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408 Rocky Grove Ln 17-1888; NEW SFHCOUNTY OF SEMINOLE IMPACT FEE STATEMENT 0- STATEMENT NUMBER: 17100004 BUILDING APPLICATION #: 17-10000416 BUILDING PERMIT NUMBER: 17-10000416 DATE: July 06, 2017 3aV3 UNIT ADDRESS: ROCKY GROVE LN 408 21-19-30-510-0000-2960 TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: PARCEL: SUBDIVISION: TRACT: PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NAME: TAYLOR MORRISON OF FL INC ADDRESS: 2600 LAKE LUCIEN DR #350 MAITLAND FL 32751 LAND USE: THORNBROOKE PH 4 TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 408 ROCKY GROVE LANE THORNBROOKE PH 4 LOT 296 SFR FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE TYPE DIST SCHED RATE UNITS TYPE ROADS-ARTERIALS CO -WIDE ORD Single Family Housing 705.00 1.000 dwl unit 705.00 ROADS -COLLECTORS Single Family N/A Housing 00 1.000 dwl unit FIRE RESCUE N/A 00 LIBRARY CO -WIDE ORD 00 Single Family SCHOOLS Housing 54.00 1.000 dwl unit 54.00 Family CO -WIDE ORD Housing 5,000.00 1.000 dwl unit 5,000.00 PARKS N/A LAW ENFORCE N/A 00 DRAINAGE N/A 00 AMOUNT DUE 5,759.00 STATEMENT RECEIVED BY: %C A1(4 'O SIGNATURE: PLEASE PRINT NAME) DATE: NOTE TO RECEIVING SIGNATORY[APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. --- DISTRIBUTION: 1-BLDG DEPT 3-APPLICANT 2- FINANCE 4-LAND MANAGEMENT ((( 1J v 6 NOTE** PERSONS ARE THAT THIS ISTATEMENT OF THE SEMINOLE IREIRESCUE, LIBRARYYNDDORDUCATIONALL ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THS REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD FL, 32771; 407-665-7356. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER. AND SHOULD REFERENCE I THE COUNTYBUILDINGPERMITNUMBERATTHEOPLEFT OF THIS STATEMENT. THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST. CALL 407-665-7356. Parcel ID Number: Aj-19-30--SLQ -0000- E1 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 CLERIC OF CIRCUIT COURT & COMPTROLLER BY. 8949 P9 62 (1P9s) CLERK'S 4 2017069101 RECORDED 07/07/2017 03:24:N5 PI1 RE(:UfiDING FEES $10.00 RECORDED BY hdevure 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 29 Legal Description : Thornbrooke Phase according to the plat thereof, as recorded in Plat Book*—Pagy of the public records of Seminole County, Florida. Addresses : t Q / ,11a— Sanford FL 2. General description of improvements : Single Family Home 3. Owner information : Name Taylor Morrison of Florida Inc. Address 2600 Lake Lucien Drive Suite 350, Maitland, FL 32751 4. Fee Simple Title Holder: N.A. 5. Contractor name and address : Name Taylor Morrison of Florida Inc. Address 2600 Lake Lucien Drive Suite 350, Maitland, FL 32751 6. Surety: N.A. 7. Lender: N.A. 8. Persons within the State of Florida designated by the Owner upon whom notices or other documents may be served as provides by 713.13(I)(a)7., Florida Statutes: N.A. 9. In addition to himself, Owner designates the following to receive a copy of the Lienor's Notice as provided in 713.13(I)(b), Florida Statutes. N.A. 10. Expiration date of notice of commencement: One year from the date of recording. WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTENT TO OBTAIN FINANCING, CONSULT YOUR LENDER OT ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. 11. Date Signed : Signature of Owner's Agent: hn Asa Wright aylor Morrison of Flor1lot. Sworn to and subscribed before me this by John Asa Wright w personally known to me. Notary Public DA Clark ,A,` o&9 My commission expires: 6/27/19 ,P"p i 2120, Serial No. FF 20910psg N ary Signature: Nota CERTIFIED C'PV GRANT M, LOY,, ,x CLE CIRCUIT COURT : '.• ' `• o' : AN CO P LLE: 'lUL O T 2O 117 e+ SE L LO DA ti4;`r: :cdc gy DEPUTY CLERt, REQUIRED INSPECTION SEQUENCE TAYLOR MORRISON SFR-DETACHED Permit # 11— 1%%% BUILDING PERMIT Min Max Inspection Description 10 Form board / Foundation Survey 10 Slab / Mono Slab Pre our 20 Lintel / Tie Beam / Fill / Down Cell 30 Sheathing — Walls 30 Sheathing — Roof 30 50 Final Window 40 Roof Dry In 50 Frame 60 Insulation Rough In 70 Drywall / Sheetrock 40 70 Lath Inspection 50 1000 Final Roof 50 1000 Final Stucco / Siding 80 1000 Insulation Final 1000 Final Single Family Residence Addrecc: n IlnrV,i 0--pehlr C__.—) ELECTRICAL PERMIT Min Max Inspection Description 19L is- 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final Min Max Inspection Description 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final MECHANICAL PERMIT Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 v CITY OF SANFORD PREVENTIONZr !) to SUN 2017 . BUILDINGPERMIT APPLICATION U BY: E `Ji1Application No: — BY: Documented Construction Value: S g e Job Address:g IL o LQ Historic District: Yes No 0 Parcel ID: 27-19-30-510-0000-IQ1.0 Residential R Commercial Type of Work: New 0 Addition Alteration Repair Demo Change of Use Move Description of Work: NEW SINGLE FAMILY HOME THORNEBROOK PHASE_ LOT NUMBER: 0'a Plan Review Contact Person: Daphne Clark Title: Phone: 407-257-6940 Fax: Email: da h neQ Permits Perm it Permit . o n Property Owner Information Name TAYLOR MORRISON OF FLORIDA INC Phone: 407-629-0077 Street: 151 SOUTHHALL LANE # 200 Resident of property? : NO City, State Zip: MAITLAND FL 32751 Contractor Information Name JOHN ASA WRIGHT / TAYLOR MORRISON OF FLORIDA Phone: 407-257-6940 Street: 151 SOUTHHALL LANE # 200 Fax: City, State Zip: MAITLAND FL 32751 State License No.: CBC1257462 Architect/Engineer Information Name: Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: N/A Mortgage Lender: N/A Address: Address: I__ 00 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. 1 understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 516 Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Y,1.4 - dzlf Signature owner/Agent Signa a of Contractor/Agen to TAYLOR MORRIS FLORIDA INC Print Owner/Agent's N Signature of No flarida Da e D. A. CLARK R * MY COMMISSION I FF 209108 EXPIRES: June 27, 2019Jf+ or r•a Bonded Thru Budget Notary Servkes Owner/Agent is _yPersonally Known to Me or Produced ID N/A Type of ID JOHN A HT Prin7, X1,10, e k 1, 1 Si otary-State of Florida Dat I/ vQA A pu D. A. CLARK MY COMMISSION I FF209108 EXPIRES: June 27, 2019 ofF%011' Bonded Thm Budget tlo!jry Scrvkor Contractor/ Agent is YES Personally Known to Me or Produced ID NIA— Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Er Electrical a Mechanical (a Plumbing® Gas[] Roof Construction Type: N(b Occupancy Use: 93 Flood Zone: r&-5 AT TACMED Total Sq Ft of Bldg: Min. Occupancy Load: 17 # of Stories: a - New Construction: Electric - # of Amps 1,0 Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No Q # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING• (o UTILITIES: 501 6-Al-17WASTE WATER: COMMENTS: ENGINEERING: MTC. &-743-11 FIRE: Ok to construct Single Family home with setbacks and impervious area shown on plan. BUILDING: SE 7-14-17 Revised: June 30, 2015 Permit Application City of Sanford Planning and Development Services Engineering — Floodplain Management Flood Zone Determination Request Form Name: John Asa Wright Firm: Taylor Morrison of Florida, Inc. Address: 2600 Lake Lucien Drive City: Maitland State: Florida Zip Code: 32751 Phone: 407-257-6940 Fax: Email: daphne@permitspermitspermits.com Property Address: 408 Rocky Grove Lane Property Owner: Taylor Morrison of Florida, Inc. Parcel identification Number: 21-19-30-510-0000-2960 Phone Number: 407-629-0077 Email: The reason for the flood plain determination is: New structure Existing Structure (pre-2007 FIRM adoption) Expansion/Addition Existing Structure (post 2007 FIRM adoption) Pre 2007 FIRM adoption = finished floor elevation 12" above BFE Post 2007 FIRM adoption = finished floor elevation 24" above BFE (Ordinance 4360) O ,FICA IP CN Flood Zone: X Base Flood Elevation: N/A Datum: N/A FIRM Panel Number: 120294 0055 F Map Date: September 28, 2007 The referenced Flood Insurance Rate Map indicates the following: The parcel is in the: floodplain floodway A portion of the parcel is in the: floodplain floodway M 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 W, the best available information used to determine the base flood elevation is: BP#17-1888 Reviewed by: Michael Cash, CFM Date: June 28, 2017 0 D, Application for Right -of -Way Use for Driveway, Walkway & Landscape F O Department of Planning & Development Services1877 300 North Park Avenue, Sanford, Florida 32771www.a•ntordfl.Qov Phone:407.688.5140 Fax:407.688.5141 This permit authorizes work to be done in the City of Sanford's right-of-way in accordance with the City's regulations and the attached construction plans approved as part of this permit. It does not approve any work within any other jurisdiction's right-of-way. All requested information below as well as a current survey, site plan or plat dearly identifying the size and location of the existing right-of-way and use shall be provided or application could be delayed. 7N"B&0AF ree.. Eelow Callrxta.yondla 1. Project Location/Address: 2. Proposed Activity: Driveway Walkway Other: 3. Schedule of Work: Staarrtt Date Coomplpletion Date Emergency Repairs 4. Brief Description of Work: &M1kCWAY ,0X This application is submittG Y• pature: %YGoC -h-Md I hMi sSignature: Print Name: Address: % 44VoE Nis R, ZZICI Phone: W-W-6 44 Q Fax- 0140 iW&MZW Date: It Maintenance Responsibilities/Indemnification The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the improvement installed under this Agreement. This shall include maintenance of the improvement and unpaved portion of right-of-way adjacent thereto. Requestor may, with written City authorization, remove said instaltationfimprovement fully restoring the right-of-way to its previous condition. In the event that any future construction of roadways, utilities, stormwater facilities, or any general maintenance activities by the City becomes in conflict with the above permitted activity, the permittee shall remove, relocate and/or repair as necessary at no cost to the City of Sanford insofar as such facilities are in the public rightof-way. If the Requestor does not continuously maintain the Improve- ment and area in accordance with previously stated criteria, or completely restore the right-of-way to its previous condition, the City shall, after appropriate notice, restore the area to its previous condition at the Requestoes expense and, if necessary, file a lien on the Requestoes property to recover costs of restoration. To the fullest extend permitted by law, Requestor agrees to defend, indemnify, and hold harmless the City, its coundlpersons, agents, servants, or employees appointed, elected, or hired) from and against any and all liabilities, claims, penalties, demands, suits, judgments, losses, expenses, damages (direcL indirect or consequential), or Injury of any nature whatsoever to person or property, and the costs and expenses incident thereto (including costs of defense, setflemem, and reasonable attorneys fees up to and including an appeat), resulting in any fashion from or arising direly or Indirectly out of or connected with the use of the City' s fight -of -way. I have read and understand the above statement and by signing this application 1 agree to its terms. I hereby understand and agree to pay all city fees related to this application as required by the city's adopted Fee Resolution. Signature: Date: 6-5 7 7 This permit shall be posted on the site during construction. Please call 407.688.6080, Ext. $401.24 hours in advance to schedule a pro -pour Inspection. Pre - pour Inspection by: Date: Offic arfJs-'Oti lllw: i':. a.; ii: PP . - - fee «s :. Oate. >«• Y i a4.. :> » } . ii> r:i r rsio > r:-:LSC.S v:::e3Ss•.t3s:iss.`.s •••a : we}. a.:.. ris..Yrn.:a• .i• •x}.i:J ra•• .: '...: r.: :.: ::'.:': • L: •::+.+ :: ..r}Y i.r,.::A 4.«.r:'. r::'.::: i>.'f., !>>K:>. S,: f i:. n w. Revied •::• ::,> .. r.....:i :+.......> Y} ..) r: .: ::.}:: ::i,i:::r.S:.` .i,%:•.:. t::i.^::.r::i i:': }iii'>..s.Y•.r.>.•x:i i o-,. Y:>.x.•. .4:::tr:::« Y..i :. <i':+.:.:w ::Y. r.: x:'•:: :>.. •s•iYxY i:^ xrl.' .. Y.•. P.irbllc:W8rk5Y_.,...^,...Y<:}:... ..>%• •'°}... ••:•::{„•: ....'::. s.fi. '::. 3. r i3.: .. r <A;< :,>: Yss •r.: .:<.. ..: .Y }:: }.... .r x:..css.:::.r:. :«. Y)%<:' <}" r%IS%..Y4:}X.i .i:Y•YA.:Lv iJ ii '•/f+Y"' yif . Drr atG.• r>• t .. 1 rov - . otl: is 'App . F. i YY rr .. •r. r.,:..::.::>.}: ..: :'.' ' .<:. i.:r...V J.%. in:rv.r:...>,.v4, >...:.,v .. •..Y l'..rt:t>1, +:: •.::i.r<}. ...}r,. !",..`:r.:y'A:vY<... .i}.Yii JI T. S.4S ::: r.>,...... a................ ..........}.:.n}:.:.: ..... .::..,.: r.::}::n n..}:H.w.'}.'f.}::.: Y.. is r":.Y.:.:: i.: :' ::> t}:.' }<:}Y.i }e,•h' ^rA:)Y..+. iw''Y.Ir ;....... r. }.. t :: h.. :'r.'. .:Y `! r:+ '.Y.: x: iii'n.S yw,r , rfw}: : 4}r Yrr '••>,:%.r N' t S.. •4:Y Sperda , P.,etmtt.Conditions_,'•' •••'• • •••.•: t.• pumwr icons ROW Use Dnvvr•y.pdf taylor morrison MOnM• IMOI/M; Y•V TaylorMorrison 2600 Lake Lucian Drive Suite 350 Maitland, FL 32751 June_, 2017 City Manager City of Sanford 300 N. Park Avenue Sanford, Florida 32771 RE: ESTOPPEL LETTER Thornbrooke Single Family Lots in Phases 4 and 5 Address% 14016 12-06 1 1-1 vDv?, L-M This ESTOPPEL LETTER is provided to the City of Sanford for reliance upon by the City of Sanford as the basis for issuance of Permit No. for the following work: construction of Single -family home unit in Thornbrooke Phases 4 and S. Taylor Morrison of Florida, Inc., hereinafter referred to as the "Owner", recognizes that issuance of Permit No. will be made with numerous limitations as more particularly set forth herein. The Owner recognizes that this approval does not exempt us from complying with any applicable building codes, land development regulations, comprehensive plan requirements, or exempt our site or building(s) from any applicable development regulations. By issuing Permit No. , the City does not guarantee approval of any other development orders or development permits. The Owner acknowledges and agrees that no Certificate of Occupancy will be issued by the City for the single-family homes in Thornbrooke phases 4 and 5 until all required land development approvals have been obtained and all required improvements have been installed, inspected and authorized for use by the City. The Owner hereby grants the City the right to deny use of single -family townhome unit in Thornbrooke phase 4 and5 for occupancy until all of the above referenced project is in compliance with all applicable development regulations. The Owner hereby agrees to indemnify and hold the City and its officers, employees and agents harmless for any and all losses, damage, injuries and claims in any way relating, directly or indirectly, to the permitting or construction of the above referenced project or the issuance of Permit No. . The Owner also agrees to the following as additional conditions for Permit No. The Owner hereby agrees to disclose the contents of this document to any and all of our successors in interest, contractors, subcontractors, and agents. The undersigned further warrants that he or she is authorized to bind the Owner and has been duly authorized to sign this document. WITNESSES- Owner Signature Brian Brunhofer NPresident, Taylor Morrison of Florida, Inc. Pr' t d Name Snature STATE OF FLORIDA i 7a lC/ly/tti ir COUNTY OF ORANGE ` Printed Name The foregoing instrument was acknowledged before me this /day I, 2017, by Brian Brunhofer as President for Taylor Morrison of Florida, Inc. who is persorLN1RMIrW011. me. 5 i rt Notary Publ' State Florida fir S ' Print Name: 0 < y gFF022420 : c0 A My CommissionExpires: aCy z, z0/ 7 t ln Iw A%\ RECORD COPY FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: LotR96ThronbrookeDarlingtonCGRE Aby ("Q r.,L_ Builder Name: Tor Mo ^meson, / J<DIfVG Street: 40 G City, State, Zip: FL. Permit Office: Permit Number;{ 1 8 Q 0 8 17 - SANFOR OwnerJurisdiction: 91 00 Design Location: FL, Orlando County:: Seminole (Florida Climate Zone 2 ) OFpgRC 1. New construction or existing New (From Plans) 9. Wall Types(3145.8 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13 0 1521.00 ft' b. Concrete Block - Int Insul, Exterior R=4.1 1380.60 ft' 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 244.22 ft' 4. Number of Bedrooms 4 d. N/A R= ft2 5. Is this a worst case? No 10. Ceiling Types (1509.0 sqft.) Insulation Area a. Under Attic (Vented) R=30.0 1482.00 fl 6. Conditioned floor area above grade (ft') 2582 b. Knee Wall (Vented) R=30.0 27.00 ft' floor area below grade (ft') 0 c. N/AConditioned R=s 11. Duct ft' Rft7. Windows(367.7 sgft.) 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, Ret: 2nd Floor, AH: 2nd Floor 6 223 SHGC: SHGC=0.31 b. U-Factor: Obl, U=0.58 72.00 ft' 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.32 a. Central Unit 25.2 SEER:16.00 b. Central Unit 25.2 SEER.16.00 c. U-Factor: N/A ft' SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft' a. Electric Heat Pump 21.8 HSPF:9.00 SHGC: b. Electric Heat Pump 21.8 HSPF:9.00 Area Weighted Average Overhang Depth: 4.154 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 Glass/ Floor Area: 0.142 Total Proposed Modified Loads: 70.03 PASS TotalBaselineLoads: 76.76 1 hereby certify that the plans and specifications covered by Review of the plans and jqHE ST,'2 this calculation are in compliance with the Florida Energy specifications covered by this v _; Code. - calculation indicates compliance O yam.,,'' , :.,: 0 06 16. nn„'••. `_? ` :,, withtheFloridaEnergyCode. PREPARED BY: Before construction is completed 11 DATE: 2/1.5/.1 this building will be inspected for compliance with Section 553.908 ad 2 o I hereby certify that this buildin , s designed, is in compliance Florida Statutes. CEO withtheFloridaEnergyCodWE OWNER/ AGENT: DATE: - s ! BUILDING OFFICIAL: - DATE: Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. 2/ 15/2017 1:26 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 FORM R405-2014 PROJECT Title: Lot296ThronbrookeDarlington 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 Blockt 1467 13643.1 2 Block2 1115 10035 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 1st Floor 1467 13643.1 Yes 5 1 1 Yes Yes Yes 2 2nd Floor 1115 10035 No 0 3 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Floor over Garage 2nd Floor ___ 13 ft° 19 0 0 1 2 Slab On -Grade Edge Insulatio 1st Floor 147.9 ft 0 1467 ft' 0.49 0 0.51 3 Floor Over Other Space 2nd Floor __ ___ 1102 ft' 0 0 0 1 ROOF V 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 V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1480 ft' N N 2/15/2017 1:26 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5 FORM R405-2014 CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Knee Wall (Vented) 1st Floor 30 Batt 27 ft' 0.11 Wood 2 Under Attic (Vented) 1 st Floor 30 Blown 13 ft' 0.11 Wood 3 Under Attic (Vented) 2nd Floor 30 Blown 1469 ft' 0.11 Wood WALLS Adjacent Space Cavity Width Height Sheathing Framing Solar Below Omt To Wall Type RValue-Et-In_Et_in Area-R_Value_EracGon-Absor._Grade%_ 1 N Exterior Frame - Wood 2nd Floor 13 54 6 9 0 490.5 ft' 0 0.23 0.6 0 2 N Exterior Concrete Block - Int Insul 1st Floor 4.1 54 6 9 4 508.7 ft' 0 0 0.6 0 3 E Exterior Frame - Wood 2nd Floor 13 30 0 9 0 270.0 ft' 0 0.23 0.6 0 4 E Exterior Concrete Block - Int Insul 1st Floor 4.1 5 6 9 4 51.3 ft' 0 0 0.6 0 5 SE Exterior Concrete Block - Int Insul 1st Floor 4.1 4 11 9 4 45.9 ft' 0 0 0.6 0 6 S Exterior Frame - Wood 2nd Floor 13 54 6 9 0 490.5 ft' 0 0.23 0.6 0 7 S Exterior Concrete Block - Int Insul 1st Floor 4.1 53 0 9 4 494.7 ft' 0 0 0.6 0 8 W Exterior Frame - Wood 2nd Floor 13 30 0 9 0 270.0 ft' 0 0.23 0.6 0 9 W Exterior Concrete Block - Int Insul 1st Floor 4.1 30 0 9 4 280.0 ft' 0 0 0.6 0 10 - Garage Frame - Wood 1 st Floor 13 26 2 9 4 244.2 ft' 0 0.23 0.01 0 DOORS Omt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 Wood 1st Floor None 25 2 9 6 8 18.3 ft' WINDOWS Orientation shown is the entered, Proposed orientation. Wall Overhang y # Omt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 n 1 Vinyl Low-E Double Yes 0.34 0.31 30.0 ft' 1 ft 0 in 1 ft 0 in Drapes/blinds None 2 n 2 Vinyl Low-E Double Yes 0.34 0.31 38.9 ft' 1 ft 0 in 11 ft 8 in Drapes/blinds None 3 e 3 Vinyl Low-E Double Yes 0.34 0.31 15.0 ft' 1 ft 0 in 1 ft 0 in Drapes/blinds None 4 e 3 Vinyl Low-E Double Yes 0.34 0.31 15.0 ft' 1 fl 0 in 3 ft 0 in Drapes/blinds None 5 se 5 Vinyl Low-E Double Yes 0.34 0.31 23.3 ft' 11 ft 0 in 0 ft 4 in None None 6 s 6 Vinyl Low-E Double Yes 0.34 0.31 6.0 ft' 1 ft 0 in 1 ft 0 in Drapes/blinds None 7 s 6 Vinyl Low-E Double Yes 0.34 0.31 15.0 ft' 1 ft 0 in 1 ft 0 in Drapes/blinds None 8 s 7 Vinyl Low-E Double Yes 0.34 0.31 5.0 ft' 10 ft 6 in 11 ft 8 in Drapes/blinds None 9 s 7 Vinyl Low-E Double Yes 0.34 0.31 19.3 ft' 10 ft 6 in 11 ft 8 in Drapes/blinds None 10 w 8 Vinyl Low-E Double Yes 0.34 0.31 30.0 ft' 1 ft 0 in 1 ft 0 in Drapes/blinds None 11 w 8 Vinyl Low-E Double Yes 0.34 0.31 40.0 ft' 1 ft 0 in 1 ft 0 in Drapes/blinds None 12 w 9 Vinyl Low-E Double Yes 0.34 0.31 58.3 ft' 1 ft 0 in 11 ft 8 in Drapes/blinds None 13 W 9 Vinyl Low-E Double Yes 0.58 0.32 72.0 ft' 10 ft 8 in 0 ft 0 in None None 2/15/2017 1:26 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 5 FORM R405-2014 GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 455 ft° 384 ft' 64 It 8 ft 1 INFILTRATION Scope Method SLA CFM 50 ELA EgLA. ACH ACH 50 1 Wholehouse Proposed ACH(50) 000291 1973.2 108.32 203.72 .2618 5 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 2 Electric Heat Pump Electric Heat Pump Split Split HSPF:8.9999 21.8 kBtu/hr 1 HSPF:8.9999 21.8 kBtu/hr 2 sys#1 sys#2 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 2 Central Unit Central Unit Split Split SEER: 16 25.2 kBtu/hr cfm 0.75 1 SEER: 16 25.2 kBtu/hr cfm 0.75 2 sys#1 sys#2 HOT WATER SYSTEM System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.95 50 gal 62.3 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Cert # Company Name Collector Storage System Model # Collector Model # Area Volume FEF None None ft° DUCTS v # Supply -- Location R-Value Area Return --- Air CFM 25 CFM25 Location Area Leakage Type Handler TOT OUT ON RLF HVAC # Heat Cool 1 2 Attic 6 293.4 ft Attic 6 223 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 2/15/2017 1:26 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 FORM R405-2014 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Cooling[r j, Jan HeatinJan Feb Xj Feb jj jj Mar X] Mar 4rr Ma [X] May [ Jun Jun Xj Jul j ] Jul X Au j Au[ X] Se Sep Oct Oct j Nov X] Nov j Dec Xj Dec Vent in [ ]Jan llFeb XXJ) Mar Apr May [ Jun Jul Aug Se XJ Oct X] Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling ( WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling ( WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating ( WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating ( WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 2/ 15/2017 1:26 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 5 of 5 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 91 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 (ft2) 7. Windows" Description a. U-Factor: Dbl, U=0.34 SHGC: SHGC=0.31 b. U-Factor: Dbl, U=0.58 SHGC: SHGC=0.32 c. U-Factor: N/A SHGC: d. U-Factor: N/A SHGC: Area Weighted Average Overhang Depth: Area Weighted Average SHGC: 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=30.0 2582 b. Knee Wall (Vented) R=30.0 Area c. N/A R= 295.74 ft2 11. Ducts a. Sup: Attic, Ret: Attic, AH: 2nd Floor b. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 72.00 ft2 ft2 ft2 4.154 ft. 0.312 8. Floor Types Insulation Area a. Slab -On -Grade Edge Insulation R=0.0 1467.00 ft2 b. Floor Over Other Space R=0.0 1102.00 ft2 c. other (see details) R= 13.00 ft2 12. Cooling systems a. Central Unit b. Central Unit 13. Heating systems a. Electric Heat Pump b. Electric Heat Pump 14. Hot water systems a. Electric b. Conservation features None 15. Credits I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code co 'ant features. Builder Signature: W Date: ' S f Address of New Home: ` A 4UZI City/FL Zip: (S d4et 'trV7k Area 1521.00 ft2 1380.60 ft2 244.22 ft2 ft2 Area 1482.00 ft2 27.00 ft2 ft2 R ft2 6 2934 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 qHE STq Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 2/15/2017 1:26 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 PDEL-AIR Manual S Compliance Report HUM•1121C° 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 Design Conditions Job: Lot296Thronbrooke0adi... Date: 6/4/2014 By: FJF Outdoor design DB: 92.5°F Sensible gain: 17395 Btuh Entering coil DB: 75.3°F Outdoor design WB: 76.3°F Latent gain: 2627 Btuh Entering coil WB: 62.6°F Indoor design DB: 75.0°F Total gain: 20021 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: 19007 Btuh 109% of load Latent capacity: 3461 Btuh 132% of load Total capacity: 22468 Btuh 112% of load SHR: 85% Design Conditions Outdoor design DB: 41.7°F Heat loss: 17749 Btuh Entering coil DB: 69.7°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: 22362 Btuh 1260/6 of load Capacity balance: 36 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 95% of load Temp. rise: 50 OF Meets are all requirements of ACCA Manual S. C wri htsoft' 2017-Feb-1513:32:56 a 9 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 1 IingtonCGRE\Lol296ThronbrookeDarlingionCGRE.rup Cate - MJ8 House faces: E DEL -AIR Manual S Compliance Report HERIMI•AS CONOMMM ahu 2 DEL -AIR HEATING & AIR CONDITIONING 531 COOISCO WAY. SANFORD. FL 32771 Phone. 407-333.2665 Fax 407-333.3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Design Conditions Job: Lot296Thronbrooke0ar0... Date: 6/4/2014 By: FJF Outdoor design DB: 92.5°F Sensible gain: 17520 Btuh Entering coil DB: 78.0°F Outdoor design WB: 76.3°F Latent gain: 2925 Btuh Entering coil WB: 63.9°F Indoor design DB: 75.0°F Total gain: 20445 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: 18012 Btuh 103% of load Latent capacity: 2953 Btuh 101% of load Total capacity: 20965 Btuh 103% of load SHR: 860/o Design Conditions Outdoor design DB: 41.7°F Heat loss: 13589 Btuh Entering coil DB: 69.0°F Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-024-230-19+CBX27UH-024-230'++TDR Actual airflow: 840 cfm Output capacity: 22420 Btuh 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. A:.WrhtSOft' 2017-Feb-151332:56 Z, 1 9 Right-Suile® Universal 2017 17.0.16 RSU24011 Page 2 A .. IingionCGRSLol296Thronbrooke0artingtonCGRE.rup Calc - MJ6 House faces E 1' DEL -AIR Component Constructions Job: Lot296ThronbrookeOarll... P Date: 6/4/2014 tea"1111 Ce11119111 Entire House By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD. FL 32771 Phone: 407-333.2665 Fax: 407-333-3853 Web WWW DEL -AIR COM Project• • For: Taylor Morrison Location: Orlando Intl AR FL, US Elevation: 95 ft Latitude: 280N Outdoor: Heating Dry bulb (OF) 42 Daily range (OF) - Wet bulb (OF) - Wind speed (mph) 15.0 Indoor: Indoor temperature (OF) Design TD (OF) Relative humidity (%) Cooling Moisture difference (gr/lb) 93 Infiltration: 17 ( M) Method 76 Construction quality 7.5 Fireplaces Heating 70 28 30 1.5 Simplified Average 0 Cooling 75 18 50 46.4 Construction descriptions Or Area Ll-value Insul R Htg HTM Loss Clg HTM Gain M BWhfiP---F ft2--F/BWh BWhAt2 8Wh 8WhA2 BWh Walls 12C-Osw: Frm wall, stucco ext, r-13 cav ins, 1/2" gypsum board int fnsh, 2"x4" wood frm, 16" o.c. stud 13A-2ocs: Blk wall, stucco ext, r-2 ext bd ins, 8" thk, 1/2" gypsum board int fnsh 16A-30ad: Knee wall, asphalt shingles roof mat, r-30 kw ins, 1/2" gypsum board int fnsh Partitions 12C-Osw: Frm wall, r-13 cav ins, 1/2" gypsum board int fnsh, 2"x4" wood frm, 16" o.c. stud Windows 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31): 50% drapes, medium; 1 If overhang (5 If window ht, 1 It sep.); 6.67 It head ht 2A-2ov: 2 glazing, clr low-e ouir, air gas, vnl frm mat, clr innr, 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 If overhang (6.3 it window ht, 11.67 It sep.); 6.67 ft head ht 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 It overhang (5 It window ht, 3 If sep.); 6.67 If head ht 10C-v: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 11 ft overhang (8 ft window ht, 0.33 It sep.); 6.67 It head ht n 461 0.091 13.0 2.58 1186 2.34 1079 e 240 0.091 13.0 2.58 618 2.34 562 s 470 0.091 13.0 2.58 1209 2.34 1100 w 200 0.091 13.0 2.58 515 2.34 469 all 1370 0.091 13.0 2.58 3528 2.34 3210 n 470 0.201 0 5.69 2671 4.35 2044 e 51 0.201 0 5.69 292 4.35 223 se 23 0.201 0 5.69 130 4.35 99 s 470 0.201 0 5.69 2675 4.35 2046 w 150 0.201 0 5.69 851 4.35 651 all 1164 0.201 0 5.69 6619 4.35 5064 n 30 0.032 30.0 0.91 27 2.38 71 225 0.091 13.0 2.58 581 1.44 325 n 30 0.340 0 9.62 289 10.6 317 e 15 0.340 0 9.62 144 30.4 455 s 15 0.340 0 9.62 144 10.8 162 w 30 0.340 0 9.62 289 30.4 911 w 40 0.340 0 9.62 385 30.4 1214 all 130 0.340 0 9.62 1251 23.5 3060 n 39 0.340 0 9.62 374 10.6 411 w 58 0.340 0 9.62 561 30.4 1769 all 97 0.340 0 9.62 935 22.4 2180 e 15 0.340 0 9.62 144 30.4 455 se 23 0.340 0 9.62 225 8.71 203 C wri htsoft• 2017-Feb-1513:32:56 i= 9 Right-Suile® Universal 2017 17.0.16 RSU24011 Page 1 IingtonCGRE\Lol296ThronbrookeDarlingtonCGRE rup Cale - MJ8 House laces: E 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, s 6 0.340 0 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 It overhang (3 ft window ht, 1 ft sep.): 6.67 It head ht 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, s 5 0.340 0 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 10.5 ft overhang (3.17 ft window ht, 11.67 ft sep.); 6.67 ft head ht 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, s 19 0.340 0 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 10.5 It overhang (6.25 ft window ht, 11.67 It sep.); 6.67 ft head ht 2A-2ovd: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" w 72 0.580 0 gap, 1/8" thk; NFRC rated (SHGC=0.32); 10.67 It overhang (8 ft window ht, 0 ft sep.); 6.67 It head ht Doors 11 DO: Door, wd sc type n 18 0.390 0 Ceilings 168-30ad: Attic ceiling, asphalt shingles roof mat, r-30 ceil ins, 1/2" 1483 0.032 30.0 gypsum board int lnsh Floors 20P-19t: Fir floor, frm flr, 12" thkns, r-19 cav ins, gar ovr 13 0.050 19.0 22A-tpl: eg floor, light dry soil, on grade depth 148 0.989 0 14CC+ wrightsoft' Right -Suite® Universal 2017 17.0.16 RSU24011 IingionCGRBLot296Thronbrooke0artingionCGRE.rup Calc - MJS House faces: E 9.62 58 10.6 63 9.62 48 10.6 53 9.62 185 10.6 204 16.4 1182 16.8 1213 11.0 202 12.0 220 0.91 1343 1.74 2574 1.41 18 0.71 9 28.0 4140 0 0 2017-Feb•15 13:32:56 Page 2 1 DEL -AIR Component Constructions Job: Lot296ThronbrookeDadi... P Date: 6/4/2014 tolortwom ahu 1 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407.333-2665 Fax: 407.333.3853 Web: WWW.DEL-AIR COM For: Taylor Morrison Design Conditions Location: Indoor: Heating Cooling Orlando Intl AR FL, US Indoor temperature (OF) 70 75 Elevation: 95 It Design TD (OF) 28 18 Latitude: 28ON Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 46.4 Dry bulb (OF) 42 93 Infiltration: Daily range (OF) - 17 ( M) Method Simplified Wet bulb (OF) - 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area U-value Insul R Htg HTM Loss Clg HTM Gain 112 8a,hm=-'F n=••Fiawh atuhnt= Stun atuhAl atuh Walls 13A-2ocs: Blk wall, stucco ext, r-2 ext bd ins, 8" thk, 1/2" gypsum n 470 0.201 0 5.69 2671 4.35 2044 board int fnsh a 51 0.201 0 5.69 292 4.35 223 se 23 0.201 0 5.69 130 4.35 99 s 470 0.201 0 5.69 2675 4.35 2046 w 150 0.201 0 5.69 851 4.35 651 all 1164 0.201 0 5.69 6619 4.35 5064 16A-30ad: Knee wall, asphalt shinales roof mat. r-30 kw ins. 1/2" n 30 0.032 30.0 0.91 27 2.38 71 gypsum board int fnsh Partitions 12C-Osw: Frm wall, r-13 cav ins, 1/2" gypsum board int fnsh, 2"x4" 225 0.091 13.0 2.58 581 1.44 325 wood frm, 16" o.c. stud Windows 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, n 39 0.340 0 9.62 374 10.6 411 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 It w 58 0.340 0 9.62 561 30.4 1769 overhang (6.3 ft window ht, 11.67 It sep.); 6.67 ft head ht all 97 0.340 0 9.62 935 22.4 2180 10C-v: 2 glazing, clr low-e ouir, air gas, vnl frm mat, clr innr, 1/4" gap, se 23 0.340 0 9.62 225 8.71 203 1/8" thk; NFRC rated (SHGC=0.31); 11 ft overhang (8 it window ht, 0.33 ft sep.); 6.67 ft head ht 2A-2ov: 2 glazing, clr low-e ouir, air gas, vnl frm mat, clr innr, 1/4" gap, s 5 0.340 0 9.62 48 10.6 53 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 10.5 It overhang (3.17 It window ht, 11.67 It sep.); 6.67 It head ht 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, s 19 0.340 0 9.62 185 10.6 204 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 10.5 it overhang (6.25 It window ht, 11.67 ft sep.); 6.67 ft head ht 2A-2ovd: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4' w 72 0.580 0 16.4 1182 16.8 1213 gap, 1/8" thk; NFRC rated (SHGC=0.32); 10.67 it overhang (8 ft window ht, 0 It sep.); 6.67 it head ht Doors 11 DO: Door, wd sc type n 18 0.390 0 11.0 202 12.0 220 wri htsoft' 2017-Feb 15 t3: age 39Right•Suite® Universal 2017 17.0 16 RSU24011 Page 3 A...tingionCGRE\Lot296ThronbrookeDartingtonCGRE.rup Calc - MJ8 House laces E Ceilings 16B-30ad: Attic ceiling, asphalt shingles roof mat, r-30 ceil ins, 1/2" 13 0.032 30.0 0.91 12 1.74 gypsum board intfnsh Floors 22A-tpl: Bg floor, light dry soil, on grade depth 148 0.989 0 28.0 4140 23 wri htsoft' 2o17-Feb 15 13:32:56 A 9 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 4 IingtonCGRE\Lot296Thronbrooke0arhngtonCGRE.rup Calc a MJ8 House laces• E 1 DEL -AIR Component Constructions Job: Lot296ThronbrookeDarll... P Date: 6/4/2014 mmm-=cotmRromro ahu 2 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Location: Orlando Intl AR FL, US Elevation: 95 ft Latitude: 28°N Outdoor: Heating Cooling Dry bulb (°F) 42 93 Daily range (OF) - 17 (M) Wet bulb (°F) - 76 Wind speed (mph) 15.0 7.5 Indoor: Heating Indoor temperature (OF) 70 Design TO (OF) 28 Relative humidity (%) 30 Moisture difference (gr/lb) 1.5 Infiltration: Method Simplified Construction quality Average Fireplaces 0 Cooling 75 18 50 46.4 Construction descriptions Or Area U-value Insul R Htg HTM Loss Clg HTM Gain 112 BWhM!F h'•"F/BWh BWhAI' Shih BWh& BWh Walls 12C-Osw: Frm wall, stucco ext, r-13 cav ins, 1/2" gypsum board int n 461 0.091 13.0 2.58 1186 2.34 1079 fnsh, 2"x4" wood frm, 16" o.c. stud a 240 0.091 13.0 2.58 618 2.34 562 s 470 0.091 13.0 2.58 1209 2.34 1100 w 200 0.091 13.0 2.58 515 2.34 469 all 1370 0.091 13.0 2.58 3528 2.34 3210 Partitions none) Windows 2A-2ov: 2 glazing, Or low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, n 30 0.340 0 9.62 289 10.6 317 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 It a 15 0.340 0 9.62 144 30.4 455 overhang (5 It window ht, 1 it sep.); 6.67 It head ht S 15 0.340 0 9.62 144 10.8 162 w 30 0.340 0 9.62 289 30.4 911 w 40 0.340 0 9.62 385 30.4 1214 all 130 0.340 0 9.62 1251 23.5 3060 2A-2ov: 2 glazing, cir low-e outr, air gas, vnl frm mat, car innr, 1/4" gap, a 15 0.340 0 9.62 144 30.4 455 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium, 1 It overhang (5 It window ht, 3 It sep.); 6.67 ft head ht 2A-2ov: 2 glazing, cir low-e outr, air gas, vnl frm mat, cir innr, 1/4" gap, s 6 0.340 0 9.62 58 10.6 63 1/8" thk; NFRC rated (SHGC=0.31): 50% drapes, medium; 1 ft overhang (3 ft window ht, 1 ft sep.); 6.67 It head ht Doors none) Ceilings 16B-30ad:Attic ceiling, asphalt shingles roof mat, r-30 ceil ins, 1/2" 1469 0.032 30.0 0.91 1331 1.74 2551 gypsum board int fnsh Floors 20P-19t: Fir floor, frm fir, 12" thkns, r-19 cav ins, gar ovr 13 0.050 19.0 1.41 18 0.71 9 C A 2017-Feb-1513:32:56 wri htsoftRight-Suite® Universal 2017 17.0.16 RSU24011 Page 5 IingtonCGRE\ Lol296ThronbrookeDarlingionCGRE.rup Cale - MJ6 House faces: E DEL -AIR Project Summary Job: LWMThronbrookeDarli... Y Date: 6/4/2014 tNAM-AfficoEntire House By: FJF DEL - AIR HEATING & AIR CONDITIONING 531 COOISCO WAY. SANFORD. FL 32771 Phone. 