRIPTION MAXIMUM = TESTED M) Vftdows 8 Doors. LLC 3540 SH (FIN) FRAME SASH 7156 PVC)(O/X)(IG)(INS GO 914 ptm x 2154 mm 867 mm x 892 mm Cade. MTL REINF)(TILT)(ASTM) 3'0" x 7'0'7 2110" x 2'11") 2 This Certification will expire July 27, 2020 (extended from July 27, 2015 per HAMA 103-14a) and requires validation until then by continued listing in the current AAMA Certified Products Directory. 3. Product Tested and Reported by. Architectural Testing, Inc. Report No.: 82133.01-109.47 Date of Report: August 16, 2011 Validated for Certification h, j4te`d)Laab6ratories, Inc. Date: April 16, 2015 Authorized for Certlficatlon Cc: AAMA JGS ACP -04 (Rev. 1/11) Ane' Architectural Manufacturers Association Florida Building Code Online I Created by Reports Independent Third Party: Page 3 of 4 17676.7 3540 SH 52x84 Fn Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 52x84.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25. Units must be glazed in accordance with FL17676 R2 11 FL17676 R1 11 Install - 3540 SH Fin ASTM E1300-04. 52x84.Ddf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports 17676.10 13540 SH Created by Independent Third Party: 17676.8 3540 SH 36x74 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x74.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35 FL17676 R2 11 08-012528 7.odf Verified By: Luis R. Lomas, PE PE -62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511854B 1252.Ddf Created by Independent Third Party: Yes 17676.9 3540 SH 36x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x84.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40 FL17676 R2 II 08-01372 511989.Ddf Verified By: Luis R. Lomas, PE PE -62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511989 3540 FLS 36x84.Ddf Created by Independent Third Party: Yes 17676.10 13540 SH 44x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 44x72.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-47 Installation Instructions Other: LC-PG35 FL17676 R2 11 08-012478 10.Ddf Verified By: Luis R. Lomas, PE PE -62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 5118498 1247.Ddf Created by Independent Third Party: Yes 17676.11 3540 SH 48x96 Finless Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3540 FLS 48x96.2df Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +30/-30 Installation Instructions Other: LC-PG30 FL17676 R2 11 08-013718 11.Ddf Verified By: Luis R Lomas, PE PE -62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988B 1371.odf Created by independent Third Party: Yes 117676.12 13540 SH 152x62 Finless Frame I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-35 Other: R-PG35 Certification Agency Certificate FL17676 R2 C CAC APC 3540 FLS 52x62.Ddf Quality Assurance Contract Expiration Date 08/27/2017 Installation Instructions FL17676 R2 II 08-02269A 12.Ddf Verified By: Luis R. Lomas, PE PE -62514 Created by Independent Third Party: Yes Evaluation Reports https://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 1 of 4 FL17676.9 Business Professional Regulation r F{ollda DpiliM(d BaS Home { Log In I User Registration Mot Topica { Submit SurrJlatge I Stats 6 Facts publications FBC Stag Bas Site Map { Links { Search { Busmes r/. b1 Product Approval Profess& USER: public Use, Regulation Product Approval Menu > Pmduct er Appliratbn Seam > Aooliration tJst > Application Detail FL # FL17676-R2 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved 0 MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Windows Single Hung Certification Mark or Listing American Architectural Manufacturers Association Steven M. Unch, PE Validation Checklist - Hardcopy Received Standard AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 Option A 12/03/2015 12/04/2015 12/06/2015 Year 2008 hnps:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online FL # I Model, Number or Name 17676.1 3540 SH 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. Page 2 of 4 Description 36x74 Fin Frame Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 36x74.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 11 Install - 3540 SH 36 x74 Fin.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.2 3540 SH 36x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 36x84.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.3 13540 SH 40x66 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fn 40x66.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/26/2016 Design Pressure: +35/-45 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 40x66.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.4 13540 SH 44x63 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x63.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +40/-47 Installation Instructions Other: R-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 44x63.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 117676.5 13540 SH 144x72 Fn Frame I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-47 Other: R-PG35. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x72.odf Quality Assurance Contract Expiration Date 08/01/2017 Installation Instructions FL17676 R2 11 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 144x84 Fin Frame I Limits of Use Approved for use In HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30/-30 Other: LC-PG30. Units must be glazed In accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x84.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions X17676 R2 lI Install - 3540 SH Fin 44x84.udf 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 Evaluation Reports Created by Independent Third Party: Page 3 of 4 117676.7 13540 SH 152x84 Fin Frame I Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3540 Fin 52x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25. Units must be glazed in accordance with FL17676 R2 II FL17676 RI 11 Install - 3540 SH Fin ASTM E1300-04. 52x84.odf 1-1-17676 R2 II 08-01372 511989.odf Verified By: American Architectural Manufacturers Verified By: Luis R. Lomas, PE PE -62534 Association Created by Independent Third Party: Yes Created by Independent Third Party: Evaluation Reports FL17676 R2 AE 511989 3540 FLS 36x84.odf Evaluation Reports Created by Independent Third Party: Yes 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 if 08-01252B 7.odf Verified By: Luis R. Lomas, PE PE -62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511854B 1252.odf Created by Independent Third Party: Yes 17676.9 3540 SH 36x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40 1-1-17676 R2 II 08-01372 511989.odf Verified By: Luis R. Lomas, PE PE -62534 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511989 3540 FLS 36x84.odf Created by Independent Third Party: Yes 17676.10 3540 SH 44x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-47 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-01247B 10.odf Verified By: Luis R. Lomas, PE PE -62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511849B 1247.odf Created by Independent Third Party: Yes 17676.11 13540 SH 48x96 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 G CAC APC 3540 FLS 48x96.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +30/-30 Installation Instructions Other: LC-PG30 FL17676 R2 II 08-013718 11.0f Verified By: Luis R Lomas, PE PE -62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988B 1371.odf Created by Independent Third Party: Yes 17676.12 13540 SH 52x62 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x62.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/27/2017 Design Pressure: +35/-35 Installation Instructions Other: R-PG35 FL17676 R2 11 08-02269A 12.odf Verified By: Luis R. Lomas, PE PE -62514 Created by Independent Third Party: Yes Evaluation Reports https://floridabuilding.orglpr/pr app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fGI... 5/26/2016 Florida Building Code Online IFL17676 R2 AE 513015A Created by Independent Thid arty: Yes 117676.13 13S40 SH 152x72 Finless Frame Page 4 of 4 Limits of Use 3540 SH Certification Agency Certificate Approved for use in HVHZ: No Certification Agency Certificate FL17676 R2 C CAC APC 3540 FLS 52x72.0df Approved for use outside HVHZ: Yes Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 04/12/2017 Design Pressure: +30/-30 Other: R-PG25 Installation Instructions Other: R-PG30 Verified By: Luis R Lomas, PE PE -62514 FL17676 R2 II 08-02270A 13.Ddf Created by Independent Third Party: Yes Verified By: Luis R Lomas, PE PE -62514 Created by Independent Third Party: Yes Created by Independent Third Party: Yes Created by Independent Third Party: 17676.15 13540 SH Evaluation Reports FL17676 R2 AE 513016A 2270.Ddf Limits of Use Certification Agency Certificate Created by Independent Third Party: Yes 17676.14 3540 SH 52x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25 FL17676 R2 11 08-01514 512141.odf ASTM E1300-04. Verified By: Luis R Lomas, PE PE -62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 512141 3540 FIs 52x84.0df Created by Independent Third Party: Yes Created by Independent Third Party: 17676.15 13540 SH 48x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC(12775)A2726.01-109-47- Approved for use outside HVHZ: Yes R2 C7326.01 3540.AWS.IG.FIN.48X72.R35.(072016) Impact Resistant: No Rev.Odf Design Pressure: +35/-35 Quality Assurance Contract Expiration Date Other: R-PG35. Units must be glazed in accordance with 07/20/2016 ASTM E1300-04. Installation Instructions FL17676 R2 11 Install Instructs - 3540 SH FIN 4802 (As Tested).Ddf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.16 3540 Triple SH 108x74 Fin Frame Triple CHS Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3540 CHS Fin 108x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 11 Install - 3540 SH GHS Fin 108x74.ndf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: aadt Next 1940 North Monroe Street. Tallahassee FL 32399 Phone: 850.487.1824 The State of Florida Is an AAIM employer. copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement:: Refund Statement Under Florida low, emall addresses are public records. if you do not want your e-mail address released In response to a publicrecords request, do not send electronic mall to this entity. Instead, contact the o81ee by phone or by traditional mall. 11 you have any questions, please contact 850.487.1395. 'Pursuant to Section 455.275(1), Florida Stabiles, effective October 1, 2022, licensees licensed under Chapter 455, F.S. must provide the Department with an emall address If they have one. The emai6 provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public To determine If you are a licensee under Chapter 455, F.S., please dick t=. Product Approval ACOeptar CreditSiarr https://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Vol dator / Opemb= Adminlstrator) 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 fitting in the ne,d issue of the AAMA CeAified Products Directory. The approval Is based on successful completion of tests, and the reporting to the Administrator of the results of tests, ac ompanied by related drawings, by an AAMA Accredited Laboratory. 1. The listing below will be added to the need published AAMA Certified Products Directory. SPECIFICATION RECORD OF PRODUCT TESTEDAAMAIWDMA/CSA 101A.S?1A440-08 LC-PG40--014x2134 (3lbM)-H Negative Design Pressure = -50 psf COMPANY AND CODE CPD NO. SERIES MODEL & PRODUCT MAXIMUM SIZE TESTED DESCRIPTION MI Windows & Doors, LLC 3540 SH (FINLESS) FRAME SASH 7157 PVC)(OlX)(IG)(INS GL) 914 mm x 2134 mm 867 mm x 892 mm Code: A7'L REINF)(TILT)(ASTM) 3'W'x 7'0") 2'10" x 2'11") 2 This Certification will expire July 27, 2020 (extended from July 27, 2015 per AAMA 103-14a) and requires validation until then by continued listing in the current HAMA Certified Products Directory. 