407-333.2665 Fax: 407.333.3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Notes: RVSD 211/16 JA LS 3/8/ 16 LS 6/21/16 JA LS 2/15/17 JA Design 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 TO 28 OF Design TD 18 OF Daily range M Relative humidity 50 Moisture difference 46 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 26196 Btuh Structure 27325 Btuh Ducts 5142 Btuh Ducts 7590 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 31337 Btuh Use manufacturer's data y Rate/ swing multiplier 1.00 Infiltration Equipmenfsensible load 34914 Btuh Method Simplified Latent Cooling Equipment Load Sizing ConstructionqualityAverageFireplaces 0 Structure 4165 Btuh Ducts 1386 Btuh Central vent (0 cfm) 0 Btuh Heating Cooling Area ( ft2) 2582 2582 Equipment latent load 5551 Btuh Volume ( ft3) 26938 26938 Air changes/hour 0.41 0.21 Equipment total load 40466 Btuh Equiv. AVF (cfm) 184 94 Req. total capacity at 0.70 SHR 4.2 ton Heating Equipment Summary Cooling Equipment Summary Make n/a Make ri/a Trade n/a Trade ri/a Model rVa Cond rVa AHRI ref rVa Coil n/a AHRI ref rVa Efficiency n/a Efficiency n/a Heating input Sensible cooling 0 Btuh Heating output 0 Btuh Latent cooling 0 Btuh Temperature rise 0 OF Total cooling 0 Btuh Actual air flow 0 cfm Actual air flow 0 cfm Air flow factor 0 cfm/Btuh Air flow factor 0 cfm/Btuh Static pressure 0 in H2O Static pressure 0 in H2O Space thermostat n/a Load sensible heat ratio 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. C Wt1 htsOft 9Right -Suite® Universal 2017 17.0.16 RSU24011 2017- Feb-15 13:32:56 Page 1 IinglonCGRE\ Lot296ThronbrookeDarlingionCGRE.rup Cale - M.18 House faces: E Job: Lot296ThronbrookeDarli... I DEL -AIR Project Summary Date: 6/4/2014 tEalol6 • Catmrnmam ahu 1 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone, 407.333.2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Project• • For: Taylor Morrison Notes: RVSD 2/1/16 JA LS 3/8116 LS 6/21/16 JA LS 2115/17 JA Weather: Orlando Intl AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 42 OF Outside db 93 OF Inside db 70 OF Inside db 75 OF Design TD 28 OF Design TD 18 OF Daily range M Relative humidity 50 % Moisture difference 46 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 16903 Btuh Structure 16566 Btuh Ducts 845 Btuh Ducts 828 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 17749 Btuh Use manufacturer's data y Rate/swingg multipplier 1.00 Infiltration EquipmenfSens ible load 17395 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 2627 Btuh Ducts 0 Btuh Central vent (0 cfm) 0 Btuh Heating coolingg none) Btuh Area (ft2 1467 1467 Equipment latent load 2627 Volume ( ft3) 13715 13715 Air changes/hour 0.39 0.20 Equipment total load 20021 Btuh Equiv. AVF (cfm) 89 45 Req. total capacity at 0.75 SHR 1.9 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 AHRI ref 7045677 Efficiency 9 HSPF Efficiency 13.5 EER, 16 SEER Heating input Sensible cooling 18900 Btuh Heating output 21800 Btuh @ 470F Latent cooling 6300 Btuh Temperature rise 24 OF Total cooling 25200 Btuh Actual air flow 840 cfm Actual air flow 840 cfm Air flow factor 0.047 cfm/Btuh Air flow factor 0.048 cfm/Btuh Static pressure 0.30 in H2O Static pressure 0.30 in H2O Space thermostat Load sensible heat ratio 0.87 Capacity balance point = 36 OF Backup: Input = 5 kW, Output = 16909 Btuh, 100 AFUE Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. C Wrl t1t51Df!' 2017-Feb-1513:32:56 9 Right -Suite® Universal 2017 17.0 16 RSU24011 Page 2 IingtonCGRE\ Lo1296ThronbrookeDarlingionCGRE rup Calc - MJ6 House laces: E DEL -AIR Project Summary Job: Lot296ThronbrookeDarll... 1 7 Date: 6/4/2014 Sao • m cotmmaom 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 2/15/17 JA Weather: Orlando Intl AP, FL, US Winter Design Conditions Outside db 42 OF Inside db 70 OF Design TD 28 OF Heating Summary Structure 9293 Btuh Ducts 4296 Btuh Central vent (0 cfm) 0 Btuh none) Humidification 0 Btuh Piping 0 Btuh Equipment load 13589 Btuh Infiltration Method Construction quality Fireplaces Simplified Average 0 Heatingg Coolingg Area (ft2 1115 111 5 ft3) 13223Volume () 13223 Air changes/hour 0.43 0.22 Equiv. AVF (cfm) 96 49 Heating Equipment Summary Make Lennox Trade MERIT Model 14H PX-024-230-19 AHRI ref 7045677 Summer Design Conditions Outside db 93 OF Inside db 75 OF Design TD 18 OF Daily range M Relative humidity 50 Moisture difference 46 gr/lb Sensible Cooling Equipment Load Sizing Structure 10759 Btuh Ducts 6761 Btuh Central vent (0 cfm) 0 Btuh none) Blower 0 Btuh Use manufacturer's data Rate/swing multiplier 1.00 Equipment sensible load 17520 Btuh Latent Cooling Equipment Load Sizing Structure 1538 Btuh Ducts 1386 Btuh Central vent (0 cfm) 0 Btuh none) Equipment latent load 2925 Btuh Equipment total load 20445 Btuh Req. total capacity at 0.75 SHR 1.9 ton Cooling Equipment Summary Make Lennox Trade MERIT Cond 14HPX-024-230-19 Coil CBX27UH-024-230'++TDR AHRI ref 7045677 Efficiency 9 HSPF Efficiency 13.5 EER, 16 SEER Heating input Sensible cooling 18900 Btuh Heating output 21800 Btuh @ 470F Latent cooling 6300 Btuh Temperature rise 24 OF Total cooling 25200 Btuh Actual air flow 840 cfm Actual air flow 840 cfm Air flow factor 0.062 cfm/Btuh Air flow factor 0.048 cfm/Btuh Static pressure 0.30 in H2O Static pressure 0.30 in H2O Space thermostat Load sensible heat ratio 0.86 Capacity balance point = 30 OF Backup: Input = 3 kW, Output = 11784 Btuh, 100 AFUE Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. C wrilhtsofl't' 9Right -Suite® Universal 2017 17.0.16 RSU24011 2017- Feb-1513:32:56 Page 3 AM ..IinglonCGRE\Lot296Thronbrooke0arlingionCGRE.rup Calc - MJ8 House laces: E QDEL--AIRrasa • a r 1so Right-J® Worksheet Entire House DEL -AIR HEATING & AIR C9NDITIq INCH531CODISCOWAY, SANFORD, FL 32771 hone: 407.3 -2665 ax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot296ThronbrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name Entire House ahu 1 2 Exposed wall 316.9 It 147.9 It 3 Room height 9.2 It 9.3 f1 4 Room dimensions 5 Room area 2939.3 ft2 1470.0 I12 Ty Construction U-value Or HTM Area (III Load Area (119 Load number Stuh/112-'F) StuWlt2) or perimeter (ft) Btuh) or perimeter (11) Stuh) Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 t---G 12C-0sw 0.091 n 2.58 2.34 491 461 1186 1079 0 0 0 0 2A-2ov 13A•2ocs 0.340 0.201 n n 9.62 5.69 10.58 4.35 30 508 0 470 289 2671 317 2044 0 508 0 470 0 2671 0 2044Y-G2A•2ov 11 W 16A-30ad 0.340 0.032 n n 9.62 0.91 10.58 2.38 39 30 0 30 374 27 411 71 39 30 0 30 374 27 411 71 Vjl 12C-0sw 0.091 a 2.58 234 270 240 618 562 0 0 0 0 2A•2ov 2A-2ov 0.340 0.340 a a 9.62 9.62 30.36 3036 15 15 0 0 144 144 455 455 0 0 0 0 0 0 0 0II----ff' W 13A•2ocs 0.201 a 5.69 4.35 51 51 292 223 51 51 292 223 yl G 13A-2ocs 0.201 se 5.69 4.35 46 23 130 99 46 23 130 99 10c-v 12C-0sw 2A•2ov 0.340 0.091 0.340 se s s 9.62 2.58 9.62 871 2.34 10.58 23 491 6 47 470 12 225 1209 58 203 1100 63 23 0 0 47 0 0 225 0 0 203 0 0 V+l II--G V613A•2ors 2A-2ov 0.340 0.201 s s 9.62 5.69 10.77 4.35 15 494 26 470 144 2675 162 2046 0 494 0 470 0 2675 0 2046 2A-2ov 0.340 s 9.62 10.58 5 10 48 53 5 10 48 53 Vjl L---(Gi 2A-2ov 12C-0sw 0.340 0.091 s w 9.62 2.58 10.58 2.34 19 270 39 200 185 515 204 469 19 0 39 0 185 0 204 0 2A-2ov 28-21v 13A-2ocs 0.340 0.340 0.201 w w w 9.62 9.62 5.69 30.36 30.36 4.35 30 40 280 0 0 150 289 385 851 911 1214 651 0 0 280 0 0 150 0 0 851 0 0 651 2A-2ov 2A-2ovd 12C-0sw 0.340 0.580 0.091 w w 9.62 16.41 2.58 30.36 16.85 1.44 58 72 244 0 144 225 561 1182 581 1769 1213 325 58 72 244 0 144 225 561 1182 581 1769 1213 325R 0 C 1100 168.30ad 0.390 0.032 n 11.04 0.91 11.99 1.74 18 1483 18 1483 202 1343 220 2574 18 13 18 13 202 12 220 23 F 20P•19t 0.050 1.41 0.71 13 13 18 9 0 0 0 0 F 22A-Ipl 0.9m 27.99 0.00 1470 148 4140 0 1470 148 4140 0 61 c) AED excursion 128161 1 2345 Envelope lossfon 20485 21721 14156 11901 12 a) Infiltration 5711 18D9 2748 870 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants Q 230 6 1380 6 1380 Appliances/other 2415 2415 Subtotal (lines 6 to 13) 1 26196 273251 16903 16566 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 26196 27325 16903 16566 15 Duct bads 120% 28% 5142 7590 5% 5% 845 828 Total room bad 31337 34914 17749 17395 Air required (cfm) 1680 1680 1 1840 840 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. A Wrightsoft' Right -Suite® Universal 2017 17 0.16 RSU24011 2017-Feb-15 13P32ge 6 IingionCGRE1Lol296ThronbrookeDarlingtonCGRE.rup Calc - MJ8 House laces: E 1 DEL -AIR n o • as Right-J® Worksheet Entire House DEL -AIR HEATING & AIR C9NDITIQgffl531CODISCOWAY, SANFORD, FL 32771 hone: 407-3 -2665 ax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot296ThronbrookeDarlingt... 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 ft2 Ty Construction U-value Or HTM Area (ftj Load Area Load number StutVftZ•F) at fig or perimeter (it) atuh) or perimeter Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 V1l fi 12C-0sw 0.091 n 2.58 2.34 491 461 1186 1079 2A•2ov 13A•2ocs 0.340 0.201 n n 9.62 5.69 10.58 4.35 30 0 0 0 289 0 317 0yl 6 2A-2ov 0 340 n 9.62 10.58 0 0 0 0 11 W t6A-30ad 0.032 n 0.91 2.38 0 0 0 0 Vjl I-1Ci 12C-0sw 0.091 a 2.58 2.34 270 240 618 562 2A-20v 0.340 a 9.62 30.36 15 0 144 455 2A•2ov 0.340 a 9.62 30.36 15 0 144 455 W 13A-2ocs 0.201 a 5.69 4.35 0 0 0 0 yl t3A•2ocs 0.201 se 5.69 4.35 0 0 0 0 I-0 10C•v 0.340 se 9.62 8.71 0 0 0 0 Vjl 12C-0sw 0.091 s 2.58 2.34 491 470 1209 1100 2A•2Dv 0.340 s 9.62 10.58 6 12 58 63 2A•2Dv 0.340 s 9.62 10.77 15 26 144 162 13A-2ocs 0201 s 5.69 4.35 0 0 0 0 2A-2ov 0.340 s 9.62 10.58 0 0 0 0 Vjl 2A•2ov 12C-0sw 0.340 0.091 s w 9.62 2.58 10.58 2.34 0 270 0 200 0 515 0 469 2A•2Dv 28.21v 13A-2ocs 0.340 0.340 0.201 w w w 9.62 9.62 5.69 30.36 30.36 4.35 30 40 0 0 0 0 289 385 0 911 1214 0V 2A•2ov 0.340 w 9.62 30.36 0 0 0 01---C C 2A-2ovd 0.580 w 16.41 16.85 0 0 0 0 fi 12C-0sw 0.091 2.58 1.44 0 0 0 0 0 11 DO 0.390 n 11.04 11.99 0 0 0 0 C 168.30ad 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 472 Envelope losstgain 6329 9820 12 a) Infiltration 2963 939 b) Room ventilation 0 0 13 Internal gains: Occupants @ 230 0 0 Appliances/other 0 Subtotal (lines 6 to 13) 9293 10759 Less external load 0 0 Less transfer 0 0 Redistribution 0 0 14 Subtotal 9293 10759 15 Duct bads 46% 63% 4296 6761 Total room bad 13589 17520 Air required (cfm) 840 840 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsofC 2017-Feb-15 13:32 56 Right-Suile® Universal 2017 17.0.16 RSU24011 Page 2 IingionCGRE\Lot296Thronbrooke0ariingtonCGRE.rup Catc - MJ8 House laces: E DEL -AIR Sara • ai urmraioo Right-J® Worksheet ahu 1 DEL -AIR HEATING & AIR C9NDITIq IN9531CODISCOWAY, SANFORD. FL 32771 hone: 407.3 -2665 ex. 407-333.3853 Web: WWW.OEL-AIR.COM Job: Lot296ThronbrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name ahu 1 mstr rm 2 Exposed wall 147.9 it 42.0 It 3 Room height 9.3 It 9.3 it heat/cool 4 s Room dimensions Room area 1470.0 112 17.0 x 15.5 it 263.5 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (Itg Load number Btutvtt2--F) at fig or perimeter (it) Btuh) or perimeter (it) Stuh) Heal Cool Gross N/P/S Heat Cod Gross N/P/S Heat Cool 6 W fi 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 13A-2ocs 0.201 n 5.69 4.35 508 470 2671 2044 89 89 504 386 2A-2ov 0.340 n 9.62 10.58 39 0 374 411 0 0 0 0 W11 16A-30ad 0.032 n 0.91 2.38 30 30 27 71 30 30 27 71 V)! IL----ff% 12C-Osw 0.091 a 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 a 5.69 4.35 51 51 292 223 0 0 0 0 yl 13A.2ocs 0.201 se 5.69 4.35 46 23 130 99 0 0 0 0 G 1Oc-v 0.340 se 9.62 8.71 23 47 225 203 0 0 0 0 Vjl 12C-0sw 0.091 s 0.00 0.00 0 0 0 0 0 0 0 0 2A-2Dv 0.340 s 000 0.00 0 0 0 0 0 0 0 0 1----fl 2A-2ov 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 y! 13A-2ocs 0.201 s 5.69 4.35 494 470 2675 2046 159 159 902 690 2A-2ov 0.340 s 9.62 10.58 5 10 48 53 0 0 0 0 Vjl 2A-2ov 12C-Osw 0.340 0.091 s w 962 0.00 10.58 0.00 19 0 39 0 185 0 204 0 0 0 0 0 0 0 0 0 IL--- ffia 2A-2ov 28-21v 13A-2ocs 0.340 0.340 0.201 w w w 0.00 0.00 5.69 0.00 0.00 4.35 0 0 280 0 0 150 0 0 851 0 0 651 0 0 145 0 0 86 0 0 491 0 0 376 2A-2ov 0.340 w 9.62 30.36 58 0 561 1769 58 0 561 1769 2A-2ovd 0.580 w 16.41 16.85 72 144 1182 1213 0 0 0 0 R O 12C-0sw 0.091 2.58 1.44 244 225 581 325 0 0 0 0 11D0 0.390 n 11.04 11.99 18 18 202 220 0 0 0 0 c 168-30ad 0.032 0.91 1.74 13 13 12 23 0 0 0 0 F 20P-19t 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 2345 963 Envelopeloss/gain 14156 11901 3661 4255 12 a) Infiltration 2748 870 am 260 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 6 1380 1 230 Appliances/outer 2415 600 Subtotal (lines 6 to 13) 16903 16566 4483 5345 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 16903 16566 4483 5345 15 Duct bads 5-/- 5-/- 845 828 5% 59/6 224 267 Total room bad 17749 17395 4707 5612 Air required (cfm) 1 840 840 1 223 271 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft' 2017-Feb 15 1 56 Right -Suite® Universal 2017 17.0.16 RSU24011 F0e 3 tingionCGRE\Lot296Thronbrooke0arlingtonCGRE.rup Calc = M.18 House faces- E QEL--AIR1fQra• Right-J® Worksheet ahu 1 DEL -AIR HEATING & AIR 531 CODISCO WAY, SANFORD. FL 3277CFhND407-33333.2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot296ThronbrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name msIf blh mstr wic 2 Exposed wall 12.0 It 0 It 3 Room height 9.3 It heat/cool 9.3 It heat/cool 4 5 Room dimensions Room area 12.0 x 8.0 It 96.0 It° 6.5 x 7.5 It 48.8 f12 Ty Construction number U•value BtutVltx°F) Or HTM Bluhlft2) Area (III or perimeter (it) Load atuh) Area (III or perimeter (ft) Load Btuh) Heat Cod Gross N/P/S Heal Cool Gross N/P/S Heat Cod 6 VII L--C 12C-0sw 2A-2ov 13A-2ocs 0.091 0.340 0.201 n n n 0.00 0.00 5.69 0.00 0.00 4.35 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 2A•2ov 16A-30ad 0.340 0.032 n n 9.62 0.91 10.58 2.38 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0W Val I-C f 12C-Osw 2A-2ov 2A•2ov 0.091 0.340 0.340 a a a 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W yl 13A-2ocs 13A•2ocs 0.201 0.201 a se 5.69 5.69 4.35 4.35 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I1OC-v 12C-Osw 2A•2ov 0.340 0.091 0.340 se s s 9.62 0.00 0.00 8.71 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 G 2A-2ov 13A-2ocs 0.340 0.201 s s 0.00 5.69 0.00 4.35 0 112 0 112 0 637 0 487 0 0 0 0 0 0 0 0 2A-2ov 2A•2ov 0.340 0.340 0.091 s s w 9.62 9.62 0.00 10.58 10.58 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0ILS12C-Osw 2A•2ov 2B•21v 13A-2ocs 0.340 0.340 0.201 w w w 0.00 0.00 5.69 0.00 0.00 4.35 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0Val I---G 2A•2ov 2A-2ovd 0.340 0.580 w w 9.62 16.41 30.36 16.85 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0L-G R 12C-Osw 0.091 2.58 1.44 0 0 0 0 0 0 0 0 I--O C 11 DO 168-30ad 0.390 0.032 n 11.04 0.91 11.99 1.74 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 F 20P•191 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A•tpl 0.9m 27.99 0.00 96 12 336 0 49 0 0 0 6 c) AED excursion 8 0 Envelope loss/gain 973 479 0 0 12 a) Infiltration 218 69 0 0 b) Room ventilation 0 Ol 0 0 13 Internal gains- Occupants @ 230 0 0 0 0 Appliances/other 0 5 Subtotal (lines 6 to 13) 1191 548 0 5 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1191 548 0 5 15 Duct bads 5% 5°/0 60 27 5% 5° 0 0 Total room bad 1250 576 0 5 Air required (c1m) I 59 28 1 1 0 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. LI- -Ok wrightsof ' 2017-Feb•15 13:32 56 Right•Suite® Universal 2017 17.0.16 RSU24011 Page 4 IingionCGRE\Lot296ThronbrookeDarlingionCGRE.rup Calc . MJ8 House laces: E j DEL -AIR mm • easnorio Right-J® Worksheet ahu 1 DEL -AIR HEATING & AIR C9NDITIONINC 531 CODISCO WAY, SANFORD, FL 32771 hone. 407.333.2665 ax• 407.333.3853 Web WWW.DEL•AiR.COM Job: Lot296ThronbrookeOarlingt... Date: 6/4/2014 By: FJF I Room name mstr we den 2 Exposed wall 0 It 21.0 it 3 Room height 9.3 it heat/cool 9.3 it heat/cool 4 5 Room dimensions Room area 5.5 x 3.5 It 19.3 It2 1.0 x 146.5 It 146.5 112 Ty Construction U-value Or HTM Area (III Load Area (III Load number Btuh/it2-*F) at III or perimeter (It) Bluh) or perimeter (It) Btuh) Heat cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 V1l 12C-0Os* 0.091 n 0.00 0.00 0 0 0 0 0 0 0 0 f 2A•2ov 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 yl I 13A•2ocs 0.201 n' 5.69 4.35 0 0 0 0 0 0 0 0 2A-2Dv 0.340 n 9.62 10.58 0 0 0 0 0 0 0 0G W11 16A-30ad 0.032 n 0.91 2.38 0 0 0 0 0 0 0 0 Vjl I-fCi 12C-0sw 0.091 a 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 a 5.69 4.35 0 0 0 0 51 51 292 223 yl G 13A•2ocs 0.201 se 5.69 4.35 0 0 0 0 0 0 0 0 10C-v 12C-Osw 0.340 0.091 se s 9.62 0.00 8.71 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0V)/ 2A•2ov 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 I_( f 2A-2ov 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 0 0 0 0 145 125 713 545 2A-2ov 0.340 s 9.62 10.58 0 0 0 0 0 0 0 0G3 V)I 2A•2ov 12C-Osw 0.340 0.091 s w 9.62 0.00 10.58 0.00 0 0 0 0 0 0 0 0 19 0 19 0 185 0 204 0 2A-2ov 2B-21v 13A-2ocs 0.340 0.340 0.201 w w w 0.00 0.00 5.69 0.00 0.00 4.35 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2A•2ov 2A•2ovd 0.340 0.580 w w 9.62 16.41 30.36 16.85 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 fi 12C-Osw 0.091 2.58 1.44 0 0 0 0 0 0 0 0 0 C 11 DO 16B•30ad 0.390 0.032 n 11.04 0.91 11.99 1.74 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 F 20P-191 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-Ipl 0.989 27.99 0.00 19 0 0 0 147 21 588 0 6 c) AED excursion 0 16 Envelope loss/gain 0 0 1778 957 12 a) Infiltration 0 0 382 121 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 5 0 Subtotal (lures 6 to 13) 10 5 12160 1078 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 0 5 2160 1078 15 Duct bads 5% 59% 0 0 51% 50/0 108 54 Total room bad 0 5 2268 1131 Air required (elm) 0 0 107 55 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. A WtrlghtsolFt' 2017•Feb 15 1 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 5 IingtonCGRSLot296ThronbrookeDarlingtonCGRE.rup Cale - M.18 House faces: E D.EL-AIR uW Otor o Right-J® Worksheet ahu 1 DEL -AIR HEATING & AIR NDITIQ NINC 531 CODISCO WAY, SANFORD, FL 327 t hone: 407.3 -2665 ax: 407.333.3853 Web- WWW.DEL-AIR.COM Job: Lot296ThronbrookeDarlingit Date: 6/4/2014 By: FJF 1 Room name util pwdr 2 Exposed wall 4.0 It 4.0 It 3 Room height 9.3 1t heat/cool 9.3 It heat/Cool 4 5 Room dimensions Room area 4.0 x 11.5 1l 46.0 Il' 4.0 x 11.5 It 46.0 111? Ty Construction U•value Or HTM Area (It2) Load Area 019 Load number Btuh/Itx-•F) Bluhlltq or perimeter (It) Btuh) or perimeter (it) Bluh) Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 V11 L- 12C-0sw 0.091 n 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 0 0 0 0 11 2A-2ov 16A•30ad 0.340 0.032 n n 9.62 0.91 1058 2.38 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0W Val 120-0sw 0.091 a 0.00 0.00 0 0 0 0 0 0 0 0 2A•2ov 2A•2ov 0.340 0.340 a a 0.00 0.00 000 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0S W 13A•2ocs 0.201 a 5.69 4.35 0 0 0 0 0 0 0 0 Vy t-G 13A-2ocs 0.201 se 5.69 4.35 0 0 0 0 0 0 0 0 10C-v 0.340 se 9.62 8.71 0 0 0 0 0 0 0 0 Vjl 12C-0sw 2A•2ov 0.091 0.340 s S 0.00 0.00 000 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I- G 2A-2Dv 13A-2ocs 0.340 0.201 s s 0.00 5.69 0.00 4.35 0 37 0 37 0 212 0 162 0 37 0 32 0 184 0 141 2A-2ov 0.340 s 9.62 10.58 0 0 0 0 5 5 48 53 fGGi 2A•2ov 0.340 5 9.62 10.58 0 0 0 0 0 0 0 0 Vjl QC-0sw 0.091 w 0.00 0.00 0 0 0 0 0 0 0 0 2A•2ov 2B•21v 13A-2ocs 0.340 0.340 0.201 w w w 0.00 0.00 5.69 0.00 0.00 4.35 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1_-((; i GG 2A-2ov 2A-2ovd 0.340 0.500 w w 9.62 16.41 30.36 16.85 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 q 1210-0sw 0.091 2.58 1.44 0 0 0 0 0 0 0 0 0 11 DO 0.390 n 11.04 11.99 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.91 1.74 0 0 0 0 0 0 0 0 F 20P•19l 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-tpl 0.989 27.99 0.00 46 4 112 0 46 4 112 0 6 c) AED excursion 11 3 Envelope losstgain 324 151 344 190 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 6001 1 0 Subtotal (lines 6 to 13) 397 774 417 213 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 397 774 417 213 15 Duct bads 1 50/0 50/6 20 39 51/. 1 5% 21 11 Total room bad 417 813 438 224 Air required (cfm) 20 39 21 11 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. c 411- wrightsoft' 2017-Feb•1513:32:56 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 6 IingionCGRE\Lot296ThronbrookeDarlingionCGRE.rup Cale - NUS House faces: E 1 DEL -AIR M aarta o Right-J® Worksheet ahu 1 DEL -AIR HEATING & AIR ND0IONS( 531 CODISCO WAY, SANFORD. FL 327 h4ax 407-333.3853 Web: WWW.DEL-AIR.COM Job: Lot296ThronbrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name family rm dining rm 2 Exposed wall 35.0 It 10.0 It 3 Room height 9.3 It heat/cool 93 It heat/cool 4 5 Room dimensions m Rooarea20.5 x 14.5 It 297.3 h= 1.0 x 210.0 It 210.0 Ile Ty Constriction U-vaJue Or HTM Area (III Load Area (III Load number Btu F) BtufVIII or perimeter (to Stuh) or perimeter (It) Btuh) Heat Cod Gross N/P/s Heat Cool Gross N/P/S Heat Cod 6 V1l G 12C- 0sw 0.091 n 0.00 0.00 0 0 0 0 0 0 0 0 2A.2ov 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 yl VLC 13A- 2ocs 0201. n 5.69 4.35 191 191 1088 832 93 54 310 237 2A-2ov 0.340 n 9.62 10.58 0 0 0 0 39 0 374 411 W 11 16A•30ad 0.032 n 0.91 2.38 0 0 0 0 0 0 0 0 yl 12C- 0sw 0.091 a 0.00 0.00 0 0 0 0 0 0 0 0 2A•2ov 2A-2ov 0.340 0.340 a a 0. 00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 f1--- GGW13A• 2ocs 0.201 a 5.69 4.35 0 0 0 0 0 0 0 0 Vjl 13A- 2ocs 0.201 se 5.69 4.35 0 0 0 0 0 0 0 0 tOC-v 12C-0sw 0.340 0.091 se s 9. 62 0.00 8.71 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vjl 2A•2ov 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 III?-G 2A- 2ov 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 V613A-2ocs 0.201 s 5.69 4.35 0 0 0 0 0 0 0 0 2A-2ov 2A•2ov 12C-0sw 0.340 0.340 0.091 s s w 9. 62 9.62 0.00 10.58 10.58 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2A• 2ov 2B•21v 13A-2ocs 0.340 0.340 0.201 w w w 0. 00 0.00 5.69 0.00 0.00 4.35 0 0 135 0 0 63 0 0 360 0 0 275 0 0 0 0 0 0 0 0 0 0 0 0 2A• 2ov 2A•2ovd 0.340 0.580 w w 9. 62 16.41 30.36 16.85 0 72 0 72 0 1182 0 1213 0 0 0 0 0 0 0 0 R O 12C- 0sw 0.091 2.58 1.44 0 0 0 0 0 0 0 0 1100 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- 19t 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A• tpl 0.989 27.99 0.00 297 35 980 0 210 10 280 0 61 c) AED excursion 11475 14 Envelope lossigain 3609 3796 963 634 12 a) Infiltration 636 201 182 58 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 4 920 1 230 Apphances/other 0 0 Subtotal (lines 6 to 13) 1 4246 4918 1145 922 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 4246 4918 1145 922 Duct loads 5% 5% 212 246 59% 5% 57 46 r Total room bad 4458 5163 1202 968 Air required ( ctm) 211 249 1 57 47 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. WNghtsaft- 2017- Feb-15 13:32:56 AMRipht-Suite® Universal 2017 17 0.16 RSU24011 Pape 7 IinptanCGRE\Lot296Thronbrooke0artingionCGRE. rup Calc - MJ8 House laces: E 1 DEL -AIR rtaem•=o KFIO a Right-J® Worksheet ahu 1 DEL -AIR HEATING & AIR NDITIONIN9531CODISCOWAY. SANFORD. FL 327 t hone: 407.3 -26fi5 ax: 407-333.3853 Web: WWW.DEL•AIR.COM Job: Lot296ThronbrookeDarlingt... 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 heat/cool 9.3 It heat/cool 4 5 Room dimensions Room area 6.0 x 3.5 It 21.0 I42 1.0 x 275.8 It 275.8 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number 8tuh/I(2-*F) StuFVft2) or perimeter (fl) Bluh) or perimeter (ft) Stuh) Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heat cod 6 VM 12C-0sw 0.091 n 0.00 0.00 0 0 0 0 0 0 0 0 C 2A•2ov 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 Vjl I O 13A•2ocs 0.201 n 5.69 4.35 0 0 0 0 135 135 770 589 2A-2ov 0.340 n 9.62 10.58 0 0 0 0 0 0 0 0 W11 16A-30ad 0.032 n 0.91 2.38 0 0 0 0 0 0 0 0 Val 12C-0sw 0.091 a 0.00 0.00 0 0 0 0 0 0 0 0 I-CC 2A-2ov 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 a 5.69 4.35 0 0 0 0 0 0 0 0 yl--- G 13A•2ocs 0201. se 5.69 4.35 0 0 0 0 46 23 130 99 10C•v 12C-0sw 0.340 0.091 se s 9.62 0.00 8.71 0.00 0 0 0 0 0 0 0 0 23 0 23 0 225 0 203 0Val 2A•2ov 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 I{- G 2A-2Dv 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 V613A-2ocs 0.201 s 5.69 4.35 0 0 0 0 5 5 27 20 2A-2ov 0.340 s 9.62 10.58 0 0 0 0 0 0 0 0 2A•2ov 0.340 s 9.62 10.58 0 0 0 0 0 0 0 0 Val 12C-0sw 0.091 w 0.00 0.00 0 0 0 0 0 0 0 0 2A•2Dv 28-21v 13A-2ocs 0.340 0.340 0.201 w w w 0.00 0.00 5.69 0.00 0.00 435 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I-ffi 2A•2Dv 2A-2Dvd 0.340 0.580 w w 9.62 16.41 30.36 16.85 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 fi 0 12C-0sw 0.091 2.58 1.44 0 0 0 0 244 225 581 325 1,DO 0.390 n 11.04 11.99 0 0 0 0 18 18 202 220 C 168.30ad 0.032 0.91 1.74 0 0 0 0 13 13 12 23 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 21 0 0 0 276 20 557 0 61 c) AED excursion 101 1 41 Envelope loss/gain 0 0 2503 1439 12 a) Infiltration 0 0 363 115 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 5 1200 Subtotal (lines 6 to 13) 10 51 2866 2754 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 0 5 2866 MA Duct loads 1 50/0 59% 0 0 59% 59% 143 138 r Total room load 0 5 3W9 2891 Air required (dm) 0 0 1 1 142 140 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. A ' Wrightsofft• Right -Suite® Universal 2017 17.0.16 RSU24011 2017-Feb-15 1 :2 63 IingionCGRE\Lot296ThronbrookeDarlingtonCGRE.rup Cale- MJ8 House faces: E 1 D.EL-AIR m aimlo o Right-J® Worksheet ahu 2 DEL -AIR HEATING & AIR C NDITIQNINC 531 CODISCO WAY, SANFORD, FL 32771 hone: 407.3 -2665 ax: 407.333.3853 Web WWW DEL -AIR COM Job: Lot296ThronbrookeDarlingif Date: 6/4/2014 By: FJF t Room name ahu 2 rm 2 2 Exposed wall 169.0 it 39.5 it 3 Room height 9.0 it 9.0 it heat/cool 4 5 Room dimensions Room area 1469.3 f12 14.5 x 15.5 it 224.8 112 Ty Constructiontion U-value Or HTM Area (III Load Area (119 Load StulVltZ•F) Btuhlftq or perimeter (IQ Btuh) I or perimeter (it) Btuh) Heat Cool Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 VII t 12C-Osw 2A•2ov 13A•2ocs 0.091 0.340 0.201 n n n 2.58 9.62 0.00 2'34 10.58 0.00 491 30 0 461 0 0 1186 289 0 1079 317 0 86 0 0 86 0 0 220 0 0 200 0 0v 11 2A•2Dv 16A-30ad 0.340 0.032 n n 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6 W Val t 2C-Osw 0.091 a 2.58 2.34 270 240 618 562 0 0 0 0 I- 2A-2ov 2A-2ov 0.340 0.340 a a 9.62 9.62 30.36 30.36 15 15 0 0 144 144 455 455 0 0 0 0 0 0 0 0S W 13A-2ocs 0.201 a 0.00 0.00 0 0 0 0 0 0 0 0 yl t3A•2ocs 0.201 se 0.00 0.00 0 0 0 0 0 0 0 0 10C-v 12C-Osw 2A-2ov 0.340 0.091 0.340 se s s 000 2.58 9.62 0.00 2.34 10.58 0 491 6 0 470 12 0 1209 58 0 1100 63 0 131 0 0 131 0 0 336 0 0 306 0 Vjl I--G I-G Vy 2A•2ov 13A-2ocs 0.340 0.201 s s 9.62 0.00 10.77 0.00 is 0 26 0 144 0 162 0 0 0 0 0 0 0 0 0 2A-2ov 2A•2ov 12C-Osw 0.340 0.340 0.091 s s w 0.00 0.00 2.58 0.00 0.00 2.34 0 0 270 0 0 200 0 0 515 0 0 469 0 0 140 0 0 110 0 0 282 0 0 257 I-_-GG 2A-2ov 2B-21v 13A-2ocs 0.340 0 340 0201 w w w 9.62 9.62 0.00 30.36 30.36 0.00 30 40 0 0 0 0 289 385 0 911 1214 0 30 0 0 0 0 0 289 0 0 911 0 0 I--G 2A•2Dv 2A-2ovd 0.340 0.580 w w 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 R 12C-Osw 0.091 0.00 0.00 0 0 0 0 0 0 0 0 0 1,D0 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-19t 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 472 296 Envelope loss/gain 6329 9820 1330 2360 12 a) Infiltration 2963 939 693 219 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (Imes 6 to 13) 19293 10759 2023 2579 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redstribution 0 0 0 0 14 Subtotal 9293 10759 2023 2579 15 Duct Toads 46% 639% 4296 6761 46% 63% 935 1621 Taal room bad 13589 17520 2958 4200 Air recluired (cfm) 1 1 840 840 183 201 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. c wrightsoft- 2017-Feb-1513,32:56 rA Right -Suite® Universal 2017 17.0.16 RSU24011 Page 9 IingtonCGRE\Lot296ThronbrookeDarlingionCGRE.rup Cale = MJ8 House laces: E 1 DEL -AIR 01a . M rvmrrmr o Right-J® Worksheet ahu 2 DEL -AIR HEATING & AIR AgNDITIONINg531CODISCOWAY, SANFORD, FL 3hone: 407.333.2665 ax: 407.333.3853 Web: WWW.DEL-AIR.COM Job: Lot296ThronbrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name bth 2 bth 3 2 Exposed wall 9.0 It 11 5 It 3 Room height 9.0 It heat/cool 9.0 It heat/cool 4 5 Room dimensions Room area 9. 0 x 6.0 It 54. 0 It= 11. 5 x 6.0 It 69. 0 It= Ty Construction U•value Or HTM Area (It2) Load Area (ft2) Load number Btuh/ftt•F) Btuh/III or perimeter (11) Btuh) or perimeter (ft) Btuh) Heat Cod Gross N/P/S Heat cod Gross N/P/S Heat Cod 6 VM f 12C- 0sw 0.091 n 2.58 2.34 0 0 0 0 0 0 0 0 2A• 2ov 13A• 2ocs 0. 340 0. 201 n n 9. 62 0. 00 10. 58 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yl11 ILi W 2A- 2ov 16A• 30ad 0. 340 0. 032 n n 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vjl 12C-0sw 0.091 a 2.58 2.34 0 0 0 0 0 0 0 0 2A• 2ov 2A- 2ov 0. 340 0. 340 a a 9. 62 9. 62 30. 36 30. 36 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 II----ff W yl 13A- 2ocs 13A• 2ocs 0. 201 0. 201 a se 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 G Vjl 10C• v 12C- 0sw 0. 340 0. 091 se s 0. 00 2. 58 0. 00 2. 34 0 81 0 75 0 193 0 176 0 104 0 104 0 267 0 243 2A- 2Dv 0.340 s 9.62 10.58 6 6 58 63 0 0 0 0 II-----GG 2A•2ov 13A• 2ocs 0. 340 0. 201 s s 9. 62 0. 00 10. 77 0. 00 0 0 0 0 0 0 0 0 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- 2ov 12C- Osw 0. 340 0. 091 s w 0. 00 2. 58 0. 00 2. 34 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2A- 2ov 28- 2Iv 13A• 2ocs 0. 340 0. 340 0. 201 w w w 9. 62 9. 62 0. 00 30. 36 30. 36 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vjl2A• 2ov 2A•2ovd 0. 340 0. 580 w w 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 F- f R 12C-0sw 0.091 0.00 0.00 0 0 0 0 0 0 0 0 0 C I1Do 168- 30ad 0. 390 0. 032 n 0.00 0. 91 0. 00 1. 74 0 54 0 54 a 49 a 94 0 69 0 69 0 62 0 120 F 2OP-191 0.050 1.41 0.71 0 0 0 0 0 0 0 0 F 22A-tpl 0.989 0.00 0.00 0 0 0 0 0 0 0 0 61 c) AED excursion 1.33 36 Erive" loss/gain 300 300 329 326 12 a) Infiltration 158 50 202 64 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/ other 0 0 Subtotal ( lines 6 to 13) 1458 3501 531 390 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 458 350 531 390 15 Duct bads 1 460/6 63°/- 212 220 4n 63% 245 245 Total room load 669 570 776 635 Air required ( cfm) 41 27 48 30 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wtrlghtSOft' Right• SuiteD Universal 2017 17.0.16 RSU24011 2017 Feb t5 Page 1 0...IingionCGRE\Let296ThronbrookeDarlingionCGRE. rup Cale - MJ8 House faces: E j DEL-AIR r-=eatrmmm Right-J® Worksheet ahu 2 DEL -AIR HEATING & AIR 531 CODISCO WAY, SANFORD, FL 32MUN07M2660 Fax: 407.333.3853 Web: WWW.DEL•AIR.COM Job: Lot296ThronbrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name rm 4 rrn 3 wic 2 Exposed wall 28.0 It 7.0 It 3 Room height 9.0 It heat/cool 9.0 It heat/cool 4 5 Room dimensions mRooarea 14. 0 x 14.0 It 196. 0 fl' 9. 5 x 5.0 it 47. 5 ft2 Ty Construction U•value Btuh/ I(x•F) Or HTM BI ill Area ( ill or perimeter (it) Load Btuh) Area ( 119 or perimeter (it) Load Btuh) Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 t--G 12C• Osw 2A. 2ov 0. 091 0. 340 0. 201 n n n 2. 58 9. 62 0. 00 2. 34 10. 58 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yl11 213A- 2ocs A- 2ov 16A- 30ad 0. 340 0. 032 n n 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 WVal I-- C 12C- Osw 2A- 2ov 2A- 2ov 0. 091 0. 340 0. 340 a a a 2. 58 9. 62 9. 62 2. 34 30. 36 30. 36 126 15 0 111 0 0 286 144 0 260 455 0 45 0 0 45 0 0 116 0 0 105 0 0 fW yl 13A- 2ocs 13A- 2ocs 0. 201 0. 201 a se 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 G yJ 10C• v 12C- Osw 2A- 2ov 0. 340 0. 091 0. 340 se s s 0. 00 2. 58 9. 62 0. 00 2. 34 10. 58 0 126 0 0 Ill 0 0 286 0 0 260 0 0 18 0 0 18 0 0 46 0 0 42 0 ft-^ V613A- 2ocs 2A• 2ov 0.340 0. 201 s s 9. 62 0. 00 10. 77 0. 00 15 0 13 0 144 0 162 0 0 0 0 0 0 0 0 0 2A- 2ov 2A• 2ov 12C- 0sw 0. 340 0. 340 0. 091 s s w 0. 00 0. 00 2. 58 0. 00 0. 00 2. 34 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2A• 2ov 2B• 21v 13A- 2ocs 0. 340 0. 340 0. 201 w w w 9. 62 9. 62 0. 00 30. 36 30. 36 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 v 2A- 2ov 2A- 2ovd 0. 340 0. 580 w w 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 l-- G iq 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 166-30ad 0.032 0.91 1.74 196 196 177 340 48 46 43 82 F 20P-19t 0.050 1.41 0.71 0 0 0 0 11 11 16 8 F 22A•tpl 0.989 0.00 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 97 24 Envelope loss/gain 1038 1381 221 214 12 a) Infiltration 491 155 123 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) 11529 1536 1344 253 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1529 1536 344 253 15 Dud loads 46'/- 63% 707 965 46% 63% 159 159 Total room load 22311 2502 503 413 Air required (clm) 138 120 31 20 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. e - Pk wrightsoft- 2017-Feb-1513:32:56 4 - Right-Suile® Universal 2017 17 0.16 RSU24011 Page 11 IingionCGRENLot296ThronbrookeDarlingionCGRE rup Calc - MJ8 House faces: E DEL-AIR vuff 0•=eammmm Right-J® Worksheet ahu 2 DEL -AIR HEATING & AIR CgNDITI%NIf C 531 CODISCO WAY, SANFORD, FL 32771 hone: 407-3 266 ax: 407.333.3853 Web WWW.DEL-AIR COM Job: Lot296ThronbrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name rm 3 loll 2 Exposed wall 24.0 It 11.5 It 3 Room height 9.0 It heat/cool 9.0 It heat/cool 4 5 Room dimensions Room area 13.0 x 11.0 It 143.0 Itx 11.5 x 11.0 It 126.5 fl2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number BtutVlt2-•F) atuh/ft2) or perimeter (ft) atuh) or perimeter (ft) 6tuh) Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heat cod 6 VM li 12C-0sw 0.091 n 2.58 2.34 117 117 301 274 104 74 189 172 2A.2ov 0.340 n 9.62 10.58 0 0 0 0 30 0 289 317 t-G0.0013A-2ocs 0.201 n 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 11 W 16A-30ad 0.032 n 0.00 0.00 0 0 0 0 0 0 0 0 Vjl IL-fai 12C-0sw 0.091 a 2.58 2.34 99 84 216 197 0 0 0 0 2A.2ov 0.340 a 9.62 30.36 0 0 0 0 0 0 0 0 2A-2ov 0.340 a 9.62 30.36 IS 0 144 455 0 0 0 0 W 13A-2ars 0.201 a 0.00 0.00 0 0 0 0 0 0 0 0 yl t3A•2ocs 0.201 se 0.00 0.00 0 0 0 0 0 0 0 0 t-G 10C•v 0.340 se 0.00 0.00 0 0 0 0 0 0 0 0 yl 12C-0sw 0.091 s 2.58 2.34 0 0 0 0 0 0 0 0 2A-2ov 0.340 s 9.62 10.58 0 0 0 0 0 0 0 0 I{_ G 2A-2ov 0.340 s 9.62 10.77 0 0 0 0 0 0 0 0 yJ 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 I-( d 2A•2ov 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 12C-0sw 0.091 w 2.58 2.34 0 0 0 0 0 0 0 0 2A.2av 213-21v 13A•2ocs 0.340 0.340 0.201 w w w 9.62 9.62 0.00 30.36 30.36 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2A-2ov 2A-2ovd 0.340 0.580 w w 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 R 1210-0sw 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 168.30ad 0.032 0.91 1.74 143 143 130 248 127 127 115 220 F 20P-191 0.050 1.41 0.71 1 1 2 1 0 0 0 0 F 22A•tpl 0.989 0.00 0.00 0 0 0 0 0 0 0 0 61 c) AED excursion 150 66 Envelope losstgain 793 1225 593 643 12 a) Infiltration 421 133 202 64 b) Room ventilation 0 0 0 0 13 Imemal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 1214 1359 794 707 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1214 1359 794 707 Duct Toads 1 460% 639% 561 854 46% 635% 367 44a r Total room bad 1775 2 1161 1152 Air required (cfm) 110 106 72 55 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. c _rk- wrightsoft- 2017•Feb•1513:32:56 AM PageUniversal201717.0.16 RSU24011 pope 12 IingtonCGRE\Lot296ThronbrookeDarlinptonCGRE.rup Calc - MJ8 House laces: E 1 DEL -AIR Right-J® Worksheet ahu 2 DEL -AIR HEATING & AIR CPNDITI% INC531CODISCOWAY. SANFORD, FL 32771 hone: 407.3 •2665 ax: 407.333.3853 Web: WWW.DEL•AIR.COM Job: Lot296ThronbrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name open to below stairs 2 Exposed wall 35.0 If 3.5 It 3 Room height 9.0 It heat/cool 9.0 It heat/cool 4 5 Room dimensions Room area 20.5 x 14.5 It 297.3 f12 1.0 x 311.3 It 311.3 Itx Ty Construction U-value Or HTM Area (fig Load Area (I12) Load number Btuh/ft2°F) Btuh/It2) or perimeter ((t) Btuh) or perimeter (it) Btuh) Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 yl 12C-0sw 0.091 n 2.58 2.34 185 185 475 432 0 0 0 0 f 2A•2ov 0.340 n 9.62 10.58 0 0 0 0 0 0 0 0 yl 13A-2ocs 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0 fit" 2A-2ov 0 340 n 000 0.00 0 0 0 0 0 0 0 0 11 W 16A-30ad 0.032 n 0.00 0.00 0 0 0 0 0 0 0 0 12C-0sw 0.091 a 2.58 2.34 0 0 0 0 0 0 0 0 2A-2ov 0.340 a 9.62 30.36 0 0 0 0 0 0 0 0 2A-2ov 0.340 a 9.62 30.36 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 a 0.00 0.00 0 0 0 0 0 0 0 0 t-C 13A-2ocs 0.201 se 0.00 0.00 0 0 0 0 0 0 0 0 V)! 10C-v 12C-0sw 0.340 0.091 se s 0.00 2.58 0.00 2.34 0 0 0 0 0 0 0 0 0 32 0 32 0 81 0 74 2A•2ov 0.340 s 9.62 10.58 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 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•2ov 0.340 s 0.00 0.00 0 0 D 0 0 0 0 0 Yfl 12C-0sw 0.091 w 2.58 234 131 91 233 212 0 0 0 0 2A-2ov 21v 13A•2ocs 0.340 0.340 0.201 w w w 9.62 9.62 0.00 30.36 30.36 0.00 0 40 0 0 0 0 0 385 0 0 1214 0 0 0 0 0 0 0 0 0 0 0 0 0 1_- GG 2A•2ov 2A•2ovd 0.340 0.580 w w 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I---G G q 12C-0sw 0.091 0.00 0.00 0 0 0 0 0 0 0 0 0 C 1100 16B•30ad 0.390 0.032 n 0.00 0.91 0.00 1.74 0 297 0 297 0 269 0 516 0 311 0 311 0 282 0 540 F 20P-19t 0.050 1.41 0.71 0 0 0 0 0 0 0 0 F 22A-tpI 0.989 0.00 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 435 54 Envelope losstgain 1362 2810 363 560 12 a) Infiltration 614 194 61 19 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 1976 3004 424 1 580 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1976 3004 424 580 15 Duct bads 46/6 63% 914 1888 46"/6 63°/u 196 364 Total room load 2889 4892 621 944 Air required (cfm) 179 235 38 45 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. c -Fk wrightsoft' 2017-Feb-1513 32:56 AM Right -Suite® Universal 2017 17.0.16 RSU24011 Page 13 lingionCGRE\Lot296ThronbrookeDarlingionCGRE.rup Calc - Mill House faces: E 1 DEL -AIR Duct System Summary Job: Lot296ThronbrookeDarli... IERBte Date: 6/4/2014 ahu 1 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.120 / 0.120 in H2O 0.148 in/100ft 840 cfm Cooling 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.120 / 0.120 in H2O 0.148 in/100ft 840 cfm 162 ft Name Design Btuh) Htg cfm) Clg cfm) Design FR Diam in) H x W in) Duct Matl Actual Ln (ft) Ftg.Egv Ln (ft) Trunk den h 2268 107 55 0.195 6.0 Ox 0 VIFx 27.8 95.0 SO dining rm h 1202 57 47 0.196 6.0 Ox 0 VIFx 27.1 95.0 SO amity rm C 5163 211 249 0.183 9.0 Ox 0 VIFx 36.2 95.0 SO kitchen h 3009 142 140 0.212 7.0 Ox 0 VIFx 18.1 95.0 st1 mstr blh h 1250 59 28 0.160 5.0 Ox 0 VIFx 40.3 110.0 st3 mstr rm C 5612 223 271 0.148 9.0 Ox 0 VIFx 52.0 110.0 st3 mstr we C 5 0 0 0.164 4.0 Ox 0 VIFx 36.7 110.0 st3 msir wic C 5 0 0 0.159 4.0 Ox 0 VIFx 41.1 110.0 st3 pantry C 5 0 0 0.209 4.0 Ox0 VIFx 19.6 95.0 st1 pwdr h 438 21 11 0.194 4.0 Ox0 VIFx 28.6 95.0 st1 util C 813 20 39 0.191 4.0 Ox0 VIFx 30.9 95.0 st1 Trunk Htg Clg Design Veloc Diam H x W Duct Name Type cfm) cfm) FR fpm) in) in) Material Trunk st3 Peak AVF 282 299 0.148 549 10.0 0 x 0 VinlFlx SO SO Peak AVF 840 840 0.148 602 16.0 0 x 0 VinlFlx C wri htsofC 2017•Feb-1513:32.58 9 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 1 IingionCGRE\Lot296ThronbrookeDarlingionCGRE.rup Calc - M.18 House faces: E Name Grille Size (in) Htg cfm) Clg cfm) TEL ft) Design FIR 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 A:.Wri htsof t` 2017•Feb•1s 13:32:58 9 Right -Suite® Universal 2017 17.0.16 RSU24011 page 2Z& .. IingionCGRSLot296ThronbrookeDarlinglonCGRE.rup Calc a MJ6 House laces E 1 DEL -AIR Duct System Summary Job: Lot296Thronbrooke0arll... 0 Date: 6/4/2014 1 ahu 2 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD. FL 32771 Phone: 407.333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.120 / 0.120 in H2O 0.202 in/100ft 840 cfm Cooling 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.120 / 0.120 in H2O 0.202 in/ 100ft 840 cfm 119 ft Name Design Btuh) Htg cfm) Clg cfm) Design FR Diam in) H x W in) Duct Matl Actual Ln (ft) Ftg.Egv Ln (ft) Trunk bth 2 h 669 41 27 0.318 4.0 Ox 0 VIFx 5.5 70.0 bih 3 h 776 48 30 0.311 4.0 Ox 0 VIFx 7.1 70.0 loll h 1161 72 55 0.203 6.0 Ox 0 VIFx 33.0 85.0 st2 open to below c 2446 89 117 0.274 6.0 Ox 0 VIFx 17.5 70.0 open to below -A c 2446 89 117 0.286 6.0 Ox 0 VIFx 14.0 70.0 rrn 2 c 4200 183 201 0.270 8.0 Ox 0 VIFx 18.8 70.0 rrn 3 h 1775 110 106 0.206 6.0 Ox 0 VIFx 31.5 85.0 st2 rrn 3 wic h 503 31 20 0.202 4.0 Ox 0 VIFx 33.7 85.0 st2 rm 4 h 2236 138 120 0.281 7.0 Ox 0 VIFx 15.5 70.0 Stairs c 944 38 45 0.306 6.0 Ox 0 VIFx 8.6 70.0 Name Trunk Type Htg cfm) Clg cfm) Design FR Veloc fpm) Diam in) H x W in) Duct Material Trunk st2 Peak AVF 213 181 0.202 609 8.0 0 x 0 VinlFlx Name Grille Size (in) Htg cfm) Clg cfm) TEL ft) Design FR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Matl Trunk rb2 Ox 0 840 840 0 0 0 0 Ox 0 VIFx C wri htsoft` 2017-Feb-1513.32:58 9 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 3 ACCA . IingtonCGRE\Lo1296ThronbrookeDarlingtonCGRE.rup Calc - MJ8 House faces: E FORM R405-2014 TABLE 402.4.1. AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot296ThronbrookeDarlingtonCGRE 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 'oists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered Floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and Flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 2/15/2017 1:26 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 RESIDENTIAL ENERGY CONSERVATION CODE DOCUMENTATION CHECKLIST Florida Department of Business and Professional Regulation Simulated Performance Alternative (Performance) Method Applications for compliance with the 2014 Florida Building Code, Energy Conservation via the residential Simulated Performance method shall include This checklist A Form R405 report that documents that the Proposed Design complies with Section R405.3 of the Florida Energy Code. This form shall include a summary page indicating home address, a -ratio and the pass or fail status along with summary areas and types of components, whether the home was simulated as a worst -case orientation, name and version of the compliance software tool, name of individual completing the compliance report (1 page) and an input summary checklist that can be used for field verification (usually 4 pages/may be greater). Energy Performance Level (EPL) Display Card (one page) Mandatory Requirements(three pages) Required prior to CO for the Performance Method: Air Barrier and Insulation Inspection Component Criteria checklist (Table R402.4.1.1 - one page) A completed Envelope Leakage Test Report(usually one page) If Form R405 duct leakage type indicates anything other than default leakage", then a completed Form R405 Duct Leakage Test Report (usually one page) 2/15/2017 1:26:17 PM EnergyGauge® . USRCSB v5.1 Page 1 of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Lot296ThronbrookeDarlingtonCGRE 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 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 lest, 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: 04gOE STgr a v 2/15/2017 1:26 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 Florida Department of Business and Professional Regulations Residential Whole Building Performance and Prescriptive Methods ADDRESS: Permit Number: FL, MANDATORY REQUIREMENTS See individual code sections for full details. O 401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law Section 553.9085. Florida Statues] requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit. The building official shall verity that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate compliance for the building. A copy of the EPL display card can be found in Appendix C. O R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.1 through R402.4.4. O R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. R402.4.1.1 Installation. The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance with the manufacturer's instructions and the criteria listed in Table 402.4.1.1. as applicable to the method of construction. Where required by the code official, an approved third party shall inspect all components and verify compliance. R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, and 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. O R402.4.2 Fireplaces. New wood -burning fireplaces shall have tight -fitting flue dampers and outdoor combustion air. O R402.4.3 Fenestration air IeakageWindows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot (1.5 Us/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 Us/m2), when tested according to NFRC 400 or AAMA/WDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site -built windows, skylights and doors. O R402.4.4 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than 2.0 cfm (0.944 Us) when tested in accordance with ASTM E 283 at a 1.57 psf (75 Pa) pressure differential. All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. O R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. O R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load. O R403.2.2 Sealing (Mandatory)WI ducts, air handlers, and filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts and plenum chambers, shall be constructed and sealed in accordance with Section C403.2.7.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria by post -construction or rough -in testing below. Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by either an energy rater certified in accordance with Section 553.99, Florida Statutes, or as authorized by Florida Statutes, to be `substantially leak free" by either of the following: 1. Post -construction test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. All register boots shall be taped or otherwise sealed during the test. 2. Rough -in test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25Pa) across the system, including the manufacturer's air handler enclosure. All registers shall be taped or otherwise sealed during the test. If the air handler is not installed at the time of the test, total leakage shall be less than or equal to 3 cfm 85 Umin) per 100 square feet (9.29 m2) of conditioned floor area. Exceptions: The total leakage test is not required for ducts and air handlers located entirely within the building envelope. 2. Duct testing is not mandatory for buildings complying by Section R405 of this code. 2/15/2017 1:26 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Corn Page 1 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) O R403.2.3 Building Cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. O R403.3 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of 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. O R403.4.1 Circulating hot water systems (Mandatory). Circulating hot water systems shall be provided with an automatic or readily accessible manual switch that can turn off the hot-water circulating pump when the system is not in use. O R403.4.3 Heat traps (Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a downward and upward bend of at least 3'/2 inches (89 mm) in the hot water distribution line and cold water line located as close as possible to the storage tank. O R403.4.4 Water heater efficiencies (Mandatory). O R403.4.4.1 Storage water heater temperature controls R403.4.4.1.1 Automatic controls. Service water heating systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature setting range shall be from 100•F to 140•F (38•C to 60•C). R403.4.4.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main bumer(s) of combustion types of service water heating systems to be turned off. O R403.4.4.2 Water heating equipment. Water heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water heating category. Solar water heaters shall met the criteria Section R403.4.4.2.1. R403.4.4.2.1 Solar water heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors, and SRCC Standard TM-1, Solar Domestic Hot Water System and Component Test Protocol, Collectors in installed solar water heating systems should meet the following criteria: 1. Be installed with a tilt angle between 10 degrees and 40 degrees of the horizontal; and 2. Be installed at an orientation within 45 degrees of true south. p R403.5 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the Florida Building Code, Residential or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. p R403.6 Heating and cooling equipment (Mandatory). The following sections are mandatory for cooling and heating equipment. O R403.6.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1. This code does not allow designer safety factors, provisions for future expansion or other factors which affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. R403.6.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load, but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.6. or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the equipment shall not be less than the calculated latent load. 2/15/2017 1:26 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 ctm provided by the expanded performance data, the design value for entering wet bulb temperature and the design value for entering dry bulb temperature. Design values for entering wet bulb and dry bulb temperature shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space. Exceptions: 1. Attached single- and multi -family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. 2. When signed and sealed by a Florida -registered engineer, in attached single- and multi -family units, the capacity of equipment may be sized in accordance with good design practice. O R403.6.1.2 Heating equipment capacity R403.6.1.2.1 Heat pumps. Heat pumps sizing shall be based on the cooling requirements as calculated according to Section R403.6.1.1 and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load. R403.6.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403 6.1. R403.6.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric bumers shall not be less than the design load calculated in accordance with Section R403.6.1. O R403.6.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: 1. A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. 2. A variable capacity system sized for optimum performance during base load periods is utilized. O R403.7 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the Commercial Provisions in lieu of Section R403. Q 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. 0 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/APSPA5. The energy requirements for portable spas shall be in accordance with ANSI/APSP-14. O R403.9.1 Pool and spa heaters. All pool heaters shall be equipped with a readily accessible on -off switch that is mounted outside the heater to allow shutting off the heater without adjusting the thermostat setting. R403.9.1.1 Gas and oil -fired pool and spa heaters. All gas- and oil -fired pool and space heaters shall have a minimum thermal efficiency of 82 percent for heaters manufactured on or after April 16, 2013 when tested in accordance with ANSI Z 21.56. Pool heaters fired by natural gas or LP gas shall not have continuously burning pilot lights. R403.9.1.2 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance with AHRI 1160, Table 2, Standard Rating Conditions -Low Air Temperature. A test report from an independent laboratory is required to verify procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard. O R403.9.2 Time switches. Time switches or other control method that can automatically turn off and on heaters and pumps according to a preset schedule shall be installed on all heaters and pumps. Heaters, pumps and motors that have built in timers shall be deemed in compliance with this equipment. Exceptions: 1 Where public health standards require 24-hour pump operations. 2. Where pumps are required to operate solar- and waste -heat -recovery pool heating systems. 3. Where pumps are powered exclusively from on -site renewable generation O R403.9.3 Covers. Heated swimming pools and inground permanently installed spas shall be equipped with a vapor -retardant cover on or at the water surface or a liquid cover or other means proven to reduce heat loss. Exception: Outdoor pools deriving over 70 percent of the energy for heating from site -recovered energy, such as a heat pump or solar energy source computed over an operating season O RR404.1 Lighting equipment (Mandatory). A minimum of 75 percent of the lamps in permanently installed lighting fixtures shall be high -efficacy lamps or a minimum of 75 percent of permanently installed lighting fixtures shall contain only high efficacy lamps. Exception: Low -voltage lighting shall not be required to utilize high -efficacy lamps. O R404.1.1 Lighting equipment (Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights O R405.2 Performance ONLY. All ducts not entirely inside the building thermal envelope shall be insulated to a minimum of R-6. O R405.2.1 Performance ONLY. Ceilings shall have minimum insulation of R-19. Where single assemby of the exposed deck and beam type or concrete deck roofs do not have sufficent space, R-10 is allowed. 2/15/2017 1:26 PM EnergyGauge® USA - FlaRes2014 - Section R405 4 1 Com Page 3 of 3 111 1 r-.• we r 1 11 1 lab rrjOlIIAQN IIIKAM16=f6 np I I 42X42 A/C SLAM I : BY BLDR MIN =e• I 27 2' FROM WALL I I 1 NC ' A/C ' PAD j PAD j 20 ICH V/SKV e240V IPH . 18.10 MMenpletforn by aler O Transfer ducts/prelrs shed In C"Janc nh florlde RHb ntIM Nd1np Coe, - M 02.• wanted Rot— W. -ceptlons 1-3, NAO r t provide unrestP#ted 1 Inch Wcvt on door, to haateae G room reN U • 1 - - II II 11fAMILYRDOM 250\ sa,+.ol.e 1 IIr IN I stele .1/D •t0 to wall Cap w/fan to 696RN wear Y,e,Oa Laid to Y.Y ;-------- 1 1 1 1 I 11 1 1 1 / 1 I CAP0({ 1 u u r ae 1 er wer.es eu el ee i' 1 aw te eme elN __ , ear •_________ 1l V t w etalurwwe J iYMCAL MASONRY WINDOW SCHEDULE WINDOW WIDTHS ! r I rr I>r D r wapw uUL4VIS lYi y 0M NDN ON DM A ON NDN DN Dow Y 9- lomm MN MN C N• sN NDN eN DN S N4 N D fN DN 0t 19R P1aalh ME"''a'.0 ltl%Iq 11M1® 1Pdfv0 eDm,aL tr Pa PYdCNe BteDKICAT" Idamd lsple I eloelusDe•oa. oxla® aAs fW rN Ye e111A:ea s,.rruerue rer . smw Must hove a nWnun clearance of 4 Inches around the air handler per the State Cnergy code. All duct has an r=6 Insulation value. V rd, LIJ Z 00 0 Tommm rweN 0 ON N Z CJ QOJ Q,(\ LI PIAN FLOM Wier. >- Q' H 0 qT L, UPPER PLOM Deer. Q Q 0 2 \ —) low 1— A J I— %D l.l_ o Lh ao w > Z 10 NO 3 I.- 5 OR I z JNC O I1 e,• 1 ggqaaa 113 Y/ D.6I1•cs-- I0.6I1•ctl I se r D12.12 a 12:'12 rep 1 I noennut _ 14.9 Mod 2.0 TON V/SKV l240V 1PM IB.10 p1Mpletforw uy® [33' bath duCmd, o roof cnsteleo/e,.I, ' p fan utone 696R 1 SS IlfA \ fe 10+6I11 IID 4- 20 e. Mder .el Metl t0 prevltlr e/c tluct "a'. 1It•n 6 I11 9. Me I 12.12 rop 1256 1 ce_______________ 7. I II i II11 I lnvn cC. A<ts/prslrs eht0 ti enpakbcroefthdefMfiMsltlenthlDReturnMAdmgCode - 10602. kAder RetestAe•, e.c—*6tJ 1-3. hustler notculladoorsItoha1ableundercutondoerstorotlteblrroans. Must have a nlnlnun clearance of 4 Inches around the air handler per the State Energy code. All duct has an r=6 Insulation value. TYPICAL WOOD FRAME WINDOW SCHEDULE WINDOW WIDTHS Rating 4- z O LJ ai z O OO a pZ ( UzN J J of \ rW f—OV la_ as 02: F— f=l JF- o } y ( M LU > z z o ui 3 J O :1 Q O ma Jtn00 DESCRIPTION AS FURNISHED: Lot 296, THORNBROOKE PHASE- 4, as recorded in Plat Book 81, Pages 70 thru 71, Public Records of Seminole County, Florida. 5P 11- %S88 PLOT PLAN FOR/CERTIFIED TO: Taylor Morrison of Florida, Inc. ZONIN -DATE .. RECORD COPY LOT 299 Ok to construct Single Family home with setbacks and I N 00010 44 W impervious area shown on plan. 40. 00' LOT 296 19. 80' 19.80' 5. 14' 5. 14' J>-(2- TYP.) 0' x3.0' AC 5. 00' 5.00' 15. 7' i COVERED Ari PATIO 8' RECESS FOR 14.3' S. 00' 0' T PROPOSED RESIDENCE h MODEL: DARLINGTON- w w 2 CAR GARAGE RIGHT O O O O O LOT 297 0 M O LOT 295 o n2 is o N Co Ca 5. 00' 5. 0' s c ENTRY of 5. 00' 8. 7' 0 o, 21. 3' 5. 00' 16' DRIVE 25. 20 26.20' 10' UTIL. ESMT. 06 G - — —— 35. 03'—— PC) 5' CO C. WALK 3' R f1J1 RfS ON LOT AREA CALCULATIONS: LOT - 4.800 SQ.FT. S 00010' 44" E LIVING - 1,467 SOFT. GARAGE - 455 SOFT. 40.00 ENTRY - 71 SOFT. LANAI - 139 SOFT. BREEZEWAY= N/ A SQ.FT. ROCKY GROVE LANE DRIVEWAY - 403 SOFT. A/C PAD = to SOFT. WALKWAY = 70 SQ.FT 5R/W) TRACT I IMPERVIOUS 54.6 R ' oy, UTILITY & ACCESS R/W 2,623 SO.FT. SOD = 177 SOFT. Q Q APROPOSED - FINISHED SPOT GRADE ELEVATION RIW 440 SO. FT. PER DRAINAGE PLANS APRON 110 SO. Fr. BUILDING SETBACKS: PLOT PLAN ONLY* SIDEWALK 200 SO.FT. PROPOSED DRAINAGE FLOW FRONT - 25' NOT A SURVEY) SOD IJO SORT. TOTAL XW= LOT GRADING TYPEAREAR - 15' PROPOSED F.F. PER PLANS - 24.8' SIDE 5.0' PROPOSED INFORMATION SHOWN AREA - 5,240 SQ.FT. SIDE CORNER - 10' BASED ON SUPPLIED PLAN DRIVEWAY - 513 SO. FT. PROPOSED GRADE PER CONSTRUCTION PLAN + AND OR INSTRUCTIONS PER NT SIDEWALK - 270SOFT. CLIf NOT FIELD VERIFIED SOD SO.rr. CRUFSE'NMLTYLTR-SCOTT LJG ASSOC 7 INC. - LAiVD SURVLTYORSI LEGEND - LEGEND - P 5400 E. COLONIAL DR. ORLANDO. FL. 32807 (407)-277-3232 FAX (407)-658-14J6 PLAT PDL • POINTONLUXr . rIELD TYP. . TYPICAL HOPES: IP. LIEU PIPC PRC. • POINT LP RCVCRSC CURVATURE IA. . WON ROD , CL POUR R CONPGMD CuRVATURC 1. THE UNDIDdrA D DOES HEREBY COMFY THAT 1105 SLVWV MEETS THE STANGWOS Or PAACIICE SET FORM BY THE nORIW " 0 OF CONCRETE • PROFESSIONAL SURVEYORS AND MAPPERS RI CHAPTER 5J-17 PLOAIDA ADMWISTRAINC CODE PURSUANT 10 SECTION 471027, FIATOA STATUES NOM-RRADIAA SE LBBBNNT KADSETLB. . 1/2' •/BLB AS9i NR • WEIFRADIAI 2. UNLESS ELIBOSSE WIN SURREYOR'S SIGNATURE AND OXOM RAISED SEAL INS SURWr MAP OR COPIES ARE NOT VAUD RAC. • C POINT 3. THIS SURVEY WAS PREPARE FROM 1TILE 941DAMAIM FLRNISNE TO THE SURVEYOR. THERE MAY 8C OTHER RtSTWnONS P40. • POINT Or CALL • CALCAB.ATED POINTACCOF CALW.PCALCULATEDOR aENTS MIT AFFECT MIS PROPEITI: CBEGINNINGDKKCMCC IDt. • POINT D< CONIQlCCNCMT IR1l • [RINfaNI REFCRdCL 1tWWTM NO IRFOfRfDR0UN0 1MPROVLVLNR NA1E BLLN LOCATED UNLESS OTHERWISE SHOWN. l CCHTCRLLNE rr. • rIHIUCD rLa W ELEVATION THIS SURVEY IS PREPARE FOR THE SOLE BENEFIT OF THOSE CEITRRE TO AND MID NOT 8E RELIEo UPON BY ANY DRIER CNRTY WD • NAIL L DISK BSL • WILDING SETBACK LINE R/V . RIGHT BA • BASE A 0. o1MEISlONS SNom rm Inc LOCATION or DIPROVewom NERETlN 511ouLD Nor at USE To RECONSTRUCT 8=40ARr UNM BJ. • tAtC BEARING HT R 7. OEAIUI" AREBASEASSUTR:T DATUM AND ON THEUNE SHOWN AS BASE WNW IB.&) DRAIN. DRAINAGE 6 ILEVAWPM IF & VWN. ARE BASE ON NATIONAL CEOOEBC DATUM Or 1029, UNLESS OMERNTSC NOTE. UTIL. IRIL"A 9. CETBRICITE 0/ A1.4NO /7ATION ft 4500. CLlC. CHAIN LINK To= VD/ C. • Wool) /CNCE C/ o - CONCRETE BLOCK PC. • POINT Or CURVATURE SCALE V- 1' 20'--1 DRAWN BY: '•• Q P.T. • POINT OF TANGDHCY IIESt. DESCRI TION CERTIFlED eY.• ELATE ORDER NO. RAPCryLENGTH PLOT PLAN 02-27- 17 635-17 C -awn REVISED PLOT PLAN 05-31-17 C-L CHORD BEARING NORTH THIS BLOLDINC/PROPERTY OOES. NOT UE WIMIN µ - THE ESTABLISHED 100 YEAR FL000 PLANE AS PER IRRAI• TO11bj CRUSENM R.L.S. / 4714 ZONE MAW/ I2117C 0055 F. JAMES W. SCOTT. R.LS 1 4801 co c0 TAYLOR MORRISON iN z Oa ' THORNBROOKE S.F. 9 HOUSE TYPE: DARLINGTON W/ OPTIONAL LAV IN BTH 3 FIRST FLOOR j mil fit(; +at e-A 3 . 0Wo pow clzr lj i vi TAYLOR MORRISON THORNBROOKE S.F. HOUSE TYPE: DARLINGTON W/ OPTIONAL LAV IN BTH 3 LOT A0 SECOND FLOOR F~ a"d •(.