3. Product Tested and Reported by. Architectural Testing, Inc. Report No.: B1910.01-109-07 Date of Report- August 15, 2011 Date: April 16, 2015 Cc: AAMA JGS ACP -04 (Rev. 1/11) Validated for Certification X(j..hJ, 4aL ie'd Laboratories, Inc. Authorized for Certification T Ame ' Architectural Manufacturers Association Number of enchom Wred at each sm& 36" MAX. FRAME WIDTH Panel vAdOr Qnj 24.01 JOA 1 Je.O 4. MAY 2 1 2 STEEL REINFORCED - NON -IMPACT 36" X 84 ELEVATION. ANCHORING LAYOUT AND NOTES 2 2 2 ANCHORS TO BE ovc: No. 3 3 08-01372 EOCALC! SPACED. SEE 3 3p3 ANCHOR CHART 3 3 3 SHEET I FOR UNIT SIZC At10 ANCHOR QUANTITYO 4 s 84" MAX. a a 5 114.0 t S IGIiHEEIGHT i X L 4" MAX.(— SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING 40.0150.OPSF NONE Number of enchom Wred at each sm& Height in) Panel vAdOr Qnj 24.01 JOA 1 Je.O 24.0 2 1 2 1 2 STEEL REINFORCED - NON -IMPACT 36" X 84 ELEVATION. ANCHORING LAYOUT AND NOTES 2 2 2 ORAWN ovc: No. 3 3 08-01372 3 3 3p333 3 3 4 4 4 s 7" a a 5 114.0 t S 5 TABLE OF CONTENTS SHEET NO DESCRIPTION ELEVATIONS. ANCHORING LAYOUTS AND NOTES 2 - 3 1 INSTALLATION RCASKM otSahPM,4 art s<ron7?D NOTES: 1) THE PRODUCT SHOWN HEREIN IS DESIGNED AND 4W11FACIUREO TO COMPO WITH REOUIREMENrs OF THE FLORIDA BUILDING CODE. 2) WOOD FRAMING AND MASONRY OPENING TO HE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMINC AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3) i Y. BUCK OVER MASONRY/CONCPETE 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=T 6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 5) FRAME MATERIAL: EXTRUDED RIGIO PVC. 6) SASH UNITS MUST BE REINFORCED WITH GVL-451-020 STEEL REINFORCEMENT. MEETING RAILS MUST BE PEINFORCED WITH RF -104S-020 STEEL REINFORCEMENT. 7) UNITS MUST BE GLAZED PER ASTM E1300-04. 8) APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT W WIND BORNE DEBRIS REGIONS. 9) SHIM AS REOUIREO AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16. OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4". 10) FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16' 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 CETAILS. 11) FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE .$8 WOOD SCREW' WITH SUFFICIENT LENGTH TO ACHIE'JE A 1 3/16- MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 12) ALL FASTENERS TO BE CORROSICH RESISTANT. 13) H.STALLATION ANCHORS SHALL BE. INSTALLED III ACCORDANCE WITH ANGOR MANUFACTURERS INSTALLATION INSTRUCTIONS. AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MININUM STRENIiTH SPECIFIED BELOW: A. WOOD - MINIMUM SPFCIFIC GRAIATY OF 0-042 B. CONCRETE - MINIMUM COMPRESSIVE SIRENG14 OF 3.192 PSI. C. MASONRY - STRENGTH CONFORMANCE TO ASTM C-90. GRADE N. TYPE I 'OR GREATER). SIGNED: 10/21/2011 MI WINDOWS AND DOORS 11111I1111 i 650 TZ. PAMARKETTREET GRA0370EN p'.' R7030S 4p 0SERIES3540FINLESSPVCSINGLEHUNGWINDOW STEEL REINFORCED - NON -IMPACT 36" X 84 ELEVATION. ANCHORING LAYOUT AND NOTES p AT OF t4 Oai`4`.r ORAWN ovc: No. NEv 08-01372 OwiL 10/17/11 IS" -1 OF 3 RNr>D'a OES(:t tgN IK7E ii(fJtttr 7.'t 3UCK/WOOD FRAMING BY OTHERS. 2X SUCK TO BE PP.QPEkLY SECURED FLhiJCE TC GE Q SET IN BED OF MAR t 3/ t 5" MIN. , IIA' N.A t. APPROVEO SEALANT - SHIMEM'aECMENT SHIM HEAD 10 BE SET IN is BED OF APPROVED #8 WOOD SCREW CONSTRUCTiOld SELLA+T I INTERIOR 2X BULK/w0OD FRAMING BY U1TiER5. L SECU TO EXTERIOR_ — 1 INTERIOR EE PROPERLY SEGREo11bI i II , EXTERIOR FLA`IGE i9 BE J/ f SE'T IN BED OF SILL To BE SIT IN APPROVED SEALANT HORIZONTAL CROSS SECTION M BED OF APPROVED 2X BUCK4V000 FRAMING INSTALLATIONJ[ / CONSTRUCTIOi-I ADriESNE In I N , FLANGE TO BE r SHIM SET IN BED OF fAPPROVEDSEALANT NOTE' INTERIOR APID EXTERIOR FINIcHES, BY OTHERS. NOT SHO:•.N FOP CLARITY. 7-1 2x 8UCK/W0OD FRAWNG MI WINDOWS AND DOORS \O/, GY OTHERS. :X SUCK TO VERTICAL CROSS SECTION 650 WEST MARKET STREET ` J\ • . • • .419 i BE P:O=ERLy SECURED 2X BUCK"" FRAMING INSTALLATION GRANTZ, PA 17030-0370 ` ,••CENs •d+ SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW *• 0 6 Of# STEEL REINFORCED — NON—IMPACT 36" X 84E ; i INSTALLATION DETAILS 0 • TAT REVv Lv " 08-01372 % oFs's ORIO aG cue NTS atc 10/17/11 WELT OF 3 11YXIOjjIAl11\\ Rr%tslwN 0EViCK111M MIC •ePRJ TO 4k,X),!PY/i3ONCRETE -, BY OTHERS PTIONAL IV BUCK BY e. cOTHERS, Ia BUCK TO BE PPO°ERC( EC"EE hNOTET3 SHE3S!iEF.i 1 t I FLANGE TO BE ,E \ 11/4- 1 SHIMnx J CTIN UED OF APPROVED SEALANT I 114- MIN. _L _ _ _ I/4" k/4.<. HEAD TO BE SET EMBEDMENTI I SHIM IN A BED OEFAPPROVED S/15- rAPCONCONSTRUCTIONSEALANTCRETE MA$0`IRY/CO IBYOTHERS i INTERIOR EXTERIOR —^ 1 ] INTERIOR s 2 j U J ED;[ T. • "` — OPTIONAL IX pUCK 3Y —' EXTERIOR DRIERS, IX BUCK TO 3C FL+NGE f0 BEPP.OPEkLY SECURED. SEC NOTE 3 SHEET 1 SET IN BED OF INSILLTOBESETI BED OF APPROVED APPROVED SEALANT CONSTRUCTION ADHIESWE HORIZONTAL CROSS SECTION O MASONAYsCOAICRETE INSTALLATION FLt•N,E TOBE I/E' MAX. SETIN BED OF ti 0177 ' yjhllLt APPROVED SEALAIrt II Imo_ MAS ONRY/CONCRETE NOTE- INTEP.IpH AND EXTERIOR. FINISHES, BY OTHERS, c OPTIONAL IX BUCK B a• Bl' OTHERS NOT $HOWFOR CLARITY. OTHERS, IX BUCK 10 BE , PROPERLY SECURED. SEE MI WINDOWS AND DOORSNOTE3SHEET1 • _ 650 WEST MARKET STREET R'. Ob 4 N& -.-I GRANTZ. PA 17030-0370 VERTICAL CROSS SECTIONVERTICAL MASONAY/CONCRETEfNSiALLATION SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW 0 6 } STEEL REINFORCED - NON -IMPACT 36" X 84 ATINSTALLATIONDETAILS anc „o Fr. r 0 i OF OAF :OR10. • oot:r.:. 08-01372 — i li MAj1 4\\N Vac v,tNTS 10/17/11 3 OF 3 L. Roberto Lomas P.E. 1432 Woodford Rd. Lewisville. NC 27023 336-945-9695 rilonws@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 Bulding Code. Suppw ng reclrnlcal Documentation. 1. Approval document: drawing number 08-01372. titled Series 3540 Finless PVC Single Hung Window — Non - Impact, signed and sealed by Luis Roberto Lomas P.E. 2. Test report No.: 81910.01-10947, signed and seated by Michael D. Stremmel. P.E. Architectural Testing, Inc. York, PA AAMA/WDMA/CSA 101/I.S.2/A440-05 Design pressure: +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. LJmltallons and Condidons 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. lnstalladon: Units must be Installed In accordance with approval document, 08-01372. CerURcadon 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 me listed product(s). 1of1 Jac? . • • • . ; lf /ice 0 5 •*; 5TATE OF ; ca Luis R. Lomas, P.E. FL No.: 62514 11107/2011 Florida Building Code Online ese- Page 1 of 1P id Business & Professional Regulation rRxic DepaMMtd SCIS Home 1 Lop In I User Registration Hot TOPIC I Submit Surcharge 1 Stats 6 Facts Publications I FBC Stall ( SCIS Site Map I Links I Search i Busines ( product ApprovalProfessionalUSER. Public User Regulation product Approval Menu > Product or Aoolicatbn Search > Application Ust Search Criteria Refine Search Code Version 2014 FL# 15332.08 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 C ---k ALL JELL I= Manufacturer Validated By Status FL15332- S7»- Affirmation MI Windows and Doors Steven M. Urich, Approved R2 FL#:FL15332.8 PE History Model: SERIES 430/440 ALUMINUM SGD 717) 932-8500 Description: SERIES 430/440 ALUMINUM SGD XXX 143"x80" NON- REINFORCED Category: Exterior Doors Subcategory: Sliding Exterior Door Assemblies APProveO by DBPR. Approvals oy O9PR small be reviewed ano racing Dy the PUt. Onofor the t.ommlssion or necessary. Contact Us •: 1940 North Monroe Street. Tallahassee FL 32399 Phone: 850.487-1824 The State Of Florida Is an AA/EEO employer. Copyright 2007.2013 State of Florida, :: Privacy Statement.: e..db!!ity craremenr ;; Refund Statement Under Florida law, email addresses are public records. If you do not want your a -man address released In response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395. 'Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emails provided may be used for official communication with the licensee. However emall addresses are public record. If you do not wish to supply a personal address, please provide the Department with an emall address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please dick D=. Product Approval Accepts: CreditSCAFE https://www.floridabuilding.org/pr/pr_app_ist.aspx 8/12/2015 Florida Building Code Online Page 1 of 3 J Business Professional Regulation r®r® Fluruo DepafUllentd SCIS Home I Log In i User Registration Hot TopKs I Submit Surcharge I StatS & FaGS I Publications I FBC Stag I SCIS Site Map Links Search i Busines( Product ApprovalProfessinal ®USER: Public User Regulation ProduR Aooroval Menu > ProtluU or Aoul'iratpn Search > Application List > Application Retell FL # Application Type Code Version Application Status Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code FL15332-R2 Affirmation 2014 Approved MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd.com Brent Sltlinger bsitlinger@miwd.com Exterior Doors Sliding Exterior Door Assemblies Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Luis Roberto Lomas PE -62514 National Accreditation and Management Institute 12/31/2015 Steven M. Urich, PE Validation Checklist - Hardcopy Received FL15332 R2 COI FLCOI.Ddf Standard Year 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 N/A https://www.floridabuilding.org/prlpr_app_dti.aspx?param=wGEVXQwtDgtH8572gvdW1... 8/12/2015 Florida Building Code Online Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Method 1 Option D 04/30/2015 04/30/2015 05/06/2015 y . Page 2 of 3 FL it 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 FL15332 R2 II 08-00500C.udf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 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- Limits of Use Installation Instructions REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R2 II 08-00498C.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 510805B.Ddf 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 FL15332 R2 II 08-02248A.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 512968A.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.4 SERIES 420 ALUMINUM SGD REINFORCED SERIES 420 ALUMINUM SGD REINFORCED OX, XO, XX 96"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R2 II 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 FL15332 R2 AE 512969A.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.5 I SERIES 420IREINFORCED ALUMINUM SGD I SERIES 420 ALUMINUM SGD REINFORCED XXX 143"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R2 Il 08-02250A.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 FL1S332 R2 AE 512970A.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.6 I ASERIES 420ILUMINUMSGD REINFORCED I SSEER`I9E6S 420 REINFORCED ALUMINUM SGD OX, XO, XX Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R2 II 08-00499C.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AE 510806B.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.7 I ASERIES 420ILUMINUM REINFORCED I SERIES 420 REINFORCED ALUMINUM SGD OXO 146"x96" https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvd W]... 8/12/2015 Florida Building Code Online Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R2 II 08-00501C.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 510808B.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes Page 3 of 3 15332.8 SERIES 430/440 ALUMINUM SGD SERIES 430/440 ALUMINUM SGD XXX 143"x80" NON- REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R2 II 08-00502C.