* Poor Y it 1 1 I 4" au ! Qv It w;c AA v o3 g991-L1# a V °'d, 0 abOAN`dS N,m%(o 3*IAV38 dWV QS dWV SL'M =A OVZ I VA 00Sti£ 331AM and adoi a3lvinaig VA 009K aV011v101 VA OZVOL 1V3H 1V10113N VA 0900Z OVOI IV83N39 13N VA ME 991V 1V3H 0IN10313 MN 9 VA 09ZE 991V 1V3H 01813313 MN 9 VA 096E VA OVZ X dWd 9'9 L Z# dWnd 1V3H NOl Z VA 096£ VA OVZ X dWd 9'9 L L# dWnd 1V3H NOl Z VA 0800Z OV011"3N39 13N 1V101 VA 0900L V ' x VA LOZSZ 001V OVOI IV83N39 J0 UMNIM M VA 000% VA W99 VA VA VA 9VZ VA 0009 VA 00U VA 0090 VA OOOZ l VA 0091 VA OOOC VA SSLL 0M 1V aV01 lV83N39 dO VAN % 1SMd aV01 lVa3N30 dO 1V1019nS dH £/0 IVSOdSIa 83AW S3H1010 M3HSVMHSIa H31V3H b31VM N3A0 aNV dO1X000 NO ONIM 31V1d 31NVN 1V 3JNV8 iv llnoalo AaaNnvl V3 VA OOSL 1V llnomD 30NVIlddV MV OZ ld OS 83d VA E X ONI1HJIl lV83NM 1dOS NOlJNnsva NOSINHOW V01AV1 0 Z0# 3003 03N) dWnd 1V3H H11M 0NI113M0 AIIWVd 3NO SNOI1Vln01V0 aV01 ILtL-ZIS-LOb xe3 ZZ8I-ZIS-LO6 60OZIE li lopueljp mog lanuald £SIZ up'sans, U3011n9 AdOJ GXOD 2I Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® RECORD COPY RE: TB0296 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Taylor Morrison Project Name: TB0296 Model: Thornbrooke Tampa, FL 33610-4115 Lot/Block: 296 Subdivision: Thornbrooke Address: City: Sanford State: Florida Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 139 mph Roof Load: 40.0 psf Floor Load: 55.0 psf This package includes 62 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# I Truss Name I Date I No. I Seal# I Truss Name I Date 11 I T10468397 1 GO 2/20/17 118 IT10468414IF16 2/_20/17 , 12 1 T104683981 CO2 1 2/20/17 119 1 T104684151 HR01 1 2/20/17 13 I T104683991 F01 1 2/20/17 120 1 T104684161 HR02 1 2/20/17 4 IT10468400IF02 2/20/17 21 1 T 104684171 HR03 2/20/17 5 IT10468401IF03 2/20/17 22 1 T 104684181 HR04 2/20/17 6 IT10468402IF04 2/20/17 23 T10468419 J01 2/20/17 7 T10468403 F05 2/20/17 24 T10468420 J02 2/20/17 8 T10468404 F06 2/20/17 125 IT10468421IJ03 2/20/17 9 T10468405 F07 2/20/17 126 IT10468422IJ04 2/20/17 110 1 T104684061 F08 1 2/20/17 127 I T10468423 I J05 1 2/20/17 I 111 I T10468407 I F09 1 2/20/17 128 I T10468424 I J06 1 2/20/17 1 112 I T10468408 I F10 1 2/20/17 129 I T10468425 I J07 1 2/20/17 13 IT10468409IF11 2/20/17 130 IT10468426IJ08 2/20/17 114 I T10468410 I F12 1 2/20/17 131 IT10468427IJ09 2/20/17 15 IT10468411IF13 2/20/17 132 IT10468428IJ10 2/20/17 16 IT10468412IF14 2/20/17 133 IT10468429IJ11 2/20/17 1 117 I T10468413 I F15 1 2/20/17 134 I T10468430 I J12 1 2/20/17 a 1 7 - 1888 The truss drawing(s) referenced above have been prepared by MiTek 1111 11111#11 P4 / IN• VF i, USA, Inc. under my direct supervision based on the parameters Xi E N, provided by Builders FirstSource - Plant City. R Truss Design Engineer's Name: Velez, Joaquin 182 My license renewal date for the state of Florida is February 28, 2019. The seal on these truss component designs is a certificationIMPORTANTNOTE: g O •,. ATE OF : that the engineer named is licensed in the jurisdiction(s) identified and that the P'N` designs comply with ANSI/TPI 1. These designs are based upon parameters O R 1'0 shown (e.g., loads, supports, dimensions, shapes and design codes), which were MiTek. A includedgivenprojectspecific in tppreparation ea intoeeferencepurposeonly, was no taken account the of these designs. MiTek has not independently verified the applicability of the design Joaquin PE No.68182 parameters or the designs for any particular building. Before use, the building designer Mrrek U Ft. Cert 6634 should verify applicability of design parameters and properly incorporate these designs 69W Blvd. Tampa f133610 into the overall building design per ANSI/TPI 1, Chapter 2. Date: February 20,2017 Velez, Joaquin 1 of 2 RE: TB0296 - Site Information: Customer Info: Taylor Morrison Project Name: TB0296 Model: Thornbrooke Lot/Block: 296 Subdivision: Thornbrooke Address: City: Sanford State: Florida No. Seal# Truss Name I Date 35 IT10468431 J13 2/20/17 36 IT10468432 J14 2/20/17 137 I T10468433 I J15 1 2/20/17 138 I T10468434 I J 16 1 2/20/17 I 39 IT10468435IJ17 2/20/17 140 I T10468436 I J18 2/20/17 41 T10468437 J19 2/20/17 142 1 T104684381 R01 12/20/17 143 1 T1 0468439 1 R02 1 2/20/17 I 44 1 T10468440 R03 2/20/17 45 1 T10468441 1 R04 1 2/20/17 I 146 1 T10468442 I R05 1 2/20/17 I 47 T10468443 I R06 2/20/17 48 T10468444 1 R07 2/20/17 49 T10468445 I R08 2/20/17 50 T10468446 1 R09 2/20/17 151 1T10468447 R10 12/20/17 1 152 I T 10468448 I R 11 1 2/20/17 I 153 1 T104684491 R 12 1 2/20/17 I 54 1 T10468450 R13 2/20/17 55 T1 04684511 R14 2/20/17 56 T10468452 I R15 2/20/17 57 T1 04684531 RF01 2/20/17 158 1 T1 04684541 RF02 1 2/20/17 159 1 T10468455 I V01 1 2/20/17 I 160 I T10468456 I V02 1 2/20/17 1 161 1 T104684571 V03 1 2/20/17 1 162 I T104684581 VO4 1 2/20/17 1 2of2 b 1 I T10468397 1 1 733601001 Job Reference (optional) 7 640 a Apt 19 2016 Wait Industries. Inc. Fri Fab 17 14 46 412017 Page 1 I O:Z17yacff3rgf5yOb0 EG6BuzOU(6•xgUxrnJxTY14fOABVBPln6KngmPml9kA?tcC I NuzkDBS 0;1 8 Scale = 1:25.5 Job Truss Truss Type Ply c t.— rae—.. i —P.. ...... y, rw wa cacao 3x3 = 1 2 3 4 5 6 7 8 9 10 11 12 13 26 25 24 23 22 21 20 19 16 17 16 1s 14 3x3 = 30 4R 29 LOADING(psf) SPACING- 2.0-0 CSI. DEFL. In (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Ven(LL) n/a rVa 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Ven(TL) We n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) -0.00 17 We n/a BCDL 5.0 Code FBC20141TPI2007 (Matrix) Weight: 79lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc puffins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. OTHERS 20 SP No.3(flat) REACTIONS. All bearings 15.6.8. lb) • Max Grav All reactions 250lb or less at joint(s) 26, 14, 25, 24, 23, 22, 21, 20, 19, 18, 17, 16, 15 FORCES. (lb) • Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) All plates are 1.5x3 MT20 unless otherwise Indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1.4.0 oc. 5)-Semi•ngid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) 'This manufactured product Is designed as an Individual building component. The suitability and use 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. Yertry design parameters and READ NOTES ON THIS AND INCLUDED M17EK REFERANCE PACE MI7472 rev. 141MMrtr BEFORE USE Design vUk1 lot use only wllh MI1eM ConneCkXS. I1111s dosltp is Lxnod only upon pmallotors sown, ana Is lot on lndMMxd txddkV compon t. not a hues system. Below use. Itdl I:KAdng doslg oo must valfy, the cy, 1 licatAty of doslgl p®amelots cold popnrly IncotPotalo this design Into Ina ovetdl 1+®rtrKl <k;Jfln. kYatCh(l htrl4=<d.r,Iktotu:w;tH1.a Mirt(I of 4K0vF ee:4 inr:,w 4:rex1/w Ctr wd rw;t ul,. as rtdv. M.k itk nrd4;uq arcsy ra Kll.autntirJ l:ecrinpt MiTek• Is always tetlutred lot slatAly ardl to pevenl Collapse with possible persordtl tWy tidf poperly damage. For general g1W1ee regardklg the fcdxlcallon. storage. delNoty, erection anti bracing of Ints9m and truss systems taeANSI/11111 Quality Criteria, D$8.89 and SCSI 8ullding Component 6204 Parka East Blvd. Safety Intorma"m available frown hubs Plate fruOMe. 218 N. Lao Strool. Suite 312. Alexardlri4 VA 22314 Tampa, FL 33610 Job rruss I fuss I ype oty Fly T1046a399 T80296 CO2 Flow Truss f 1 733601002 Job Reference (optional) ID:Zl7yacff3rgfSyObDEG68uzOUf6-xgUxrrJxTY14fOABVSPln6KngoPmG9k8?toClNuzkOSS Scale a 1:17.0 1 2 3 4 5 6 7 a QrP 16 is 14 13 12 11 10 9 LOADING(psf) SPACING- 2.0.0 CSI. DEFL. In (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Ven(LL) We n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 SC 0.01 Vert(TL) We n/a 999 SCLL 0.0 Rep Stress Incr YES .WB 0.03 Horz(TL) 0.00 0 n/a We BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight: 45lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 20 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 9.0.7. lb) - Max Grav All reactions 250 lb or less at joint(s) 16. 9, 15, 14, 13. 12, 11. 10 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8) 1) All plates are 1.5x3 MT20 unless otherwise Indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1Od (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 8)'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' A WARNING • yarl/y design paremetwe and READ NOTES ON THIS AND INCLUDED AUTEK REFERANCE PAGE M67479 rev. 10012016 BEFORE USE Design valld to use only vAth Ml leM connectors. cols design Is based ordy upon patamotea snows. a d is to an hdhAdtral txAding component. not maIssystom. Befao use. the txddnp designer must verity the af4Acabllly of d sign Ixxamelos and Ixor>y Incaa patoit& design Into the ovaall Psg( MfI CkzJrpl. NCM,:11(IW.BCjt"d is lt.I4Uv,;ld1.#,IktkXi ed kw M.IU dhr=N wtA i frrfA M ctv 4rf r r rlt rd,.;r%lady. 14 k91k MKd ktirl e WCfKII.;rfie et;n11.4 t;hKl MiTek' 6alwaysfeephedlopslabullyrindtopeventedlcirtsevAlhpOssUeMnsaKd"and properly damage. For gerwi d guidance fegrlldln0 the kdxIcallon, slaa0o, dolNery, erectlon arKi Ixachn0 of Inrsws and Inrss systems. scoANSI/IPI I Quality Criteria, OSS-89 and SCSI Building Component 6904 Parke East Blvd. Safety Infonnatlan ovallalxe from truss Rate hullMo. 218 N. lee Sheet. Srdto 312. Aloxatndria. VA 22314 Tanga. FL 33610 Job I rues runs We oty Ply T10468399 T80296 FOt FLOOR TRUSS S 1 1,3360003 Job Reference(optional) Dowers ruswwme. r ampa, —o wy, rwrae s,>,00 0-1-8 fi 1 2-6-0 1.3-0 3x4 = 2 y„ .. c— m.,.. v,v..--. ,,,. ., .v ,. ,..v.+c cv., wy. , ID217yacft3rgf5yOb0EG68uz0U(frPl2Jzfx5JcCW?Kmik7Z: fAK I) 95GxrvLzkDBR 2.3.8 3x3 = 3 4 5 2-6-0 o,i a Scale = 26.0 3x3 = 3x4 = 6 7 a 3x4 = 3x3 = 3x3 = 3x3 = 3x3 = 3x4 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL, in (loc) Wait Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.67 Vert(LL) 0.15 12-13 999 360 TCDL 10.0 lumber DOL 1.00 BC 0.75 Vert(TL) 0.20 12-13 925 240 BCLL 0.0 Rep Stress Incr YES WB 0.40 Horz(fL) 0.04 9 We n/a BCDL 5.0 Code FBC2014/rP12007 Matrix) LUMBER- BRACING- PLATES GRIP MT20 244/190 Weight: e2 lb FT = 20°OF, I I%E TOP CHORD 2x4 SP N0.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except BOT CHORD 20 SP No.2((lat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=834/0-7-4, 9=834/0.7.4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1530/O, 3-4=-2021/0, 4-5=-2021/0, 5.6=-2021/0, 6-7=-1530/0 BOT CHORD 13-14-0/1191, 12.13=0/1639, 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=49010, 6.11=0/502, 5.11_ 293/0, 2.13=0/539, 3-13=-490/0, 3-12=0/502, 4-12=-293/0 NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 1.5x3 MT20 unless otherwise indicated. 3) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0.0 oc and fastened to each truss with 3-10d (0.131- X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNWG - v*dty dedyn parameters end READ NOTES ON THIS AND INCLUDED NREK REFERANCE PAGE MO.7477 rev. Id owmis BEFORE USE Design valid for use only with Mllek® Connectors. lids design Is Uased only upon paamelers shown, and Is for an IndlAd ral "ding component, not o liuss system. Bolero use. the Ixllalng doslgnet must vadry Ilse olopllcolAily of design parntelors colt poperty kncoti"ote this design Into the overall IsarO4l kelr lr r. FA,%`Ilu Irvfk`nt"'.l is krtxa-w ynl I..rrd kroil . 4aey riot l;::rrmae v`t if 1,4n)k rrl WOW is always reached far sk"Uy aad to provonl coUcgm with posstxe personal k*ry tad propL41y danago. For general gsldarce argasahng the k9xicatlDn. slelogo, dollvoty, election and Lxocho of mosses and tRrss systems. sooANSVM I Qua ft CAterlo, DS649 and! SCSI Sullding Component 6904 Porko Easl Blvd. Safely Intoanation ovallalxo from Iran Plato Institute, 218 N. too Street, SUto 312. Alexadda VA 22314. Tampa, FL 33610 Job I fuss truss type oty ply T10466400 T80206 F02 FLOOR TRUSS 4 1 1,33601004 Job Reference (optional) ounaets 1.1rs1stwrce. 1 amps. ream t,ay, rwlwa a:r000 0.1.8 If 2.6-0 1J0 16 15 1.5x3 II 1.5x3 = 1.Sx3 = 3x4 = 1 2 o+v s rip, 1 e z.10 ,w ... lrwu--. me ID:Z17yacff3rgf5yObDEG6BuzOUf6•P 12Jzfx5JcCW?Kmik7GOfYKGpxmu5n95GxrvLzkDBR i•11.12 2.6-0 O1 eI 1:26.3 1.5x3 II 3x3 = 1.5x3 11 1.5x3 II 3x3 = 30 = 1.5)0 = 3 4 5 6 7 a 30 = 3x3 = 30 = 30 = 30 = 3x6 = 17 15.2-12 15-2.12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Wait Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.58 Ven(LL) -0.13 10.11 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.70 Ven(TL) -0.17 10-11 >999 240 BCLL 0.0 Rep Stress Incr YES WS 0.39 Horz(rL) 0.04 9 n/a rVa BCDL 5.0 Code FB02014frPI2007 (Matrix) Weight: 82 lb FT = 20%F, t 1%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc puffins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 9=814/0-3-8. 14=820/0-7-a FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1497/0, 3-4=-1960/0, 4-5=-1960/0, 5.6=-1960/0, 6.7=•1513/0 BOT CHORD 13.14=0/1168, 12.13=0/1795, 11.12=0/1960, 10.11=0/1806, 9-10=0/1189 WEBS 2.14=-1363/0, 7.9=-1374/0, 7.10=0/515, 6-10=-464/0, 6-11=-14/453, 5.11=-261/0, 2.13=0/523, 3-13=-474/0, 3-12=-3/464, 4.12=-266/0 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 3) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1Od (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' A WARNINO - yedry dedyn paramefen and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MD7472 rev. IM212016 BEFORE USE Dosl®1 vclkl lot tde only Wllh Mlfok® connectors. 11ds doslgn h based only upon lwanolers shown. and k fa a1 IndMdtal Ixtldhg component, not a buss systom. llotote use. ttlo txlldng deslgnet must vcdfy the ofXxk:abllfy of design lxxanetem and Iaolxxly Irlcogxxato OdS doslgn Into the ovorall IAA-:1n(jd,x-(In. Walk tflf.6i,'.(It1,Y.I1%If) 1:mume YIf I's.eldWKI If lrlrfh*k Yd i11 rz W-A- o d/i M ch.-id ton Y 11L. 1L, Ally. /VN ilk w1r1 MCay tall h.Y11 I A, v1j11rf Is always tel4Jted got sk"ry and to Ixevorlt cdlapso with posdole personal Iryuy and property damage. lot general ULWalce togadtrlg 81e MiTek' kMftafWx storage, dolNory. (mocllon aK) Ixcichg of tnmm and Ines systems SOCANS1/7111 l Quality Criteria, OSS-89 and SCSI Building Component 6904 Parke E4s1 Blvd. Safety Information avmablo horn this Plate Instiulo. 218 N. trio Sheet. Wle 312. Alexanthkt VA 22314. Tampa. FL 33610 Job buss truss type Ott, pry Tt0466401 T80206 1:03 Floor Touts 1 1 733601005 Job Reference(optional) lfuxaets PItsiboures. Iamps. tram tiny, t'Wnna;1;1Daa uanp,, v LVIO MIeR If —tuna. IIIG. ,, — 1I ,,: —.—I e.. ID:Zl7yacff3rgtSyObDEG6BuzOU(6-uOchB.j4vKNdULulgnFBIsy7CGYdVzlKwhPRnzk080 0-1.8 H 1 '0 26-0 1.11.72 2.6-0 o011ieInI = 1:28.3 I.5x3 II 1.Sx3 = I.Sx3 II 1.541 = 04 = 3x6 = t.Sx3 II 1.54 11 3x3 = 4x6 = 1.5)0 = 1 2 3 4 5 6 7 8 17 3x3 = 4x4 = 3x4 = 30 = 4x6 = 3x6 = 2.9-0 2. Plate Offsets (X,Y)-- 9-0 112:0-1-8,Edgel ti-0.12 2.9-0 " LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in poc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TIC 0.98 Vert(LL) 0.25 10-11 706 360 MT20 244/190 TCOL 10.0 LumberOOL 1.00 BC 0.73 Ven(rL) 0.3610.11 495 240 BCLL 0.0 Rep Stress Incr NO WB 0.59 Horz(TL) 0.04 9 n/a rVa BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 82 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 20 SP No.I (flat) TOP CHORD Structural wood sheathing directly applied or 4-5-7 oc puriins, except BOT CHORD 2x4 SP SS(flat) end verticals. WEBS 2x4 SP No.3(Ilat) BOT CHORD Rigid telling directly applied or 10.0.0 oc bracing. REACTIONS. (lb/size) 9=1201/0.3.8, 14=956/0.7-4 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2.3=-1323/0, 3.4=-2626/0, 4.5= 2626/0, 5-6=-2626/0, 6.7=-1811/0 BOT CHORD 13-14=0/772, 12-13=0/1870, 11-12=0/2626, 10.11=0/2536, 9-10=0/1032 WEBS 7.9=-1548/0, 2.14=-1191/0, 7.10=0/1237, 2-13=0/675, 6-10=-1151/0, 3.13_ 867/0, 4-12=-339/0, 3-12=0/1022, 6-11— 206/525 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1Od (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 523 lb down at 11-3-0 on top chord. The design/selection of such connection device(s) Is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 7) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Ven: 9-14— 10, 1-8=-100 Concentrated Loads (lb) Van: 6=-523(F) WARNIYO - VOttty dextpn poameten and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Na-7472 rov. I&DWOIS BEFORE USE DOOM Valhi la use only wltn MllelM connoclors. this de*jn Is txssod orgy upon paaaneton Yawn, and Is for an trxOvid al txllding Component. not o truss system. Soho use. the IxMding deslgrwr must verify the eg51xkcdAl fy of dosl®n paaraton and rxoixnly hcogwrate this design Into the overall Ivi.Ir111ak--k1n. EOfrtKl WKS:,d.rf is I.,rxow;tdl,r"AtIrK10Iry "its dfit". wd" Wx,V-x Ch.wal r14"mi-;rsllnly. IV& Ilk mCS 41"I.- 1teY pre Kl I m.1, xtirll lxl,rtu Kl MiTek' Is always retched kx skm6ty or1U to prevent collapse with possible petsor" In]lfy arvJ propedy drrnoge. For general grlcknee twjcsdk t the kltxteatlon. slaago, delivery, oocilon and bKlcho of trusses and truss systems so0ANsVrPl1 Quality Criteria, OSS-89 am 8CSI Sunding Component 6904 Parke East Blvd. Safety information avollatle from truss Plate bullMe. 218 N. too Shoot. Srlte 312. Aloxandit VA 22314. Temps, FL 33610 FLOOR TRUSS 12 I 1 t T10466402 0.1-9 2.6.0 2.6.0 1.8.4 1-3-00.4.0 sc If:19.0 2x4 11 2x4 = 2x4 = 3x4 = 2x4 II 2x4 11 30 = 3x4 = 3x6 II 1 2 3 4 5 6 7 3x4 = 11- 0.12 11.4.12 s s.ns 1 Ind Plate offsets (X,Y)-- 13:0-1-8,Edgel, [4:0.1-8,0-0.01,18:0-1.8,Edge2U10:0.1.8,Edgel, 111:0-1-8.Edge],(13:0-1-8,0-1-01, 114:-1-8,0-1-01 LOADING ( psf) SPACING- 2.0.0 CSI. DEFL. In poc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.63 Vert(LL) -0.12 11-12 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.62 Ven(TL) -0.26 11.12 •>501 240 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(rL) 0.03 7 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 62 lb FT = 20%F, 1146E LUMBER- BRACING - TOP CHORD 2x4 SP N0.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except SOT CHORD 20 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. ( lb/size) 7=595/0-3.8 (min.0-1-8), 12=595/0-74 (min.0.1-8) FORCES. ( lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1031/0, 3-4=-1031/0, 4-5=-1031/0, 5-6=-405/0, 6-7=-409/0 BOT CHORD 11-12=0/785, 10.11=0/1031, 9.10=0/779 WEBS 2-12=-916/0, 2-11=0/369, 7-9=0/610, 5-9=-594/0, 5-10=0/488, 4-10=-274/0 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 3-1 Od (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5) CAUTION, Do not erect truss backwards. 6) ' This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard WARNING - Ymf1Y design pernmorms and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE MO.7473 mv. 1602"15 BEFORE USE Design valid for use only wish Mlle*® connoclors. Ihls design Is tamed only tgton paiamoters shown, and Is for an IndlvkArol lxWlno component not a truss system. Wale use. the IxLcling doslflnet must vadfy, Iho ofapllcatAlly of ckxl(ph paanolots and pfotwtly Incotpotate 9tlt design Into floe overall I, tgcirtttc*zNM• PCo,.:YKlav9,: ito<fhk,j*-A;roll:a:ldltKtullrvMkktcdfro.wtAtctrKlA,tCtv,tdllarlll.a:.,,ray. /vlrlilkn dk-fool x.,trxycrrrlp.rtt,rv.rdl:wn:*Kl MiTek' It always iecphed Ion skdlQlty and to prevent Collapse with rwss"e petsonut"and rxeperty danage. Fo (pLwA d guldahco cagardlrog the lagAcation. stoaoo, dotivery, erection and Lvoc*q of fnuses and Inca systems soeANSVM I Quality Criteria. OSS-89 ant! SCSI BuSdfrrg CompoMnt 6904 Parks East Blvd. Safety Information avaOatAe from Irtm Plato institute. 218 N. Leo Skeet. Stllo 312. Alexoncida. VA 22314. Tanya. FL 33610 Job Truss Truss Type 0y Ply T104611403 T80296 f05 FLOOR TRUSS 5 f 1,3360100, Job Reference (optional) oaaw s raswwrw. ,—W.. r®m .,ny, mange a,uoo 0.1.8 H 2.6.0 r.o+vanpr r moo wain nausuna, mc. rn r o a ++o-++mi rages ID217yacff3rgf5yObDEG68uzOU(6-MPA3OKzLrDSEFew4sYJUkzPB3ceeM I8RZZOy_DzkDBP 1-10.12 1-3-0 1 Sra e = 1:19.6 1.5x3 II 1.6x3 = 1.Sx3 II 1.Sx3 = 3x3 = 1.W II 1.Sx3 II 10 = 1.5x3 = 1 2 3 4 5 6 2 1 LOADING (psi) SPACING- 2-0-0 CSI. DEFL in roc) Well Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.72 Vert(LL) 0.15 9-10 917 360 TCDL 10.0 Lumber DOL 1.00 BC 0.61 Ven(fL) 0.28 9-10 468 240 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.02 7 n/a Na BCDL 5.0 Code FBC2014/TPI2007 Matrix) LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) TOP CHORD BOT CHORD 20 SP No.2(flat) WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. (Ib/size) 7=60303.8, 10=610/0.7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 pb) or less except when shown. TOP CHORD 2.3=-1079/0, 3.4=-1079/0, 4.5=-1079/0 BOT CHORD 9-10=0/808, 8-9=0/1079, 7.8=0/827 WEBS 2-10=-943/0, 2.9=0/404, 5-7= 954/0, 5.8=0/499, 4.8=-295/0 13 3x6 = PLATES GRIP MT20 244/190 Weight: 61 lb FT = 20' F. 11%E Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) 'Semi-dgid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3.10d (0.131' X 3') nails. Slrongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING • Verify der4prn parmneron end REAO NOTES ON THIS AND INCLUDED MNrEK REFERANCE PAGE Ma-7472 rev. IOWMf6 BEFORE USE Design valld for use orgy with Mllek®cennoetors. Ihh design Is based orgy upon parameters shown. and Is lot an Individual building component. not o luuss system. 9otoro use. the building doslpner must verify the alblxlcalAlly of design paamoters and properly Incorporate this design Into the over, 1.®,6rap0;Jrtn. IkkBtkjot l k;uI'm aey es r[I l n,n i errant To<m*r(p WOW IsalwaysrogWedlask"Ity and to prevent collapse wllh possible persond Irn)ey and properly danago. for genotal gukl nce regdad I ng the fabrication, slaago, dellvery, eroctlon and txoc ft of trusses and truss sysloms, socANSI/IPI I Quality, Criteria, OSS49 and SCSI Building Component 6904 Parke Ems Blvd. Safety Information available from Iran Rate Iru9Me, 218 N. Leo Street. Sulto 312. Alexdndfkf. VA 22314. Tampa. FL 33610 Job Truss truss Type oty ply TIo.6e4o4 T80296 F06 FLOOR TRUSS 3 1 733601008 Job Reference Donal ouswnrns.wrc, anpa. ream a.ny, manna .a.aaoo 0-1 B H 2.6-0 2.6-0 1 11.6 i 130 i 2.6-0 2-" s ^Yrayo ID: Zl7yacff3rgf5yObDEG68uz0Uf6-MPA3OKzLrDSEFew4sYJUkzP8ncc7MzDRZZOy-_DzkDSP Scdld'-- 1:50.8 3x3 = 3x3 = 30 = 4x4 = 3x6 FP= 3x3 = 3x3 = 3x4 = 2 3 4 5 6 7 8 9 10 11 12 13 14 3115 30 q R29 26 25 24 23 22 21 20 19 18 17 16 30 = 3x3 = 30 = 3x6 = 3x6 FP= 3x3 = 30 = 3x3 = 30 = 30 = 4x4 = LOADING( psf) 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 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.70 Vert(TL) -0.37 26.26 >361 240 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.06 16 n/a rVa BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 154 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, except 1. 8: 2x4 SP No. 1(flat) end verticals. BOT CHORD 20 SP No.2(flat) 'Except' BOT CHORD Rigid calling directly applied or 10-0.0 oc bracing, Except: 16- 22: 20 SP No. 1(flat) 6.0.0 oc bracing: 24-25,23-24. WEBS 2x4 SP No.3(flat) REACTIONS. Qlatsize) 16=945/0-7-4, 23=1802/0-4-0, 26=498/0.7-4 Max Grav 16=963(LC 7). 23=1802(LC 1), 26=588(LC 3) FORCES. ( lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-992/165, 3.4=-992/165, 4.5=-992/165, 5.6=0/1022, 6.7=0/1022, 7-e= 1498/0, 8- 9=-1498/0.9.10=-2306/0, 10.11=-2715/0, 11-12=-2715/0, 12-13=-2715/0, 13- 14=-1855/0 BOT CHORD 25.26=0/774, 24.25=-165/992, 23.24=-443/685, 22.23=0/956, 21.22-0/956, 20- 21=0/2007, 19-20=0/2589, 18-19=0/2715, 17-18=0/2273, 16-17=0/1401 WEBS 6.23=-299/0, 2-26=-903/0, 2-25=-206/255, 5-23— 1099/0, 5-24=0/734, 4-24=-444/0, 14- 16=-1635/0, 14.17=0/721, 13.17=-664/0, 13.18=0/629, 7.23=-1830/0, 7.21=0/911, 9- 21=-863/0, 9.20-0/522, 10.20=-508/0, 10.19=--66/485, 11-19=-251/0 NOTES- ( 6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 1.Sx3 MT20 unless otherwise Indicated. 3) ' Semi -rigid pitchbreaks with fixed heels` Member end fixity model was used In the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1Od (0.131' X 3") nails. Strongbacks to be attached to walls at theft 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- Witty design peraenetwe and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MD-7473 rev. M UMIS BEFORE USE Design valld fa use only vAlh Wlek® contactors. this design Is bored only upon parameters shown, aril Is tat an httflvMdtKl buldIng component. not o truss system. Bofoto tee. the btlloing deslAner mull verify the ol.-ltlkolAlly of closign pxaamefors cold lAopedy Yaal>aato this design frNo the ovetdl rsgcUKjckAktn. EOCr;.hptw%XfluYIhIVCy,vunfI:tp;kfVglkit kv.Mkav,Atam Wclrcarf/,Mcr*wf lrLy. Is always tec} 1rod tot sk&Al fy arxl to provent collapse wt1h poa93le personal k*jry caul properly danogo. For gorarc/ guklanco tegcadkV the MiTek* klxk:atkxt storage, delivery, eroclbn and tNacing of trusses and truss systems w0ANSI/1PI I Quality Critatla, DSII-89 and SCSI Sunding Component 6904 Parke East Blvd. Safety Information ovalk" o from truss Plate UutlMo. 218 N. too Street. StLo 312. AloxorvJ t VA 22314. Tampa. FL 33610 Jab Truss fuss I We ry T10466405 T60206 f07 FLOOR TRUSS 2 1 Job Reference (optional) Job Refer cuuaars ruawwma, t ongm. rtanl t,try, rows s,raoo 0.1.6 HI 2.60 1 2.6-0 I-s-e I' r.wv • hpr 1 r zv ra rva 1 as mauslrlaa. n1c. r n rau 1 cw:+a a 1 r rage 1 10:217yactf3rgf5y0b0EG6BuzOUf6-gckSbg zbXaSsoVH0FgfHAyKxOwsSR TboOAVWWgzk08O 2 2-" 2-6-0 i 2-3-8 " Sed d'= I 1:50.8 30 = 30 = 3x3 = 3x4 = 3x6 FP = 3x4 = 2 3 4 5 6 7 69 10 11 3x3 = 3x4 = 12 13 14 3115 30 29 25 24 23 2221 20 19 16 17 16 30 = 30 = 30 = 3x6 FP= 30 = 30 = 30 = 30 = 3x4 = 3x6 = 13.3.4 16.7.4 Plate Offsets (X,Y)-- i19:0.1.8.Eds1el LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in poc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip OOL 1.00 TC 0.84 Vert(LL) 0.25 17.18 >784 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.86 Vert(TL) 0.3817.18 >523 240 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(TL) 0.05 16 We rVa BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 154 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 20 SP No.1(flat) TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc puffins, except BOT CHORD 2x4 SP No.1(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 22-23,20.22. REACTIONS. (lb/size) 16=826/0-7-4, 22=1796/0.4-0, 26=623/0-7-4 Max Grav 16=856(LC 7). 22=1796(LC 1), 26=680(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1359/0, 3-4— 1359/0, 4-5— 1359/0, 5-6=-1006/28, 6-7=0/1040, 7-8=0/1040, 8.9=-1297/0, 9-10=-1297/0, 10-11=-2105/0, 11.12=-2105/0, 12.13=-2105/0, 13.14— 1606/0 BOT CHORD 25-26=0/928, 24-25=011359, 23.24=0/1262, 22-23=-154/728, 21-22=-87/876, 20.21=-87/ 876, 19-20=0/1727, 18-19=0/2105, 17.18=0/1930, 16.17=0/1228 WEBS 7.22=- 262/0, 2.26=-1083/0, 2-25=0/504, 6.22=-1343/0, 6.23=0/555, 5.23=.539/0, 5.24=0/ 424, 14.16=-1433/0, 14.17=0/601, 13.17=-515/0, 13-18_39/276, 8.22— 1606/0, 8-20=0/ 717, 10.20=-743/0, 10-19=0/755, 11.19=-409/0 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 1.5x3 MT20 unless otherwise Indicated. 3)'Semi-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.' WARNING - Vadly dedyn pamnrttfero and READ NOTES ON THIS AND INCLUDED dpTEK REFERANCE PAGE dd6.74n rov. IGVI-WIS BEFORE USE Deslgl vdkl for use otdy Win Mltok®connoctors. O* doagn Isbased ofdy upon paamotors sf Wam. antl is foran Wh4d cil "ding component. nol o lttm systotn. aofao use. tho 1xLcanp dosignot must varify Iho callxkdlalry of design Ixa alnlors and Ixolxstly hcorlxxalos thS cf Into tinoverdlI.dhargltk;J(In. L0raitrKltrrBxdtxJFtoIar:vwxdl•tcl4tr<1,(by"0Ord 111r..W1;11nr1/,aCraaftnit;rula;r5tady. rvkatkrrdha111;•Kay <aKlf'.;liwar;nflxc«:hgl MiTek' is dways toqulted la stabalty and to rxovent collapse with posstAo rxnsond trnKtry rand property dunnage. fa gomrd gtddcnco foWxdng fra falWatbn stomoo. detNoty. erocllon and Uracin0 of htmos and innd systom& soeANSI/iPl1 Quality Criteria. OSS-69 and BCSI Building component 6904 Parke East Blvd Safety Information ovolloblo from Inas Plato hLsaMe. 218 N. Lee Wool, Srdto 312. Alexondrlo. VA 22314. Tampa, FL 33610 Job I fuss Truss Type oty ply T10468406 T80296 F08 Floor Truss t 1 1,33601010 Job Reference(optional) ouaasrs rusrasurce. I amps. rmnt i,ay, rrorraa saaoo 0.1.8 H 22-6-0 212-3.11 1 24 3x3 = 3x3 = 2 3 4 r.wu s npr w zer o m i ax rnausums. mc. rn rso it r c4o:4o zu r d rags i I D:Zl7yacff3rgf5yObDEG68uzOUf6-IolgpO_bMq'yUy4TzzLypOU VrOGCquOk0N326zkDBN 1-3-0 i I—" 1I5-5 I 1a 1-10 0-u1.9 Seals' 1:50.8 4x4 = 3x4 = 34 FP= 3x4 = 5 6 7 a 9 3x3 = 3x4 = 10 11 12 13 2914 28271 23 22 21 20 19 to 17 16 15 3x3 = 30 = 3x6 FP= 4x4 = 3x4 = 3x3 = 3x3 = 30 = 36 = 12.10.7 29.10-8 Plate Offsets (X.Y)-- f 18:0-1.8.Edgel.122:0-1-8.Edael LOADING(psf) SPACING- 2-0-0 CSI. OEFL. In (loc) Wall 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 Vert(TL) -0.36 23-24 >418 240 BCLL 0.0 Rep Stress Incr YES WB 0.48 HOrz(TL) 0.06 15 We We BCDL 5.0 Code FBC2014fTP12007 Matrix) Weight: 151 lb FT = 20%F, I I%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, except BOT CHORD 20 SP No.2(llal) end verticals. WEBS 20 SP No.3(I1al) BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing, Except: 6-0.0 oc bracing. 21.22. REACTIONS. (lb/size) 15=853/0.7.4, 21=1791/0-5.11, 24=602/0.7.4 Max Grav 15=893(LC 7). 21=1791(LC 1), 24=651(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-1231/0, 3.4=-1231/0, 4.5=-1231/0, 5.6=0/1048, 6.7=0/1048, 7-8=-1491/0, 8-9=-1491/0, 9-10= 2351/0. 10.11=-2351/0, 11.12— 2351/0, 12.13=-1687/0 BOT CHORD 23-24=0/876, 22-23=0/1231, 21.22=-245/646, 20.21=0/1039, 19.20=011039, 18.19=0/1912, 17-18=0/2351, 16-17=0/2049, 15-16=0/1287 WEBS 6-21=-281/0, 2.24=-1022/0, 2.23=-38/414, 5-21=-1233/0, 5-22=0/836, 4-22— 351/0, 13-15=-1501/0, 7-21=-1681/0, 7-19=0(797, 9-19=-768/0, 13-16=0/637, 12.16=-575/0, 12.17=-30/428,9.18=0/718, 10-18=-276/0 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 1.54 MT20 unless otherwise Indicated. 3)'Semi-rigid plichbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with 3-1 Od (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNWG - Vedly design parsrnefers and READ NOTES ON THIS AND AVCLUDEO MREK REFERANCE PAGE M&7477 mv. 1002MIS BEFORE USE Des1M vdld fa use only wlm Mrlek® connocton. IIYs desgn Is based only upon paramolen Yawn. and Is for an hdMdud txddhg component, not a trim system. Before use. the Ixtdhg designer must verify the al4AlcafAlty of desltp paalmolors axl Ixopxslly hcogorato fr1h doslgn Into the overall ta111'ancla4e$114. 1A<ghrllnrOCddr;rlhtul4uw,rrilurklkglelfrlrlA4rlu:dhr•svn;lrasRl/laCfa,etluu;rul:•tisunlY. naki8arvdk:rulas<ayaral.:YnKra.YJl:en`In(1 WOW Is always rec"Od (of slatAly anal to prevent collapso wah possible personal Initry oW pxopeny dunago. For general gtddanco regad Ing Its fabrication storago. dolNory. eroc Non and txaehg of (Il25eS and Inca systems seeANSI/IPI I Quality Cdt*M. OSS-89 and SCSI Building Component 6904 Parke East BNd Safety Information awadatlo from irrra Plate InslMo. 218 N. too Street. Stdlo 312. Aloxandda VA 22314. Taaps. FL 33610 Job I ruse I russ I ype oty ply Tt0469407 T80296 F09 Floor Truss 1 t 73360101 Job Reference(optional) auaaers rCrIrM uurce. r situps. rrant %.ay. mamas imoo 0-18 H 2.6-0 28-0 if 1- -1 i I." i 2-6-0 2-6-0 3x3 = 30 = 3x4 = 4x6 = 3x6 FP= 2 3 4 5 6 7 8 9 r Ulu s API ttl Zelo Mtex rnausaNs, Inc. Fur "D t r lc,eo 4o Zul r rage l ID:Zl7yacff3rgf5yObDEG6BuzOU164olgpO bMgiyUy4TzzLypOUV20EDgtOkOtv326zkDBN 2-2-5 2-6-0 2.6-0 1 8 sodld'= 1:50.8 3x3 = 3x3 = 3x4 = 10 11 12 13 14 3115 30291 26 25 24 23 22 21 20 t9 18 17 16 3x3 = 30 = 3x4 = 3x6 = 3x6 FP= 3x3 = 3x3 = 34 = 3x4 = 3x4 = 4x4 = 10-10.7 29.108 10.10.7 19-0.1 Plate Offsets (X,Y)-- 24:0-1.8,Edgel LOADING (psl) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.88 Vert(LL) 0.22 17-18 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.98 Vert(rL) 0.33 25-26 >384 240 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(TL) 0.07 16 rVa We BCDL 5.0 Code FBC2014lrP12007 Matrix) Weight: 154Ib FT=20%F, II%E LUMBER- BRACING - TOP CHORD 2x4 SP No 1(flat) TOP CHORD Structural wood sheathing directly applied or 2.2.0 oc pudins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 2.2.0 oc bracing. REACTIONS. (lb/size) 16=948/0-7.4, 23=1864/0.5-11, 26=434/0-7-4 Max Gravl6=961(LC 7), 23=1864(LC 1), 26=548(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-859/305, 3-4=-859/305, 4.5=-859/305, 5.6=0/1198, 6.7=0/1198, 7.8=-130710. 8-9=-1307/0, 9-10=-2187/0, 10-11=-2698/0, 11-12=-2698/0, 12-13=-2698/0, 13.14=-1851/0 BOT CHORD 25.26=-57/710, 24.25=-305/859, 23-24=-612/563, 22-23=Of728, 21.22=Of728, 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=-45610, 14. 16=-1632/0, 7-23=-1897/0, 14-17=0/720, 13-17— 660/0, 13-18=0/621, 7-21=0/956, 9- 21— 908/0, 9.20=0/562, 10.20=-552/0, 10.19=0/561, 11.19=-316/0 NOTES- ( 6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 1.5x3 MT20 unless otherwise indicated. 3) ' Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1Off (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 I as referenced by the building code.' Q WARNWG - Vedfy dedgn peremsfms surd READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE N67479 rov. ldoo r$ BEFORE USE Design valkf for use ordy with Mllek®connoctois. Ihls design B based only upon parameters shovm, and h for an trx9vldtial btAding component. not a truss system. Before Lao. the lxdldr,p designer must verily the atxAicabilify of design paoi netors and ixolody Incalprale mk design Into the overall IMBf9rKff4rdrin. faux-xatifslkxltl;fff`.irrfyrrVr.Yltf;.N:Idkr(frdk:flVkflydttlr!.rWrs lexf/lxf,r.a(frlrrVlll•:ILINdy, nlffitkmadkarrfxrsy vidImmrasYtrdlxfs:lrgf M!Tek' is always reWred far stability and to rxovent eoflatzse Wlfh poss"a personal Irlpey and propedy darnage For general gtddcnee regadlrtg the fabricalkxL slorage, cldtveiy, erection and bracing of tnrsses and Irtm systems, seeANSI/TPI I Quality Cdlerla. OSS-69 and SCSI SuIlding Component 6904 Parke East Blvd. Safety Inform flon av(Dabio from true Nate Instlkile, 218 N Lee Slreel. Suite 312. Alexondit VA 22314. Tampa, FL 33610 fuss Ifuss I ypety T10468408 T80296 IF10 FborTruss 110 t 113360,112 Job Reference(optional) rwsasre rsetaotrrce. i ernes. rram .oy, r.xraa .,.uoo 0.1-8 H 2-6-0 1.3-0 2-0.11 2-6-0 2-6-0 1 t 27 3x3 = ID:ZI7yaetf3rgf5yObDEG68uzOU16-m eCOM?D78gp65efXgsBMblfBgdPZJfuFXlebYzk,DBM Sea e = t:50.7 3X4 3x3 = 3x3 = 4x6 = 3x4 = 3x6 FIR = 3x3 = 3x3 = 40 = 2 3 4 5 6 7 a 9 10 11 12 13 14 3215 26 25 24 23 22 21 20 19 to 17 16 3x3 = 4x6 = 4x4 =3x6 FP= 3x4 = 3x3 = 3x3 = 4x4 = 3x6 = 3x4 = 8.10.7 29.10-8 a_,11 O,.n., 319 30 Plate Offsets (X Y)-- f20:0-1-8,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.92 Vert(LL) -0.27 20-21 >926 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.80 Ven(TL) -0.43 20-21 >588 240 BCLL 0.0 Rep Stress Incr YES W B 0.61 Horz(TL) 0.09 16 n/a We BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 155 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, except 1.8: 20 SP No. 1(flat) end verticals. BOT CHORD 20 SP No.2(flat) 'Except' BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing, Except: 16.22: 2x4 SP No. 1(flat) 6-0-0 oc bracing: 26-27,25.26,24.25. WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 16=1079/0.7.4. 