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 510809B.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.9 SERIES 430/440 REINFORCED ALUMINUM SGD SERIES 430/440 REINFORCED ALUMINUM SGD XXX 143"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS332 R2 II 08-00503C.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 510810B.odf PRESSURE RATINGS Created by Independent Third Party: Yes Back Ne:t Contact Li :: 1940 North Monroe Street, Tallahassee FL 32399 Phone: 850.487-1824 The State of Florida Is an AA/EEO employer. Coovrloht 2007.2013 State of Florida.: • Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, 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 mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395 "Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emails provided may be used for official Communication with the licensee. However emall addresses are public record. If you do not wish to supply a personal address, please provide the Department with an emall address which can be made available to the public. To determine If you area licensee under Chapter 455, F.S., please dick here . Product Approval Accepts: Credlt FE https://www.floridabuilding.orglpr/pr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvd WI... 8/12/2015 NOTES - 1 THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REOUIREMENTS OF THE FLORIDA BUILDING CODE 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. IX BUCK OVER MASONRY/CONCRETE IS OPTIONAL. WHERE IX BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE 15 THE RESPONSIBILITY OF THE ARCHI-ECT OR ENGINEER OF RECORD. 4 ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN WINO LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 5 FRAME MATERIAL: EXTRUDED ALUMINUM 6063-T5. 6. UNITS MUST BE GLAZED PER ASTM E1300-04 WITH SAFETY GLASS 7. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WINO BORNE DEBRIS REGIONS 8. SHIM AS REOUIREO AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4". 9. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EOUAL OR GREATER THAN 1.0 00 NOT REOUIRE WATER INFILTRATION RESISTANCE. OVERHANG RATIO = OVERHANG LENGTH/OVERHANG HEIGHT 10. FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 11. FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION OE -AILS. 12 FOR ANCHORING INTO METAL STRUCTURE USE #10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 13 ALL FASTENERS TO BE CORROSION RESISTANT. 14. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A WOOD - MINIMUM SPECIFIC GRAVITY OF G=0.42 B. CONCRETE - MINIMUM COMPRESSIVE STRENGTH OF 3.192 PSI. C. MASONRY - STRENGTH CONFORMANCE TO ASTM C-90. GRADE N, TYPE 1 (OR GREATER). 0. METAL STRUCTURE: STEEL 18GA, 33KS1 OR ALUMINUM 6063-T5 1/8" THICK MINIMUM 15. APPROVED CONFIGURATIONS: XIX. I TABLE OF CONTENTS I SHEET NO.1 DESCRIPTION I NOTES 2 ELEVATION 3 - 9 INSTALLATION DETAILS REVISIONS OESEIEPTION DATE APPROVEO ADDED CHARTS 03/06/12 R.L. REASEO PER NEW TESTING 10/15/13 RL. ADDED FLANGE INSTALLATIONS 12/06/13 RL. SIGNED: 12/06/2013 LLCMIWINDOWS1001 li` oW. CROSBYRD CARROLLTON, TX 75006 S v •GENB 4Tp/ SERIES 430 SGO*• 143" x 80" NON REINFORCED NOTES Fkl i0• . i'S' 0Rt0I' DRAWN: TIM NO REV 08 SOOE5020F C v` aO 1IIAI WALEE NTS arE 02/23/09 9 143" MAX FRAME WIDTH ANCHORS TO BE EQUALLY SPACED 2) ANCHORS PER LOCATION SEE CHART b5 FOR 6" MAXNUMBER OF LOCATIONS 6" MAXI'- REQUIRED 6" MAX 80" MAX FRAME HEIGHT L 6" MAX SERIES 430 XIX SGD EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING DESIGN PRESSURE RATING IMPACT RATING 140.0PSF NONE +25.0%33.OPSF NONE WITH 2 -lar slu SEE CHARTS VS I2 FOR OTHER UNITS RATINGS 5 3/8" - 2 1/32- 2 1/32' SILL ALUMINUM 6063-15.055 THICK MTN l-br SILL SEE CHARTS /3 6 F FOR OTHER UNITS RATINGS CHART al WITH 2144 SILL WHERE WATER INFILTRATION RESISTANCE IS REQUIRED SEE NOTE 9 SHEET 1 REVIS10Ns DESCRIPTION DATE APPROVED ADDED CHARTS 03/06/12 RL REVISED PER NEW TESTING 10/15/13 RL ADDED FLANGE INSTALLATIONS 12/06/13 RL. CHART 83 WITH 1 1/1'SILL WHERE WATER INFILTRATION RESISTANCE IS REQUIRED SEENOTE9SHEETI Oesl n res M Chart Frere Vb Anel am Total Hime Wldlh (b) X 70.0 I 7e.0 1 420 1 47.7 10!.00 1 12e.00 1 14.00x I=> I= SERIES 430 XIX SGD EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING DESIGN PRESSURE RATING IMPACT RATING 140.0PSF NONE +25.0%33.OPSF NONE WITH 2 -lar slu SEE CHARTS VS I2 FOR OTHER UNITS RATINGS 5 3/8" - 2 1/32- 2 1/32' SILL ALUMINUM 6063-15.055 THICK MTN l-br SILL SEE CHARTS /3 6 F FOR OTHER UNITS RATINGS CHART al WITH 2144 SILL WHERE WATER INFILTRATION RESISTANCE IS REQUIRED SEE NOTE 9 SHEET 1 REVIS10Ns DESCRIPTION DATE APPROVED ADDED CHARTS 03/06/12 RL REVISED PER NEW TESTING 10/15/13 RL ADDED FLANGE INSTALLATIONS 12/06/13 RL. CHART 83 WITH 1 1/1'SILL WHERE WATER INFILTRATION RESISTANCE IS REQUIRED SEENOTE9SHEETI Oesl n res M Chart Frere Vb Anel am Total Hime Wldlh (b) t%lellt 70.0 I 7e.0 1 420 1 47.7 10!.00 1 12e.00 1 14.00 Pw Np I Poo I Np I Poa Np Poa Np aao 40 0 s4.e 40.0 4e 0 1 40 01 4.2 40.0 40 0 Deoun M Chart (030 Deal Frans Sb10lo fLnal and Total Frame W41h (In) tl Il 70.0 30.0 420 sa0 0.0.00 f0eo0 /70.00 1!0.00 Poa Np Poa Np Poa Np Pw Np 500 1 508 1 444 1 44.4 1 400 400 1 330 330 0.0.0 260 1 $OA 20.0 1 44.4 1 250 1 400 250 1 330 CHART 02 CHART 14 KITH 2IM* SILL MTN 1 M, SILL WHERE WATER INFILTRA RFON RESISTANCE IS NOT REQUIRED WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED SEE NOTE 9SHEET I SEE NOTE 9 SHEET I Design pressure Chart From SbVb Anal OW Total Frans Wtlth (in) Few 70.0 30.0 420 47.7 T oo /70.00 14700 COMM Pa Np Pw Np Poa Np Pas Np 500 1 508 1 444 1 44.4 1 400 400 1 330 330Cao64.0 54 a 4e 0 40.0 43 2 1 43 2 1 40 0 1 40.0 5 3/8" --I I 1/2" 1 1/2" SILL ALUMINUM 606.7-T5.055 THICK CHART 05 CheA (0001" From SY10b Anel and TOW Frarrs vwa (fn) M 70.0 1 70.0 1 4.0 40.0 moo I for.00 I fze.00 I fa000 Pas I Np Poa I Np I Poa Not, I Poa Np eo.0 500 1 508 1 444 1 44.4 1 400 400 1 330 330 NOmber of anchor IowUonsrepulrM Frans Sh10b Anal and Total Froms Wtlth (b) 14*ht 70.0 70.0 4.0 41.7 M1 W.0 I loR0 I /70.0 /410 His I Amb I Nis I Jamb I Nis I Jamb HaS 14amb1aaoe1s17151e1s015 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430 SOD 143" x 80' NON REINFORCED ELEVATION Olt.": OWO NO. F.A. 08-00502 E NTS I e"z 02/23/09 s"'" 2 OF 9 ft. I` 0 i. r .pENSF'4J1 i E. ARTOPOI Fl* Z WOOD FRAMING OR 2X BUCK BY OTHERS i10 WOOD SCREW EXTERIOR 10 WOOD SCREW I WOOD FRAMING OR 2X BUCK BY OTHERS 1/2" MIN. EDGE DISTANCE 1 3/8" MIN. EMBE MENT 1/4" MAX. SHIM SPACE 1 3/8" MIN EMBEDMENT 1 1/2" MIN. EDGE DISTANCE INTERIOR T SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EOUAL SEE SHEET 2 FOR SILL n /-OPTIO S I i10 WOOD 1 3/8" MIN. SCREW EMBEDMENT WOOD FRAMING OR 2X BUCK BY OTHERS VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 1/4- MAX. SHIM SPACE REVISIONS REV OESCRIPRON DATE APPROVED A ADDED CHARTS 03/06/12 R L. B REVISED PER NEW TESTING 10/15/13 RL. C ADDED FLANGE INSTALLATIONS 12/06/13 R L. INTERIOR J EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430 SGD 143" x 80" NON REINFORCED FRAME INSTALLATION DETAILS ORAw . 0** NO F.A. 08-00502 VALE NTS are 02/23/09 1 SNEET3 OF 9 11. L j%/'//i 0126 •• # ST((ATT[EE OF 2 O iORTOt METAL STRUCTURE BY OTHERS 1/4" MAX. SHIM SPACE AS OR TRILLING 110 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: I. INTERIOR AND EXTERIOR FINISHES. BYOTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND.201NT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 0 BE SET IN OF VULKEM 116 RUCTION ADHESIVE UAL SEE SHEET 2 FOR SILL OPTIONS REVMORS REV OESCRTP110N GATE APPROVED A ADDED CHARTS 03/06/12 R.L B REVISED PER NEW TESTING 10/15/13 R L. C ADDED FLANGE INSTALLATIONS 12/06/13 RL, 1/4- MAX. 1 SHIM SPACE I 7/8" MIN EDGE DISTANCE INTERIOR 10 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS EXTERIOR JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON. TX 75006 SERIES 430 SGD 143" x 80" NON REINFORCED FRAME INSTALLATION DETAILS ORAV - OWG NO F.A. 08-00502 uue NTS °" 02/23/09 19EU4 OF 9 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION 2 1/2- MIN. CONCRETE/MASONRYINSTALLATION EDGE DISTANCE 1/4" MAX SHIM SPACE REVIS"S REV I OESCIOP110N A ADOEO CHARTS 1 1 1/4" MIN B REVISED PER NEW TESTINGI 140 1 1/4" MIN EMBEDMENT 3/16" TAPCON EMBEDMENT CONCRETE/ FOR SILL 1 MASONRY I CONCRETE BY OTHERS 1 1/4" MIN. T EMBEDMENT 2 1/2" MIN OPTIONAL EDGE DISTANCE 1 X BUCK TO BE L_ PROPERLY SECURED MAX M SPACESEENOTE3 3/16" TAFCON SHEET 1 3/16- TAPCON CONCRETE/MASONRY BY OTHERS EXTERIOR ERIOR VERTICAL CROSS SECTION 2 1/2- MIN. CONCRETE/MASONRYINSTALLATION EDGE DISTANCE 1/4" MAX SHIM SPACE REVIS"S REV I OESCIOP110N SILL TO BE SET IN A ADOEO CHARTS A BED OF VULKEM 116 B REVISED PER NEW TESTINGI CONSTRUCTION ADHESIVE C ADOED FLANGE INSTALLATIONS OR EQUAL 3/16" TAPCON SEE SHEET 2 FOR SILLITTFOPTIONS MASONRY/4't-mmLm I CONCRETE BY OTHERS 1 1/4" MIN. EMBEDMENT VERTICAL CROSS SECTION 2 1/2- MIN. CONCRETE/MASONRYINSTALLATION EDGE DISTANCE 1/4" MAX SHIM SPACE REVIS"S REV I OESCIOP110N are 4WROVE0 A ADOEO CHARTS 03/06/12 RL B REVISED PER NEW TESTINGI 10/15/13 R.L. C ADOED FLANGE INSTALLATIONS 12/06/13 R.L. INTERIOR EXTERIOR JAMB INSTALLATION DETAIL OPTIONAL IX BUCK CONCRETE/MASONRYINSTALLATTON TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 NOTES: I. INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RO CARROLLTON, TX 75006 SERIES 430 SGO 143" x 80" NON REINFORCED FRAME INSTALLATION DETAILS ORA" owl; NO F.A. 1 08-00502 V-' NTS I °'T" 02/23/09 1 5" "T 5 OF 9 o\ ll l I I`///Ili// iOR1QP S/ DNAL1 WOOD FRAMING OR 2X BUCK BY OTHERS a10 WOOD SCREW N10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS EXTERIOR 1/2" MIN. EDGE DISTANCE 1 3/8" MIN EMBEQMENT j1 /," MAX. SHIM SPACE INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1, INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 1 3/8" MIN. EMBEDMENT 1/2" MIN. ECGE DISTANCE SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EQUAL SEE SHEET 2 FOR SILL OPTIONS I 1 3/8" MIN. EMBEDMENT 10 WOOD SCREW WOOD FRAMING OR 2x BUCK BY OTHERS 1/4" MAX. r SHIM SPACE F.A. REVISIONS REV OESCRIPnON OATE APVROVEO A ADDED CHARTS 03/06/12 R.L. 8 REVISEO PER NEW TESTING 10/15/13 RL. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. JAMB INSTALLATION DETAIL WOW FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430 SGD 143" x 80" NON REINFORCED FLANGE INSTALLATION DETAILS OwO NO 08-00502 An 02/23/09 1 5"E'' 6 OF 9 N J S 1R ! 1 0; vlllz 0 6 E OF a: Si ORM; yid'/DNA s\ METAL STRUCTURE BY OTHERS 1/4" MAX. SHIM SPACE 10 SMS SELF DRILI SCI METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW EXTERIOR II II II II II II INTERIOR VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 7/8" MIN, EDGE DISTANCE I 10 SMS OR SELF DRILLING SCREWS 0 BE SET IN I OF VULKEM 116 RUCTION ADHESIVE UAL METAL SEE SHEET 2 STRUCTURE FOR SILL BY OTHERS OPTIONS 1/4" MAX. SHIM SPACE REVISIONS REV DESCRIPTION DATE APPROVED A ADDED CHARTS 03/06/12 R.l 8 REVISED PER NEW TESTING 10/15/13 R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION 00cRS LLCMIWINooWw, REIC0"9,/// CROSBY CARROLLTON, TX 75006 J\5 G NS•• 0 6 *= SERIES 430 SGO*• 143" x 80" NON REINFORCED FLANGE INSTALLATION DETAILSO G' TATE OF S: AY 1• GONA1scuNTS DRAWN• DWG N0. EVsOR10P0o8SOO502C DAre02/23/09 T7 OF 9 REvesoms 2 1/2" MIN. REV OESCRIPMN 0.1E PPRO•E0 CONCRETE/ EDGE DISTANCE A ADDED CHARTS 03/06/12 R.I. MASONRY BY OTHERS B RCVISEO PER NEW TESTING 10/15/13 R.L. 1 1/4" MIN. C ADDED FLANGE INSTALLATIONS 12/06/13 R.I. a EMBEDMENT 1 1/4" MIN. 1/4" MAX. EMBEDMENT SHIM SPACE OPTIONAL IX BUCK 2 1/2" MIN. EDGE DISTANCEv TO BE PROPERLI INTERIOR SECUREYD t/a" MAX. a aSEENOTE3SHIMSPACE SHEET 1 3/16" TAPCON 3/16" TAPCON • all o EXTERIOR INTERIOR CONCRETE/MASONRY BY OTHERS 3/16- TAPCON v SILL TO BE SET IN EXTERIOR A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EOUAL JAMB INSTALLATION DETAIL OPTIONAL IX BUCK CONCRETEANASONRYINSTALLATION TO BE MASONRY/ SEE SHEET 2 SECUREOROPERLY CONCRETE FOR SILL SEE NOTE 3 SHEET I BY OTHERS OPTIONS T NOTES: 1 1/4" MIN. 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS. EMBEDMENT NOT SHOWN FOR CLARITY. 4 a • .1 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 VERTICAL CROSS SECTION 2 1/2" MIN. CONCRETEAWASONRYINSTALLATION EDGE DISTANCE MI ILCWINDOWS1001W. CROSBY0RD aE[o Ns CARROLLTON, TX 75006 r,•G • L SERIES 430 SGO QA143' x 80 NON REINFORCED FLANGE DETAILS P0Fc INSTALLATION 103-;. (N` OPA owc No RC 4i,SSORIGd`` EF.A. 08-00502 CASE 'W02/23/09 8 OF 9 1j11 Ill% V\ HOOK STRIP 10 WOOD SCREW EXTERIOR "— PANEL INTERLOCK HOOK STRIP INSTALLATION 2X BUCKANUOD FRAMING NOTES., 1. INTERIOR AND EXTERJOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2, PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 AND 00oRS LLCMIWINooWw. lk to REM90NS J, ENs p REV DESCRIPTION DATE APPROVED p ,• ` A ADDED CHARTS 03/06/12 R.L. OK No aEV 8 REVISED PER NEW TESTING 10/15/13 RL. C ss/pNAI 11T1111110 C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. 1 5/8" MIN EDGE 01ST. TRIM d d I 1/4" MIN INTERIOR EMBEDMENT MASONRY/CONCRETE r BY OTHERS 1X BUCK BY OTHERS. HOOK STRIP IX BUCK TO BE METAL STRUCTURE a PROPERLY SECURED 3/ 16" BY OTHERS TAPCON TRIM EXTERIOR PANEL INTERLOCK HOOKSTRIP INSTALLATION INTERIOR MASONRYiCONCRETE HOOK STRIP tINTERLOCKS10SELF GRILLING SCREW PANEL EXTERIOR HOOK STRIP INSTALLATION METAL STRUCTURE INTERIOR TRIM — A, 1 3/8" MIN. EMBEDMENT I HOOK STRIP 10 WOOD SCREW EXTERIOR "— PANEL INTERLOCK HOOK STRIP INSTALLATION 2X BUCKANUOD FRAMING NOTES., 1. INTERIOR AND EXTERJOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2, PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 AND 00oRS LLCMIWINooWw. lk tocaoseY CARROLLTON, TX 75006 J, ENs p SERIES 430 SGO1r•OTATOPOFW, 143" x 80" NON REINFORCED HOOK INSTALLATION DETAILS p ,• ` 0 ORIOP'• : oaAwN• OK No aEV F.A. 08-00502 C ss/pNAI 11T1111110SCALENTS °"" 02/23/09 sNEET9 OF 9 L. Roberto Lomas P.E. 233 W. Main St. Danville, VA 24541 434-688-0609 rilomas@lrlomaspe.com Manufacturer: Ml Windows and Doors LLC 100 1 W. Crosby Road Carrollton, TX 75006 Engineering Evaluation Report Product Line: Series 430 Aluminum SGD 143'x80' Non -Reinforced Report No.: 510809B 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 08-00502, Revision C, titled Series 430 Aluminum SGD, 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/l.S.2/A440-05 Design pressure: t40.Opsf Water penetration resistance 6.Opsf 3. Report No.: C1716.03-10947 signed by Michael D. Stremmel, P.E. Architectural Testing, Inc., York, PA AAMA/WDMA/CSA 101/I.S.2/A440-08 Design pressure: t25.Opsf Water penetration resistance 3.76psf 4. Anchor calculations, report number 510809-1 A, 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 80' Approved configurations: XIX Units must be glazed per ASTM E 1300-04, see installation instructions for glass options. This product is not rated to be used in the HVHZ. This product is not impact resistant and requires impact protection in wind bome debris regions. Frame material to be aluminum 6063-T5. Installation: Units must be installed in accordance with approval document, 08-00502, Revision C. Certiflcation of Independence. Please note that I don't have nor will acquire a financial interest in any company manufacturing or distributing the product(s) for which this report is being issued. Also, I don't have nor will acquire a financial interest in any other entity involved in the approval process of the listed product(s). 1 of 1 0 v .*C E N s '9s 1 06 • UTATE OF ; t O••:cC0R10P•G \ 0/111111\0sO\ 1111111 Luis R. Lomas, P.E. FL No.: 62514 12/11/2013 Florida Building Code Online gomj -t50OR Page 1 of 3 Business & Professional Regulation_ AlndaDepmvt; aaS Home I lop In I User ne Watlon Hot TOPICS SubmR SurOMW Stats & F&M 1 PubbCatlons FW Staff acts Ste Map UnIS Search Busttne lProduct ruubUrovafProessa®vubkseer Regulation ftWLa#&arm-A Minn > 2,moi*tdt3;0*0-MUR Dam' g FL15225-R3 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission If necessary. Comments Archlved Product Manufacturer Therma-Tru Corporation Address/Phone/Email 118 Industrial Drive Edgerton, OH 43517 419) 298-1740 rickw@rwbklgconsultants.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. Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) SLIMdiud Year 101/I.S.2 1997 ASTM E1886 2002 ASTM E1996 2002 ASTM E330 2002 TAS 201, 202, 203 1994 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 06/13/2015 Date Validated 06/28/2015 https://www.floridabuilding.orglpr/pr app dtl.aspx?param=wGEVXQwtDgv3yVVKJZIQ... 7/20/2015 Florida Building Code Online 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 (61 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 Data 12/31/2021 Installation Instructions F1 1.S22 Ra 11 INST 1S225.5.68.odf F1 IS225 a3 11 INST 15225.5-80.odf FL 1S»S i 11 INS? 15225-68M.odf Verified By: Lyndon F. Schmidt, P.E. 43409 Created by independent Third Party: Yes Evaluation Reports by Page 3 of 3 15225.6 f. "Premium Series", "Construction 6/8 and 8/0 Opaque and Glazed Steel Door with Transoms. Serles" and 'Benchmark by With and without Sidelltes. Inswing and Outswing Therma-Tru" with Transoms Limits of Use Certification Agency Certificate Approved for use In HVHZ: No SIS»s Q'O CAC 15 z5 6 NAMI certs.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 12/31/2021 Design Pressure: N/A Installation Instructions other: See INST 15225.6-68 (6'8 Door Products) and F:I52 II INST i5 2S.6-fiS.odf 15225.6-80 (8'0 Door Products) for installation instructions. F: r5 25 1 INET 15225.6-80.odf Note - Glazing Shall comply with ASTM E1300-04) Verified By: Lyndon F. Schmidt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: Yes L=-1 Contac Us :: 2940 North Home. street. TabahM"e rL 3ZM MRS' 11111A 7.1824 The State of Florida is an AA/EEO employer. r'•,,"..lmte 11 .2eIe dale d Flertla_ :: Privam Statement :: :: Refund Siatemerit Under Fitrlda taw, eman addresses are public records. If you do not want your e -man address released In response to a public-mxwds rmqueS4 do not send elatronic mall to this entity. Instead, contact Uwe office by phone or by traditional man. If you have any questions, please conuld 850.487.1395. 'Purauaet to Settnon 455275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455. F.S. must provide the Department with an email address a they have one. The emal s provided may be used for oirrual communication with the licensee. However email addresses are public record. 9 You do not "Ish to supph, a personal address, please provide the Department with an emall address which an be made available to the public. To determine If you are a licensee under Chapter 455, FS., please tack but• Product Approval Accepts: 0® Credit 1i https://www.floridabuilding.orglpr/pr app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZIQ... 7/20/2015 NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: N1005329-114 108 Mutzfeld Road Certification Date: 10/15/2003 Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: FiberClassic Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Glazed Benchmark by Therma-Tru Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330/E331/TAS202 or 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 I- ^-- ao.-...-.....:......—AIt.01 Tho AMetr!mn NMinnnl Standards Institute (-ANSA. NAMI's Certified Product ri Listing at auwww.ryam9rnua 1•1••• A .+ 7 fir•« • •.M - Design if— -•-- - ------ Missile Test Report Number Inswing Glazed Configuration or or Maximum Pressure Impact Outswing Opaque Size 1`031vea Rated Comments X I/S Opaque 3'0" x 6'8" 67/-67 No ETC-01-741-10703.0/L-2097/(TF-253F Single X O/S Opaque 3'0" x 6'8" 67/-67 No ETC -0 1-741-1070' Single XX S Opaque 6'0" x 6'8" 40/-40 No ETC-01-741-10703.0/L-2097/ITF-253F Standard Aluminum Astragal Double XX O/S Opaque 6'0" x 6'8" 40/-40 No ETC-01-741-10703.OAL-2097/ITF-254F Standard Aluminum Astrazal Double XX I/S Opaque 6'0" x 618" 47/47 No ETC-01-741-10703.0/L-2097MF-253F Coastal Aluminum Astragal Double XX O/S Opaque 6109'X 6'8" 47/-47 No ETC-01-741-10703.0/L-2097/iTF-254F Coastal Aluminum Astra al Double OXO/OX/XO US Opaque Door 514" x 6'8" 40/40 No ETC -01 -741 -10593.0/L -2097/17F -253F Single w/Sidelites OXO/OX/XO O/S Glazed Sidelites Opaque Door 5'4"X 6'8" 40/40 No ETC-01-741-10593.0/L-2097/iTF-254F Sin le w/Sidelites 1/S Glazed Sidelites Opaque Door 8'4" x 6'8" 40/-40 No ETC-01-741rd straga-253F OXXO Double w/Sidelites Glazed Sidelites inumAluminumStandardAluminum Astra al OXXO O/S Opaque Door 8'4" x 6'8" 40/-40 No ETC- Stand0 I r F Double w/Sidelites Glazed Sidelites st galStandardAluminumAstaldAluminum F OXXO I/S Opaque Door 8'4" x 618" 47/-47 No 2097/1 -253FETC-01-741-1059' Coastal Double w/Sidelites Glazed Sidelites AluinaCoastalAluminum Astra I OXXO O/S Opaque Door 8'4" x 618" 47/47 No ETC -01 -741 -10593.0/L -2097=F -254F Double Glazed Sidelites I Coastal Aluminum Astra al w/Sidelites M /Hs es VA ?inn National Accreditation & Management Institute,lnc./4794 George Washington emo a Tel: (804) 684-5124/Fax: (804) 684-5122 NAMI AUTHORIZED SIGNATURE: NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: N1005331-115 108 Mutzfeld Road Certification Date: 10/15/2003 Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: FiberClamidSmooth 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 withinTla.:a al Qtandarda Inetih.to (ANCiL NAMI's Certified Product L191119 at Inswing www.naml errnncauun. Glazed u.n. 91ru... a .c.....aaa.v....v Design o..... Missile Test Report Number Configuration or or Maximum Pressure Impact Outswing O a ae Size Pos/NeK Rated Comments X I/S Opaque 3'0"x 6'8" 67/-67 No ETC-01-741-10702.0/L-2096/fTF252F Single X O/S Opaque 3'0"x 6'8" 67/-67 No ETC-01-741-10702.0/L-2096/iTF25IF Sin le XX I/S Opaque 6'0" x 6'8" 40/40 No ETC-01-741-10702.0/L-2096/ITF252F Standard Aluminum Astra al Double XX O/S Opaque 6'0" x 6'8" 40/40 No ETC-01-741-10702.0/L-2096/ITF251F Double Standard Aluminum Astragal XX I/S Opaque 610" x 6'8" 55/-55 No ETC-01-741-11008.0M215I=F252F Coastal Aluminum Astra al Double XX 0/S Opaque 6'0"x 6'8" 55/-55 No ETC-0t-741-11008.0/L-215I/fTF25IF Double Coastal Aluminum Astra al OXO/OX/XO I/S Opaque Door 514" x 6'8" 40/-40 No ETC-01-741-11008.0/L-215IMF252F Sin le w/Sidelites OXO/OX/XO O/S Glazed Sidelites Opaque Door 5'4" x 618" 40/40 No ETC-01-741-11008.0/L-2151/ITF251 F Single w/Sidelites OXXO I/S Glazed Sidelites Opaque Door 8'4" x 6'8" 40/-40 No ETC -01-741-11 2F Double w/Sidelites Glazed Sidelites s ragalAluminumAstragalStandardAluminumAstal OXXO O/S Opaque Door 8'4"x 6'8" 40/40 No ETC-01-741-11008.0/L-2151/i-fF251F Double w/Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO l/S Opaque Door 8'4" x 6'8" 55/-55 No ETC-01-741-11008.0/L-2151/TTF252F Double w/Sidelites Glazed Sidelites Coastal Aluminum Astmal OXXO O/S Opaque Door 8'4" x 6'8" 55/--55 No ETC-01-741-11008.0/1.