24=1847/0.5.11, 27=319/0-7-4 Max Uplift27=-38(LC 4) Max Grav16=1092(LC 7), 24=1847(LC 1), 27=447(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2.3_ 543/369, 3-4— 543/369, 4-5=0/1059, 5-6=0/1059, 6.7=-1715/0, 7.8=-2751/0, 8-9=-2751/0, 9-10=-3500/0, 10-11=-3500/0, 11.12=-3500/0, 12-13=-3019/0, 13-14=-2171/0 BOT CHORD 26-27=-138/533, 25-26=-369/543, 24.25=-369/543, 23-24=0/1072, 22-23=0/2328, 21.22=0/2328, 20.21=0/3145, 19.20=0/3500, 18-19=0/3331, 17-18=0/2697, 16-17=0/1614 WEBS 2-27=-623/161, 4-24=-1160/0, 2-26=-356/15, 14.16=-1883/0, 6.24= •2114/0, 6-23=0/1060, 7-23=-1015/0, 7-21=0/702, 9.21=-660/0, 14-17-0/886, 13-17=-835/0, 13-18=0/511, 12.18=-496/0, 12-19— 132/554, 11-19=-280/17, 9-20=0/688 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 1.5x3 MT20 unless otherwise indicated. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 38 lb uplift at joint 27. 4) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0.0 oc and fastened to each truss with 3.10d (0.131' X X) 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.' WARNING - Verty design penlmeten Ind REAO NOTES ON ruts AND INCLUDED AffrEK REFERANCE PAGE A07477 mv. IMM15 BEFORE USE Design vflkl Not use only t-Am MI IeW connectors. 1h1s design Is based only upon fxsotnolors shown. and h lof an Indivdual lxAding component. not a Russ system. 801010 use. the "Caw designal must verify tho applicability of design Ixtamoters and Ixolxxly kncotlxsofe Oth design Into the ovordl l.fir"14AIn.Adeftrrd4rul•errV cowl 1ximrn;nll:enaKt MiTek' 6 always regtlrod foe sta Ally and to prevent eoltarx o with possible pmsonal k1A+y and Ixoperly damage. For gonnetal guidance tegcrdtng the ktx1calkNL sfotage. de lvery. election and bfockng of flussas and Imtss systems. seeANSVMI I Quality Criteria, DSB-89 and SCSI Building Component 6004 Parka East Blvd. Safety Information available from truss Nate truOMe. 218 N. Lee Sttoot, StAlo 312. Alexandela. VA 22314. Tonga, FL 33610 Jobs Truss Type ty T10469409 T80206 11,7 flow Trues 1 1 733601013 Job Reference (eptienal) 0-1-6 HI 2-6 1 t 26 3x3 = 3x3 = 3x3 = 2 3 4 ID:217yacft3rgf5yObDEG68uzOUf6-EBOaEiOsuSygkFDr50NOupavt00nlr01 UBOA7_zkDBL 22-55-12 P4:g-q 1-11-0 2=11 scab 1:50.e 30 = 3x3 = 3x6 FP = 3x4 = 3x3 = 5 6 7 a 9 10 11 12 13 14 3115 25 24 23 22 21 20 19 16 17 16 3x6 = 3x3 = 3x6 FP= 3x6 = 3x4 = 3x3 = 3x3 = 30 = 30 QR 29 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in poc) Vdefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.60 Ven(LL) -0.14 16-17 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.59 Ven(TL) -0.27 16-17 >556 240 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(TL) 0.03 16 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight: 152 lb FT = 20416F, 11°1oE 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(tlal) 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. lb) - Max Grav All reactions 250lb or less at joint(s) except 16=652(LC 13), 23=992(LC 15), 19=1324(LC 11), 26=345(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-364/12, 3.4=0/334, 4-5=0/334, 5-6=-871/0, 6-7=-871/0, 7.8=-871/0, 8-9=0/521, 9-10=0/521, 10-11=0/521, 11-12=-1249/0, 12-13=-1249/0, 13.14— 1249/0 BOT CHORD 25.26=-12/364, 24-25=-12/364, 23.24=-12/364, 22-23=0/637, 21-22=0/871, 20.21=-26/674, 19-20=-26/674, 18-19--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=-627/0, 8-19=-870/0, 8-21=0/405, 5-22=0/348, 7.21=-258/0, 11-19= 1116/0, 11-18=0/668, 12.18=-288/0, 14.16=-1026/0,14-17=0/432 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 1.5x3 MT20 unless otherwise Indicated. 3) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131' X X) nails. S(rongbacks 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- VM/y design pnfrmptem and READ NOTES ON THIS AND INCLUDED A#IMK REFERANCE PAGE Af/F7479 rev. faC21016 BEFORE USE Design vdkt for trse only w101 MllekS connoclors. 0* design Is based only upon parameters shown. and Is for at Individual building component, not MR, a truss system. Before use. the Irlldng drr4nor must verify the gx)fkatAlly of design lradanelets and properly Incaporato 0t6 design Into lho overall lmdeVrl0,-*ln. t0<K frKl lnflk;ut.YIKIt,t,wt;t1II K'IAUKI III hY11vkI1 Kd i t•.'.W..is. tfKll u rh n I llu:rl tl t:ts.xJy. /4IfAIkpvA bY11I•„lpV <pKI r.Y111fp.,rll l;pCK IrKI MiTek' Is always required lot stability and to prevent collapse with possRtlo persontl IrtMry and properly damage. for general gtddkrkce regcsdrtg the kuricatlm stora0o. dellvory, erection and Iracht0 of tames and tnrsc systomL woANSI/1PI1 Guailly Cdterla, OSS-89 and BCSI Building Component 6904 Parke East Blvd Safety information available from truss Plate Insllluto, 218 N. Lee Sheol. Suite 312. Alexandria. VA 22314. Tanga. fL 33610 Job Truss truss type 0ry ply T10469410 T80296 f12 RoorTruss t t1 1,336010'. Job Reference o bonal Budders FustSautce. Tampa. Plant Cay. Fbrida 33566 t-9-12 1 l.Sx3 II 6 2 30 = 7.640 a Apt 19 20161ATak Indusities. Inc. Fri Fab 17 14 46 4e 2017 Page I 10:Zl7yacit3rgf5yOb0EG68uzOU16•EBOaEiOsuSygkFOr50NOupasrDSOItk t UBOA7_zkDBL 3 1.Sx3 II Scale = 1:10.0 3x3= 10= LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Vdefl Ud TCLL 40.0 Plate Grip OOL 1.00 TC 0.79 Vert(LL) 0.00 5 " * 360 TCDL 10.0 Lumber OOL 1.00 BC 0.30 Ven(TL) 0.05 4-5 >929 240 BCLL 0.0 Rep Stress Incr NO WS 0.17 Horz(rL) 0.00 4 n/a n/a BCDL 5.0 Code FBC2014frPI2007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP N0.2(flat) TOP CHORD BOT CHORD 20 SP No.2(flat) WEBS 20 SP No.3(Ilat) BOT CHORD REACTIONS. (Ib/size) 5=523IMechanical, 4=665/0.4-0 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-258/0 SOT CHORD 4.5=0/563 WEBS 2-5=-684/0, 2.4=-684/0 PLATES GRIP MT20 244/190 Weight: 21 lb FT = 20%F, 11%E Structural wood sheathing directly applied or 3.10.8 oc pudins, 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 cables tie -In span(s): 11.4.0 from 0-9-0 to 3-10.8 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) 'This manulactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Van: 4-5=-10, 1.6=-100, 3.6=-353 WARNING- Varlly dedgn panunsta s and READ NOTES ON THIS AND INCLUDED MnEK R£FERANCE PAGE MO.7473 tev. Ia0 MIS BEFORE USE Design valld for use Orly vAth Mllok® conrwctots. R1k deslpn Is based orly upon paalnetets grown. and is lot an InalAd lrl Llldcft component, rot a buss mforn. Boloto tae. the IxMc&V deslgnet must verlry, the or)p lcoIAlry of ddslm paanefen and Ixopotly kncotImate Iftk design Into the overall la&&gI*zkIn. tear.. xiOW&,alodbIt.IsVw;rdl.a'fixi'dh-VawbrdhtesW.A.,rul/-MCAN(Illu;ttit.,srmly MiTek* Is always totluired for sk"Ity, and to ptovenl collrlrm with possible penorxl"aria properly darnago. Foe gorw al guidance te-Vai lrlg the labrkalloix slaago. dellvety, election and txocbng of misses and Inas systems soeANSI/rPI I Qua01y CAteda. DSB-89 and SCSI Building Component 6904 Paike East Blvd. Salety Informatlon avclkrile from Iran Rate Institute. 218 N. too Shoot, Suite 31Z Alexa aft VA 22314. Tanpo. Fl. 33610 Job T runs Truss Type 0ty Ply T10468411 T80296 F13 Floor Truss 1 1 733601015 Job Reference 6ona1 Builders FiretSource, Tampa. Plant Cory. Florida 33566 1.10-e 1 1.Sx3 II 2 3x3 = 7.640 a Apr 19 2016 Wak Industries. Inc. Fri Fab 17 14:46.40 2017 Page 1 10:Zl7yacff3rgf5yObDEG66uz0U16-iNzyR21Ufl4XLPo2f5ufR061 dRL114Air81fRzkDBK 3 1.5x3 II Scala a 1:10.0 3x3 = 3x3 = 4-" 4-0-0 LOADING (psi) SPACING- 2.0.0 CS1. DEFL. in loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.77 Vert(LL) 0.00 5 "" 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.25 Vert(TL) -0.05 4-5 >962 240 BCLL 0.0 Rep Stress Incr NO WS 0.23 Horz(TL) 0.00 4 n/a rVa BCOL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 22 lb FT = 200SF, I I%E LUMBER- BRACING - TOP CHORD 2x4 SP No.l (Ilat) TOP CHORD Structural wood sheathing directly applied or 4-0-0 oC purlins, except BOT CHORD 2x4 SP No.l (flat) end verticals. WEBS 20 SP No.3(Ilat) BOT CHORD Rigid telling directly applied or 10.0-0 oc bracing. REACTIONS. (lb/size) 4=648/Mechanlcal, 5=86310.7.8 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1.5=-342/0 SOT CHORD 4.5=0/753 WEBS 2-4=-904/0, 2.5=-904/0 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 r Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Ven: 4.5=-10, 1-6= 449, 3-6=-100 A wARmkvG • veAry design parernatere and READ NOTES ON THIS AND WCLUDED AMEK REFERANCE PAGE M67477 rev. 164113101 S BEFORE USE 1hnlgn Valid for ttso only with Mltek®Conr=kXs. I Ms design b based only upon pdamelen Mown. a d Is for an kndlVkkld buldhnp component, net o muss system. Bofoe ttse, ih0 fXAd1n0 design; must verily Iho ag4lflcdAlryof ckjskj n l danefels and Ixor"ly hncogxxoto hMs design Inlo 1ho overdl I: v A(ir41 C4 Jrlrt. 1A(v;k KI hv.W<tf,dKit, l.st:vmfI.R.40KI tdbw."Whv:d fomwt.4.t(aKlhw Crv,gfl tntytd.xs t tidy. /4IdIthged bYttl• et sly rain lestnrovs 111,s(s`Irrll M!Tek' Is odwoVsroclttredWeslalAtlyandtoplevenicohapsewllhpossibleWserKdFuryandrxopedydamage. For (geneld g*f nce re(lar(bV We kexlcallon, storage, delivery. election and blachno o1 trusses and Inns ryslems. soeANSI/iPI I Qua ft Cdtedo. OSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avalk&Ao non Irons Rate Institute. 218 N. Lee Street, Stile 312. Alexandrlm VA 22314. Tampa, FL 33610 Job truss I ype ury Itruss IFly T1a6u,2 TBO298 11`14 Floor Truss I 1tl;7336010i Job Reference (optional) 0YIIDB1a 1.115r ..... 1..W.. r ,, - y, fq .sa-r00 0.1.8 I I 2.6i-0 1.3.0 2x4 II 20 = 20 = 1 2 ID:tl7yacff3rg$SyObDEG68uzOUf6.54?4uFIUloVHnlgfSj9RIYzSTmv7 vhCloVCuzj 6iii 4- ale = 1:25.1 2x4 11 2x4 II 3 4 5 6 4x6 11 7 8 9 4x6 = 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL In (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.40 Ven(LL) -0.09 14-15 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.58 Ven(rL) -0.12 14-15 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(TL) 0.01 9 n/a rVa BCDL 5.0 Code FBC2014lrP12007 Matrix) Weight: 82lb FT=20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc punins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 20 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (Ib/size) 9=787/0.3.8 (min.0.1-8), 16=787/0-7-4 (min.0.1.8) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-1416/0, 3.4=-1812/0, 4.5=-1812/0, 5.6=-1812/0, 6-7=-1409/0, 7.8=-588/0, 8.9— 591/0 BOT CHORD 15.16=0/1112, 14-15=0/1667, 13-14=0/1612, 12-13=0/1689, 11.12=0/1107 WEBS 2-16=-1298/0, 9-11=0/885, 7-11=-825/0, 7.12=0/479, 6-12=-445/0, 2-15=0/462, 3.15=-431/0, 3.14=-41/383, 6-13=-45/386 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design 2) All plates are 3x4 MT20 unless otherwise Indicated. 3) 'Semi-dgld pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1Od (0.131' X 3') nalls. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 6) CAUTION, Do not erect truss backwards. 7) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard Q WARNWO - Vedy dooryn panurretom and READ NOTES ON TM AND INCLUDED AUIEK REFERANCE PAGE 1167473 tov. la6DY1015 BEFORE USE Doslan Valid lot use only with Mnek®connoctots. Ihk dosl®1 Is bored only upon paaamolers shown, cW h for an Oyllvldlrrb LlAdlno component. not a fruss system. Bolore use. the IxAd1rq deslgnor must verily Iho gyxlcalAlfy of dosign patometors and lxorerly hcogwrafe Iflh design Into the ovotdl l..i<Infleizhin. <skll•auaull;ntl.u:lr1(1 MiTek' Is always tegJtod for skttOBy aril to rxevent collcWm with posslAo rmsorx4 tyray aryl properly danage. rot gotlotcri guidance tegadfr,g tia ktxlcalkxi stotago. dolfvoq. etocllotl arid txcickV of frussesatxt bits& systems. sooANSVWII QuallN Criteria, OSS49 and SCSI Building Component 6904 Parke East Blvd. Safety Information avWctAe from Ituss Plate InstiMo. 218 N. too Street. SIIto 312. Aloxandtkt. VA 22314. Tonga. FL 33610 Job T rush Truss Type ryPly T1046e413 TB0296 F15 Floor Truss 1 1 1133601077JobReference(optional) W WON —510 rrie. —%.. —, —Y. t•rO .. ooD00 I D:Zl7yaclf3rgf5yOb0EG68uz0U (6-AZXLf01603COzZN ECoPu_E(B71 eDmdyKxVtOBtzkDBJ 0-1.8 H 2.6-0 1-0-0 2.6-0 2.6-0 01118 I = 1:32.5 1.50 II 1.5x3 = 4x6 = 1.50 II 1.Sx3 = 4x6 = US FP= 1Sx3 II 1Sx3 II 3x3 = 4x4 = 5x6 = 1.Sx3 = 1 2 3 4 5 6 7 8 9 10 20 ' 21 qR 1 19 fff 17 16 t5 14 13 12 3x6 = 4x4 = 40 = 3x3 = 3x8 MT20HS FP = Sx6 = 4x6 = 3x3 = LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr NO Code FBC2014/TPI2007 CSI. TIC 0.87 BC 0.92 WB 0.76 Matrix) DEFL. In (loc) Well Ud Ven(LL) -0.35 14-15 >626 360 Ven(TL) -0.54 14.15 >412 240 Horz(TL) 0.08 11 n/a n1a PLATES MT20 MT20HS Weight: 100 lb GRIP 244/190 187/143 FT = 20%F, 1 1%E LUMBER- BRACING - TOP CHORD 20 SP SS(flat) 'Except' TOP CHORD Structural wood sheathing directly applied or 5.10-1 oc pudins, except 1-3: 2x4 SP No.2(flat) end verticals. BOT CHORD 2x4 SP SS(flat) 'Except' BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. 11.13: 2x4 SP No.t(flat) WEBS 2x4 SP No.3(flat) REACTIONS. (Ib/size) 18=1151/0.7.4, 11=1521/0-4.0 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2301/0, 3.4=-2301/0, 4.5=.3769/0, 5.6=-3769/0, 6-7=-3769/0, 7-8=3621/0, e-9=-2325/0 BOT CHORD 17-18-0/1709, 16-17=0/2884, 15-16=0/3769, 14.15=0/3651, 13.14=0/3329, 12-13=0/3329, 11-12=0/1313 WEBS 2.18=-1994/0, 2.17=0/940, 4.17=-926/0, 4.16=0/1202, 5-16=-397/0, 9.11=-1971/0. 9.12=0/1606, 8-12— 1594/0, 8.14=0/463, 7-14=-366/0, 7.15=-446/477 NOTES- (8) 1) Unbalanced floor five 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 thus. 4) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3.10d (0.131" X X) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) Hanger(s) or other connection devlce(s) shall be provided sufficient to support concentrated load(s) 648 lb down at 14.9.0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Van: 11-18=-10, 1-10=-100 Concentrated Loads (lb) Ven: 8=-648(F) A WARNING - Vedly dedpn pamm 1we and READ NOTES ON THIS AND INCLUDED AUTEK REFERIINCE PAGE A9FT4T3 tay. n&V=15 BEFORE USE Design vaikp lot taco only W itt MIlok®connectots. hits design Is b:ssad only upon paanoters shown. and fs for at hdMGtK11 txddN component. riot a truss sysloi n. Bolao use. the IxAclktg doslgnot must verify the app511CaAlty of doslgtt p aro voters and property Intcotporato 0* desion Into the ovetdi L B.4Kl (k e1(pt. kOr:hKlln pr:. duilhturN.w.;tdluCklhtt ul fr f1vk.0 trd hu,^-. w.:L CaKIpw Crrnd ua;rtd as.wdK M4 fr. m..d 10111A 41 rry 04 C-AIurar ad 1.40:IrS1 Is always rocµitod for stability cod to prevent collapso with possbio rwtsomd trlpry aid property cknncsgo. For genetal gukk ice teWxdhtg the WOW fabdcallm storesgo. delivery, oroctlon anct brachtg of misses and truss systems weANSVIPII CuaON Criteria, DS649 and SCSI Bathing Component 6904 Parke East Blvd. Sate y Isdornwiton awillatAe from truss PIu1e Institute, 218 N. Lee Sltoot. Stdto 312. Aloxartdria. VA 22314. Tarnpa. FL 33610 Job runs Truss Type ty ply rto.6a4u T80296 F18I Floor Truss 1 1 01018JobRobefereremeDonal waa.n raiwwms. lane., rnm 1.ay, raalaa erase. 0.1-8 Fi 1 2-" 1.3-0 2.54 I..7V. Np IYC 1I.-1....VYiln.i.... —r.V II 1.....-II rag. 1 I D217yacff3rgf5yObDEG6Buz0Uf 6-AZXL101603COzZN ECoPu_EIG U 1 kzml2KxVtGBtzkDBJ Scale = 1:18.2 1.5x3 II 1.Sx3 = 1.Sx3 = 3x3 = 1.Sx3 II 1.Sx3 II 3x3 = l.Sx3 II 1 2 3 4 5 6 2 t LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In loc) Well Ud TCLL 40.0 Plate Grip DOL 1,00 TC 0.53 Ven(LL) 0.08 9-10 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.42 Vert(TL) 0.11 9-10 999 240 BCLL 0.0 Rep Stress Incr YES WS 0.25 Horz(TL) 0.01 7 n/a Na BCDL 5.0 Code FBC2014/TPI2007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP N0.2(flat) TOP CHORD BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. (lb/size) 10=568/0-74, 7=568/0.3-15 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-922/0, 3.4=-922/0. 4-5=-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 3x3 = PLATES GRIP MT20 244/190 Weight: 55 lb FT = 20%F, 119SE Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rlgld ceiling directly applied or 10-0-0 oc tracing. 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.' WARNING - VeAry deefin Perwriefer. and READ NOTES ON THIS AND INCLUDED AMEK REFERANCE PAGE AO7473 rev. 1602MIS BEFORE USE De*p vc11d for use orgy wllh Mllek®conneclors. Msdo$Wn Is basod orgy upon txlramotoa shown, cW Is lot an kxg"KA txAdh,g component. not a truce syslem. Before also. tho IxMdk,p cklsIgn ei must vodty tho cy:(Alcc1Alty of dosIM Ix arnefors anal Ixotxnly hlcoporato frills din Into the overall Iairlrlglrk=kin. N,sc:hl(IItteWIdp(fhIt. Iv;v,;idleri':kllNlldVuMk1.trelfitmw1;1j(a01tA41r,met 11uY1Aa.v.,4Ay M!Tek• Is alwaysraglArocfforslatAlryandtoproventtoursoYAMposs88ePersowjIt*" ax1 Properly ckanago. For general gslckma tegcaalng tha klrlccdkrL storago. dultwxy. erection and tracing of Krum and truss sysfoins, swANSI/IPI I Quality Criteria, OSS-89 *W SCSI 8undlrig Component 6904 Parke East Blvd. Safety Irdortnallon awilk"a froth Inas Plate hu1M0. 218 N. Lae Sheer. Sulto 312. AlexanUrkL VA 22314 Tarrpa, FL 33610 o russ russ Type ry ply T1046841S T80296 HROt Diagonal Hip Gkder 1 1 1733601019JobReference(optional) 8udders Fest50urce. Tampa. Plant Gay. Plana 33566 r b4D s Apr tv zu,b mt t ss maustrtes. alc fft HD I r 14:46:51 2DI r rags 1 ID:Zl7yacff3rg15yObDEG6BuzOUf6-im5isk2kBNLFblyOmWx7WRCOCR WVDeTA9dgkJzkDBI 1-5-0 7-1.5 9.9-5 1-5-0 7.1-5 2$-0 Scale = 1:21.0 2x4 11 34 = 3x6 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In loc) Well L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.15 5-8 771 240 TCDL 10.0 Lumber DOL 1.25 BC 0.78 Vert(rL) 0.48 5.8 243 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.16 Horz(TL) 0.01 5 n/a Na BCDL 10.0 Code FBC2014/rP12007 Matrix-M) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 20 SP N0.2 WEBS 20 SP No.3 BOT CHORD REACTIONS. (lb/size) 2=421/0-10-15, 5=592/Mechanical Max Horz2=143(LC 4) Max Up11112=-143(LC 4). 5=-212(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-1075/29, 2-3=-653/225 SOT CHORD 2.5=-311/612 WEBS 3-5= 662/387 PLATES GRIP MT20 244/190 Weight: 39 lb FT = 20% Structural wood sheathing directly applied or 5.3-13 oc pudins, 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.Opsh h=2511; Cat. II; Exp B; Encl., GCpl=O 18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psl 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 143 lb uplift at joint 2 and 212 lb uplift at joint 5. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the lace of the truss are noted as front (F) or back (8). 8)'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25. Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-60 Trapezoidal Loads (pit) Vert: 2=40(F=30, B=30)-to-9=35(F=27, B=27), 9=-5(F=27, 8=27)-to-4=-147(F=-43, B=-43), 6=0(F=10, 8=10)-to-5-49(F-14, B-14) WARNING- Verily desrgn pamnoten and READ NOTES ON THIS AND INCLUDED AMEX REFERANCE PAGE NO-7472 rev. IOD MIS BEFORE USE Design valkl for use ordy vAth Meek® connectors. lids de*p b basod orgy t4xn paaneters shown. aW Is la on IrlrnMual Wilding componenl. not a Ulm system. Bofao use. the IxAdng deslpnot must vodfy the cyxxk;alAity of design, paanetors and proptnly Incogx ote this design Into Its ovetall IeA<U 411ksNirl. &(*.*,ln(I It l4Stdoi1h1tlrwvurd Cati klblg id in Mk had 111mW-Aa Curl/14 i to ad uurufa;te urdy. Ark 1111, rvd It -ml a 4ray(r1d I.Kmietre ad kmea-:bill MOW Is always re(}6ed ION stability, and to plovent cotknSe wllh poWble personal "and properly, durnago. For geraral gulda ce regardng 9a laixk:allm slorago, dolNery, erocbon and txacing of tames and truss systems. SWANSI/TPI I Quality Cdlerla, DSR-69 and SCSI 1lullding Component 6904 Parke East Blvd. Safely information awAcaxe tom form Plate Institute. 218 N. too Slteel. StAe 312. Aloxa,dit VA 22314 Tempo. FL 33610 Job Truss I rues type 0y T10468416 T80296 HR02 Diagonal Hip Girder 1 1 1,33601020 Job Reference tional Rudders FffelSource, Tampa. Plant City, Florida 33565 7.540 a AP r IV 2V16 w n ex mousilgs. Ine Fn "D 11 14:40ZI ZV I r raga 1 ID:Zl7yad(3rgfSyObDEG68uzOUf6-fm5jsk2kBNLFbjyOmW x7W RCRIROFVFSTA9dgkJzkDBI 1.50 6.11.6 1.5-0 6.11.6 3x4 II 2x4 = 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip OOL 1.25 TC 0.52 TCDL 10.0 Lumber DOL 1.25 BC 0.67 BCLL 0.0 ' Rep Stress Iner NO WB 0.00 BCDL 10.0 Code FBC2014/TPI2007 Matrix) Scale = 1:17.9 DEFL in poc) Well Ud PLATES GRIP Ven(LL) -0.06 2.4 >999 240 MT20 244/190 Ven(TL) -0.15 2-4 >513 180 Horz(rL) 0.00 4 n/a n/a Weight: 27 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 4=293/Mechanleal, 2=264/0-11.5 Max Horz2=120(LC 4) Max Uplift4=-112(LC 8), 2=-105(LC 4) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticafs. Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES- (8) 1) Wind: ASCE 7-10: Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft: Cat. 11; Exp 8: Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 112 lb uplift at joint 4 and 105lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end Ilxity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). 8) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-5- 60 Trapezoidal Loads (pit) Van: 5=0(F=30, B=30)-to-3=-104(F_ 22, B=-22), 2= 2(F=9, B=9)-10-4=-35(F=-7, B=-7) 0 WARNING - Varry dadon paranwrem and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE NI1-7473 rev. I&MOI S BEFORE USE De*j n vdid for Uso only vAlh MIIeW connoclors. BYs design Isbosed only upon paatnotem shown, and h for an Individual building component. not S o buss system. Beloto use. the IxBddlg dosigrnon must vedly the arolcalAlly of do*p lxaanoters and pxopedy, W(xlxxoto this design Into the ovetall I KAI drat 7M=kIn. R(all Kl lrr.fkedrtlh lu lxe.wrm,I:tsciditVI ut lror#*bvd tnr.. wei I eeKtA K e re eet I K1 r of vas ordY. /Vkl@xvdbo..1 v a7ry ee 0 1:-Al uee v:rd IAe01.rK1 is aways required bx sk"ly arxl to rxevont eollolm with poslaAe personal Infury a cJ property danclge. rot grsreta guidance regadkv b1e WOW Mriccrlbn, slaclgo, dollvory. election and blaclrg of Inures cW truss systems seeANSI/rPl I Quality Criteria, OS849 and SCSI BuIldblg Component 6904 Parka East Blvd. Safety Information ovabble Dom truss Plate Institute. 218 N. Leo Street. Suite 312. Alexoncift VA 22314. Tampa. FL 33610 Job Truss Truss Type oty Pry T10468417 T80206 HR03 DIAGONAL HIP GIROER 5 1 733601021 Job Reference(optional) Builders Fs6t5ource. Tampa. Plant City. Florida 33566 7 640 6 Apr 19 MIS WiTek Industries. Inc. Fit Feb 17 14:46:51 2017 Page 1 ID:Zl7yactf3rgf5yObDEG6Buz0Uf6-Im5jsk2kBNLFbjyOmWx7W RCOJRzkVDETA9dgkJzkDBI t5-0 6.2.11 9.9.5 1.5-0 6-2-11 3-6.10 Scale = 1:23.1 2x4 II axe - 3x6 = 9.9.5 9.9.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Wait Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Ven(LL) -0.17 5.8 >696 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.83 Ven(TL) -0.51 5.8 >228 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.19 Horz(rL) 0.01 5 rVa n/a BCOL 10.0 Code FBC2014frPI2007 Matrix-M) Weight: 43 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-13 oc pudins, 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=427/0.5-5, 5=600/Mechanlcal Max Horz 2=217(LC 4) Max Uplift2=-111(LC 4), 5=-253(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-540/145 BOT CHORD 2.5=-293/489 WEBS 3-5=-530/351 NOTES- (8) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsh h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber OOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psl 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 111 lb uplift at joint 2 and 253 lb uplift at joint 5. 6) -Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). 8) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-60 Trapezoidal Loads (pit) Vert: 2=0(F=30, B=30)-to-4. 147(F=-43, 8_ 43), 6=0(F=10, 8=10)-to-5=-49(F=-14, 8=-14) A WARNWO - Verfry das/gn paraamfers and READ NOTES ON THIS AND DICLUDED AlfTEK REFERANCE PAGE Af1F7473 par. /4,11IYleIS BEFORE USE Design valid lot use only w1m Mllok® corvwclors. Inls dedM It tined only upon pmamoters shown. and is (of an B1dWklal txAdfrlg component. rat o truss system. Bofolo too. Ito IxAmI10 clris krl must verify fta cq:lrkalAlty of clap lxnamotets cv1cf Ixotxrly Incotpotolo this doslen Into Ito over, T#AUt KIckAIn. Farm:a'KI kr,Ocole,(I IS Iu rNt NIXs Irt0llnrl t4 tnClNkfr trit to ns wul:r frtdlr 4 Um pet i itutsitsm, t,"y. &kBtk Mind It a t try army to Kl lNra Kovfil IN, &*XI Welk' is alwuys tecRAled for skMfy crW to prevent collapso with possbie potsonrl Huy and propony, dunoeo. Foi gonwcit dJdalco tegcadklg the lcaxicatlon, slotage. dellvoly. elocllon arid txocing of Inrssos cW lnrss systems. soeANSI/iPl I Quality Criteria, OS849 and SCSI Building Component 6004 Parke East Blvd. Sclery Information avallaMo from truss Plato Institute, 218 N. too Sheet, Stlte 312. Aloxarscfda. VA 22314. Tdrrpa, FL 33610 Job russ I ruse I ype City Ply T10466419 T80296 HR04 Diagonal Hip Glider 1 1 733601022 Job Reference (optional) Buddas FugSoureo. Tampa, Plant City. Florida 33666 7.o4e a Apr t v zelo as r sx mausta". mc. in reo 1 n 14 4o az zua f rage i ID:tl7yacff3rgf5yObDEG68uzOUf6-7yf5343MygT6C1XdKDSM3fIm3rNOEgW dPpMNGmzkOBH 8.1.11i 96.4 61.11 36.9 Scala = 1:23.1 2x4 11 3x6 = A A Plate Offsets (Y Y)-- 11:0-0-S.Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deil Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.16 4-7 724 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.61 Vert(TL) 0.48 4.7 239 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.18 Horz(TL) 0.01 1 n/a n1a BCDL 10.0 Code FBC2014/rP12007 Matrix-M) Weight: 40lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 TOP CHORD SOT CHORD 20 SP No.1 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=317/0-4-4, 4=594/Mechanical Max Horz 1=181(LC 4) Max Uplift 1 =-31 (LC 4), 4=-246(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except When shown. TOP CHORD 12=-531/138 SOT CHORD 1-4=-283/485 WEBS 2-4=-526/339 Structural wood sheathing directly applied or 5-8-3 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (8) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph: TCDL=4.2psf; BCDL=6.Opsf; h=2511: Cat. If-, Exp 8; Encl.. GCpl=0.18: MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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 31 lb uplift at joint 1 and 246 lb uplift at joint 4. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). 8) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Trapezoidal Loads (pit) Vert: 1=3(F=31, 8=31)-to-3=-145(F- 43, B= 43), 5=0(F=10, B=10)-to-4=-48(F=-14, B=-14) Q W mwa - vwtry dodgn panamafan and READ NOTES ON THis AND INCLUDED MrrEK REFERANCE PACE M&7472 fov. 1=02016 BEFORE USE Design valid lot use only elm MIIek®conrectors. 9ds design b basod orvy upon paranelem shown, and is fat an indMCAat building component. not a teas systeln. Before tae. the btAdhlg designer must vodfy the alblAcalAlly of design rolamolers and propotly hlcotlotote this design Into Ina overall I+tl(fkKp(krhpn. fOre:kKphM,1k`nh.Clhkrl:+.w,toll.e klkKlldkellvkhedtnrsw,.i?dm(1AN(:n,Urltru;tnl.:tsrndy. Adk6tkwlfd4.rnr•x UY(owl I--frtt(UtrYII;MCt:I1K1 WOW Is always required la stability and to rxevenl collapse with possUo personal "and pxopedy dunage. rot genets gukWnce tegdrdhlg Ow 6904 Parke East BNd. Iatxlcalkxt storage, delivery. oteclbn and btocln0 of trues and Ines systems. seeANSVrP1I Quality Criteria, OSS49 and SCSI Building Component Tampa. FL 33610 SafetyIMormaflanavailablehamtrimPlateinstitute. 218 N. Lee Shoot. Suite 312. Alexandria. VA 22314. Job russ Truss Type oty Fly T1o4684,9 T80296 1"01 JACK -OPEN TRUSS 2 1 1,3360023 Job Reference(optional) ausaels mlrslaoume. l a"". riant telly. motion 3JAae 1641111 Apt I9 2a15 Ns I ex Inausirl". Inc. mtl mea 17 147652 2011 rage I I D217yacff3rgf5yObDEG6BuzOUf 6.7yf 5343MygT6CtXdKOSM3fkj9rW SEiOdPpMNGmzk08H 1-00 1.10.15 10-0 1.10.15 M 2x4 = Scale - 1:7.7 LOADING(psf) SPACING- 2.0.0 CSI. DEFL. In loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Ven(LL) 0.00 2 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.04 Vert(TL) 0.00 2-4 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(rL) 0.00 3 n/a Na BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 8lb FT = 20% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP N0.2 REACTIONS. (lb/size) 3=36/Mechanical, 2=156/0.8.0, 4=18/Mechanleal Max Hors 2=47(LC 8) Max Upllfl3=-28(LC 12), 2=-87(LC 8) Max Grav3=36(LC 1), 2=156(LC 1), 4=37(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-10.15 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Opsh h=25111; 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 & 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 fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 28 lb uplift at joint 3 and 87 lb uplift at Joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of (his truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNWO - Vartly dedin paremeten and READ NOTES ON THIS AND IFICLUDED NIIEK REFERANCE PAGE AM7472 nv. 160SWIS BEFORE USE Design valid for use only calm Mllel0 corvoclots. Ms doslgt b based only t0)on pcaamotots Yawn. card b for an hdtvldud Ixidtlg comporortl. not a htas system. Solaro use. Iho WdIng de9prot must vedfy tho g1POcofAlty of ck) prt rxnamatots and properly ttcapxrato 0* doslpn Into Ile overall I+itgrtt Ookln• Esctrk'tb Vt.fk%.dt•CI K ht Il."Mintp lIry M bird him wulal ert/ra4tv.0 tit,alJ,..as t.Kdy. Nh itkerrd tomr. Mcay CsKl rr.•lo Mar,•ntl;wCr..kkt MiTek' Isalwaysrelatedlotsk"Ify and to rxevrxtl eallgno w8h poulble rxnsorol t*ry and rxopeny dunage. Foe genotal gUclalee rogadlrlg Ito Icixlcatton. slotarlo. ddpvoty, etectkxt aril txcicttg of tntssas and miss systems. saeANSI/rPI I Gual ty CAleda. DS8.89 and SCSI Building Component 6904 Parke East Blvd. Solely IMonnalton avcncdxo from buss Plato Instihrto. 216 N. Lao Sheet. Stile 312. Alexandria VA 22314. Tempe. FL 33610 Job I fuss ifuss lype ry ply rto16e.2o T80296 J02 JACK -OPEN TRUSS 120 t1 1 J133.01021 Job Reference (opUonaO BUlldera 1-Iletboutce, lampa. rlant Gay. hlataia 33565 lmu a Apt lit 2u16 ae I OR Inauoulles. MC. 1.111.60 11 14:4"j Zu1 r rage 1 ID-Zl7yacM3rgfS^DEG6BuzOUf6-bSDTHP4_j_bygO6puxzbbsH W Er8z9emdf6xoCzkDBG o-0 2-tat S t ao 2-10-15 20 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TIC 0.11 Ven(LL) 0.00 2-4 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.07 Ven(rL) 0.01 2.4 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 We n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=54/Mechanical, 2=202/0-8-0, 4=25/Mechanical Max Horz 2=61(LC 8) Max Upllft3=-42(LC 12). 2=-108(LC 8) Max Grav3=54(LC 1), 2=202(LC 1), 4=50(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. Scale . 1:9.4 PLATES GRIP MT20 244/190 Weight: 11 lb Fr = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10: Vult=139mph (3-second gust) Vasd=Ioemph; TCDL=4.2ps1; BCDL=6.Opsf; h=25ft; Cat. II; Exp 8; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Intenor(l) 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 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 42 lb uplift at joint 3 and 108 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' A WARNING - Verily dadgn perameren end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PACE N67473 rev. 100=95 BEFORE USE Oaslprt vetkt lot use only w191 Ml lok®connectom IIYs design Is based only upon fxaa molem shown. and Is lot an tndlvldlal txdding component. not a lir>ss sysloin. Below tee. Iho Ixklc&V doslenor must vodly the alrAlcalAlty of design puatnd oletstaIAol"ly elcotpetalo this dos*n Into the over", IAdtirgl Cizkln. 