-2151/1TF251FIDoublew/Sidelites Glazed Sidelites I I Coastal Aluminum Astragal National Accreditation Management institute, Inc./4794 George Washington Memocla y/Hayes, VA 23072 Tel: (804) 684-5124/Fax: (304) 654.5122 NAMI AUTHORIZED SIGNATURE:/••(/ r II MUWON II `MULLION ¢ 1 MASONRY 4 11 SHOWN FOR MASONRY I SHOWN FOR I I ''T rril •"• `` i3 e MASONRY • REFERENCE OPENING TYP. HEAD OPENING TMP II REFERENCE OPENING II k JAMBS & AM85 do II JAMBS I I n II V R 0 2X BUCK 11 2X BUCK—/ 2X BUCK In I I ! TI II a I I er V I I SHOWNN NFOR REFERENCE I I II II 11 z I I 11 I I x INC•1 ODOR SIN • F W/SIDELrTE SINGLE W/SIOELITES BB a Kms BUCK ANCHORING BUCK ANCHORING AMCh= AM(*M 4 AIIl1 CILIRANCE AlAiDtQ 4 - iYFE EAIBEDIMEiVT ow ANCHOR II 1 i' I TA CONs II MASONRY 1.1/r 1- YUfACON IIS l l SHOWINNFOR I I MULLION J SHOWN FORJ I 1 OPENING TYP HEAD k JAMBS I ASTRAGAL TYP, I I REFERENCE HEAD 1 REFERENCE II SHOWN FOR R JAMBS 1 II 1. ?Xbu6dcn*LS.G.a(Im. 2X BUCK-/ I REFERENCE I I IBUCK11 1. ro ondlel weolbro of Ihs comers mor be addlutsd ro malnran the rtin. I I d ASTRAGAL I 1 sQpsdYruns:sromortaJanls. 2cororon@idiab orknsroled uX.01+C^m b°O0'ro 1 I p I I) SHOWN .FOR 11 I REFERENCE II I ci mo rrw rehrhs min. sopa Cararlcs ro morrolohh aemmndealerero encrlors 1 I I I I merOsmat* W ro SAW* OwIMAX,ONCEMBCdirs9rllfonasnori>tOOsded. 1 I I Conc+sre ancfia rods: I I AMCh= AM(*M AtflL AIIl1 CILIRANCE AlAiDtQ M C _ iYFE EAIBEDIMEiVT ow ANCHOR f1w T or TA CONs 1.1/r 1- YUfACON 1 II II DOUBLE DOOR MASONRY DOUBLE W/SIDELITES cDRWMm BLOCK ANCHORINGGOPENING BUCK ANCHORING D_11 i sl I' IN L n 2 7• PAIRS JO i.. of A- f J• J TYP J # 1 - - -T - SEE 1 DETAIL 1 W,2X BUCK A _ ^ ,``'`,`_ ESEENOTEJIW/2X BUCK ¢¢ _ SHEET 3 p SEE DETAIL "J" A IN + QQTtlt t A W (IX SUCK,^ W J- INS{/TALLATION y zSUCKp 9 INSTALLATION W a - - z J'INSTALLATKIN 0TYP. HEAD c3 n° r ( T` ilASTRAGAL) , MULUON & ,IAMB ` r N SH .ITYP. HEAD do ^ d C of d SHOWN FOR 1 SHOWN FOR REFEREEREFERENCE1REFERENCE = 1 J 1 _ EE 6DETAIL ONLY 54- c - 1 SEE 4 1 16 <= c l 1 1 1 DETAIL c l 5 1 _ 16 a d i _ 1 _ ,o' `- 5 12 5 1 5 ip E" DOUBLE DOOR W/SIDELITES T— VIEW "E'-- E" DOUBLE DOOR VIEW A" -A" I94" / o"Imm eo emyo rMMM Me 130 m.. ALL mule ,o 000 A" caro = %Z) W/2X BUCK 2 INSTALLATION W/IX BUCK nINSTALLATION12IC W/2X BUCK z Item DESCRIPTION Material A 10 x 2-1/w -PFH WOOD SCREW STEEL B to X 1-3/4- PFH WOOD SCREWSTEEL 10 X 1 PFH WOOD SCREW STEEL — 1 10 x 4 L S Hine to roma FEW LG. x 2 LG. PFH WOOD SCREW 3 x 2-112- L R STEEL 4 1 4 x 2-3 4 PFH ELCO OR ITW CONCRETE SCREW 1/4' x 1-3/4- ITW PFH CONCRETE SCREW ST EL 91 4 x 3-3 4 TTW PFH NCRETE SCREW STEEL 11 3 16 4 fTW PFH CONCRETE SCREW STEEL 12 1 4 x 3-114- ITW PFH CONCRETE SCREW S L 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 SCREWSTEEL 20 HEADER JAMB UGAR PINE SG >= 0.3p WOOD 21 1244- THK. PRESSURE TREATED SIDELITE PAD 30 1112- X I X 25 GA. CORRUGATED FASTENER INSTALLATION 3 g— am t W/IX BUCK II 0 DETAIL "1' INSTALLATION 1 1 DETAIL 3" C B ATTACH ASTRAGAL THROW BOLT7 STRIKE PLATE TO FRAME AS SHOWN. a 1 C 2 1 12 = VAV N.T.S. t 040, W. JK e or- er LFS 3 DETAIL "4" maww "%; a FL -15225.5-66 a a 9ECf 4a fi INTE 1 VERIT L CROSS SECTION n I® Immm Wm mom 4-'N V SECHON 6 oon pwosa p w•s• t Ifl*11 INTERIOR EXTERIOR EXTERIOR INTERIOR al Q 20 v s dd 13 21 12 13 2 YE 11CAL CROSS SEC1fON 3 VE CAL CROSS SECTION QS con .•_ ci EXTERIOR n INTERIOR 5 CAL CROSS SECITON 00 EXTERIOR 2` INTERIOR 6 VERRCALCROSSSECIION p ooNgm on oro. r DK W. L owro o, FL -15225. DW 6 or IMF Q,, in NMI s I I MULLION` SHOWN FOR •{ N ` OPMASONRY REFERENCE , ENING. HEAD OPENING TYP NTYp y do JAMBS HEAD I I HEAD I I Qc JAMBS Qc JAMBS I I of 11 N s t' I J V o II nCi 2X BUCK I;I 'W 2X BUCK II o o • Ai MULLION — All 1d 11 SHOWN FOR II vl ( I I I REFERENCE I I 2X BUCK I I I I II II II 77,•. .N. 7 - l•.ti .,. m Y SINGI E W/SIDELITES cr SINGLE DOOR BUCK ANCHORING MASONRY OPENING NOTES: 2X BUCK I.4xbuck min. S.G. T: ty SS eoNClretE ANCIbR NorEs: 1. Conoete arxTo Ia all of tha comas mar be adjusted to mdntdn Rte min. edge dbtarrce to morto joinh 2 Concrete anchor bcations noted m 7A" ON CENTER' mug be adkated to matntah tete mh edge cStance to mortarjoint. oddrtbnd Conaota orlchoa mw be requied to mare ft WAX. ON CENIEII•dunerubn aro not exceeded 3. Concrete anchor table: ANCHOR ANCN& AUfi CILIWXN f01<I !!AY AWL C FVPE Slip LMSEQAIk7lFI on ANCITOA aw 0 I/4 1.1/4 r TA 1 II 1 1 MULLION SHOWN FOR 1 1.114 1' 4 uulucoN OR1SHOWNFOR- 1 1 1 -4- 2X BUCK h U 4;. 8 4IW. e. II 1 1 4 1 TYP. HEAD 6c JAMBS Ok ASTRAGAL 1 SHOWN FOR 1 REFERENCE 1 1 II 1 1 MULLION SHOWN FOR 1 1 TYP. II 1 OR1SHOWNFOR- 1 1 1 1 do JAMBS 1 2X BUCK h U MASONRY Dom F W/SIOELRES ePFNINC BUCK ANCHORING rFL– N.T.S. JK W. LFS i 5225.5–HO 4;. 8 4IW. e. II E II 1 II 1 II 4 I I MULLION SHOWN FOR 1 MULLION TYP. II REFERENCE OR1SHOWNFOR- HEADHEAD 1 REFERENCE II do JAMBS 1 II 1 II II 1 II tl' 1 II AST II 1-SHOWN OR II I 1 REFERENCE II II 1 II• I I II 1 11 1 11 io no II 1 II 11 1 II MASONRY Dom F W/SIOELRES ePFNINC BUCK ANCHORING rFL– N.T.S. JK W. LFS i 5225.5–HO C. 4 3. w/Ix BUCN 9 INSTALLATIOi T /' NEAo k JAMBS SEE 16 OETAIL 4. IU 1 111 1T 1u 1 5 ui VFW 'C'— C" OBSF DOOR W/SIDERES Item DESCRIPTION 1 SEE A IU SEE NOTE 3 SHEET 3 1 JII1 g 1 I— 1 J C 10 X 1 P WOOD CREW MULUON1SHOWNFOR 1 TO x 314- FH SCR H1n a to rome REFERENCE 4 ASTRAGALSHOWNFOR 1 1REFERENCE ONLY 1 1/4- x 3-3 4 ITW PFH CONCRETE SCREW 1 10 t6 16 1 G 16a w/Ix BUCN 9 INSTALLATIOi T /' NEAo k JAMBS SEE 16 OETAIL 4. IU 1 111 1T 1u 1 5 ui VFW 'C'— C" OBSF DOOR W/SIDERES Item DESCRIPTION Material A 10 x 2-1 2 PFH SCREW STEEL g 1 I— STEEL C 10 X 1 P WOOD CREW L 1 TO x 314- FH SCR H1n a to rome STEEL 4 1 4 x 2-3 4 PFH ELCO OR ITW CONCRETE SCREW 1/4" x 1-314- ITW PFH CONCRETE SCREW STEEL 1/4- x 3-3 4 ITW PFH CONCRETE SCREW STEEL 10 8 X 3 H S STEEL L 11 13116" if x 3-1 4 ITW PFH CONCRETE SCREW 17/4' x 3-114- ITW PFH CONC ETE SCREW STEEL PSI MIN. TO ACI CONCRETE 13 301 ORYHOLLOW BLOCK CONFORMINJOOO G TO ASTM C90 1616 1 4 X 2-1 4 PFH TfW CONCRETE SCREW TEL JAMB PINE SG - 0.4T W000 21 3/4" THK. PRESSURE TREATED SIOELITE PAD WOOV 30 112 - X t' X 25 GA. CORRUGATED FASTENER STEEL A" 3" 1 1-6- SEE w/2X t311C1c A SEE DETAIL 1 INSTI1w % I 3" 1 W/Tx 13NCK • , 1 INSTALLATION 1 IYP. NEAR t + p 1 JAM85 — ASTRAGAL- _ SHOWN FOR REFERENCE 1 ONLY 1 i 1 16 t6 In JreC o i 8 SEEg = ETAIL - -+i 1. - - r& ; t-.4 and d T- in o d W gigig 4 WEN A A smw r/ arla" commofm RtSTa.m soopt TO 00011 J111S OOIbEC110131 2 t 0 mLL_.LLLL 'LLL. ATTACH ASTRAGAL THROW BOLT STRIKE PLATE TO FRAME AS SHOWN. AM 5 h u m 2/21/f2 sora N.T.S. 5 ac, m JK ra ar ,.. LFS 3 Owwo Mo: d a FL -15225.5-80,; a 4'N VEIMCAL CROSS SWOON b 0Con"um= itin INTERIOR Q( ERIOR ERIOR INTERIOR 20 5 21 no 213 13X cwl . gg3E$• n z 16 N u 2 VEIMCAL SECITOM 3 VEIMCAL CAIM SECTIO J EXTERIOR r1 INTERIOR 8i VEIMCAL CROSS SECTION EXTERIOR 1 INTERIOR 6 VMAL SEMON 6 a.. on AMIL Au N.T.S. 9 rr JK a w LF5 15225.5-801; A -a p 7 Aet INTERIOR INTERIOR s om= rg deN 7 14 C GE' 3 EXTERIOR EXTERIOR INTERIOR H er e j 1 HORZONTAL CROSS SE N 3 ON AL CR ON MC91b 1Oa^ bG Z l lc G! C E nI EXTERIOR 5 HOR0*4 CROSS SECON INTERIOR INTERIOR a. 69/ I Omb i k' I 3 EXTERIOR EXTERIOR H h M 7 2 oae Z 2t12' H sxr. N.T.S. 5 oc. e+• JK 2 ORRO AL CROSS SECTION 1 HOR M LCOS SECTION OK en 1FS awwc M& a FL-15225-68MI. tswinpeonfig rolbn 69/ a 1 0,, 2 69/16 lornb sw 2 or O I VIEW'V. SINGLE DOOR W/SIDEUTES SEE DETAIL'S I SEE DETAIL'S VIEW i'- r VIEW V" -'D' 1. Coomets anchor bcaftm of Me comen maybe adutled to mahtain the mtn. @4"'w, , la morfar johts. 2. Concrete andsorbcarions noted a, WtAx. ON C[dMr mal be ac$ated to maintain the mh edge distance to nada Jobrb. odahlond concrele anahan may be mqured to we" the A1AK ON ce,lW dwwuion ars not ewceeded. J. Concrete anMor table: z r r, r 1 I oHEAD T1 P. OqDWTNEAinF k MUWON FMEEQ6IBR SHOWN FOR ANCHOROONsMr R061BICE - G b9/16 AME O TYP.O JAMES H M/16 AME S 16 I VIEW'V. SINGLE DOOR W/SIDEUTES SEE DETAIL'S I SEE DETAIL'S VIEW i'- r VIEW V" -'D' 1. Coomets anchor bcaftm of Me comen maybe adutled to mahtain the mtn. @4"'w, , la morfar johts. 2. Concrete andsorbcarions noted a, WtAx. ON C[dMr mal be ac$ated to maintain the mh edge distance to nada Jobrb. odahlond concrele anahan may be mqured to we" the A1AK ON ce,lW dwwuion ars not ewceeded. J. Concrete anMor table: SIMM NOTES: 1. The slde6te b dveef set Into the Jamb with (123 08 x 7 Pm. wood screws. There ors N1 01 each vertical Jamb, from the top down of 13.5: 31 . 49.S' a 66'. There are (2) of the header of r from the ovale corners of the Dome, mere ars (2) of the sR, r' from She oublde comers. IA HEADDTTP. O HERO F /iii IIEAo MULLION AN6MOR MW MIM. CU*ANCfl AVN. C(UMMCB10elASONRyTOACJACEN7 k Sao FMEEQ6IBR EOG6. ANCHOROONsMr FAKKOR 1-1/f rC S 1/` 1.1/r 1• ON WVIP 1.114,AS SHOWN ASSNowN TAICON 1 SIMMNOTES: 1. The slde6te b dveef set Into the Jamb with (123 08 x 7 Pm. wood screws. There ors N1 01 each vertical Jamb, from the top down of 13.5: 31 . 49.S' a 66'. There are (2) of the header of r from the ovale corners of the Dome, mere ars (2) of the sR, r' from She oublde comers. IA HEADDTTP. O HERO F /iii IIEAo MULLION w c SHOWN FOR n RBIBIENCE _ y 69/16'AMB TTP. O JAMES o 4A/I6 JAMS ri 4— 1E_ Q O SEE Lza'r SINGLE DOOR W/SIDELITE VIEW Ir -'r 16911 AME- TTP. O JAW 49/16'JAME_ T1=, d o SEE S I r SINGLE DOOR VIEW A•. A• K o. JK o FL'- 15225-68M o R W R W Building Consultants, Inc. B Consulting and Engineering Services for the Building Industry C P.O. Dox 230 Vdrico, FL 33595 Phone 813.659.9197 Florida Board or Professional EnBbuxrs Cenifiale orAulhorintion No. 9813 Product Cate Sub Category Manufacturer Product Name Thermo Tru Corporation Smooth -Star" and "Benchmark by Thermo -Tru" Exterior Swinging 118 Industrial Dr 8'8 Single & Double Opaque or Glazed Panels w/ 6 w/o Sidelites Doom Exterior Door Edgerton, 01-1143517 Inswing I Outswing Assemblies Phone 419.298.1740 Insulated Fiberglass Door with Wood Frames Scope: Product Evaluation report issued by R W Building Consultants, Inc. & Lyndon F. Schmidt, P.E. (System ID all 1998) for Thera Tru Corporation, based on Rule Chapter No. 61G20-3, Method 1A of the State of Florida Product Approval, Dept. of Business & Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. Umftatfons: 1. This product anchoring has been developed In compliance with the 5th Edition (2014) Florida Building Code (FBC) structural requirements excluding the "High Velocity Hurricane Zone". See the Certification Agency Certificate for sizes, specifications and design pressure ratings. 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing, stucco, foam, brick and other wall coverings. 3. Wood screws shall be Installed following Installations instructions of ANSI AFBPA NDS 2012. All other fastener types to be Installed following fastener manufacturers installation instructions. 4. Fastener embedment depths, edge distance and center -center distances shall be speed 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 / stlW material that complies with the requirements of the FBC. 6. Positive and negative design pressure requirements for use with drawing FL -15225.5.68 shall be determined by others for specific jobs in accordance with the governing code. 7. Site conditions that deviate from the details of drawing FL -15225.568 require further engineering analysis by a licensed engineer or registered architect. Supporting Documents: 1. Test Report No. Test Standard ETC -01-741-10702.0 ASTM E330-02/ TAS 202-94 ETC -01-741-11008.0 ASTM E330-02 / TAS 202-94 TEL 01460147 ASTM E330-02 / E1886-02 / E1996-02 2. Drawina No. Prepared by No. FL -15225.5-668 RW Building Consultants, Inc. (CA 09813) 3. Calculations Prepared by Anchoring RW Building Consultants, Inc. (CA #9813) Sheet 1 of 1 TesUna Laboretory Sinned b ETC Laboratories Wendell W. Haney, P.E. ETC Laboratories Joseph L. Dolden, P.E. Testing Evaluation Lab. Lyndon F. Schmidt, P.E. Slatted & Sealed by Lyndon F. Schmidt, P.E. Sinned & Sealed by Lyndon F. Schmidt, P.E. Y i !` 111-/l rfi Lyndon F. Schmidt, P.E. FL PE No. 43409 2/68015 R R W Building Consultants, Inc. W Consulting and Engineering Services for the Building Industry B P.O. Dox 230 Valrieo, FL 33595 Phone 613.659.9197 Florida Board of Professional Engineers Cedincate of Authoriration No. 9813 Scope: Product Evaluation report issued by R W Building Consultants, Inc. d Lyndon F. Schmidt, P.E. (System ID 81998) for Therma Tru Corporation, based on Rule Chapter No. 611320-3, Method 1A of the State of Florida Product Approval, Dept. of Business & Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial Interest In the company manufacturing or distributing the product or in any other entity involved In the approval process of the product named herein. Umltedons: 1. This product anchoring has been developed M compliance with the 5th Edition (2014) Florldd Building Code (FSC) structural requirements excluding the'41igh Velocity Hurrksne-Zone. See the Conilkation 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 shag be beyond wall.dressing, stucco, foam, brick and other wall coverings. 3. Wood screws shall be installed following Installations instructions of ANSI AFBPA NDS 2012. All other fastener types to be installed following fastener manufacturers installation instructions. 4. Fastener embedment depths, edge distance and center -center distances shall be specified by the fastener manufacture, but in no Instance shag they be less than shown in drawing FLA 522548M. 5. Where shims are used, they must be a 'rigid / stiff" materiel that complies with the requirements of the FBC. 6. Positive and negative design pressure requirements for use with drawing FL -15225-68M shall be determined by others for specific jobs in accordance with the governing code. 7. Site conditions that deviate from the details of drawing FLA 5225-68M require further engineering analysis by a licensed engineer or registered architect. Suppordng Documents: 1. Test Report No. Test Standard TEL 01460145 ASTM E330-02 / E1886-02 I E1996-02 ETC 01-741-11006.0 ASTM E330-02 / TAS 201, 202, 203-94 2. Drawinn No. Prepared by No. FL -15225-68M RW Building Consultants, Inc. (CA #9813) 3. Calculations Prepared by Anchoring RW Building Consultants, Inc. (CA #9813) Sheet 1 of 1 Teatina Laboretorr Sinned Testing Evaluation Lab. Lyndon F. Schmidt, P.E. ETC Laboratories Joseph L. Dolden, P.E. Sinned tt, Sealed by Lyndon F. Schmidt, P.E. Sinned S Sealed by Lyndon F. Schmidt, P.E. 4 ':Y39 its: C_TA'I E OF .:4j 0113 11111;'10% , Lyndon F. Schmidt, P.E. FL PE No. 43409 2162015 Lt' RO• 17P Qom, h CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: / ")_ / 9 q,9 Documented Construction Value: $ o909•cjrj fit% 1 WES Job Address: LAaA 1QGQ Rost LANE Historic District: Yes No Parcel TD: E Residential g Commercial Type of Work: New 9 Addition Alter ion Repair Demo Change of Use Move Description of Work: NEW RESIDENTIAL PLUMBING Phone: Fax: . Email: Property Owner Information AylAl2 Mo1212 SoN City, State Zip: Contractor Information Name NORTHWEST PLUMBING OF ORLANDO Phone: (770) 941-5421 x 2045 Street: 6310 MABLETON PARKWAY, SUITE 1000 Fax: (770) 941-9522 City, State Zip: MABLETON, GA 30126 State License No.: CFC1426562 Name: Street: City, St, Zip: Bonding Company: Address: Architect/Engineer Information Phone: Fax: E-mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMFUENCEINIEN'T. Application is hereby made to obtain a permit to do the work and installations as indicated. 1 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 regulati ng construction in this jurisdiction. 1 understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date or applicnlion and the code in errect as or tint date: 5i° Edition (2014) Florida Building Code Revised- June 30. 20 13 Permit Appliention 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 lee 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 constructio.and zoning. Signature of Owner/Agent Date Signature of Cont or/Agent le Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID ToNy /14411,4A FY Prim Contractor/Agent's Name Signature of Notary- Smv tof Florida s Datf EXPIRES GEORGIA s JUNE S. 2020 elG Contractor/Agent is Personally Known tti'IVJt l" nt ` J 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: Milt. Occupancy Load: # of Stories: New Construction: Electric - # of Amps, Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES: FIRE: Plumbing - # of Fixtures Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Revised- lune 30.2013 Permit Application IN CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: - Z C! 1/ 1 Documented Construction Value: S i;__00d Job Address: ,/ u7 `1 7 Historic District: Yes No)q Parcel 1b: Residential z Commercial Type of Work. New Addition Alteration Repair Demo Change of Use [3 Move El. Description of Work: Plan Review Contact Person: Title: Phone: Fax: Email: Property Owner Information Nam e-Te,ulciE rfYbrrid-Ibrn Phone: 4cri CoA9 -OD `)'1 Street: QroC o i.t Resident of property? : v City, State Zip: L - Contractor Information: Name .l'1f1 1 ie )ts 'c.a X Phone:. HC9'1 ` la -aa o"7 Street: Fax _ 4(n II -Q-01-11 City', State Zip:';. Of*I 04a d b _F'L_ State License No.: C cco R Name: Street: City, St, Zip: Bonding Company: Add Fess: Architect/Engineer Informafion Phone: Fax: E-mail: Mortgage Lender: Address: ANARNING•TO-OWNER: YOUR FAILURE TO RECORD A NOTICT,.OF COKMA.,CElVIE1;IT MAY RESULT IN YOUR PAYING TWICE :FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST .Y3 RECORDED AND PdSTE17 ONT141 70B '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 hascommencedpriortotheissuanceofapermitandthatallworkwillbeperformedtomeet -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. oa_n ._ :_.__:, .a ...:• .. a a anntication and the code In effect as of that date: r Edition (2014) Florida Building Code e there may be additional restrictions applicable to this property that may beNOTICE: In addition to the requirements of this permit, found in the public records of this county, and there may be additional permits required from tal entities such as waterothergovernmen management districts, state. agencies, or federal agencies. FS 713. Acceptance of permit is verification that I will notify the owner of the propertyof the requirements of Florida Lien Law, recuted ct y of the The Ci of Sanford requires payment of a plan review fee at the time ofPermitmated on traction value of the job at the timeflo issubmittal. City in order to calculate a plan review charge and will be considered the estin in The actual construction value will be' figured based -on the currentl the executed contra exceed the actual cect at the timCValuationTableCtheer itis is value, accordance with local ordinance. Should calculated chargesg credit will be applied W your permit fees when the'permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing issued - informationon and zoning. to and that all work will be done in compliance with all applicable laws regulating construe. Signature of Ovmer/Agent Date Print OwntdAgent's Namo 1.7 SignatureofCo rector/Agent—t Date Print Co ctodAgent'$ Name gl 1117 DO* Signal KAR NHUGHES signaturaofNotary-State•ofFlorida • Notal c - StateotFlorida Commisg0n 1 GG 069888 My Comm. Hpires Mai 26, I021 amdtdlNag NMbn+t o1+7ky'. Personally Known to Me, or Contractor/Agent'is personally Known to Me or owner/A,gent Typ Produced ID Type of ID Produced ID _, __ a of ID'_ BELOW YS FOR OFFICE USE• ONLY f ec Building[] Electrical Mhanical Plumbing Gas Roof i Permits Required: B g Flood. Zone: Occupancy Use: Construction Type: Min. Occupancy Load # of. Stories: Total Sq Ft of Bldg: A N Co i a i lnPlumbing -4 of Filtures New Construction: Electric - # of Amps -,200 _ of HeadFire Alarm Permit: Yes[) No. Fii•e.Sprinklq Permit..YesO No -O s R,ITIES: WASTE WATER: APPROVALS: ZONING: — BUILDING: • ENGINEERING: FIRE: COMMENT'S: COUNTY OF SEMINOLE IMPACT FEE STATEMENT STATEMENT NUMBER: 17100004 BUILDING APPLICATION #: 17-10000412 BUILDING PERMIT NUMBER: 17-10000412 UNIT ADDRESSooqOCKY GROE liN TRAFFIC ZD ISDICTION: SEC: TWP: RNG: -...., * SUF: SUBDIVISION: PLAT BOOK: PLAT BOOK PAGE: OWNER NAME: ADDRESS: DATE: July 06, 2017 21-19-30-510-0000-2920 PARCEL: TRACT: BLOCK: LOT: 33 8.3g10 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: 424 ROCKY GROVE LANE THORNBROOKE PH 4 LOT 292 SFR FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE TYPE DIST SCHED RATE UNITS TYPE ROADS-ARTERIALS CO -WIDE ORD Single Family ROADS -COLLECTORS HouW$g N/A 705.00 1.000 dwl unit 705.00 Hou$ing 00 1.000 dwl unit 00FISRE1ngRleCUEmily LIBRARY CO -WIDE ORD 00 Single Family SCHOOLS Housing 54.00 1.000 dwl unit 54.00 Single Family CO -WIDE ORD Hou7ing 51000.00 1.000 dwl unit 5,000.00 PARKS LAW ENFORCE N/A 00 DRAINAGE N/A 00 AMOUNT DUE 5,759.00 RECEIVEDTBYAR(-/aM NATURE: `'7-^ PLEASE PRINT NAME) DATE: 1 NOTE TO RECEIVING SIGNATORYIAPPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY REESULT IN YOUR LIABILITY FOR THE FEE. *** DISTRIBUTION: 1 -BLDG DEPT 3 -APPLICANT 2 -FINANCE 4 -LAND MANAGEMENT NOTE** PERSONS ARE ROADTHFIRE_%RESIS CUE, LIBRARY AND/ ORE EDDUE UCATIONAL THE ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THS REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD FL, 32771; 407-665-7356. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER c AND SHOULD REFERENCETHECOUNTYBUILDINGPERMITNUMBERATTHETOPLEFTOFTHISSTATEMENT. THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE DETAIL OF CALCULhTION AVAILABLE UPON REQUEST. CALL 407-665-7356. Revision Response to Comments O Permit # l /_ 4 Project Address: Contact: Daphne Ph: 407-257-6940 Email: daphneclarkinc@cfl.rr.com Trades encompassed in revision: E(Building Plumbing Electrical Mechanical Life Safety Waste Water Department Utilities Waste Water Planning Engineering Fire Prevention 0 Building City of Sanford Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfbrdfl.gov Submittal Date 11/8/17 Fax: General description of revision: w Ono S r'F co 1 N ROUTING INFORMATION Approvals MCD MONTA CONSULTING & DESIGN OF WMR AND ASSOCIATES, LLC 2 2 2 SOUTH WESTMONTE DRIVE, SUITE 1 0 0 ALTAMONTE SPRINGS, FLORIDA 3 2 7 1 4 P H O T E 4 0 7. 6 8 1 - 1 9 1 7 F A X 4 0 7. 6 8 1 - 1 9 2 0 TRANSMITTAL SHEET TO: DATE: Taylor Morrison November 3, 2017 A'rrENTI ON FROM: Kim Carter MCD PROJECT' NO- PROJECT NAME: 2170493 TB -97 (4N)(Darlington (TNl) AL) EOR: DAHLKE Quantity I Items 2S&S (2406) & Narrative Framing Repair (Bearing Wall) Remarks: 11/3/2017 I a L Monta Consulting & Design of WMR and Associates, LLC Mayflower Center Phone (407) 681-1917 222 S. Westmonte Drive, Suite 100 Certificate of Authorization # 9177 Altamonte Springs, FL 32714 montaconsulting.com Structural Engineering, Truss Engineering, Third Party Inspection, Forensic Study, Project Management Residential Design and BIM Modeling for Homebuilders TAYLOR MORRISON Thornbrooke — Lot 97 (40's) (Darlington A) Date: November 2, 2017 Plan Revision: Framing Revision at Bearing Wall and Ledger REVISIONS 1. Removed BW3 callout from the bearing wall between the Master Bedroom and the Family Room. This framing is not required. 