10p;hg 4e 9Cr1t"<I It to t ouvurA lur:klinr1u11t.Mke.d hlr•, W. a, Crv.IpA 0. ad fit, loll. as,"y. /kk 9lk lnld 4,rul:. a, ay Ceva l':Auaaead Lap:hlll MiTek' It always toptlted lot stubWfy and to prevent collapse with possible poisonai Qtjuy and ptoporty damage. For Gen etal glkl nce iega ickv 9w Idxk;alkm, storage, delivery, etectlon and bracing of tftlssesand Inns systains, aeeANSI/fIlll Quatily Criteria, DS6-69 and 11CSI Sullding Component 6904 Patka East Blvd. Salary Inlofmctlon avail tAo, horn Ituss Plate InnsfiMo. 218 N. Lee Street. SLAW 312. Aloxandfla. VA 22314. Tampa. FL 33610 Job Truss Truss Type oty Ply TI046842t T80296 J03 ,JACK -OPEN TRUSS 2 1 733601025 Job Reference (optional) 9uddeta FeetbaurC6. 10(apa. Plan Gay. FWIda =66 7 540 a Apr le 2016 M Bak Irque11141. Inc. Fn FeD 17 14.4553 2017 Page 1 I D:Z17yacff3rg(5yObDEG68uzOU16-bSDTHP4-j_byg06puxzbbsHrGEpLz9emdT6xoCzkDBG 10-0 4.10.15l 4.10.15 Scale - 1:12.7 2x4 = 4-10-15 4-10.15 LOADING (psi) SPACING- 2-0-0 CSI. OEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Ven(LL) -0.02 2-4 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.25 Vert(TL) -0.06 2.4 >869 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(rL) -0.00 3 n/a rl/a BCDL 10.0 Code FBC2014/fP12007 Matrix) Weight: 17lb FT = 20°b LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-15 oc pudlns. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. (lb/size) 3=124/Mechanical, 2=272/0-8.0, 4=45/Mechanical Max Horz 2=91(LC 8) Max Uplift3=-88(LC 12), 2=-118(LC 8) Max Grav3=124(LC 1), 2=272(LC 1), 4=90(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Opsf, h=25ft; Cat. 11; Exp B; Encl., GCpl=0.18; MW FRS (envelope) gable end zone and C-C Intedor(1) zone; cantilever left and right exposed :C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 88 lb uplift at joint 3 and 118 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING - verily dedirn parenroters and READ NOTES ON THIS AND INCLUDED Mr/EK REFERANCE PAGE Ma-7472 mv. fav"01S BEFORE USE Design valid to; use orgy vA1h MIIek® connectors. Ilds despn Is basod only upon paamoton shown. and Is got at trltllvkArd txdding component, not o tows system. Bototo use. the Ix8c&V despnot must verify the g4)lIcdAl fy of design "cir elers atd properly Mogxxate 0% Clarion Into the ovotcdl Lir4krrkzlrtn.(07 AKtU'6Crd,rdktuld:w+dLM..klkrlialnMkU dnlnw l ardhrM Oki w"tul,.;Iskwdy. WOW Is always toclJred lot stability arvJ to prevent eollcgxe wllh possbW pefsorel U1Pey (M rxorxerty Ckaneago. Fot genord gtickmo reeding the lcfxk:allork stotoge. dellvery, election aril txcicUV of tames aril Imss systems seeANSI/IPII Quality Criteria. DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safely Information avUlahle from U1As prate Uu11Me. 218 N. Lao Street. SId W 312. Atexcirxtfkl, VA 22314. Taupe. FL 33610 Job Truss Type tyITruss Tt0468422 T80296 J04 JACK -OPEN TRUSS 4 7 Job Reference ClonalJobRefer Budder$ FlfetSau(Ce. Tarn),. Plant Guy. Florida 33566 1.64416 Apt la zu16 aN 1 sk Inaustrles. Inc. Fn Fee It 14:46:bJ "Lul r rage 1 10:Zl7yacff3rgf SyObDEG6BuzOUf6-b60TH P4U_byg06puxzbbsHlkEMh9emdT6xoCzkOBG 1-04 7-0-0 1.0 0 7-0-0 Seale: 3/4'=1' 3x4 = 7-0-0 LOADING (psf) SPACING- 2-0.0 CSI. OEFL. In Poe) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.08 2-4 >976 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.49 Vert(TL) -0.25 2.4 >321 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(rL) -0.00 3 n/a Na BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 23lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc pudins. SOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (lb/size) 3=177/Mechanfcal, 2=352/0.8.0, 4=79/Mechanical Max Horz 2=121(LC 8) Max Uplifl3=-112(LC 12), 2=-135(LC 8) Max Grav3=177(LC 1). 2=352(LC 1), 4=123(LC 3) FORCES. Pb) - Max. Comp./Max. Ten. - All forces 250 Pb) or less except when shown NOTES- (7) 1) Wind: ASCE 7-10: Vul1=139mph (3-second gust) Vasd=108mph: TCDL=4.2psf: BCDL=6.0psf; h=25it; 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 OOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf 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 thus connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 112 lb uplift at joint 3 and 135 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end lixiry, 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.' O WARNING - Verify design paremetero and READ NOTES ON THIS AND WCLUOEO MNTEK REFERANCE PAGE UD-7gJ rov. 14002020IS BEFORE USE Design valkl for trso only with Ml lolt®conrectors. Thin doslan is tx sed only upon parameters shown. and Is fa an Wt*klcl building component, not o truss system. 801010 use. the Ix edIng dosignlet must verify the Cpy711Ca1 Ally of design rKmamolers and prop etly hcolporalo Ihls design Into the ovot, IRgrArltitk,-lpin. FaaCfp1 UR 11Crdexl k.WI*,wxd l.Irklhpl"d trvlM ktN for_Wi)I} err.I1,g Cru MC11111xid1 fs mnly. A(kA1kKYA k111t•Mfay fe Klt•:1111fauY1t 1:4Cl U7jp MOW Is a1ways required fof sict AAy and to prevont eollapao with possBxe petsortal hfury and property darnage. For general guidance regarding the kAxlcatk mx slaago, dtNNory, election and Ixacing of trusses and truss systems. soeANSI/IPI I Cuafl fy Criteria. DSB-69 and SCSI Building Component 6004 Parka East Blvd. Sarefy Information avallc"e from truss Plato ftflkdo, 218 N. Leo Street, Sulto 312. Alexandria, VA 22314. Tarnpa, FL 33610 Job Truss I fuss I ype Oty Ply Tt046e423 T80206 Jos JACK -OPEN TRUSS 2 t 733601027 Job Reference(optional) uudaets I-ast5w(ce. Ianva. plant GAy. 1-10f108 33565 1.540 s Apr 1e 2016 sN ISK Iflatlsines. Inc. he Ha 11 14 46A4 La1 / rage I 10:217yacN3rgf5yObDEG6BtaOU(6-3KnrUIScUljpSAh?ReUg84g3KeCOicuws7rUKezkDBF 1-0-0 0-10 15 1-0-0 0.10.15 Scale = 1:6.9 2x4 = LOADING(psf) SPACING- 2-0.0 CSI. OEFL In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Ven(LL) 0.00 4 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.03 Ven(TL) 0.00 4 999 180 SCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 5lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (lb/size) 3=-6 Mechanical, 2=137/0.6.15 Max Horz 3=39(LC 12) Max Uplift3=-6(LC 1), 2=-82(LC 12) Max Grav3=35(LC 16), 2=137(LC 1) FORCES. (Ib) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 0-10-15 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; 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 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 6 lb uplift at joint 3 and 82 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING- 11011f1y dodpn penlrnstee and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MD-7473 rev. IM22015BEFORE USE Design valkf la trso only vAlh MI leW caunectofs. Ihh design Is based only upon pxframotors shown. and 1s for an Indlvldlra Lxddl ng component, not a truss system. Boloto use. the IxLdrg doslanet must verify the a1Y11katAlty, of design Ixaanefers atd Ixoperly, Incorpotate M doslan Into the over, 1e6eUKICkzkIn. MiTek* It always recµliad (of stc#Aty and to pravent collapse vAlh posshxa rxnsonal InRay and Ixotorly damaaa. Fot denotal dllydalce tepadintj mo folAicatkxn, stotago. deflvofy. etoctlon and btocfrn0 of trusses and fnrss systems, soeANSI/fPl l Quality Criteria, OS849 and SCSI Building Component 6904 Parke East Blvd. Safety Information avdlatAtt from truss Plato Nurture. 218 N. Lee Strout. Stlto 312. Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type ty Ply T10468424 T80296 J06 JACK -OPEN TRUSS 2 1I 733601028 Job Reference (optional) Budder$ Fd615ourCe. larllpa. Plant Gay. Home 33565 r."v a APT IV Zulu M I OK Inau$al". Inc. rn I-sa I r I l •OA, Za I i rage I ID217yacff3rgf5yObDEG68uzOUf6-3KnrUlScUlipSAh'MReUg84g3 eBNicuws7rUKezkDBF 1-0-0 2.10-15 1-0-0 2.10.15 Scale: 1•=, 20 = 0.4-0 2.6.15 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Ven(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.07 Ven(TL) -0.01 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (lb/size) 3=54/Mechanical, 2=202/0.8.0, 4=25/Mechanical Max Horz 2=82(LC 12) Max Uplift3=-52(LC 12), 2=-62(LC 12) Max Grav3=54(LC 1), 2=202(LC 1). 4=50(LC 3) FORCES. (lb) - Max. Comp./Max. Ten • All forces 250 (lb) or less except when shown. 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., GCpl=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 52 lb uplift at joint 3 and 62 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Q WARNING • VaAIy dedgin perematem and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MO.7473 rev. 100=015 BEFORE USE Deslgn vdld for use ONy VAlh MllekO Connectors M deslpn is L amW oNy upon paranolers Y1ovm, arxi Is for on hdiAdual buldkle component, not a truss system. Befao we. Iho IxAdhg designer must verify Iflo orXAlcdA11y of ck—JW 1>aanetors orKI lxopedy Incollmoto hB doslen Into the over.. I.9rIrK1,6'111n. Ek<a.htlkylk,,.,.d lKh,1*w,irit.rklklrlutIr.OAflydnlPSWV:,exid/a(IN0 u;rul.usllrJy. As1,911,a.itktut:.,d<$y<rryrl.:ri.eu.;nll.<s.%hX# is c/ways regaled for stdblllty and to provonl cotlarne wllh possible persorlc9 InAey aryl ptoporiy cicxnade. for General guicknce tequdrld Itle MiTek' fabrlcallon, stota0e, delivery, election ci l urack10 of Irtmes aryl IRIS systems, seeANSI/IPI I Gudlty Criteria. OSS-69 and OCS1 Building Component 6904 Parka East Blvd. Safety Information avo8dblo tiom truss Rate Institute. 218 N. Lee Street. Sulto 312. Alexandtla. VA 22314 Tompo. FL 33610 Job Truss Truss Type oty ply Tt046a125 T80296 J07 JACK -OPEN TRUSS 2 t 17336010291JobReference (optional) Budders FuelSWtce, Tampa. Plant City, Florida 33566 7 540 a Apr 19 2016 MI I at Industries, Inc. HI "D It 14.46 bb 2D7 7 1'6ge I ID:Z17yacff3rgf5yObDEG66uz0Uf6-XXLEi55FFbrg3KGC?M?3hHM9T2TeR3735rib1 t4zkDBE t-04 5.0.0 100 5.00 2 N 2x4 Scale = 1:17.3 0.4-0 4-0-0 LOADING (psi) SPACING- 2-0-0 CSI. OEFL. In poc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Ven(LL) 0.03 2.4 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 8C 0.26 Ven(TL) 0.07 2-4 820 180 BCLL 0.0 ' Rep Stress Iner YES WB 0.00 Horz(rL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014f rP12007 Matrix) Weight: 18 lb FT = 20% LUMBER - TOP CHORD 20 SP N0.2 BOT CHORD 2x4 SP No 2 REACTIONS. (lb/size) 3=127/Mechanical, 2=276/0-8-0, 4=46/Mechanlcal Max Horz2=128(LC 12) Max Upl1ft3=-106(LC 12), 2=-70(LC 12) Max Grav3=127(LC 1), 2=276(LC 1), 4=92(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 5-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind. ASCE 7.10; Vul1=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; 8CDL=6.0ps1; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18, MW FRS (envelope) gable end zone and C-C Intedor(1) zone; cantilever left and right exposed ;C-C for members and forces 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 20.0psl 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 106 lb uplift at joint 3 and 70 lb uplift at joint 2. 6) 'Semi -rigid pltchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING - VMIy desfpn parameren and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MD-7472 rdv. IM3,2016 BEFORE USE DesW v lld for use only with Ml lek®connoctors. RYs desW is based only upon patamotors shown. and is for m indlvkAal txAcWQ component. not a his bxsystem. Before use. the Adrg designer must verily the apxAk;alAly, of dc*p parameters and plop edy incorporate this desktn Into the overall I:.Acii I (k,;,kpn. Le(t;nrl krllrattXlls klp;-vent l,r Mkling(II InrM4brrA furs WtitlflrtltM M. MNd rlu;rl ll Yttmly, ASI(Irk,+1`11WIN itfaY reyl l trrl Kru;rll l,A(V*XI MiTek* Is always tecltArad for slabUBy and to prevent collapse with possible personal "arW property dcrriage. For general gald(nce regcidlrQ the falxlcalbrt storage, delNeM erection arlcl IxcickV of fames and ins swtoms, soeANSI/rPl I Quality Criteria, OSB-89 and SCSI Building Component 6904 Parke Eats Blvd. Safety Intormallan avallic"o from Iris Rate tralllulo. 218 N. Lee Street. Sulto 312. Alexancift VA 22314. Tampa, FL 33610 Job Truss Truss Type oty Ply 710468426 T80296 J06 JACK -OPEN TRUSS tt I 1,33601030 Job Reference Donal Buddera First5ource. Tempe. Plant Gay. Florida 33565 1 64e a Apt iv zw o as i eR mausines. arc. tan t-e0 i t Leto as zui i rage t ID:Zl7yacft3rgf5yObDEG68uz0Uf6-XXLEi55FFbrg3KGC?M?3hHM002XbR3735nb 1 t4zkDBE 1-0-0 0.10.15 I_"0.10.15 2x4 = LOADING(psf) SPACING- 2-0.0 CSI. OEFL. in loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) 0.00 2 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.01 Vert(TL) 0.00 2 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a We BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 2x4 SP N0.2 REACTIONS. (Ib/size) 3=-11/Mechanical, 2=134/0.4.0, 4=9/Mechanical Max Horz 2=39(LC 12) Max Uplift3=- 11 (LC 1), 2=-57(LC 12) Max Grav3=12(LC 8), 2=134(LC 1), 4=17(LC 3) FORCES. (lb) -Max. Comp /Max. Ten. -All forces 250 (lb) or less except when shown. d Scale a 1 6.9 PLATES GRIP MT20 244/190 weight: 5 lb FT = 2090 BRACING - TOP CHORD Structural wood sheathing directly applied or 0-10-15 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp B; Encl., GCpi=0.18, MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 11 lb uplift at joint 3 and 57 lb uplllt 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 I as referenced by the building code.' WARNING. Verity design pamnieten and READ NOTES ON THIS ANOWCLUDED AInEK REFERANCE PAGE MD-7472 rev. Id0Y1015 BEFORE USE Design valid lot use only calm Mllek® connectors Ms deslgn Is based only upon prndnneters Shown, and Is for an Individual Lxrldino component nol trussuss system. Befoto use. Ito Wolfing designer must vedry the c4)lxlcotAlly of design pcifaaneters propertyprorty Incotpoiate this design Into the ove", I. grptt(I ck J,pt, NerAtil kufk.M,rlt,tolsuw:rdl..e.kltr(Iof ka lNkfud rim. w.A-r r. 1/,d atv net it., Wily. MkAlk.n'ad knnry away Mill l:..-rruauxtid LrK:k KI WOW is clwvctys requited fa slctAlly and to rxevenl colk{ne wllh rwssfrAe personal h)tay and popeny domage. For gerneral gicknce regarding Iho 6904 Parks East Blvd. krixk:allm storage. delivery, erection and btaci ng of trusses and Inns systems, soeANSI/tPl1 Quality Cdteda, OSS-89 and SCSI Itu iding Component Tampa. FL 33610SafetyInformationovallablefromirisRaternsllksle. 218 N. Loo Street. Sulto 312, Noxandrla. VA 22314. Job rusB ype ty T10460427 T80296 j, uss J09 JACK -OPEN TRUSS 10Ply 1 733601031 Job Reference (optional) buddem 1°est5aurce. larttpa. F16(d Gdy. r•ldrida 3M66 1 540 a Apt IV 2016 as 1ex Industries. Inc. 1-" Ha 11 14:46:bS 2017 rape 1 I D:7J7yac((3rg(SyObDEG68uzOUf6•XXLEi55FFbrg3KGC?M?3hHMDA2W SR3735nb1 t4zkDBE 1-0-0 2.10.16 1-0 0 2.10.15 Scale: 11t:1 2x4 = LOADING (pst) SPACING- 2-0-0 CSI. DEFL. In loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Ven(LL) 0.00 2-4 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.08 Ven(TL) 0.01 2-4 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(rL) 0.00 3 n1a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No 2 REACTIONS. (lb/size) 3=65/Mechanical, 2=193/0-4-0, 4=27/Mechanical Max Harz 2=82(LC 12) Max Uplitl3— 57(LC 12), 2=-58(LC 12) Max Grav3=65(LC 1), 2=193(LC 1), 4=54(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown PLATES GRIP MT20 244/190 Weight: 11 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc puffins. BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft: Cal. If; Exp B; Encl.. GCpl=0.18; MW FRS (envelope) gable end zone and C-C Intedor(1) zone; cantilever left and right exposed ;C-C for members and forces & 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 20.0psl 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 57 lb uplift at joint 3 and 58 lb uplift at )ant 2. 6) 'Semi -rigid plichbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - vaUy dea7yn penmd7en and READ NOTES ON TNB AND INCLUDED NR'EK REFERANCE PAGE NIF7473 rev. IOtO MIS BEFORE USE Design valkl (at use only wtlh Mllek®corowclors. Ills dasIM Is based only upon Ixtanelon shown. aril is lot an kkltvkkxd Ixdddlg component. rat a truss systom. Before use. Ito Ixdmng designer must veiny Iho appllcalAlly of dosl(In puanolers and properly Incorporate this deslgn Into the overall I+dd7rKt dM J1 M. f4a«In(1In IM'..r1U.Ik.ktlwUW:ntI.rGWVK1 a1nrP.4 ka4 tRr:wt;ItUKIhM M. Milli urlll.r•. rrAY. M.kllknrslrrte:. rrW Car,11:.:rrttrn;rd l.wrs;kK1 MiTek' S always regilted (a stability and to prevent collapse with pos2340 personal In uy CM property damage. fa geraral Guidance regadng the krixlcation. slorago, dlolNory. erection and tracing of Kisses aria truss systems. sooANSVM I GuaUly Cdterla. OSS-69 ant! 6CSI Building Component 6904 Parka East Blvd. Safety Information avcdcrtNo Rom trim Plate I nstlMo. 218 N. Lee Street. Stlto 312. Alexaldda. VA 22314. Tempo. FL 33610 Job Truss cuss ype ry ply T10468428 T80296 J10 itACK•OPEN TRUSS 10 1 1,33601032 Job Reterence (optane0 Builders FealSouree, Tattoo, Plant City. 1=1018do 33566 1.64u s Apr tr zaia M i arc mausvus. Inc. rn reo r i m4uma eu r r raga r I D:Zl7yactt3rgfSyObDEG6&a0U16-?iucvR610vzXhUgOZ3W IDVvKoSpiAW NCJRKbPXzkDOD 1-0-0 4.10.15I 4.10.16 2x4 = 4.10.15 Scale = 1:17.1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in poc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 TC 0.35 Ven(LL) -0.03 2-4 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.27 Ven(TL) -0.07 2-4 >780 180 BCLL 0.0 ' Rep Stress Incr YES WS 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC20141TP12007 Matrix) Weight: 17 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-15 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=132/Mechanical, 2=266/0.4.0, 4=47/Mechanical Max Horz2=126(LC 12) Max Uplift3=-107(LC 12), 2=-67(LC 12) Max Grav3=132(LC 1), 2=266(LC 1), 4=94(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp 8; Encl., GCpl=0.18; MW FRS (envelope) gable end zone and C-C Intedor(1) zone; cantilever left and right exposed :C-C for members and forces 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 nonconcurrenl with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 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 Ines to bearing plate capable of withstanding 107 lb uplift at joint 3 and 67 lb uplift at Joint 2. 6)'Seml-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNWG - Vertry deNpn Pammetaa and READ NOTES ON THIS AND INCLUDED NITEK REFERANCE PAGE ar67473 rev. fMMIS BEFORE USE Doslgt valid got Use only wtlh 1AIek®corawclors. R* <WJon k Lwsod only upon pcoametets shown, and Is got an Inclivldual folding component nol a truss system. Below uso. the IxAdkV dosl6not must vedly the agxloalAlly of doslgl pamoalefs and properly he«poialo itlls design Into the ovotad UiJn(1<kJlJn. f0<e:kti(JUrIICrlt<Ihkrl'4,wY11Irv`IQkI(JrdBs,Ovk,Ilaitor.WrAYfartlrMCMe<Inarnl sSrrJy A4kSlkav,SUrllt.way(aifl.rrlas*,tdl.M<sUYJ MiTek' Is always te<t1Led f« stability arid to pcovenl collapse with possible porn l"arxJ property cksncW. Fot 0onotal gJdcnce re"clrl0 the Iclxlc lion. st«apo, do1N«y. «octlon <x1c1 lxacho of trusses aril muss systems, sooANSI/IPI I QLKSly Cdterla, OS849 and SCSI Bulldlny Component 6904 Plate East Blvd. Safety Irdarmallon avolatAO from Ours Rate Institute. 218 H. Loa Strool. Stlto 312. Aloxonddo. VA 22314. Tangs, FL 33610 Job Truss Truss Type oty Fly Ti T80296 J11 JACK -OPEN TRUSS 12 1 73360t033 Job Reference (optional) nusaers ruslsource. l empe. rant wy. mian imbb r.b.v .,pt l e GYte re t OR YIYYDIIIOD. Y6. rve vzXhUgO ID:zl7yacff3rgf5yObOEG68uzOUf6-?jucvR6tOz3W IDVvFHS1eAW NCJRKbPXzkDBD 1- 04 7-0.0 1- 0-0 7-0-0 3x4 = 7- 0-0 7-" Scale = 1:22.2 LOADING ( psi) SPACING- 2-0-0 CSI. DEFL In poc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.10 2.4 >777 240 MT20 244/190 TCOL 10.0 Lumber DOL 1.25 BC 0.53 Vert(TL) -0.28 2-4 >291 180 BCLL 0.0 ' Rep Stress Incr YES WS 0.00 HOrz(TL) -0.00 3 n/a We BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 24 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purllns. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ( lb/size) 3= 181 /Mechanical, 2=347/0.4.0, 4=83/Mechanical Max Horz 2=1 72(LC 12) Max Uplift3=-133(LC 12), 2— 78(LC 12) Max Grav3=181(LC 1), 2=347(LC 1), 4=127(LC 3) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- ( 7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Opsf; h=251t: Cal. II; Exp B; Encl., GCpl=0.18; MW FRS (envelope) gable end zone and C-C Intedor(1) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown: Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-0.0 wide will Ill between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 133 Ill uplift at joint 3 and 78 Ill 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' WARNING - 14MIy detdpn paratrteren end READ NOTES ON THIS AND INCLUDED Ar/fEK REFERANCE PAGE 11,167172 rev. 1691*01S BEFORE USE MOMMOM Design villa for use orvy wllh Mllek® connectors Ihh doslOn Is based ordy upon parameters shown. aril Is lot an YvJlvkltral LxAdUV comportonl. nor a truss systern. Bolero tare. the lending doslgrler must verify the cytl)llccd Illy of design pararnotors onto properly Ytcapotalo atS deskln tiro the overall IMAriryfrk-- Afro. f4e**KIkK6;rd dIsit#1:4u crifI:Dtoliltrtncdbyllvk.ktifit r.WO.,<4XI/,Oct. MCI ut ni.1-,.,Wily. Arlritk.WW.4drrtr."'Ay011`0rD%foYev;tdlDt.ehoff MiTek' Is always tegihed tot stakAtly and to prevent eollgxe with posstblo personal Oyuy arld properly danage. For gerwral guickmo tegardlrlp the MrIcatbrt, storage. delivery. election arKI txoc&V of trusses and truss systems sooANSVIPI I Quality Criteria. DSB-69 and SCSI fluBdh,g Comporwnt 6904 Parka East Blvd. Safety Intonnallon avallol;lo train trim Plate Institute. 218 N. Leo Street. Stllo 312 Alextutrlda. VA 22314. Tampa. FL 33610 Job runs TrLW Type ry Ply 710468430 T80206 J12 Jack -Open Truss I'll 1I 1"'O'o, Job Reference ttonal 15ve0ets r Qersouroe, tam". rmnt tiny. Ylaftaa 3x ee .... nF..a 4v w , 1m. amw.MI. ., .v , . . .. ..y. . ID: Zl7yacff3rgf5yObDEG68uz0Uf6-TvS_7n7VnDSOJePa7n2XmiSX?s44vt1 MY548xzzkD8C 4. 1-7 7-0-0 4. 1-7 2-10-9 Scale = 1:22.4 30 = 090 ° 3x4 = LOADING ( psi) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/rP12007 CSI. TC 0.25 BC 0.58 WB 0.42 Matrix) DEFL. in VBrt( LL) -0.02 Vert( TL) -0.05 Horz( TL) 0.01 loc) Vdell Ud 1- 5 >999 240 1- 5 >999 180 4 IVA rVa PLATES GRIP MT20 2441190 Weight: 40 lb FT = 2W% LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied or 4-10-9 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid telling directly applied or 10.0.0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 1=1138/0-8-0, 4=1008/Mechanical Max Horz 1=149(LC 8) Max Uplift I =-260(LC 8), 4=-305(LC 8) Max Grav 1=1254(LC 15), 4=1102(LC 15) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1353/250 BOT CHORD 1-5=-321/1173, 5-6=-321/1173, 4.6=-321/1173 WEBS 2.5=-226/1279, 2-4=-1457/399 NOTES- ( 9) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25(1; Cat. II; Exp B; Encl., GCpl=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed: Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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 lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 260lb uplift at joint 1 and 305 lb uplift at joint 4. 6) Girder carries tie-in span(s): 15.8.0 from 0-4-0 to 6.4.0 7) ' Semi -rigid pltchbreaks with fixed heels' Member and fixity model was used in the analysis and design of this (russ. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) ' This manufactured product is designed as an Individual building component The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase--1.25 Uniform Loads (pit) Vert: 1-3-60, I.6=-291(F-271),4-6=-20 O WARNING - Ved* dodgn peremstae and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE A10.7473 tev. 1"30014 BEFORE USE IbSlgn, vtikl la use orgy w101 Mllek®connoclors. Ms design is bnsod orgy upon Ixtranoten shown, and Is lot an trWlvldtKtl bxAdi ng component, not o Itus system. Seloto Lao. Ire IxAk ing doslgnen must vedty Me orAA1colAlly of design pcumelers arKJ Ixolxnly frlconpototo It& design Into the ove , 14i. 4tlldl..J(pr, EOCs'.tKllndl4'ut,r.Ihl..fit.:wXAIsKklhKtulkKlbvkU«Alnr•-•wc1;.CrtrlAnr:hndnuYrAirSigUy tiCk66.Nr11.,r111'.n<synKls.:n.ICaY:rltlnfrllKt MiTek' Is always tecpJted lot stability and to prevent collapse with possible persond s11,ay and rxoperty danago. rot genottd gticktrlce regarding M 6904 Parke East Blvd. IaCrkallon. stomlge. dMtvery. eteclion and tlracfrtg of tnnses dnld truss systems. SooANSI/IPI I Quality Cdtwla, OSS-69 and SCSI Bu0dfrtg Component Tampa. FL 33610 SafetyIntortrlaManavallallefromInasPlatoInstitute. 218 N. too Street. suite 312. Aloxoncift VA 22314. Job FUSS Truss Type oty Ply T10468431 T80296 J13 Jack -Open Truss 1 1 733601036 Job Reference (optional) audders FaSISOufea. Tamp". Plant City. Fbada 33566 7 640 s Apt 19 2016 Wak Industries, Inc. Fn Fab 17 14:4657 2017 Page I 10217yacff3rgf 5yObOEG6BuzOUf6-TvS_7n7VnO5OJePa7n2XmSXrs08vsmMY548xzzkDBC 4.1.7 2.10.9 Scale a 1:22.4 30 = : 1xb 11 3x6 4-1.7 7-0-0 e-1.7 9-IMA Plate Offsets (XY)-- 15:0.4-8.0.1-81 LOADING (psf) SPACING- 2.0.0 CSI. OEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.20 Ven(LL) 0.02 4.5 999 240 MT20 244/190 TCOL 10.0 Lumber DOL 1.25 SC 0.83 Vert(TL) 0.05 4-5 999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.50 Horz(TL) 0.01 4 We n/a BCOL 10.0 Code FBC2014/rP12007 Matrix) Weight: 40 lb FT = 2014 LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-11 oc punins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=845/0-4.0, 4=1326/Mechanlcal Max Horz 1=149(LC e) Max Uplift 1 =-213(LC 8), 4=-432(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 Pb) or less except when shown. TOP CHORD 1-2=-1442/348 BOT CHORD 1-6=-407/123e, 6-7=-407/1236, 5-7=-407/1236, 5.8=-407/1236, 4-8=-407/1236 WEBS 2-5=-333/1323,2.4=-1535/506 NOTES- (9) 1) Wind: ASCE 7.10; Vull=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Ops1; h=25ft: Cat. II; Exp B; Encl.. GCpl=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed: Lumber DOL=1.60 plate grip OOL=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 213 lb uplift at joint I and 432 lb uplift at joint 4. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end ilxity model was used In the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 111 lb down and 33 lb up at 1.0.0, and 191 lb down and 57 lb up at 3-", and 1334 lb down and 397 lb up at 5.0.0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the lace of the truss are noted as front (F) or back (B). 9) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25. Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 1-4=-20 Concentrated Loads (Ib) Vert: 6-111(F) 7-191(F) 8— 1334(F) Q WARNiNa - vady dadyn pemmatars and READ NOTES ON THIS AND INCLUDED AMEK REFERANCE PAGE NO.7472 rev. IMSMIS BEFORE USE Design vdkl lot use only vnm MlleM oonnoclots. M doslgn Isbasod only upon Iolcxnelors shown, and Is for an Indivkkxl txddng Component. rat o truss system. Before we. the txlldnp designer must verity Ila olAA11cotNlty, of loam l coraletsd propertyrty Incorporate This daslgn Into the overall I;II a(ftrr(I(k;.,lryn. Ls(11;h(t trr,Ifol4Xlb41pauY.nll n;kW>(p Aln(IMrll lyd lllca wl;l,r(mtl/(M Cha(I nItY11I r'.IINY• MMAIk rw 4:fltl•a(sY (fpll;;1111M lfvdlx(r^IrKp MiTek' S always raprlted foe sktAUy and to prevent collapse with possible petsond Infr+y and ptop(xty, (krnage. Fa general guidance tegcedng the kAxlcatlon. stoea(p. dellvety. election (n(I tx(rckV of trusses and truss systems. seeANSVIPI I Quality Criteft. DSB-89 and SCSI Sulldlnp Component 6904 Parke East Blvd. Safety IMomtallon avc0c"o from Urns Plate Institute. 218 N. Lee Street. Sudlo 312• Alexandria. VA 22314. Tampa. FL 33610 Job ruse Truss Type ty T70466432 T80296 J14 Jack -Open Trusa 1 1 036 Job Reference (optional) Job R tluaaefs F1rstbourCe. f ampa. rein Gay, i-ionaa 33b66 r.eea a Apr lu 2ulo M re6 taOYsuies, M. k, reo 1 r Cat i rage t I D217yacff3rgf5yObDEG68uzOUf6-TvS_7n7VnDSOJePa7n2XmiSYysCpvzdMY546xzzkOBC 2x4 = 2. 10.15 2. 10.15 2- 10-15 Cate' 11e1' LOADING ( pst) SPACING- 2-0-0 CSI. DEFL• In loc) Wait Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Ven(LL) -0.00 1-3 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.09 Ven(TL) -0.01 1-3 >999 180 BCLL 0.0 ' Rep Stress Incr YES WS 0.00 Horz(rL) -0.00 2 We rVa BCDL 10.0 Code FBC2014frPI2007 Matrix) Weight: 9lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ( lb/size) 1=111/Mechanical, 2=64/Mechanical, 3=28/Mechanlcal Max Horz 1=65(LC 12) Max Uplift s=-16(LC 12), 2=-67(LC 12) Max Grav 1=1 I I (LC 1), 2=84(LC 1), 3=56(LC 3) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- ( 7) 1) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf: h=25ft; Cat. 11; Exp B; Encl., GCpl=0.18; MWFRS ( envelope) gable end zone and C-C Inteffor(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.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 16 lb uplift at joint 1 and 67 lb uplift at Joint 2. 6) ' Semi-ffgid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) ' This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' A WARNING • Veft dedon pornmerere and REAL NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE MD-7472 rev. /60MIS BEFORE USE Design voW for use oily vAth Mltok®connoclors. Ihb design is eased Lx1Iy upon Ixaamelers sflown. and b rot a1 kndMdlKA buMlnO component. not a hum systom. Scioto Lao. the IxAldhng deslgtwr must verity the aPtxka1Allly of deslgl Imanlolors and pfolxldy W(xIXeafe Iftb design kilo Cho ovo.... I, edr.Bn(I<&Apt. b always roq*ed fa sk"lly aW to ptovonl couarae with poss"o patsorxl „A+y aryl property dunctgo Fa gemal Uukkatco togaidrtg 1ho MiTek' k" Icallon, slota0e. delivery. etocllon and Ixacing of tntses cnd tnaa sysloms• SeoANSVIPI I Quality Crlledo. DS849 and SCSI BuDding Component 6904 Park* East Blvd. Safety Information aWlattlo from hum Plato Inslitulo. 218 N. Lee Street. S lto 312. Aloxarxltla. VA 22314. Tanya. FL 33610 Jobcuss Truss Type ry Pry T10466433 T80296 Jt5 Jack -Open Truss t 1 1133601037JobReference (optional) tlueaers r(etbource. I empa. I-anr coy, r•tartaa :rsaba a .... npr .. cvw " ". y. . 10:Zt7yacff3rgf5yObDEG68uzOUf6-x6OMK787YWDFwo_mgU2mlw (EFV_eOtVnlpTPzk088 20 = 4.10.15 4.10.15 4.10.15 4-10.15 Scale to 1:17.1 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Ven(LL) -0.03 1.3 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.28 Verl(k) -0.08 1-3 >730 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(rL) -0.00 2 n/a rVa BCDL 10.0 Code FBC2014frPI2007 Matrix) Weight: 16 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10.15 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 =1 91 /Mechanical, 2=144/Mechanical, 3=48/Mechanical Max Horz 1=109(LC 12) Max Uplifll=-29(LC 12). 2=- 1 14(LC 12) Max Grav 1=191(LC 1). 2=144(LC 1), 3=96(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- (7) 1) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps(: BCDl-=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 29 lb uplift at joint 1 and 114 lb uplift at joint 2. 6) 'Semi-ngld pltchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this Ines. 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- VeAly deslyn paromeren and READ NOTES ON THIS AND INCLUDED MIlEK REFERANCE PAGE A 6T473 rev. 1603/1016 BEFORE USE Design valkl lot use Orly will MllekD connectots Ihh doslgt 6 based only upon parameters shown. and Is to an hdtvkkxd IxRding component. not a him system. Before use. the txlldn(t designer must verify the q;plca bllty of design parameters and pwpeedy hcorlxxato the design Into tiff ovotalt 1 6drKt R<rht1 VK6]ahaIKtol nvrwA l:Kktb Kl tithrM had mrs welt<trrlp 4 at cl t auud,rs trdy. M.kllit.ndh;tul.rsy reyl t•xutri.;nt l:<"rKt MiTek' b always tegllted for skfi0ly and to prevont collar a with pesSRxe personal V*jrV and property cl rnage. For general gJdanee to"dhg Ow 6904 Parke East Blvd. Iatxlcallam storago, delNety. Otoclion aryl txachlg of trusses and Miss systems. sooANSI/IPI I Quality Criteria. OSBd9 and BC31 Building Component Tongs. FL 33610SafetyinformationavalaMOfrombiasPlatoInsllute. 218 N. Lew Street. Salte 312. Atoxa ndrkx VA 22314. Job Truss TrUSS Type oty ply T10466434 T80296 J16 Jack -Open Truss 1 1 733601038 Job Reference(optional) Builders 1`96150aree. Tampa. Plant Gay. Florida 33566 /.bee a Apr iv za16 m r ex maustrtes. Inc. rn reo 1 r t cw Aa zu t r rage 1 10:Zl7yacft3rgf5y0b0EG6Buz0Uf6-u60MK787YWOFwo_mgUZmlw ZFZJeOtVrdplTPzkOBB a11>•3 0-10.3 2x4 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.01 Ven(LL) 0.00 1 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.01 Ven(TL) 0.00 1 999 180 BCLL 0.0 ' Rep Stress Incr YES WS 0.00 Horz(rL) 0.00 2 n/a rVa BCDL 10.0 Code FBC20141TPI2007 Matrix) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No-2 REACTIONS. (lb/size) 1=32/0.3-4, 2=24/Mechanical, 3=6/Mechanical Max Horz 1=22(LC 12) Max Upliltl=-3(LC 12), 2=-21(LC 12) Max Grav1=32(LC 1), 2=24(LC 1), 3=16(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:6.9 PLATES GRIP MT20 244/190 Weight: 3 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 0-10-3 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.Opst; h=25fh Cat. II; Exp S; 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 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3 lb uplift at Joint 1 and 21 lb uplift at Joint 2. 6) 'Semi -rigid plichbreaks with fixed heels' Member end tixily model was used In the analysis and design of this truss. 7) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNWG - VeAry design panunefers and READ NOTES ON TNrS AND &CIUDED NrTEK REFERANCE PAGE ND•7473 rev. 10,4112001S BEFORE USE Design voiid lot use only with Mllek® connoctofs. tnls design Is based orgy upon pcitannoters shown, and Is lot an hWMdual lwldho componenl. nor a truss system. Before use. the IH/lciing designer must vtsdfy, the cgqAIc:o1 lily of design pwtotnetea and Ixopetly Incotlxralo this design Into the ovetail I.i.kturkMkIn. l0(a;IKpIIYlktd.[IF\llrlxt:W:rat.ra':klUti(IIdUeMituAklraWubteKlkaCre.efllltt;tltl y.tndy, AdeltkMe0ti:rill:.ttaV(OKIp;.YlluaealtI Is dways roepLod foe sktAlly and to ptoveni eolfulm %Ah pwsdAo personed " and property darnage. for genered guiddrice rega cling the MiTek* fatAocalon. storage, delivery, election and tiding of latsses and In= sysioens. socrANSI/iPi I Quality Criteria, OSS49 and SCSI 8uldlng Componanl 6904 Parke East Blvd. Wary Information ovolable frorn trig Wale Institute. 218 N. too Skeet. Stdto 312. Alexulcakl. VA 22314. Tempe, Fl. 33610 Job Truss Iruss Iype oty ply T10468435 T80296 J17 Jack -Open Truss 1 1 733601039 Job Reference o Lionel auaaere nrslsource. Ianpa, 1•laru cay. ratan JJaee 2x4 = 2.10.3 2.10.3 2.10.3 Was Apr I9 2015 MI r ex tn04131(lel. Inc. "1-e0 17 14:46-Se 2a3 7 Ya9e 1 I D 217yacff3rgf5yObDEG6BuzOU f6.OlakXT811gL6YxZzEB4?r7Xvf fuONt7(0PZFOszkDBA Scale: 1'=1' LOADING (pst) SPACING- 2.0.0 CSI. DEFL in loc) Udefl 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 10.0 Lumber DOL 1.25 BC 0.08 Vert(TL) -0.01 1-3 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(rL) -0.00 2 n/a We BCDL 10.0 Code FBC20141TP12007 Matrix) Weight: 9 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-3 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. (lb/size) 1=106/03.4, 2=80/Mechanical, 3=27/Mechanical Max Horz 1=65(LC 12) Max Uplltll=-14(LC 12), 2=-65(LC 12) Max Grav 1=106(LC 1), 2=80(LC 1), 3=53(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BC01-=6.Opsf; h=25ft; Cal. II; Exp B; Encl.. GCpl=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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 14 lb uplift at joint 1 and 65 lb uplift at joint 2. 6)'Seml-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' AWARNING - Verth stlpdn pentnrefan end READ NOTES ON THIS AND INCLUDED M/7EK REfERANCE PAGE MQ7477 rev. I002101b BEFORE USE Deslgl Mkt tot use only w181 Mllek® cornloctots. Ms design Is basod only upon parameters shown. and Is form trxilvkW fxAdlnO component, not a truss systern. befow use. Iho txlldng closlgnot must verily, tho g411k:olAlfy of doslgn paart anotorsixgxarty Incorlxxato "Ifs design Into tho overall I:, Lde1n(I 0-Jffn. EOtM;Ylfltrs.M1;t1I,,eI6It, Iw:w,sd UlCkltrl[I td fryt*k cd llu.^-. w A, CrrlAM the 011 wfod:. it. l Kdy. Mk9lkre,4krllp.a<*y to Xf r.,1l toevv:fit l:ap' In(1 WOW b always tw4lrod for skstAlty and to ptevenl cdlgxo with possOxe personal fr1A+y, anal ptoporty akanuge. fa garxxcl g1/aW1co to ffurdrw Ihu klxicallm storapo, dollvory, eteclbn aril bracng of fnrsses arxl that systoma, seeANSI/TPI I Quality Criteria. OSS-69 and SCSI 8ullding Component 6004 Parke East Blvd. Safety Inlonnallorl avcaado from truss Plato tmllMo. 218 N. Leo Strool. SuLo 312, Alexandria. VA 22314. Tarrpa. Fl. 33610 Job russ ruse ype ryplyI T10468436 T802/8 J1a Jack -Open Truss I 1 1,33601040 Job Reference(optional) tsusaers rustsource. I empo. Aorta Gay, 1-01006 33a66 r ow s Apr t v zuro m r es maustrres, inc. rn rw r i r 4:4a av zar i rage r 10:ZI7yacff3rgf5yObDEG661zOUf6.OIakXT61lgL6YxZzEB4?r7XgNf rUNt7fOPZFOszkOBA 4.10.3 4-10.3 Scale = 1:17.1 2c4 = LOADING (psi) SPACING- 2-0.0 CSI. DEFL. In loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Ven(LL) -0.03 1-3 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.27 Ven(TL) -0.07 1.3 >795 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 rVa We BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 15lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-3 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (lb/size) 1=186/0-3-4, 2=140/Mechanical, 3=47/Mechanical Max Harz 1=109(LC 12) Max Uplift I= 27(LC 12). 2=-112(LC 12) Max Grav 1=186(LC 1), 2=140(LC 1), 3=93(LC 3) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10: Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; 8CDL=6.0psf: h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 27 lb uplift at joint 1 and 112 lb uplift at joint 2. 6) 'Semi -rigid pi(chbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) -This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING - Va tly dodgn peranreten and READ NOTES ON THIS AND INCLUDED NrrEK REFERANCE PAGE 407472 rev, 8003MIS BEFORE USE Oeslgn vaild for use only with Mflek®connoctom Ms design h based only t4on pananoters shown. anti is nor an I dlvldual bulding componont. Mt a trim system. Before Lao. the Irdldng dmlEiner must verity Iho a prAlcal'Alty of doslgn para motors and Iropelly W(xlxrafo 0* doslgn Into Iho overall I.hrlr%lakrlfln. Ebnr:rxlIry 6;:rdotlIshrler,vr,nfl.uAdkKj,-fIellvkasdhlrcwvUrar,1/rsr,tvmet rnurnl.asrwdy Ark/lkvvdk;ngvedyrndf.:rnvXvrdl:a<r:kel is always retABod nor stability and to prevent collapse with possible personal 1Mry and property dafnago. For Oenord gaida rwe rogcsahsg tho WOW falricatkrL storage. delivery. erecllon and tracing of tnasos and mass systems. socANSVrP1I Quality Criteria, DSO-69 and SCSI Bugdtng Component 6904 Parke East Blvd. Safety Information available from truss Plato Institute. 21a N. Lao Street, Stdte 312. Alexandrian. VA 22314. Taapa, FL 33610 Job Truss Truss Type oty Ply Tt0466437 T80296 J10 Jack -Open Truss 1 1 173360104, Job Reference(optional) BUdderd 1'esiSOUree. lartpa. Plant Ody. Flanda 33566 7.6403 Apt to ZU16 M l ex Industries. Inc. 1-11 "D 17 14:46:59 2017 Page 1 IO:ZI7yacff3rgf%ftDEG68uzOU16.OIekXTSligL6YxZzEB4?r7XIHfnHNt7fOPZFOszkDBA 6-11-4 6.11.4 3x4 6-11.4 r` r I.e 1P Scale = 1:22.2 Plate Offsets (X,Y)-- 11:0.1-11.0-1.81 LOADING (psi) SPACING- 2-0-0 CSI. OEFL in loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) 0.11 1-3 >713 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.54 Vert(k) -0.28 1-3 >288 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a rVa BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 22 lb FT = 204b LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. REACTIONS. (lb/size) 1=270/0.3.4, 2=183/Mechanical, 3=86/Mechanical Max Horz 1=155(LC 12) Max Upliftl=-40(LC 12), 2=-135(LC 12) Max Grav1=270(LC 1), 2=183(LC 1). 3=128(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.Opsf: h=2511: Cat. II; Exp B; Encl , GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other five loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 40lb uplift at joint 1 and 135 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - Veiny detlpn panmeten and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MD7473 rev. 1003,20IS BEFORE USE De*p VdkJ lot use only vAth MUok® connectors. 0,& cleslgin Is Ixisod only upon pmornoters mown. and Is for an hdlvkAral "cling canlxmnt, not a hits system. Befato use. the txncuhg closlgnot must verity the apxllledAlty of design p ufamefers and pfol7edy kworpofale this dosign Into the over,. I d,.irxlt kAim Fk(O'NXI k Ik:<140 is l<tIdt:vt.,-rdI.rrklh KI td Iry M k trd tntwwit<s rr.I/t If Ch rid i trn ut:.-fst"y. Ark It. dxd 5;ru1:.(<dy<s rrl I'•.'rrt r<nonf 14uarXI Welk' is,ways cw4ked for stability aril to rxevenl collapse vAth possible persona/ khkay cncl Property change. Fot gonotal gulaknce r<sgcxdng 1110 krixloafln. stofogo, dollver)6 erection arKl tracing of husesand Ints syltatns. soeANSI/1'PII Quality Criteria.OSS-69 and SCSI Building Component 6904 Parke East Blvd. Safety information avcOable from Inds Plato hhstlhde. 218 N. too Sheol. Suite 312. Alexanchla. VA 22314. Tarrpa. FL 33610 Job runs runs ype ty T10468436 T80296 JR01 Half Hip Truss 1 1 733601042 Job Reference(optional) eud"fic 1-ag5wfce. tamps. Ypnt Gay, h Wtaa 33b66 t.ow a npr iv zu,o m, e rnaus-s. im. rn reu , i v-t.w zv, r rasum , I D:217yacff3rgf 5yObDEG6BuzOUf 6-uU86lp9N38TzA589ovbEOL3wL32x6AOoE3loYlzkDB9 1-0-0 7-0-0 10.5 8 14.2-8 1-0-0 7-0-0 3 5-0 3-9-0 5x6 = 3x4 = Scale = 1:26.3 20 = 3x6 = US = 7-0-0 14.2.8 7n.n Plate Offsets (X Y)-- 6:0-4-8.0.1-81r7:0.3-6.0.3-01 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in poc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.09 2-7 999 240 MT20 244/190 TCOL 10.0 Lumber DOL 1.25 BC 0.89 Ven(rL) 0.36 6-7 452 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.66 Horz(TL) 0.05 6 We n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 63 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.1 'Except' TOP CHORD 3. 5: 2x4 SP No.2 SOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 2=1082/0-8-0, 6=1302/Mechanical Max Horz2=123(LC 4) Max Upllf12=-372(LC 4), 6=-428(LC 4) Max Grav 2=1 082(LC 1).6=1355(LC 18) FORCES. ( lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2521/649, 3-4=-2282/655 BOT CHORD 2.7=-653/2312, 6-7=-573/1569 WEBS 3-7=0/512, 4.7=-118/853, 4.6=-1797/698 Structural wood sheathing directly applied or 3.0-5 oc puffins, except end verticals. Rigid ceiling directly applied or 7.1.0 oc bracing. NOTES- ( 11) 1) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.0psI; h=2511; Cat. 11: Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone: cantilever left and right exposed: Lumber DOL=1.60 plate grip DOL=1.60 2) 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.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 372 lb uplift at Joint 2 and 428lb uplift at Joint 6. 7) Girder carries hip end with G-0.0 right side setback, 7-0-0 left side setback, and 7-0.0 end setback. 8)' Seml-rigid pitchbreaks with fixed heels' Member end lixity model was used In the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(S) 685 lb down and 161 lb up at 7-" on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) - This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3- 60. 3.5=-133(F=-73), 2.7-20, 6-7= 44(F- 24) Concentrated Loads (Ib) Vert: 7-513(F) Q WARNINO. Vertty Baden parametan and READ NOTES ON THIS AND WCLUD£D NrTEK REFERANCE PAGE NA7473 rev. M02,2015 BEFORE USE Doslgn valid lac use only with tAlekO connoctots. hits 6_, l Is UOSed orgy lout pcffcwnetot3 shown. and Is (oc an Indly cMd buldng component, not o truss system. 8eloto uso, tlo lxAcIng doslgttot tnusl vodfy Ito %pliccdAlly of doAln Ijatametars cold pcolydrly Incotpofale this design Into Ito ovorall I, Y,aYlrizkln. EOaCtMIU IIr:cA,[Ik.tot,,:v,rA1..a,klVtltofkxlRlr4stltnrswol:,<nrl/,wCr cltu,r,d.asr,nly MkOlic"dluul'.Way cat[tl-if-I OC a:IrKI Welk' Is always tegtrked lac skm98y aW to proven, collcnse wllh possblo p etsonal Iniury anU property damage. For gamed gttkknce cogac<lrlg 81n IcUlcatbR stocago, dollvery, otocaon anrf trocino of trusses cmd miss systems seeANSI/TPI I Quality Cdtetla, OSB-$9 and 8CSI Bullmng Component 6904 Packs East Blvd. Safety kdotmatlon ava0tctxo from Trig Pluto InstlMo. 218 N. Leo Slroel. Stlte 312, AloxanaAa. VA 72314. Tampa. FL 33610 Job Truss Truss Type oty Ply Tl04fi8439 T80296 R02 Half Hip Truss 1 1 173360043JobReference (optional) Builders FirstSoume. Tampa. Plant Gay, Florida 33566 7.640 a Apr 19 2016 1ATek Indusinas, Inc. Fri Feb 17 14:47:00 2017 Page 1 I D.Zl7yacff3rgfSyObDEG68uzOUf 6-uU86lp9N38TzA589ovbEOL3zK37S66moE3loYlzkDB9 1-0-0 7.2.7 9-0-0 14.2-8 1.0-0 7.2.7 1-9.9 5-2-8 3x4 = Scale - 1:26 4 3x4 II 3x4 = 2x4 11 3x6 = 7.2.7 9.0-0 14.2.8 7.2.7 1.9.9 5.2.8 Plate Offsets (x,Y)-- t4:0.2-0.0.2.131 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.07 2-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.54 Vert(rL) -0.17 2-7 >963 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.94 Horz(TL) 0.03 6 rVa We BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 62 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied or 5-1-2 oc purlins, except BOT CHORD 2x4 SP No2 end verticals. WEBS 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing REACTIONS. (lb/size) 2=633/0.8.0, 6=545/Mechanical Max Horz 2=152(LC 8) Max Upllft2— 219(LC 8), 6=-175(LC 8) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1038/251 BOT CHORD 2-7=-310/922, 6-7=-310/922 WEBS 3-7=0/317, 3-6=-928/312 NOTES- (8) 1) Wind: ASCE 7-10: Vult=139mph (3-second gust) Vasd=108mph, TCDL=42psh BCDL=6.Opsf, h=25ft; Cat. II; Exp B; Encl., GCpl=0.18; MWFRS (envelope) gable end zone and C-C Interlor(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) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 219 lb Uplift at joint 2 and 175 lb uplift at joint 6. 7) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - Ve ft design panrmatere and READ NOTES ON THIS AND INCLUDED AUTEK REFERANCE PAGE MD-7472 rev. IdD2,2015 BEFORE USE Design Valld nor use orgy wlln lv91ek6 connectors. Ms design is based only upon paramelers shown, and Is for an Individual Ixddtng component not o lrtss system. Before use. Ile Ixddlng designer must vodfy Ile g4)llccdAly of design p aiantolers and pfolody Incoi oiate this design Into the overall I rBr YrtrJtk Ntn• f4rrr frtn lnrd:aG•tlhtulr.v;rdl.n:au>cJ dkKIIVkkld In r:.wi:lidrrKIA. CII ad rtt[.•u tl:.•.rS tKJy, nr,ICYOi rM,Ahj"I.. NOV (I..I 1:. 41 W".nf l;4[I •Irtff MiTek' is (sways rec"ed lot slublllty anti to rxevent collarne whh pos5tAe peisorKi InR+Y cavJ Ixoptrrty danttyo. For genetai gu ldance teg ading If to talxlcatbn storage, delNery. ciectkxt and biocIng of musses and frtm systems seeANSI/rP1I GuaBty Cdletla, DS8-69 and 8CSI BuBdtrtg Component 6904 Parke East Blvd Safety Information avallalxe from truss Plate Inslllute. 216 N. Lee street S lle 312. Alexandria, VA 22314. Tampa, FL 33610 Job ruse Truss Type oty Ply T10469440 T80296 A03 Special Ttuss 1 1 733601044 Job Reference(optional) twdGers 1,ee150urce. Ion". rant city, r10t e9 33556 L.64e s Apr It* 2V 16 M I eK Inalreutes. MC. rrI r00 If 1 Qv:V 12V I r rage 1 I D:Zl7yaclf3rgf5yObDEG6Buz0U 16-MhiVy9A?gRbgnF)LMc6TwYc$pTNUresyTj2M4kzkD88 r14 Q 6.9.14 10 B4 16.4,0 20 8-0 21,4i-0 25-0-0 30-0-0 31-0 0 1-0-0 6.9-14 3.10.2 5-&0 4d-0 0.40 4-0-0 5-0-0 Scale = 1:54.4 4K6 = 3x6 = 3x8 = 4x6 = 398 = 2K4 II 30 = LOADING(psf) SPACING- 2-0.0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 TCDL 10.0 Lumber DOL 1.25 BC 0.87 BCLL 0.0 ' Rep Stress Incr NO W B 0.75 BCDL 10.0 Code FBC2014/rP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 Except* 8-12: 2x6 SP No.2 WEBS 2x4 SP No.3 DEFL. In (loc) Well Ud Ven(LL)-0.1813-16 >999 240 Ven(rL) -0.49 13.16 >516 180 Horz(TL) 0.03 8 We We PLATES GRIP MT20 244/190 Weight: 154 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-9-6 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (IWsize) 2=812/0.8.0, 11=2642/0-8.0, 8=467/0-8-0 Max Harz 2=-111(LC 9) Max Uplift2=-197(LC 8), 11=-818(LC 9), 8=-190(LC 9) Max Grav2=812(LC 1), 11=2789(LC 15), 8=514(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-10261238, 3-4=-738/171, 4-5=-752/160, 5.6=-165/708, 6-20=-165/708, 7-20=-165/708, 7.8=-687/220 BOT CHORD 2.13=-213/845, 12.13=-49/503, 11-12=-49/504, 11-21— 130/537, 10.21=-130/537, 8- 1 0=- 138/579 WEBS 4-13=-31 /411, 7.10=-148/723, 6.11=-343/223, 7.11=-1291/443, 5-13=0/260, 3-13=-333/246, 5-11 =- 1370/378 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.0psI, h=25111; Cat. 11: Exp 8; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Ops1 on the bottom chord In all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 197 lb uplift at joint 2, 818lb uplift at joint 11 and 190 lb uplift at joint S. 7) Girder carries hip end with 5.0-0 right side setback, 22-0.0 left side setback, and 5-0-0 end setback. 8) 'Semi -rigid pilchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 325 Ib down and 91 Ib up at 25.0-0, and 1430 lb down and 401 lb up at 22-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) -This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard WARNING • YMfy destpn Peremeten and READ NOTES ON THIS AND WCLUDED WEEK REFERANCE PAGE MD7472 mv. I0113001S BEFORE USE Design valkl for use only Win Milok® connectors. Ihh design Is Lined only upon pararnotors shown. and Is for on Wivid al "ding Component, nc>f a III= system. Bolom uso. Iho tx/kh g doalgnet Inusl valfy, the gyxk:alAlty of design Iwamolors and Ixopedy Incogwrale tills design Into Iho ovoid. I.BChI(I<k lrtn. tecRttn Ulrlk:adt:rlht111MVY1.YdItlr:tlkltl 4kK,Bt4,hlyd hl r.. wrs'1rn lAe r:hMCI n11:Itd ds urdy. &irltk train Witil.w 4ady and l•rn tee K,rd I of P%UXI MiTek' is always teclllted for stability and to prevent collapse wllh possible personal Inlay and property d amago. For general guidance regarding 9w klxicatkxt. storage. dellvery, croctbn and txacing of truism and tale systems, soeANSI/IPII Quality Criteria, DS11129 tuW SCSI Building Component 6904 Parks East Blvd. Safety Information available earn fnas Plate ruillulo, 218 N. Leo Skoet. Salto 312. Alexandria VA 22314. Tempe. FL 33610 Job I puss TrUSS Type oty Ppj T10468440 TB0296 R03 Spacial Truss 1 1 Job Reference ClonalJobRefer 0411106(a 1'aatbOUma. 1 &"%Pa. plant Grgr, h10tt68 33b66 6406 Apt IVZUIU IWtealnauaVMa, laC. fflfaD l/11:1 /:VI ZVl/ ragaZ I D 217yacff3rgl5yObDEG6Buz0U16•MtnVy9A?gRbgnFIILMc6TwYc6pTN UresyTj2M4kzkDS8 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plc) Vert: 1.4=-60, 4-5=-60, 5-20=-60, 7.20=-95(F=-35), 7-9=-60, 14.21=-20, 10.21=-32(F_ 12), 8-10— 20 Concentrated Loads (lb) Vert: 10=-233(F) 21=-1027(F) A WARNING • Vwfly dad1ln parantetan and READ NOTES ON THIS AND WCLUDED ABTEK REFERANCE PAGE N67473 came. 1002MIS BEFORE USE Dc9M vdtd lot use only with AAIekSt comoclors. W& de§M k txned only upon paameters shown. and Is lot an WtvkkKd IxAding component. nDt a tnm system. Beloro use. the txAldnp desltyter must vedty the ap:rylkalAlly of doslpl puamoters and pxopotly Incogorato pith dedW trlto the ovetall CMA(ArtLI<4 1gn. Dar britl It Kfk%,(ft<l 1, 6, l:mnvc:nI 1. KI.k"rmrj,.f It vellwh srd tim W.A> e"ll, 0 cro Mel t"Y. A(kiltkXKAkattl,.Mcaycamel l.,vntear;nttM(saryl Welk' Isalwaysto%&ed lot StafAly and to ptovenl edtt;xo with possdo porsorKs tr1A/Y oW pxopony darn(Qe. Fat gowAol guk:lcme roWm:&Q Me I( txlcallm stot000. dolivery- ocodlon arxi dactng of busses and Inns staform seoANSI/IPI I Quality Cdterh, DSB-69 and SCSI BuIWIng Component 6904 Parke East Blvd. Satety information avaStdtlo Dorn krta Plate trullMe. 216 N. Lee Street. StAto 312. Ale:(ndda. VA 22314. Tampa. FL 33610 Job runs fuss I ype oty Ply T10466441 T80296 R04 COMMON TRUSS 3 t 733601045 Job Reference(optional) twsaers Prr815ourca, lantpa, plant Gay. Ploftaa 33Soo 1.o4e s Apr le Zul a 1Va Sex rnausUies, me Pm P= 1 r 14:e f:uZ Zu1 f rage 1 10,Z17yacff3rgf S^D EG66uzOUf6-gtGtAUBebtlhPP1YvKd Tm9MBti5a82SiN rlvcAzkDB7 1. 0.0 6-9.13 108-0 14.6-3 21.4-0 14- 06.9-13 3.10.3 3.IT 6.9.13 Scale = 1.38.3 4x6 = I< Co 3x6 = Sx8 = 3x6 = LOADING ( psf) SPACING- 2.0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.16 7.10 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.91 Vert(TL) -0.44 7-10 >586 180 BCLL 0.0 ' Rep Stress Incr YES WS 0.24 Horz(rL) 0.04 6 n/a fda BCDL 10.0 Code FBC2014/TPI2007 Matnx-M) Weight: 91 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-4 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 6=853/0.8-0, 2=914/0.8.0 Max Horz 2=121(LC 16) Max Uplitt6=-194(LC 13), 2=-224(LC 12) FORCES. ( lb) - Max. Comp./Max. Ten -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1271/299, 3-4=-977/230, 4-5=-977/229, 5-6=-1271/300 BOT CHORD 2-7=-277/1063, 6-7=-176/1064 WEBS 4-7=-117/642, 5-7=-336/252, 3.7=-335/251 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=4.2psh BCDL=6.Opst; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcuitent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 194 Ito uplift at joint 6 and 224 lb uplift at joint 2. 6)' Sem1-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) ' This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' A WARNING • VO/Ify desIgn parameters end READ NOTES ON THIS AND INCLUDED MIlEK REFERANCE PACE MD7472 tov. 14412MIS BEFORE USE. Design vdkl too use only with Wlek® connoctas. inls design Is based only upon pmametets shown. and Is for an Indlvklual b(Adtng component, riot. aliusssystem. Solote use. the txAdng designer must votary the gXAlcabBty of deslgt paranolets and Ixoleny Incalxxote this design Into the overall IM4Arse, k l(pr. L4eK_h%Ilrkf4'C1I(:YIKIt, Isl:vt,rdIit"Ibllltot fre9vkflMitfilm w1;L1aKII1M MiTek' is always reaplred lot sk"I y and to prevent collapse with possitAe personal frory and property damage. for Genera guidance regcudng the knxlcatlon, staa0o, dolivety, election and bracing of m(mes and Inter systems secANS1/IPI I Quality Criteria, DS11-89 and SCSI Building Component 6904 Parke East Blvd Safety trMormadon ovalla ble Rom Imes Rate Institute, 218 N. Lee Street. Suito 312. Alexcindda VA 22314. Tampa. FL 33610 Job FUSS fusa I ype ty Ply T10468442 T80296 Roy COMMON TRUSS 6 1I 73360t046 Job Reference (optional) aueaers rasrSautta. r ampa, rrant lay, riotraa U3Daa i ow s Apr rr zum m i as mausmes. rnc, rn rev r i i c4ime aar f raga r ID217yacf f3rgl5yObDEG6Buz0U16•gtGtAUSeblj hPP1YvKdTm9MFli7a836cNmcAzkD87 1-0-0 6.9.13 10.8-0 14$J 21.4-0 2211 1-0-0 6.9.13 3-10.3 3.10.3 6.9.13 Scala a 1:38.4 06 = 14 0 3x6 = 6x8 = 34 = LOADING(psf) TCLL 20.0 TCOL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2.0.0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.35 BC 0.91 WB 0.24 Matrix-M) DEFL. In Ven(LL) -0.16 Ven(rL) -0.43 Horz(TL) 0.04 loc) Well Ud 8-11 >999 240 8-11 >593 180 6 We We PLATES GRIP MT20 244/190 Weight: 93 lb Fr = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-7 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 20 SP No.3 REACTIONS. (lb/size) 2=913/0.8.0, 6=913/0.8.0 Max Horz 2=111(LC 12) Max Uplifl2=-224(LC 12), 6_ 224(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2.3=-1269/299, 3-4= 976/229, 4-5=-976/229, 5-6=-1269/299 BOT CHORD 2-8=-267/1062, 6-8=-164/1062 WEBS 4.8=-117/640. 5.8=-3354252, 3.8=-335/251 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf: BCDL=6.Opsf: h=25ft; Cat. II; Exp B; Encl.. GCpi=0.18; MW FRS (envelope) gable end zone and C-C Inteffor(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 224 lb uplift at joint 2 and 224 lb uplift at joint 6. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) *This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNING - VaAy dedgn parameters and READ NOTES ON THIS AND INCLUDED UfMK REFERANCE PAGE U067473 rev. #&=MIS BEFORE USE Design valkl for use only vAth Wick®connoclors. 11* design Is lxned only slam parameters shown. rnnn Is for an InclivkAxtl lxdcling component, not o huss system. Before Use. the blAcWr1 closlgner must verify the oplAlcotA ty of design paromotors and ptopody Incorrwralo 0ris doslgn Into Itxa overoll I,+B<IkKlrfi--kpn. 1Vk91k xdfur uf"<ay<n<I I•mltee ,nl l anckkp h clways tw4Ldred tat sk*-Wty and to rxovenl concrnso wtM poslmlo fxetsorxl filly and ptorxany danoge. for ga nrnal guicki nce fogadng ono MiTek' fabrlcatkxL slotc*o. dcllfvoty. erection and lxcickng of tnrsws and ht6S systems soeANSVIPl I Quality Cd1afW, OS8-89 and SCSI Building Component 6904 Parke East Blvd. safely Irdomnatlon awAablo ran truss Plato Ins11Mo. 218 N. lee Street. Sndlo 312. Alexandria. VA 22314. Tarrga. FL 33610 Job FUSS I fuse I ype ary Pry T10466443 T80296 106 Common Ttuss 1 1 733601047 Job Reference(optional) Buddets FastSource. Tampa. Plant Cay. Fbaids 33566 7.640 a Apr 19 2016 IATak Industries, Inc. Fti Feb 17 14.47.03 2017 Page 1 1D217yacff3rgf5yOb0EG68uzOU1643gFNgCGM3rY t ZtkT 18VzhbSGGrJg4Ex 1 XSBdzkOB6 1-0-0 10.8-0 21.4-0 ffi4-0 1 0-0 10.8.0 10.8-0 Scale - 1:39.6 06 = 3 g 30 = 23 22 21 20 19 18 17 16 15 14 30 = 30 = 21.4-0 21.4.0 LOADING (psi) SPACING- 2.0.0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Ven(LL) 0.00 12 rVr 120 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.05 Verl(TL) 0.00 12 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WO 0.07 Horz(TL) 0.00 12 We We BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 110 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 21-4-0. lb) - Max Horz2=-111(LC 13) Max Uplift All uplitl 1001b or less at joint(s) 2, 20, 21, 22, 23. 18. 16, 15, 14. 12 Max Grav All reactions 250 lb or less at joint(s) 2, 19. 20, 21, 22, 23, 16, 16, 15. 14, 12 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.0psf, h=2511; Cat. 11; Exp B; Encl., GCpi=O.18. MW FRS (envelope) gable end zone and C-C Intedor(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) All plates are 20 MT20 unless otherwise Indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2.0-0 oc. 7) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 8) ' 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at )olnt(s) 2, 20, 21, 22, 23, 18, 16, 15. 14, 12. 10) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 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.' Q WARNINQ . Vadly deslgn peramefen and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MD7473 tev. 1002MIS BEFORE USE Design valkl got use only vAlh MI lokcD connectors. Ihls design Is based only upon parametersshown. and Is for an Individual txRAtng component. not a fans system. aerate one. the txdlcbV dosignet must vorily the q:1Ak..rSlty of design Ixaamotats and lxoliedy I ncatpofato Orb design lode the over..' I, ot Y.9ntl ch;J/1n. f0<s:•frtt lootaxit".IIsIto ur%w rdl.rokllrr(I i4lorrMh hs.A maxul:.as r xdy. Arh:9lh utcdk;rul..4cay cat Kll•murar:fA l4r rloKl MiTek• Is always rec i lred gat sk37Say and to prevent c..Icpse wllh possible personal Iryoay and txoperly damage. Fa genetal guidance tegading the lobticallm storage. deWery. erection and btaclong at tnmosarnd lain systems seeANSI/IPII Qrm9ry Criteria, DS849 and SCSI tluShcng Component 6904 Parke East Blvd. Safety Irdormallon available hom Ituss Plato trtsgtuto. 218 N. Lee Street. SrAlo 312, AloxandAa. VA 22314. Tango. FL 33610 Job I fUs$ Truss Type ty Ply Tt04664M T80206 R07 Hip TrussI 1 1 733601048 Job Reference (optional) ewewre 1-dalbouree. r amp". rrant eay, rrwtao ;l;uee r wu a Apt iv zwo =i eK mausrnes. inc. rn reo t r rc4t:u4 zut r rape r I O:Zl7yaeff3rgf 5yObDEG6BuzOUf 6-mGNdbACu7MzPeiSw 11gAYBEahg0624COgWaOA3zkDB5 1-0-0 7-" 8-0-0 15.94 18-0-0 1-00 7.0.0 1e-0 7-0-0 ' 10-0 Sxe = 5x6 = Seale a 1:29.5 I 0 3x4 = 3x6 II 3x6 11 3x4 = LOADING (psi) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2014/TPI2OO7 LUMBER - TOP CHORD 20 SP No.1 'Except' 3.4: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 20 SP No.3 REACTIONS. (lb/size) 2=1281/0.4.0, 5=1281/0-4.0 Max Horz 2=-77(LC 13) Max Uplifl2=-398(LC 8), 5=-398(LC 9) Max Grav2=1367(LC 15). 5=1367(LC 16) CSI. DEFL. In (loc) Vdefl Ud PLATES GRIP TC 0.86 Ven(LL) -0.13 2-8 >999 240 MT20 244/190 BC 0.81 Ven(rL) -0.28 2-8 >663 ISO WO 0.27 Horz(TL) 0.06 5 n/a n/a Matrix) Weight: 62 lb FT = 20°b BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-10 oc puffins. BOT CHORD Rigid ceiling directly applied or 7.9.12 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2476/665, 3-4=-2075/614, 4-5=-2476/665 BOT CHORD 2-8=-521/2154, 7.8=-516/2120, 5.7=-523/2156 WEBS 3.8=-183/865, 4.7=-183/865 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=139mph (3•second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft: 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) This truss has been designed fora 10.0 psi bottom chord live load nonconcurrenl with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6.0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=fb) 2=398, 5=398. 7) Girder carries hip end with 7-0.0 end setback. 8) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 715 lb down and 200 lb up at "-0, and 715 lb down and 200 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25. Plate Increase=1.25 Uniform Loads (plf) Ven: 1-3=-60, 3-4=-133(F=-73), 4-6=-60, 2-8=-20, 7-8=-44(F= 24), 5.7= 20 0 WARNING . Verily dedon Perametwo and READ NOTES ON I'MIS AND INCLUDED NIEK REFERANCE PAGE MI7479 rev. 1&02m1S BEFORE USE OesW valid la use or" Win M11108 Connectors. Iffy design Is txnod only upon paramotors shown. and Is tot al hdMdtxl txAding component, not a hras system. Ooloro use. the IxAldlntg doalpnot must verify the aplxkalAlfy, awr ofdesignpamofetsandIxopoilyIncogalothis design Into the overall I+/ 4trf d kPt. LLtrCh(I hrtlkxritxlhkrta:w;rril+rCldlnrltdhrrlAhhrr/mea wdtar+.Nu Cf++tl nrorul::;rs lady. ntklfkar[/4aup+(ay <tul r+;rmp+.•rA 1.+rr.Val Welk' 6alwaysnegJrodtotskmUtiyandtopreventCollapsewtihpossmWpersonalpnopenydamage. For grmetal grldatce roW-sdhg the latxIcaflon, stotago. dolNery, otocllon aril braChtg of MASSOS and In= systenu. soeANst/rPl1 Cuall fy CdtMo, 038-89 and 8CSI Building Component 6904 Parke East Blvd. Sately Information avdtablo horn Was Mato hlstltuto. 218 N. Loo Street. Sr/to 312. AlaxarKh1a. VA 22314. Tampa. FL 33610 Job I fuss fuss ype ty Ply T10468444 TB021i6 f107 Hip Truss 1 1 733601048 Job Reference(optional) Busdere FeatSoUtce. TafnPe. Flom tarty. Flonda 33556 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 8=-513(F) 7=-513(F) 7. 640 a Apr I9 2016 ik f ak rnauslti". Inc Fn F eD 17 14•47 04 2017 Yage 2 10: Zl7yac((3rgtS^DEG68uzOU(6-mGNdbACu7MzPejSw 11gAYBEehgO624CO9WOh3zk085 A WARNING - Ve7lly design Panu mfels and READ NOTES ON THIS AND INCLUDED MIIEK REFERANCE PAGE M0-TI73 mv. I&W*015 BEFORE USE Design valid lot ttso only vAth Ivill" conneclors. f Vs design Is bcnod only tq?on palomoters sfnown. and is lot at kndhAMKA buldkng component. not a hiss system. Bolan t7so. the txdkg ng dosignot rtltal vedty the arplicalAlfy, of dCsl(ln lyzaneters and p(opedy kncolpwoto Itnh design kilo the ovaall I. r&&KIeizlfln. DevArglkK4txMYlifirin:wAdl.KAdUKtofWRAaKAIII nwrArrnl/,Krr Mel nuAld-AS rKVY• Mill4erA4Arq.wrry(nd1'.ArrKnXdI,KCr;kKf MiTek' Is always facpAred for sk"lly and to prevent co8qxe With posd3la persona"and pfolxxly damage. far genera gJdrnce teWdkt(I Sw lt:Antcaflon, staa0o, dadNery. Oreclion and bracing of fnmos and fens systems. soeANSI/M 1 Quality Criteria. OSS-89 and SCSI SuBdlng Component 6904 Parks East Blvd. Safety Informallon avallatifo from huss Plate Insltlule. 21B N. toe Strool• StAte 312, AlekandrW, VA 22314. TDttpa. FL 33610 Job I rutss ruse I ype y T1046&145 T80296 R08 COMMON TRUSS 4 1 733601049 Job Reference (optional) Builders 1`961SOUrCe. Tampa. Plant tarty. Florida 33566 7.64e a Apf IY 2at6 rAiex rnausmles. Inc. r-rr rw 1114`4r WI 2e1 r rage 1 10:tl7yacf f3rgf5yOb0EG6BuzOU(6-mGNdbACu7MzPeiSw1 IgAYBEa FgSD26809hG0h3zkD85 14-0 7.10-0 15•8-0l 7.10-0 7.10-0 Scale = 1:28.7 4x6 = 3x6 = 2x4 II 3x6 7.10.0 7.10-0 ' LOADING (psf) SPACING- 2-0-0 CSI. OEFL. In poc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Ven(LL) 0.13 4-5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.68 Ven(TL) -0.29 4-5 >636 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.14 HOrz(TL) 0.02 4 n/a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 57 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=615/Mechanical, 2=690/0.4.0 Max Horz2=93(LC 16) Max Upllf14=-137(LC 13), 2=-172(LC 12) FORCES. (lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-895/181, 3-4_ 892/176 BOT CHORD 2-5=-95/703, 4.5=-95/703 WEBS 3-5=0/375 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf: h=2511; Cat. II; Exp B; Encl., GCpl=0.18; MW FRS (envelope) gable end zone and C-C Intedor(1) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 (all by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to glyder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except Qt=lb) 4=137, 2=172. 