2. Updated note for ledger connection and truss attachment at rear Lanai. All the changes on the structural plan have been clouded and notated with delta 1. Sheet(s) revised: S 1, S4 Revision Response to Comments qPermit # lq(l Project Address: w 1.4 i -.J W Submittal Date City of Sanford Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov 10/25/17 Contact: Daphne Ph: 407-257-6940 Fax. Email: daphneclarkinc@cfl.rr.com Trades encompassed in revision: Building Plumbing Electrical Mechanical Life Safety Waste Water General description of revision: PRODUCT APPROVALS REVISED ROUTING INFORMATION Department Approvals Utilities Waste Water Planning Engineering Fire Prevention 0 Building SF 1 1 % n RECORD COPY CBUCK Engineering Spxlalty Structural Englneerinq CBUCK, Inc. Certificate of Authorization 118064 Evaluation Report MMI -2" Off Ridge Vent Ridge Vent Assembly Manufacturer: Millennium Metals, Inc. 10200 Eastport Road Jacksonville, FL 32218 877) 358-7663 for Florida Product Approval FL 16568.1 R1 VteVJ! SJ0tA Florida Building Code 5th Edition (2014) Per Rule 611320-3 Method: 2 - B o\0NG SPNFOFtO OFPAR` Category: Roofing Sub - Category: Roofing Accessories that are an Integral Part of the Roof System Product: "MMI -2" Off Ridge Vent Material: Steel Support: Wood Deck Prepared by: James L. Buckner, P.E., SECB Florida Professional Engineer # 31242 Florida Evaluation ANE ID: 1916 Project Manager: Youry Demosthenes Report No. 14-104-MM12-StORV-ER-14 Date: 2 / 26 / 15 Contents: Evaluation Report Pages 1— 7 3. amu..k seas w newwkaW.iml 1111111111///// L B!'!c r No 31242 0, n' STATE OF s'•.""( OR101' .•' 2: ON ALSa0'\ 1/11111111 DW+N Uped be: lames l &ALmn. P.E. CBUCK, Inc. 2015.03.0210:57:51 -05'00' 1399 N. Killian Drive, Suite 4, West Palm Beach, Florida 33403 Phone: (561)491-9927 Fax: (561)491-9928 Website: www.cbuckinc.net FL #: FL 16568.1 R1 Date: 2/26/15 CBUCK Engine -- rinq Page rt No.: 25--104-MM2-St0RV-ER 14 SpealcgWW Structural Englneprinq CBUCK, Inc. Certificate of Authorization #8064 Manufacturer: Product Name: Product Category: Millennium Metals, Inc. MMI -Y" Off Ridge Vent Roofing Product Sub -Category Roofing Accessories that are an Integral part of the Roofing System Compliance Method: State Product Approval Rule 61G20-3.005 (2) (b) Product/System "MMI -2" Off Ridge Vent Description: Steel off ridge vent for shingle roofs mechanically attached to Plywood Deck. Product Assembly as Refer to Page 4 of this report for product assembly structural components: Evaluated: 1. Off Ridge Vent 2. Fasteners 3. Roof Cement Support: Type: Wood Deck Design of support and its attachment to support framing is outside the scope of this evaluation.) Description: 15/32 (min.) or greater plywood, or Wood plank (min. specific gravity of 0.42) Slope: 2 : 12 or Greater Performance: Wind Uplift Resistance Design Uplift Pressure: - 75 PSF Allowable design pressure for allowable stress design (ASD) with a margin of safety of2to1. FL ##: FL 16568.1 R1 Date: 2/26/15 Page rt No.:350104-MM2 StORV-ER 14CBUCKEncgincerinq Speclalty Stfuctural Engineering CBUCK, Inc. Certificate of Authorization #8064 Performance Standards: The following test protocols were performed to demonstrate compliance with the intent of the code as this product is not addressed specifically in the code. ASTM E330-02 — Standard Test Method for Structural Performance of Exterior Windows, Doors, Skylights and Curtain Walls by Uniform Static Air Pressure Difference Code Compliance: The product described herein has demonstrated compliance with Florida Building Code 5th Edition (2014), Section 1709.2. Evaluation Report This product evaluation is limited to compliance with the structural requirements of Scope: the Florida Building Code, as related to the scope section to Florida Product Approval Rule 61G20-3.001. Limitations and • Scope of "Limitations and Conditions of Use" for this evaluation: Conditions of Use: This evaluation report for "Optional Statewide Approval" contains technical documentation, specifications and installation method(s) which include Limitations and Conditions of Use" throughout the report in accordance with Rule 61G20-3.005. Per Rule 61G20-3.004, the Florida Building Commission is the authority to approve products under "Optional Statewide Approval". Ootion for aaDlication outside "Limitations and Conditions of Use" Rule 61G20 -3.005(1)(e) allows engineering analysis for "project specific approval by the local authorities having jurisdiction in accordance with the alternate methods and materials authorized in the Code". Any modification of the product as evaluated in this report and approved by the Florida Building Commission is outside the scope of this evaluation and will be the responsibility of others. Refer to applicable building code section for ventilation requirements. Design of support system is outside the scope of this report. Fire Classification is outside the scope of Rule 61G20-3, and is therefore not included in this evaluation. This evaluation report does not evaluate the use of this product for use in the High Velocity Hurricane Zone code section. (Dade & Broward Counties) Quality Assurance: The manufacturer has demonstrated compliance of roof panel products in accordance with the Florida Building Code and Rule 61G20-3.005 (3) for manufacturing under a quality assurance program audited by an approved quality assurance entity through Keystone Certifications, Inc. (FBC Organization #i: QUA 1824). CBUCK E=ncginL=L=rinq FL #: FL 16568.1 R1 Date: 2/26/15 Report NO.: 15-104-MM2-St0RV-ER 14 Page 4 of 7 Specialty Structural Engin arinq CBUCK, Inc. Certificate of Authorization #8064 Components/Materials Ridge Vent: "MMI -2" Off Ridge Vent by Manufacturer): Material Type 1: Steel Thickness: 26 gauge (min.) Yield Strength: 40 ksi min. Corrosion Resistance: In compliance with FBC Section 1507.4.3: ASTM A792 coated, or ASTM A653 G90 galvanized steel Nominal Dimensions: Width: 24" Height: 4 -1/2 - Lengths: 2', 4', 6', 8' and 10' Fastener(s): Base Fastener: Purpose: Attaches Ridge Vent Base Flange to Deck Type: Annular Ring Shank Roofing Nails Size : 11 gauge x 1-1/2" Corrosion Resistance: Per FBC Section 1506.5 Standard: Per ASTM F 1667 Alternate Fastener: Purpose: Attaches Ridge Vent Base Flange to Deck Type: Hex -Head Wood Screw Size : #10 x 1-1/2" (min.) Corrosion Resistance: Per FBC Section 1506.6 and 1507.4.4 Standard: Per ANSI/ASME B18.6.4 Roof Cement: Type: Asbestos -free asphalt based roof cement w/ SBS rubber Application Size : 1/4" thick minimum Standard: Per ASTM D 3019 Type III and ASTM D 3409 FL #: FL 16568.1 R1 Date: 2/26/15 CBUCK Engineaerin9 Page Report No.: 55-1-MM2-StORV-ER 14 ISpeciaWt.y Structural Engineering CBUCK, Inc. Certificate of Authorization #8064 Installation: Installation Method: Refer to drawings on Pages 6-7 of this report.) Prepare deck opening by trimming any shingles & nails that may interfere with ridge vent installation. Apply roof cement to the underside, back and side flanges of the ridge vent. Cement should be a 1/4" thick and extend 2" onto roof underlayment. (Install cement in compliance with manufacturer's installation guidelines.) Position vent flange beneath loosened shingles and align with deck opening. Attach vent top, bottom and side flanges to deck with nails or screws spaced 4" o.c. and 1-1/2" from each end. Minimum fastener penetration thru bottom of support, 3/16". Install the "MMI -2 Off Ridge Vent" assembly in compliance with the installation method listed in this report and applicable code sections of FBC 5th Edition (2014). The installation method described herein is in accordance with the scope of this evaluation report. Refer to manufacturer's installation instructions as a supplemental guide for attachment. Referenced Data: 1. ASTM E330-02 Uniform Static Air Pressure Difference Test Architectural Testing, Inc.(FBC Organization #TST ID: 1527) Report #: D0249.02-450-18, Report Date: 8 / 29 / 13 2. Quality Assurance By Keystone Certifications, Inc. (QUA ID: 1824) Millennium Metals Licensee # 423 3. Certification of Independence By James L. Buckner, P.E. @ CBUCK Engineering FBC Organization # ANE 1916) CBUCK Engineaerinq FL #: FL 16568.1 R1 Date: 2/26/15 Report No.: 15-104-MM2-StORV-ER 14 Page 6 of 7 Specialty Structural Englri~nq CBUCK, Inc. Certificate of Authorization #8064 Installation Method Millennium Metals, Inc. MMI -2" Steel Off Ridge Vent Attached to Wood Deck 4 1/2 in. I 1 5-1/2" Profile Drawings 18-1/4" 12" Side View (Not To Scale) Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Wood Screws MMI -7 Steel Off Ridge Vent Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Wood Screws Lower Slope Front) Typical Side View (Not To Scale) 3" Higher Slope Back) FL #: FL 16568.1 RI Date: 2/26/15 CBUCK Enginelerin9 Page rt No.: 7 o 04-MM2-St0RV-ER 14 SpxlcgWW Structural Emoneerinq CBUCK, Inc. Certificate of Authorizotion #8064 Installation Method Millennium Metals, Inc. MMI -2" Steel Off Ridge Vent Attached to Wood Deck 11/7 o.c. 1 12" 4" o.c. 4" o.c. Typical, Maximum Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR Base Flange 10 min. Wood Screws Top Plan View (Not To Scale) Typical Fastening Pattern) off: Nominal Lengths 4 Ft. 6 Ft. arse 8 Ft. Ja ab e • • • i Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR y - ; - #10 min. Wood Screws Typical Ridge Vent Assembly Isometric View (Not To Scale) Florida Building Code Duct Leakage Results Builder Neighborhood: i Address: C71-2: WMFIOMU Square Footage: Stage of Construction for Test Lot #: 9 7 State: FL Permit M F]Rough in with Air Handler E]Rough in no Air Handler Z Post Construction Duct Leakage Test Results: o I Duct centLeakagerpe requirement. Io Systemy CFM25 Square Footage Duct Leakage CFM/100s ft. Location Pass or Fail z 25Y -z, Z, 3 Z Re- n p t ks 2 3 4 5 V] Pass r-] Fail Rating Company: SkveTec® Inspection Date: 7 -`ZZ Rater Name: Na /,--- "/- , 47 Oz'— Rater Signatuk: me" The Energy Code Experts 9570 Regency Square Blvd. Suite 410 Jacksonville, FL 32225 Phone: 904.482.4000 1 1.866. SKYETEC www.SkyeTec.com FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: t -i [ Builder NameO./ 1,0 – WkO - " sdl'ls, Street: gZ'L s e OLK Permit Office: City, State, Zip: ,, 3 Z?% 1 Permit Number: Design Location: vt j0 i:–OCA-d" Jurisdiction: Envelope Leakage Test Results Single Point Test Data: – 7b' HOUSE PRESSURE: 1 FLOW: (Z Leakage Characteristics CFM (50): 176 Z ACH(50): q—,7,--,7 R402.4.1 Z- R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During Testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida EnergyJ80tr1equirements in accordance with section R40 .4.1.2, I /rte y/ / SIGNA PRINTED NAME: EM V / DATE: Z ~ 7, Z — C 0ywlk Where required by the code official, testing shall be conducted by an approved third -party. A written report of the test results shall be signed by the third party conducting the test and provided to the code official. BUILDING OFFICIAL: DATE: DESCRIPTION AS FURNISHED: Lot 97, THORNBROOKE PHASE .4, as recorded in Plat Book 81, Pages 70 thru 71, Public Records of Seminole County, Florida. BOUNDARY FOR/CERTIFIED TO: Ukera Kasomoli Peero and Zokiyo Ukera Peera; Inspired Title Services, LLC; First American Title Insurance Company NARCISSUS AVENUE (R/W VARIES) N 89°58'38" E 40.00' o` REC518'I.R. 0. 10' LANDSCAPE, WALL IF< fib REG. 1/?" I.R. FENCE, UTILITY ESMT. I.D. P.O.L. 0 110.0' y4596 P.O.C. 0 110.0' 19.80' 19.80' sa9pti ryk' CONE. ? 1 ( WAIT 7.0'x3.5' RS A Z ) LOT 97 AC PAD 5.00' 14.3' 15.7' y ` 1VOois o. CONE.NG. Nr viG 5.00' 14.3' 1 (7 1 8" RECESS FOR POCKET SLIDER C\z O nt • TWO STORY O RESIDENCE O o F.F.=25.61o LOT 98 LOT 96 O e o O O A O O cohry 5.0' 5.00' COV'D. o BRICK 8.8' 0 Oi RICK WALK 1 1 5.00' 21.3' 16' BRICK FF 25.20 DR' 25.20' lJa 1.0' 10' UTIL. ESMT. 1.0' 60• OFF OFF 216.58'- 0( PC) REC. 1/2" I.R. 5' CONC WALK REC. 5/8" I.R. 14596 NO I.D. B.B.) N 89058'38" E ON LOT AREA CALCULATIONS: 50 FT. 40.00' SOFT. LIVING = 1,467 YIO Iy9 GARAGE = 455 . SO FT. r1i ENTRY = 71 SOFT. G 0 GQLO LANAI = 139 SO FT. BREEZEWAY- N/A SOFT. RED ROSE LANE A/ CEWAY PAD - 183 SO.rT. 50' R/W) TRACT I WALKWAY = 704 so rr IMPERVIOUS = 54.6 UTILITY 4( ACCESS R/W = 2.623 SO.FF. G SOD 2177 SO.rT. L A A CALCULATIONS: YV Q R/W = 440 s0 rT Vo PROPOSED = FINISHED SPOT GRADE ELEVATION APRON - 110 SO. FT SIDEWALK = 200 SOFT PER DRAINAGE PLANS V` PROPOSED DRAINAGE FLOW BUILDING SETBACKS: FRONT a 25' SOD = 130 SOFT. LOT GRADING TYPE A • REAR = 15' TOTALAREAS: PROPOSED INFORMATION SHOWN AREA = 5.240 SO FT. PROPOSED F.F. PER PLANS a 25.6' ++ SIDE = 5.0' BASED ON SUPPLIED PLAN DRIVEWAY = 513 SOFT. SIDE CORNER - 10' AND/OR INSTRUCTIONS PER SIDEWALK = 270 SOFT. PROPOSED GRADE PER CONSTRUCTION PLAN +} CLIENT NOT FIELD VERIFIED SOD = 2,307 SOFT CRUSENME.M?-SCOTT LJL, ASSOC, INC. — LAND SURVEYORS LEGEND - LEGEND - 5400 E. COLONIAL DR. ORLANDO, Fl. 32807 (407)-277-3232 FAX (407)-658-1436 P. PLAT PDL • POINT ON LINE fFIELD TY. • TYPICAL NOTES: IP. • IRON PIPE PRL • POINT OF REVERSE CURVATURE t. THE UNDERSIGNED DOES HEREBY CERNY THAT THIS SURVEY MEM THE STANO4ROS OF PRACTICE SET FORM BY THE FLORIN BOND OF A •IRON ROD LL•DINT OI COIiOUND CURVATURE C.H. CONCRETE IONUKCNI RAO • RADIAL PROFESSIONAL SURVEYORS AND WPPM IN CHAPTER AI -17 FLORIN ADMINISTRAOYE CODE PURSUANT M SECTION 477.077, ILORIN STATUES Z, UNLESS EMBOSSED WITH SURVEYOR'S SIGNATURE AND OAIGUUL RAISED SEN.. THIS SURVEY WP OR COM ARE NOL' VALID SET I.R. I/Y IA ./ILI 4596 NR. • NON -RADIAL RCC. RECOVERED V.P. • VITHCSS POINT J. OILS SURVEY WAS PREPARED FROM RRL INFORMATION FURNISHED TO THE SURVEYOR. WERE MAY BE OTHER RESTRICTIONS PAD. • POINT OF ICGDINING CALL. • CALCILAIE P.O.C. • POINT a COMENCENCHT RA • PCRKAKNY RCFTRCNCE HOMINENT OR EASDIEMS RAT AFFECT THIS PROPERTY. 4• HO UNDERGROUND DIPROTiMOR4 INK B[DI LOCATED UNLESS OIHEMNSE SHOWN. 4 • CENTERLDC FF. • FINISHED FLOOR ELEVATIDI 0. THIS SURVEY K PREPARED FOR THE SOIL BENEFIT OF INOSE CCRRFIED TO AND SHOULD NOT BE RELIED UPON BY ANY O1Nl7T CNRiY. NLD NAIL 6 DISK BSL WILDING SCTIACK LINE PA • BENCHMARK 0. OWENSIONS S140M FOR THE LOCAWN DF IMPROVEMEMS HEREON SHCR D NOT BE USED TO MONNSTRUCT =Now LINES. R/V . RIGHT-O<-VAY SNI. • EASCWHI • USE SCARING& 7. BWHNOS• ARE BASED ASSUMED NTUM AND ON THE UNE S40M AS BASE BEARWO (B.&) ELNAIgNS, U SHOWN. ARE BASED ON NATIONAL 0[OOEIIC NTUM OF 19I9. UNLESS OTHERWISE NOTED. DRAIN DRAINAGE UTIL. • UTILITY P. CVMFIC4TV OF AUTHORIZATION NP. 45P0. CLfC. • CHAIN LINK FENCE VDFC. • VOOD FENCE C/1 CONCRETE (LOCK SCALE H-- 1' . 20'-1 DRAWN BY: ••• P.C. • POINT OF CURVATURE P.T. • POINT OF TANGENCY OATS ORDER No. BY: DESA - DESCRIP R • RADIUSARCLE NGTN PLOT PLAN 03-28-17 1280-17 p • DELTA REVISED PLOT PLAN 05-31-2017 C R • n SEARING FORMBOARD FOUNDATION/EONS, 08-28-17 3545-17 NORTH FINAL/ELEVS. 02-15-18 859-18 THIS BUILDING/PROPERTY DOES. NOT UE WITHIN THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER 70 CRUSENM R. R.L.S. / 4714 ZONE X. MAP / 12117C 0055 F. DAME W. SCOTT R.LS % 480I CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION D Application No: (- Documented Construction Value: S t ocl Job Address: New A(fL _ Flistoric District: Yes No. Parcel ID: ResidentiaQ Commercial L Type of Work: Newo Addition Alteration Repair Demo Change of Use Move Description of Work:'1'n- Plan Review Contact Person: Title: Phone: `t 7-5 5 OOl.( Fax:pZ-33-385.3 Email: kZe_ Lv, tom, Name Street: ICity, State Zip: Name Street: 11_53 City, State Zip: Property Ower Information Phone: Resident of property? Information hone: L10 Z- 6R 5 - Fax: q0 7- i k-A1 - State License No.: C!'tC. -t) Y ArchitectlEngineer Information Name: Phone: Street: City, St, Zip: Bonding Company: Address: Fax: E-mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code In effect as of that date: 51° Edition (2014) Florida Building Code Revised: lune 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 nalculated charges figured off the executed contract exceed the notual 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 be dune in compliance with all applicable laws regulating construction and zo signature of Owner/Agent Date Print Owner/Agent's Name signature of Notary-Rtatn of Florida Date signature Name CHERYL D AKERS MY COMMISSION # FF998962 EXPIRES June 05, 2020 work will 17 Owner/Agent is Personally Known to Me or Contractor/Agent is _%cfPersohally Known to -Me or Produced ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas[] Roof Construction Type: Occupancy Use: Total Sq Ft of Bldg: Min. Occupancy Toad: Flood Zone: of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES: WASTE WATER: ENGINEERING: FIRE: BUILDING: COMMENTS: Revised: lune 30, 2015 Permit Application 1 IIYaw Ia.r...lY 11m br lAl.rrr• •tOw w.W g1tY b'K f6Y.r IbaiKl t1AY.lY 00 .SYr IR a.. 1 a ar 1.1Y S1Jga OK t64f1. wYb. t•...ri 4 IIPfi ....r W o..b M nfn„ r_r r.r --__ w Im1 Put t/..rl.u.a: .n Watllwem SAW"l. sasm- t.W C -W V.W.a%— gr yIa/Itaf3D1'j pW If.lf SIM Jq .Ya yr .P ¢+9..:>•C t. . i}n Or Q.. Eiar Q r..wta •.:-. tY MN.ry.a.. rw....r. ISK. f.t Qa. Qp Qa 1 U.Vlda bull!) So. .4r: 1.r0.rr.r wa a:s A u.vr•rmvm.be M nfn„ r_r r.r --__ tr Imo t}a aD.r.VfbRmmar a6• Oltnq Wrr I.D t"" SIM Jq .Ya yr .P ¢+9..:>•C t. . U tr_ W.rr. • W f.t faR! agar N.mL..mtO1W.rabo bull!) So. .4r: Lb l.D q.Y K.l.i a. tO9R.bm. _ W..IImI Mr.rr. Ib On- a.w.WJ m lYNatYG.MItarN0.9\. Uri. 4 w1411W aY 4..Y r N"rwL 9 [t.ltertl Ww MK r. M utY)n ir.+a•. r1 sa C ywq crr tl.rm m0.4.rwl.r.Cwr 1ONa.r..•Ir no rrt Wlltlf Orr..-. CbC ..w.a.a Cr- Wrr.'y. fCtr iw 1 Np.>y.1a.•..T. _! . - 111W I•L _ Nr ire w11 b.91t.41tt.r: Lam O. -C •_—MIS- q= OII.rIta/.Q.YY:aCtO.Ib. WIM It rw..smse f .tre1.11 Son- Iw Yaw tlttD rC Ol tr^rami-Ya'Y.1ma to& - I mSYfq Lu%m 0 L Yt. lmanfmaU`0.:.1 4A•• trr.a OrY WO r.Cuf Yvrr tq:fWind_ Mttmir...rati man r.o.pler. - el.f.e aY..o..w...am.0 1 t. '^+•g' _.. . mla.r..rrw..ro.elw.±roe mrld CnV&.a- fa^. wlns_T-•rr-... _. u!!wwpmr nrs all uTn n+. imr.+r. UItiC1 I...+a..V •? t M..I.a:M._ IaT IY1•rMYrw.rl.r.lrO.YY - q TTO IIIK Im 101.E w.^ I.r+rr - IMADIC .Y-faaft... mm-, samara 4r.W - _ nun INtL fa•r _ l.Hwr nr. towi Yr_..! Cm ptr Ir nattaT9 a1G1S:nm.9. Wllal SIgICt N.Inr `.IIIL.. Sme\1 o.r../ -- Ib wi v txlrk aliMN.l.q u.Cy.rlG..ml MUND Iw.w..N 1r tbK urYrr gbu l.bY1U r.ar _"-a- M. Wall! wo.t--N.ro.rlc s _ m1YY1 IWt$ iwawu4 igtli r.Wrl9tbW_ Y•OCq t..6r.._ WILL Y 01Ytl1 tk-. a mm 1rr.1.(.^ IMM t>:ia< C nl...a.s.t..rto.>a An O.Yaf! w.t r• wW t t1lflw 1lwrie.i _ lgmR _Y..r..abw._ arr..Y-Oh 4wK.\-.-•.Ir•b.Y 1r. /...-_ Y W- IYtte tw•V tSlaCKN+ •Iil O.r.- WCWI wK•M Www/xrNYW_W - r.Yw IYtts MK b IYA.rr It916a r •rwt1 G _ Mtls rwbw.r-d.w -rami 1.OrwH.... .. _-.- .. Mb Ir w_ l.aalmt ir..r...b tlflaR S,. ;Sjn_ OWNS. t....rr W wIt tY W. tt rwY1 f....e •r. ,. - 1w Y MK ILLrY a.tir. _ _ r. 7-7— WfY IMt _- I.t. IK.:r_ It.alII. ir.Y....r Wert_ ..'.tw _ ww_ r a...w rY.r. -__ .. Man"fAr.tw.we4...y lGtl Vt1.•V11-- 1 mum lhr iiiaie.el91:r Ml 2-:_1rLm V Matt. 1wK..u Awrfun.•r`. wow ^s_..t _ n m. •nwm..wm +...2 lA rllow Mr...r J MUM t1r..w,l.ar n`Acl_.. el._'- MC9 tY1..t..wl4r.lY.et 6t.1.r. - f nm w•.t er tl.t -. Yftbf T.wrA.!- MYr Lc4M a•..r1r.Plt1•r WrIllo1 RK•....rw.. /.rrw.r.r .__ - gTY w.[ I. im 1J•. Inums - CA Y mom..• I-Irtr WIX, MK em f.rr... a1 Ib1/Sfa Ca a^ma.r.'aLCYb..T.wr SIM Illi. llb t9•n lt.l.b.. l b.l9Y wK uKBVI 1rf w.c - M• l 1 istlfit-l..r..d r+•.r.rlgw. lr•rb1 mY•C.r. .w• N!..1.. r.• H._ _ .,.._ - tC as a•RLma}Iq!U/a M_ _ _ trLw Wl.ttl :..w..... bK ..rww.1/M. aK...O IV•Crw.l.w M.rr11 YII..r.M . flab Y rAt 4...•Y..Pa.N Ylw•.1.. 144.. w UCI 't.rr.r.afl w..r1.iO.A 1aW01 IYK•Yw-s.r.JaI.A.W -^ r fY.Y 9IY 1w _ am. - 11"M I..Oarw.b Wo.lt ....•.INaOw ft- 1,-.r aftfls riw r_ lr_. a" 1!s m+.N.tr4-omtubra Y wl.rM as! K IIIO_- r.ltst I i. _. iCL lts.Allr...- _ O.YOYebww•Y.. orI 1-N••w.fr _ .-- If11Y Im en& Ib:Y:f-!.n.yu M_ _ rbq • Yr.mftlYWv - M.aa mY-tom....- .6.-narYM/.n.r0.- •.- 11tga MrK tfi Im.a..u. blit ..w.V _114_-L`r.oC11 r>•r MUItI wK ww.r...Iwwi.rW-` lttld i+/C_ YY•. Wllel nr- 1rC.Y.rWPr OOYr Orrbr CgJugUA b••rrM/Y..dr••'lUb- WC I..lYbl tlo . b ian t.Wf_ MM Ogo1 Rt\• 19.rt. WIDLI rsi.e.r..W w-. ISAOS 1r..rma aISSoa, ItlYb D aP•Lir.a0t.rw yl er 4 W- X11.1 S.rKr.M. AI_ UYINK.r 90wr Y1..!.M OCO.LwwIN..Ir WOf1.'-r•slti ti sm M am" wlibl I rr..a _ 9O9[ C 14 g1aL t_+r r..1_.Jw.w Mrh Ib NK tI= 104 WuNal ta.w.b4W II99.e e-.l9o.e tYri a.r-rY lb Illfla ICY OQY K.Ir4 aSo mmrq.rR a IWrF fb l7bi . -Ei t.t fr.tl(alt f_-.r1Y1 a..I.M./O a.br. Pin uraa.law maYlOs\ b1Yab IwaW _ _ _ mow /r.glOr.rr.s. G¢Y^ a.uIYO1..a101.1. ;1a• tL _ tli>a rte- bit, tits.. tww.._r iw•^mIY Y LLYs e q-a+.+D61.1Y•.wr. Ir. MK tm$ P.w•w111 tYb M1•n/aM1- CI'I wY.aw w/..,r .r SIX gIDbl lt.I. now _SSP3c_ Mallo a— ImNfr twr rat tura._ U+tf _ A_ u.....W6.+ rlw.ma Or. e.wNr.s6-.W h.r•Ir. llp Yr.: M.rfat LlY.go D.r r IY1 A u.vr•rmvm.be M nfn„ r_r r.r --__ tr Imo t}a aD.r.VfbRmmar a6• Oltnq Wrr I.D t"" SIM Jq .Ya yr .P ¢+9..:>•C t. . U tr_ W.rr. • W f.t faR! agar N.mL..mtO1W.rabo bull!) So. .4r: Lb l.D q.Y K.l.i a. tO9R.bm. _ W..IImI Mr.rr. Ib UWA U.n m lYNatYG.MItarN0.9\. V m.tlltl w1411 aY kJOWWO 4..Y r N"rwL 9 [t.ltertl rtfen wr+r _ COIr_:{._..sl.. r. f Im t4 wed a4-N.r.f 4lib.it M.. - weft.• a'.+1..1'YIw M I d i7Y IO+wNaCy+.. alYbf..bla O I.1t C.Y.:--r...I..a.rC•1•n.T Nr SIR w11 b.91t.41tt.r: q= OII.rIta/.Q.YY:aCtO.Ib. amp warW D t+.rft UJ. Ol tr^rami-Ya'Y.1ma mSYfq Itz— 0 L Yt. lmanfmaU`0.:.1 4A•• M tO• f nY mrld CnV&.a- fa^. Im SIX SMCrlyOatwa.A E 111fY 14.0 •Y.YYIiww11 1uG..F a Im 1J1b 11x!. Pit, 4r.W - _ Im fa•r _ YW towi Yr_..! Cm ptr Ir nattaT9 a1G1S:nm.9. Y olbUt Ib wi v txlrk aliMN.l.q u.Cy.rlG..ml il.Kf.0 b.prw: as M. in wo.t--N.ro.rlc s _ m1YY1 IIRr Y..n 4..0.6 a.._.••A.I• N. M7 ISTa[ t f Kai 4.. m..'Y.-.m!•l Y 01Ytl1 IF" tb•M r.r.^.-'Ucr7 r O t>:ia< C nl...a.s.t..rto.>a fA O.Yaf! w.t r• wW t laAte, rNb sl.rrl..4a-¢rmr u fa ea..... a.•. Z^) WIa loft aOYw N.1K... m.MD1..\ r.Yw Yw.r. b fJ..a Itb. a1W .r•tra 4a fD•a:ta Mta w mfrY1 W IYS tY r.drL tsacrs tt rwY1 f....e •r. ,. - 1w 1110 tY1r, toexiT _ trir•..bt4.•f tmtoeilaa mlrf a.tir. _ _ r. as 7fla It t.f..W it Ga•r..rr\ I.t. CrYI tl"Y am pl m...att.l.r QJdl:VriE lr, Man"fAr.tw.we4...y lGtl Vt1.•V11-- m trAx UL• KS+rfa Y.t.sal:er.Ir. V blrSfl 1wK..u Awrfun.•r`. 41a WY.t.Ira.m Ct.rmm.a. lA rllow Mr...r J satun, r 4ILLl,..r il a' M bllnt a.. -a> _ _ _ _ er alba IYY en wll.Gart_}I—ai 1 lNYft: a;!-_ u I. 1.1. tOr•NC q.a`Y'4Y.0_ Y wYtC L'fY (r..M.mrS rt.1J`IYr 10 t111 em an uK.taKarmlafD.Al a1 Ib1/Sfa Ca a^ma.r.'aLCYb..T.wr fa coma llb t9•n lt.l.b.. l b.l9Y wK uKBVI LOry.a.gA..rC01D...t. M• 01Y.2, a..Yr.ao Ir t 1lfn. tC as a•RLma}Iq!U/a IA• olleUk WW.Ir4 _! t0 lb r Y3If b1.m M.lYri.'•`Odal Y am— 4...•Y..Pa.N Ylw•.1.. fr a IOC mon.'n.•ltna gym.• r wa agr•n.++aw. tw t >Ir 1w _ 1b tW tlK N.1.914.t1.I.ID.A. W _ m1Y.i. rK Y......•iw l.r-r Lih ._ r_ a" 1!s m+.N.tr4-omtubra Y wl.rM a-.av Ill 4A r11fK .lfa.r: '1• 1 IOl.tm 4...r. 4 Im L/II m Wg waar ca.rro. _ a __Mmb_ m;r .•:a. +ww r- IQ7_4.C.Or>I u ty tfi F. K. m t M bSWb fr ll Yom` •-.__ CW i I.rV.NY..w.11.-nail. a pKCgJugUA b••rrM/Y..dr••'lUb- N'Lum I..lYbl r b ian t.Wf_ MM MMbIP.q YCOtr^D.Ot b1Ylb al.ir _ _ tR t41 _ km tmAba>nbt9rtObr ItlYb D aP•Lir.a0t.rw yl er 4 p mllwt..lr.:o ti w_ ItlIYNatar\u Ol.rtl..D. 1.. b1Y.x warw br.bf.n. w _ itis tI= rr.. K.nam m:a ;-_-cw.n 1YK.M1awr/Ir.rOrib lb ata OQY K.Ir4 aSo mmrq.rR a 6Ua•t1 a..Y.N Ia Pin uraa.law maYlOs\ b1Yab IwaW _ _ _ tL _ Y fpMr 41.4 m C"MDLW& bit, S.Y.x mr•tw..r.rrKr.r.W.r• ib L ilK.t Iqa' NVAK YN W