7) 'Semi -rigid pltchbreaks with fixed heels" Member end fixity model was used In the analysis and design of this truss. 8) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING . Voft dedon peromeNn end READ NOTES ON THIS AND INCLUDED NREN REFERANCE PAGE N67472 rev. I411O3Q015 BEFORE USE Des1tin valld for uta only Win MlfekOconnectors. 11%doslgl E posed only upon paarneters stlowll. and Is la an kxllvkW txAdUV component not a truss system. Before use. the bWdrq designer must verify the app licotAlly of do9M p aianoters oral Ixopedy Wogorato this doslgn Into the overall Cpar.OKt<4 Jtp1. to-.tcrlrllnb nU.11skrpgl:wxdfpK:kilnrl dlrp;MkllrJMc.W:11(nrlAp:lrgflr11Vr11Iirs(MJy ACk.IlkgRlUy111ppCtlyf6pll,rr11(epN1II;gCt:kKl Is always required for sksb68y and to rxovenl collapse wllh rosdblo personal b*ffy and properly Ckanago. For general gttlrknee tegrattklg 0e WOW ktxlcatlofx storage, dollveM erection arxf txacing of t1tmes and tnrss systems seeANSI/IPI I Quality Criteria, OSR-89 and SCSI Wilding Component 6904 Parke East Blvd. Safety Information avallabto from Truss Plate InsBluto. 218 N Lee Street. Suite 312. Aloxa ndder. VA 22314. Tampa. FL 33610 Job Truss Truss Type Qty ply T10468446 T80206 R09 Ho Ttuas 1 1 17336010SOJobReference (optional) auddets FUaIStlutca. Tampa. Plant Gay. FlarRia 33566 / 6+V a AP t le ZV10 mt IOR Inauslrl0a, Inc. ra rea 1 / 1+.+/:w"I / rage I 10217yacf13rgf5y0b0EG661a0Uf6-ESVoW DW ug5GGsO7bSBP40nmh4mOnNVXOLO20VzkOB4 r1-0-03.11.4 7 O 12d•9 17.7.7 23-0-0 28-0.12 30-0-0 314-0 1. 01 3.11• 3-0-12 6.4.8 6-2.13 5.4.9 3.012 3.11.4 6x8 = 4x10 = 2x4 II exlo = AM17. 7, Scale n 1:53.5 2x4 2xa 3 6 2 3x8 = LOADING ( psf) TCLL 20.0 TCOL 10.0 BCLL 0.0 BCDL 10.0 400 = SPACING- 2.0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/TP12007 LUMBER - TOP CHORD 2x4 SP No.2 'Except' 4. 7: 2x6 SP No.2 BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 2=2163/0-4-0, 9=2687/0.8.0 Max Horz2=76(LC 8) Max Uplift2=-420(LC 5), 9=-509(LC 4) 7x14 MT20HS= 6x8 = 20 II CSI. TC 0.78 BC 0.82 W B 0.90 Matrix- M) DEFL. In Ven( LL) 0.30 Vert( fl-) -0.75 Horz( TL) 0.15 BRACING - TOP CHORD BOT CHORD WEBS FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4339/914, 3-4=-4154/885, 4.5=-3763/822, 5-20=-6735/1446, 6.20=-6735/1446, 6- 7=-6740/1448, 7.8=-5342/1078, 8.9=-5510/1104 BOT CHORD 2.15=-81413855. 14.15=-1292/5981, 13-14=-1292/5981, 13.21=-1292/5981, 12. 21- 1292/5981, 11.12=-881 /4793, 9-11=-940/4899 WEBS 4.15- 281/1621, 5-15=-2708/687, 5-14=-85/572, 5.12=-152/955, 6-12=-747/322, 7- 12=-608/2373, 7-11=-64/741 3x4 = IOC) Well Ud 12- 14 >999 240 12. 14 >478 180 9 n/a rda 400 = PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 188 lb FT = 20% Structural wood sheathing directly applied or 2.2-0 oc puffins. Rigid ceiling directly applied or 8.10.1 oc bracing. 1 Row at midpt 5-15 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; TCOL=4.2psf; BCDL=6.Opsf; h=25ft: Cal. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except Gl=1b) 2=420. 9= 509. 8) ' Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 513 lb down and 153 lb up at 23- 0-0. and 1102 lb down and 328 lb up at 15-8-0 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) ' This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 I& WARNING- VerNy detlyn perameten and READ NOTES ON THIS AND INCLUDED WEK REFERANCE PAGE 4111•7473 rev. 14011=15 BEFORE USE Oeslgn valid tm use only v4th MI lek® connectors. Inls design If Lwsod only upon potcaneters Ytown. and Is for on txllvld al buldho component, not o aim system. Before use. Me hWdrlg dosignm must verity, the t>I k-olAlty of design Inarraters oW prM7edy naogxxote this design Into the ovorall I:. dr4r,fj0-kin. Eec«;h Kt VIC9rn4xlFs 1pt•VWY1tI.n:klkKl ld kII MVUR.4 tnr-cWM'Ifcr,Ih.M Ct.,.fl tlurlll.aSlNiR MICOIk rvd kluL.Rpy(axl r•+Illfn;rd Urs`trKl MiTek' Is always tectthed (or staUlty arvJ to rxevenl cellcpw wllh possUo Ixftsor" Injury arW propeny dnncsgo. For goncral gtkianco tegading the kiIftallm storage• delivery, oroctlon and lxactng of trusses arxt Inm systems soeANSI/TPI I Quality CrItedo, DSO-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avrAk"o from Inm Plate hts9Mo. 218 N. too Sheet. Sldlo 312. Atozcndda, VA 22314. Tampa. FL 33610 Job I fuss FUSS ypeI'll ty T10468446 T80296 Rog H Truss 1 1,33601050 Job Reference(optional) Budder$ Fttsi$Ource. Tampa. Plant cdy. Fbraa 33566 r 54D a Apr IV 2D76 M I eK tnaustttes. InC. Yn heD 11 14:41 Db NI / rage z ID:Zl7yacff3rgf5yOb0EG6BuzOUf6-ESx?oW DWugSGGsO7bSBP40nmh4mOnNVXOLOZOVzkO84 LOAD CASE(S) Standard Uniform Loads (pif) Vert: 1-4=-60, 4-20=-60, 7-20= 133(F— 73), 7-10=-60, 2-21=-20, 11-21=-45(F=-25), 9.11=-20 Concentrated Loads (Ib) Vert: 11=-513(F) 21=-1102(F) A WARNING - Verity dastpn panuneten and READ NOTES ON THIS AND INCLUDED MIMX REFERANCE PAGE 1107473 rev. 1001201S BEFORE USE Deskpi wild for tree orgy wllh Mllok®connoclots. INs design h tosod only upon p mamolea shown, and Is for an hdMdtwl Uulding component, tot a frtm system. Betoto we. the lxAclttg designer must vedry Iho apdicallliry of design pau»elers and ixolotfy Wortotato Olh design Into Iho Over, 1;eiclnfl <izJ11n. R, octrtft frr&:xolutihi,s4,winf l,.«Hdinri t it ire M bird arm w-A- Crrrfpw cry ed ulLrtd::tis only. MOM -fled itlll nprey esid l•yrnt wvl,I c,cs'9rKt MiTek' It tlwuys tociuko f lot sIdAlfy and to prevent collar) Mih possble persorvA lytay arld rxopuny dcanage. For gencyd gtIldmce tegurdng the k9xleallm stotago, delivery. erection and btacing of tntaes rncf truss systems. sueANSVIPI I Cuatlh Cdfeda. DS8-69 and SCSI Building Component 6904 Parke East Blvd Safety Information avdlat do from Irtm Pluto Institute. 218 N. lee Street. Stdto 312. Alecartftla VA 22314. Tampa. FL 33610 runs runs ype112, ty Ply T10468447r226110HIPTRUSSt11,3360", Job Reference (optional) eultdef! FIr6tboUrC/. Iampa. YNnt Gdy. FWrrda 9:1bbb f.94e 9 npf IV ZV I9 MIOR maumnrra. mc. r,i rou i&wit r.W, I ID:Zl7yacH3rgf5y0b0EG68uzOU164eVO?sE8f_O6u0W891edcJObU7N Wwshd?171yrkDB3 A -0-0 6.64 9-0-0 15-0-0 21-" 23-5.10 30-" 314-0 lO.O 6-6-62•S10 6-0.0 6-0-0 2-5-10 64-6 4x6 = 3x8 = 4x6 = Scale a 1:53.5 Ib 3x8 = 30 = 3x8 = 3x6 = 3x8 = 20 II 9-0.0 15-0-0 21-0-0 30-0-0 dnn "A r..o.n 9.0-0 Plate Offsets (X Y)-- 12.0-2-8 0.1-81 (8:0.2-8 0.1-81 LOADING (psi) SPACING- 2.0-0 CSI. OEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 VBff(LL) -0.12 10-19 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.76 Ven(fL)-0.3510.19 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.51 Horz(fL) 0.11 8 We We BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 148 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.8-15 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9.6-8 oc bracing. WEBS 20 SP No.3 REACTIONS. (lb/size) 2=1260/0-4-0, 8=1260/0.4.0 Max Horz2=96(LC 16) Max Uplift2=-242(LC 12), 8=-242(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=•2046/450,3-4= 1832/427,4.5=•1616/396, 5.6=-1616/396,6.7=-1832/427, 7.8=•2046/449 BOT CHORD 2.13=-334/1753,12-13=-372/1944,11-12=-372/1944,10.11=-372/1944,8-10=-314/1753 WEBS 4-13=-94/596, 5-13=-496/193, 5-10=-496/193, 6.10=-93/596 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph: TCDL=4.2psf: BCDL=6.0psf: h=25ft; Cat. II; Exp 8: Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Intedor(1) zone; cantilever left and right exposed ;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrenl with any other five loads. 5) ' This truss has been designed for a live load of 20.Opsi on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=242, 8=242. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' A WARNING - Vatlly dedii n paramotom etnd REAO NOTES ON THIS AND INCLUDED MHEK REFERANCE PAGE Ara7477 mv. 10Q3*01S BEFORE USE Design valkl for trso only vAlh Mllolt®connoclors, this desIW1 Is bawd only upon parameters shown. and Is (of an Individual txddtng component, not a trim system. Were wo. the IxAdrlg designer must verity trim ar:1111cal11lty of design I,aamolers and proloely incortwroto this design Into the overall 1 6drMldrzkln. Eecll:.trKlkvlWilr;clhIto l4,•W:n11.K.kllnrpIII uertivfrhrdlnmwr:llCrrl/r,wrr..wrinwrld.asflnly. IkkAlklrrl4,rnl•wdVffnClp;.;mlca,rdlrn;kyl It always toclikod for stability and to rxevesnl cdlatxw with possible personal ktWy and pwpony damage. roe general gJaknce tegardrtg tree WOW 6904 Parka East Blvd. 1CQ ricollmstorage, dollvery, arocilorl and brocing of tnessas and miss systoms. socANSI/IPI I Quality Criteria. OSB-89 and SCSI Building Component Tanga. Fl. 33610 Safety InformationavailableRomBumRateinstitute. 218 N. Log Street. Sulte 312. Alexandria. VA 22314. Job Truss Truss Type Qty Fly T10468448 T80296 Rlt HIP TRUSS 2 1 733601052 Job Reference(optional) Budder, FBsiSource, Tampa, Plant City. Florida 33566 7.640 a Apr 19 2016 IATek Indusid", Inc. Fa Feb 17 14.47.06 2017 Page 1 I D:Zl7yacff3rgf5yObDEG68uzOUf6-ieVO?sE81_D6uObJ89ied0JuAU3cWOKhd?17yzkO83 r1-0-0, 7-6-0 11-0-0 1940 2261 30-0-0 31-0-0 1-0-0' 7.6-0 36-0 8-0-0 364 76-0 1-0-0 10x10 MT18H = 2x4 // 2x4 \\ 5 6 10x10 MT18H = 30 = 4x6 = 3x4 = 36 i 34 Scale = 1:53.5 10-0-0 1140 19-0.0 20-0-0 30-" 10-0-0 1-0-0 8-0-0 1-0-0 10.0-0 Plate Offsets (Y Y)-- 12:0-2-9.0.1-81,19:0-2-9.0-1-81 LOADING (psf) SPACING- 2-" CSI. DEFL. In (Ioc) Wait Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Ven(LL) 0.54 11-13 >672 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 1.00 Vert(TL) 1.1411-13 >316 180 MT16H 244/190 BCLL 0.0 ' Rep Stress Incr YES W B 0.16 Horz(TL) 0.08 9 rVa rVa BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 136 lb FT = 2M6 LUMBER- BRACING - TOP CHORD 20 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied. 4-7: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 1-4-12 oc bracing. BOT CHORD 2x4 SP No.2 'Except' 2.12. 20 SP No.1 WEBS 20 SP No.3 REACTIONS. (Ib/size) 2=1260/0-4-0, 9=1260/0-4-0 Max HOrZ 2=113(LC 12) Max Uplifl2=-264(LC 12), 9=-264(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when Shown. TOP CHORD 23=-1902/399, 3.4=-1701/391, 4-5=-1531/376, 5-6=-1337/375, 6-7=-1531/376, 7-8— 1701/392.8.9=-1902/399 BOT CHORD 2-13= 294/1596, 13-20=-189/1337, 12-20=-189/1337, 12-21 =- 189/1337. 11-21=-189/1337, 9-11=256/1595 WEBS 5.13= 86/432, 6-11=-88/428 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vull=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=251t; Cat. II; Exp 8; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber OOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) - This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6.0 (all by 2.0-0 wide will fit between the bottom chord and any other members, with BCDL = IO.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at lolni(s) except Qt=lb) 2=264, 9=264. 8) 'Semi -rigid pllchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 9) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING - Verify design parameter, and READ NOTES ON THIS AND INCLUDED M/rEK REFERANCE PAGE M&7472 rev. IMMIS BEFORE USE Design valid fa use only vAth Mltelt®conreclors. this design Is based only upon parameters shown. and is to an lxflvldual lxAdhng comlwtent. rat a hies system. Wrote use. the building designer must verify the aXNICo1AIty of c&aslgt puomoters and Ixopedy Incorporato this design Into the overall IaA(1lnflck Fn. MiTek* Is always r(rcpSrod lei s1alxllty and to prevent colkilm with possQtlo personal ht uy and pro fxxty (Wnage. For dereral guidance regarding Ite fabticotim sloago, dellvory, otecllon anct bracing of Kisses ctrxl truss systems, soeANSI/IPI I Quality Cdtafla, OSS-89 and SCSI Bulldhlp Component 6904 Parke East Blvd. Safely information ovcgabfe from hus Plate Ins9tufe, 218 N. too Shaul. Suite 312 Alexandit VA 22314, Tarrpa, FL 33610 Jobfuss Ifuss I ype 0y ply T10468449 T80296 JRt2 HIP TRUSS 2 1 73360106 Job Reference (optional) Budder$ Fre150urCe. Tempo. Plant Lily. Florida 33566 7.640 a Apr 19 2016 Welt Induslass. Inc. Fri Fab 17 14:47.07 2017 Peg* 1 ID,Z17yacff3rg15yObD EG6BuzOU 16-Br3mDC FmOHMzV AAVitOtApsSXuPRFRUgreVglOzkOB2 r10-0 7.6-0 t3-" t7-0-0 226-0 30-0.0 31-0-0 t-0-0 7-"5." 4-0-0 5.6-0 7.6-0 3x6 3x6 // 3x6 \\ 3x6 5 6 7 Scale = 1:53.5 3x6 4 30 = 06 = 30 = 3x6 Q 10-" 330.-0 1" A -0e- 0u 11141, 4 Plate Offsets (X, Y)-- 12:0-2-9.0.1-81,14:0.3-0.Edge],117:0-3-0,Edael,19:0-2-9.0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Ven(LL) -0.45 11-13 >808 240 MT20 244/190 TCDL 10.0 Lumber OOL 1.25 BC 0.97 Vert(k) -0.90 11.13 >399 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.23 Horz(TL) 0.08 9 rVa We BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 133 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2'Except' 4-7: 20 SP No.1 BOT CHORD 20 SP N0.2 'Except' 2-12: 20 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1260/0.4.0, 9=1260/0.4.0 Max Horz 2=- 134(LC 17) Max Uplift2=-284( LC 12). 9=-284(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2- 3=-1978/409,3-4=-1750/397,4-5=-1504/390,5-6=-1200/357,6.7=-1504/390, 7.8=-17501397. 8-9=-1977/410 BOT CHORD 2.13_ 382/ 1679, 13.20=-132/1200. 12.20=-132/1200. 12.21=-132/1200. 11.21=-132/1200, 9-11=-266/1679 WEBS 8-11- 341/293, 3-13=-341/293,5-13=-149/610.6.11_ 1501606 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=4.2peh BCDL=6.Opsh h=2511; Cat. II; 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 lot 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 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at )olnt(s) except at=lb) 2=284, 9=284. 7) 'Seml-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 8) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' A IVARN/ND - VeAy dedon perrmeten and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mft7472 rev. IWIM15 BEFORE USE Oesion vdkt for use only Win MlfokS connectors. this design Is lamed only upon paamotors 9xwx . and Is lot on InUMc a l bidding component. not a huss syslein. Boloto use. tho 1xllchtg deslgret must vodty Ile cyanllcalMlN of design paenotets and IHoPetly kncogmcife this doslan hlfo tie ovoldl I.B.UgprIkAun. Eoae;AKpkalkKd,,( lhhtp'NpA,1dl'.KkfingufUKMkh.,4fnrcwaA:,arKf/,octeeclllurlll;:,rstrJy. M.klhl,"dk;ttq;.NOV (SKI rrlh.0WmfI.a<r:IrNp WOW Is always tec"od for stah9hy and to povenl collgm with possIlAo personal Ir#ly and popany dar oge. Foe gorwtal dtld nce tegadrlg the fa wicallom slotatgo. de Rvory. etoctlon and dachng of tftmes and tam systems sooANSb/rPi l Quality Cdteda, DS849 and SCSI Building Component 6904 Parke East Bald. Safety Intofmatlon avWanlo hom truss Plato hnsllrtdo. 218 N. too Sheol. Suite 312. Aloxa dda. VA 22314. Tampa. FL 33610 Job Iuss russ ype ry T10468450 T80296 R13 COMMON TRUSS 8Pry 1 733601054 Job Reference (optional) Budders FirelSource, Tampa. Plant City. Florida 33566 7.640 a Apr 18 2016 MiTek Industries. Inc. Fri Fab 17 14:47.08 2017 Page I 10:L7yacff3rgf5yObDEG68uzOUf6•f 1 d8OYFOSbUg7KlhGak6i1 PHbHkY_tYz4lEDggzkOB 1 r1-0-0, 76-0 15-0-0 226-0 30-0-0 31-0-0 1-0-0 7-6-076-0 7-6-0 7-6-01-0-0 4x6 = 6.00 12 Scale a 1:53.3 Ia 3x6 = 30 = 4x6 = 3x4 = 3x6 = 1n.n.n indt n I lndt n Plate Offsets (Y Y)-- 12:0.2-8,0-1-81,13:0.4.0,0.3.01,15:0.4.0,0-3.01,16:0-24,0.1-e1 LOADING(psf) SPACING- 2.0.0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.40 8-10 897 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.97 Ven(rL) 0.73 8-10 495 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.31 Horz(TL) 0.08 6 rVa n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 137 lb FT = 20°b LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied or 2-2.0 oc bracing. 2-9: 20 SP No.1 WEBS 20 SP No.3 REACTIONS. (lb/sfze) 2=1260/0-4-0, 6=1260/0.4.0 Max Horz 2=- 1 53(LC 13) Max Uplift2=-299(LC 12), 6=-299(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=4042/462, 3-4=-1800/445, 4-5=-1799/446, 5-6=-2041/463 BOT CHORD 2.10= 453/1750, 10-17=-157/1150, 9.17- 157/1150, 9-18=-157/1150, 8-18=-157/1150, 6-8=-302/1749 WEBS 4-8=-193/697, 5-8=-435/337, 4.10=-192/702, 3.10= 435/337 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf, 8CDL=6.Ops1; h=2511; Cat. II; Exp B; Encl., GCpl=0.18; MW FRS (envelope) gable end zone and C-C Intedor(1) zone; cantilever left and right exposed ;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=299, 6=299. 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 - VedlY daslpn peramefent and READ NOTES ON THIS AND INCLUDED AfREK REFERANCE PAGE MD-7472 tev. I000202016 BEFORE USE Design vdkl lot use orgy Win MIIelAconnectors. Ilth dosIW1 Is bosed only upon tosamoters drown. and Is for an tr idMdual building component not a truss system. 8oloie use. the txLdng dtldgnoi must voilty, the olKblbdAlty, of design paomotois ona property ktcogorato fhb design Into the ovoid. IN&,4ilt rizl(pri, tOtK..killlrirlktd,:YIblot 1N1:v,:rd1.. MkOrtrl oil lllr.Mk,I1lyd litm000uhfintl/to Ctv"<l 114"l11I.,r%,.M4y. Mk.1m. id li:nit.•N<#V<21(f I'N.'lI1N owlil I'MCr.0 III MOW Isdwaysreephedtotslab/By and to prevent collapse with possible porsond kolury and property, dctrtag0. For general gtlduteo tegadrig the Mbftallm stotoge, delivery, otectlo n and bracing of tames and miss systems. socANSI/tPl I Quality Criteria, OS649 and SCSI Building Component 6904 Parke Cost Blvd. Safety IMormallon avolkaxo from frtss Plate IristlMe. 218 N. too Stwot. Sllle 312 Alexandild. VA 22314. Tampa, FL 33610 Job Tfuss Truss Type oty Ply Tt046a451 T80296 A14 Special Truss t 1 1733601066JobReference(optional) tfueaare FI141Saurce. Ian". rlani t:ay. 1-0110a jmaa /.G.V a Apr IV Zwo -.6 a us as. IVG. ". rw I / . /:Ve -I / raye r 10:ZI7yacff3r9f5y0bDEG68uz0Uf6•f 1 d8OYFO8bUg7KlhGak6il PEYHI?-j4z41 EOggzkOB 1 r1 0 G 3.6-0 7-0-0 13.10-0 20 e-0 21.10-0 25.9.5 30-0-0 31-0-0 1-0-0 3.64 3.6-0 6.10-011 6-10-0 1.2-0 3.5.5 4-6-11 1-04 Scale = 1:54.4 Sx6 = 30 = 4x6 II 6xa = 7 400 = 6x8 = 700 = 6z8 = 6x8 = 3x8 7-0-0 13.10-0 20•8-0 21.10-0 30-0-0 7-" 612-0 6-10-0 1.2-0 8.2-0 Plate Offsets (X,Y)•- 12:0.5.0,0-1.71,14:0-3.0,0-2.71,16:0-4.0,0-2.81,19:0-2-10,0-1-81,113:0-3-8.0-4-121,114:0-4-0,0.3-121 LOADING(psf) SPACING- 2-0-0 CST. OEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 V@rt(LL) 0.32 13 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.94 Vert(TL) 0.78 13 464 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.91 Horz(TL) 0.17 9 n/a rVa BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 185 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 *Except' 4-6: 2x6 SP No.2 BOT CHORD 2x6 SP No.2 'Except' 2.12: 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3'Except* 7-11,5-14,6.13: 2x4 SP No.2 REACTIONS. (lb/size) 2=2746/0.4.0, 9=2172/0.4.0 Max Horz 2- 87(LC 13) Max Uplift2=-675(LC 8). 9=-447(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 7-2-2 oc bracing. WEBS I Row at mldpt 5-14 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3- 5702/1377, 3.4- 5552/1294, 4.19=-4870/1182, 5-19=-4874/1182, 5-6=-7061/1762, 6-7=-4053/972, 7-8=-4130/970, 8-9- 4338/997 BOT CHORD 2-14- 1251/5060, 14-20=-1676l7058, 13-20=-1676l7058, 12-13=-1056/4680, I I.12=-1056/4680. 9-11=-839/3850 WEBS 4.14=-337/1944, 7-11- 799/3384, 6-11=-3199/881, 5-14=-2433l707, 5.13= 21/453. 6-13=-695/2760 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; SCOL=6.Opsf; h=251t; Cat. 11; Exp B; Encl., GCpf=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 5) ' This 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 100 lb uplift at joint(s) except (jl=lb) 2=675, 9=447. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 513 lb down and 153 lb up at 7-0-0, and 1326 lb down and 394 lb up at 13-8-0 on bottom chord. The 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 0 WARNING • Verfly datlpn paromefere and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE 1,07473 rev. fay 2MIS BEFORE USE De*p valkr for use only Win MI01®corxioCkx%. thisdesign IsLxwd oNy Wwn paaneters sf".m6 aid h for anI WMduf Lxdc&V component. not a Truss Mlem. Bofufo too. IW IxAcIkV closlpnei must verify, Me applicalAily, of doskin Ixaanelors aid lAopefly I icogwrafe M ckmlon Into Ina overdl 1. 6/Yrill0zifIn, MOW Isdways re%ted la sfMMty rind to prevent coetlpso %Aih possUe petsorxf ".sy aifl propeny ckrncQe Fof Ueneid Utldaico ioUat ft 11Yj fdxlcatbn stacKle. Wivery, aechon anal b locklg of Moses and husc systems seeANSI/IPI I Quality Criteria, DS649 and SCSI SuShcng Component 904 Pork* East Blvd. Safely Infarmahon available hom truss Plato Instlluto. 218 N. Leo Shoel. Suite 312. Alaxaidfla. VA 22314. Tampa, FL 33610 Job Truss Truss Type ty T10e611esl T80206 1;14 Special Truss F 1 733601OSS Job Reference(optional) 9udders Fust5ource. Iartlpa. manl Gay, i-wwa 33b66 r.wu a npr l a zv w m 1 •a muusl aa. 11 c r ., .i 1 V. c ID217yactf3rgf5yObDEG6B1a0Uf6-f 1 d6OYFOBbUg7KlhGak6i 1 PEYHI? J4z41 EDggzkDB 1 LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1.4=-60, 4-19= 133(F=-73), 6-19=-60, 6-7=-60, 7-10=-60, 2.14=-20, 14-20=-45(F=-25), 9-20=-20 Concentrated Loads (lb) Vert: 14=-513(F) 13=-1326(F) Q WARNING - Ver//y d*dgn pammetera and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M111.7479 rev. 10MMIS BEFORE USE Design valid lot km only whh Mllok®connoctom Ilnls design isbasod only upon Mornelom sfW , and is Cot at hWhAdlb LnAdtrle component. not a truss system. Befoto use. Ina IxBdEng designol must voilfy, Iho orTAicatAlty, of daslgn paanelon and pop erly klccgxAato tits design kilo the ovoidal Ia6lklltlksJ(III. Br<%1rl(1IrO,%X-,,Ikrh1IM11v1,cdtaM:klltl(I11fItoJIMirdh1w;wCI:-evdl/(MCraOki41U:1111-x%tddv. A1.1r6h1Madh;I111a,M(ayfeldlraYlllCaaYIt10,S.I1YI MiTek' Is always red9/rod lot stability and to prevent collatm with possible personal knlay axl pcgr erfy danago. for gunotdn guddknce rogcsd WQ the 6904 Parka Eds1 Blvd. fabdcatldn, slotoge. delivery. erection and b rackng of bribes and lam systems. sooANSI/171I Quality Cdteda, DSB-89 and SCSI Building Component Tampa. FL 33610SafetyInformationawillatAohomhimRateInslltulo. 218 N. Leo Street. Sulto 3 M Alexandria. VA 22314. Job russ ype y Ply r1o46a462 T80298 1,iru-Truss 1 t 733601056 Job Reference (optional) ourrasre rKS14ource. r anwa, rant irgy, rlonas .7:A66 1.64u s Apr lY 2u16 Ins r ex rnausures. Inc. HI i-so 1 r 14.4r.uw zu1 r rags 1 10:ZI7yactf3rgf5yObDEG68uzOU16-708WeuGI yvchlUKuglFLFExPVhSkjKJ7Jy_nMHzkOBO 1-04 7-0-0 9.4-0 16.4-0 1 0 0 7-0-0 2.4-0 7-0-0 Scale - 1:29.0 Sx6 = Sx6 = 3x6 = 3x6 II 30 = 3x6 If 3x6 = 7-0-0 9.4-0 164-0 7-0-070 2.4-0 7-0-0 Plate Offsets (X.Y)-- 3:03-0.0.2-01. (4:0-3-0.0.2.01 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Verl(LL) -0.17 5-6 >999 240 MT20 244/190 TCOL 10.0 Lumber OOL 1.25 BC 0.91 Ven(TL) -0.34 5-6 >561 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.27 Horz(TL) 0.07 5 Na rVa BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 63 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.1 'Except' TOP CHORD Structural wood sheathing directly applied. 3.4: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-5.15 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=1268/Mechanical, 2=1351/0-4-0 Max Horz2=85(LC 12) Max Uplifts=-380(LC 9), 2=-418(LC 8) Max Grav5=1368(LC 16), 2=1434(LC 15) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2626/709, 3-4- 2207/653, 4-5=-2615/702 BOT CHORD 2.8=-565/2278, 7-8=-560/2243, 6-7=-560/2243, 5.6=-567/2279 WEBS 3-8=-175/886, 4.6=-169/873 NOTES- (12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=139mph (3-second gust) Vasd=108mph: TCOL=4.2psf; BCDL=6.0psh h=2511; Cat. II; Exp B; Encl.. GCpl=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber OOL=1.60 plate grip OOL=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.Opst on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0.0 wide will lit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joinl(s) except 61=11b) 5=380, 2=418. 8) Girder carries hip end with 7.0.0 end setback. 9) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 715 lb down and 200 lb up at 9-4-0, and 715 lb down and 200 lb up at 7.0.0 on bottom chord. The desigrVselection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). 12) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25. Plate Increase-- 1.25 Uniform Loads (pit) Vert: 1.3=-60, 3-4=-133(F=-73), 4-5=-60, 2-8=-20, 6.8=-44(F=-24), 5-6=-20 A WARNING - Verily design Pererrterenr and READ NOTES ON THIS AND WCLUD£D NITEK REFERANCE PAGE N67479 rev. FMIMl S BEFORE USE Ooslgn will for the only MAh Mllolt®connoclors. 1Ns desW h based only upon paameten shown. and Is rot an hdWAral "cling Component, not o truss system. Before use. the IxMdhg dosignot must verity Iho agNlcolAlry, or closig 1 parameters and Ixoprirly Incorporate nth doslgn Into the overall I.4ic4trlc&Akln. MiTek' Is always reci ltod for stability and to prevent collapse Wlh posdAe personal Injury and property danctgo. Rx genercl guidance rcrticac/r1V the lc"Icallor staauo. delivery. erection and bioclrtg of mires and Was systems soeANSI/TPI I Quality Criteria. DSB-89 and SCSI Building Component 6904 Parks East Blvd. Safety Information ovollable from trim Rate InstiMe. 218 N. Loa Street. Stlto 312. AloxarJnu. VA 22314. Tanp6. FL 33610 Job russ Truss Type oty Pty T 10466452 T80296 R15 Hip Truss 1 1 1733601056JobReference o honal Buddars FdslSOurce. Tampa. Plant Gdy, Florida 33566 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 8_ 513(F) 6=•S13(F) 7.640 a Apt 19 2016 MhTek Industries, Inc. Fri Fab 17 14:47:09 2017 Page 2 ID:Zl7yact13rgl5yObDEG68uzOUf6.7DBWeuGlyvohlUKuglFLFExPVhSNKJ7Jy nMHzkD80 A WARNING • Ve dy design pnamerero and READ NOTES ON MIS AND INCLUDED M/TEK REFERANCE PAGE M1167479 rov. IOT]QOIS BEFORE USE De*p valid for use only, vAlh MIIeW conneclors, INs design Is based only upon parameters shown. and Is lot an individual txddlrt0 component. not a truss system. Before use, the Wiling desigret must verity the (4)lAlcalAlly of design fxaanetets and fxoporiy, Incogxxae 0nls design Into 11e overall I;p 1BiIfr1(I t4z/(PI. fOcs`Ing lrldd;[ri Ylbh114,wl;nll.n:Mklul111hvlhh.hs,l hies wrd:I l,ndlpp its pall llprlll,4YSIMvy. Atk:ltkpldd haml.pdey itrlclf,timr<e sxd l;prr, IrKI MiTek' Is oNmjW reputed to statAly and to ptevernl eoliapw with possItAo personal frnKay and ptopedy damage. For general gu ld neo regarding the faxlcatlon, staago. delivery. orocllon and Ixaclrng of tames and inns systems. sooANSI/IPI I Quality Criteria, OSS-89 and SCSI Sullding Component 6904 Parks East Blvd. Safety Inlomalion ovdlloble from buss Rate Ins11Me. 218 N. Lae Street. Sulto 312. AloxandhkL VA 22314. Tarnnpa, FL 33610 Job I russ Truss TNe ty1p'Y T10468453 T80296 RFOt flat Truss t 601612o3be'fe'renceG optional) 011006rs restsoures. r ampa. ram --cry. rrorraa imoo / aw. nP, t. zvro rva r ea rnousm.e, i r r r r N.1I:1 V N I, 9• r I0:Zl7yacH3rgl5yObDEG68uzOUf6-bPlurOHfICkYMev4N?manSUkl5W WSINGYcjKvlzk08? 2.1.12 4.1.12 8-1.12 214, 1I 2.1I 13 2-11 15.9-3 18.6.7 2.1.12 2-0-0 2-0-0 2 66 2b a 2.0-0 2 6.8 2.8 4 Scale = 1:31.5 3x4 = 3x4 = 3x4 = 5 6 7 19 8 20 9 3x4 = 3x4 = 30 = 30 = 11 1 .e .e .. 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Ven(LL) 0.06 12 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.60 Ven(TL) -0.15 12 >983 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.41 Hoiz(rL) 0.04 11 n/a nta BCOL 10.0 Code FBC2014/TP12007 Matrix) Weight: 164 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-14 oc puffins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 6-3-6 except Q1=length) 11=0-4-2. lb) - Max Uplift All uplift 100 lb or less at joint(S) except 1 1=-175(LC 4) Max Grav All reactions 250 lb or less at joint(s) 18 except 11=1475(LC 1), 17=972(LC 1), 16=372(LC 1). 14=2771(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 6-7=-4442/266, 7-19=-4442/266, 8.19=•4442/266, 8.20=-4442/266, 9-20=-4442/266 BOT CHORD 13.14=-75/2838, 12.13=-266/4442, 11-12_ 304/2529 WEBS 2-17- 831/0, 3.16=-458/0, 4-14- 985/0, 8-12=-1008/97, 7-13=-814/71, 6.13=-218/1825, 6-14=-3346/80, 9-12=0 2175, 9-11=-2808/342 NOTES- (13) 1) 2-ply truss to be connected together with 1 Od (0.131'x3') nalls as follows: Top chords connected as follows: 20 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0.9.0 oc. Webs connected as follows: 2x4 - 1 row at 0.9.0 OC. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (8) face In the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated. 3) Wind: ASCE 7-10: Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psl; BCDL=6.Opsf; h=15ft: Cat. II; Exp B; Encl., GCpl=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed. Lumber DOL=1.60 plate grip DOL=1.60 4) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 5) Provide adequate drainage to prevent water ponding. 6) All plates are 2x4 MT20 unless otherwise Indicated. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6.0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 175 lb uplift at joint 11. 11) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 845 lb down and 251 lb up at 13-7.0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 13) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard Q WARNING - veriry dedgn paremotere and READ NOTES ON THIS AND INCLUDED MRTEK REFERANCE PAGE M67479 mv. IdD MIS BEFORE USE Design vdld for use oNy vAlh Mllek8 connoclom IIAs design Is basod ordy t4xtn Ixtromolon sttovvn, and b for an indlvldtKA bxAdlrlg component, not o kuss system. eeloro tao. ltlo IxA dkV deskim must verity tho c"AlmdAlly of design Ixaomelors and pfoperly 1lcoftxxoto 6th d[dlgn Into tho overall I+Ar1rKI ck:Jtln. Lk<r.Ytrl klrh.<M..Ik.krl+rrv,rAlsv:MlrKlr4kt,Mk,krrA lnrswr:l.. cetrlA4r:fsad rruarA.r rKAy. /VIC$&WVII krIII •w<aY(rttl I-,m Intuit Ls<r"kKt MiTek' Is always recpdred lot stability and to prevent eollcpso Wllh rwssmlo persor""aril rxopeny dcxnago. rot general gtAcltneo toycrdng the fabrlcalbn storago. dolNory. oteclkxl cW txc)cktg of tn/sws <trxl truss systom3. sooANSI/rP1I Quality Cdterb. OSS-89 and 6CS1 6ukling Component 6904 Parke East Blvd. Safety INorma6on avabdolo nom ktm Plato IrutlMe. 218 N. Leo Stroet. SLAW 312. Alotcand4a VA 22314. Tanpe. FL 33610 Jobruns Tfuss Type aty Ply T104664S3 T80296 d1fOt Flat Truss t 2 J33601057obReference (optional) tsusaers rustsource. r on". rant wy, ration s;t000 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-19=-330(F=-96), 19.20=-156(F=-96), 10-20=-60, 11-18=-20 Concentrated Loads (Ib) Vert: 20=-845 1.0-v3M t v ZVte note. lnOYslrIQ. I... —feu t/ 11-,.- aye, I D217yactf3rgf SyObDEG68uzOUf6-bPlurDH IICkYMev4N?manSU kl5W wSINGYcjKvjzkDS? Q WARNING - VsAry ddWon pansmetare and READ NOTES ON TNIS AND INCLUDED N17EK REFERANCE PAGE ty1167473 rev. IMMAIS BEFORE USE Design vdld for use only with MlloM connoctors. this design Is bawd only upon Iwranolors shown. and Is lot on individual bolding component. not a trim system. 11etoto use. the IxOd g deslgtot must vedfy the cy:IslbedAlry of design patometers axl properly Incotpotalo tllb design Into the overall 1,.&lnrl <k;.lftn. D<wlk Kt frttlb> rl,of t to t ow,,rd l .**WXl ul frnlMt.drd hUr.%"i' <G KI/t o cte eta nu;ful ras crdY• MiTek' is always regAod lot sfctAify and to povent eollapso Win possdbto porsoncd"and pofxeny, damage. for genetat guld nee regarding the fatx1callon, storago. delivery, erocllon and b tacing of tdrssos cmd Was systems saeANSI/IPI I Qua ft CAtedo. DS6.89 and SCSI Building Component 6904 Parke East Blvd. Safety INartnatlon avallablo from truss PIatO instlMo. 218 N. Leo Sheet. Sudto 312. Afmnitdda. VA 22314. Tonga. FL 33610 Job Truss Truss Type Qty T10468454 T80286 RF02 Hall Hip Truss 1 1 733601058 Job Reference a bona) Builders FiralSoutco. Tarrpa. Plant City. Florida 33566 7.640 s Apr 19 2016 MTek Industries, Inc. Fri Feb 17 14:47 10 2017 Page 1 10:Zl7yacff3rgf5yObDEG6BuzOUf6-bPlurD HfICkYMev4N?manSU IA5UmSg EGYci KvjzkOS? 14-0 ' 744 70.4-0 13.8-0 15-10.7 11.2.10 20.89 1-0-0 7-0-0 3.4.0 3.4-0 2.2-7 2.4.3 2•S15 6x8 3x4 = LOADING (psf) TCLL 20.0 TCOL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014fTP12007 LUMBER - TOP CHORD 20 SP N0.2 'Except' 1.4: 20 SP SS BOT CHORD 2x4 SP No.2 WEBS 20 SP No.3 SLIDER Left 2x4 SP N0.2 3.7.5 I Ox10 MT18H = 3x8 = 17 - 3x4 = 3x4 = 30 _ 20 11 3x6 = 20 11 3x8 = Scale = 1:38.1 CSI. DEFL, in (loc) Vdefl L/d PLATES GRIP TC 0.67 Vert(LL) 0.0713-14 >999 240 MT20 244/190 BC 0.73 Vert(TL) 0.2013-14 >795 180 MT18H 244/190 WO 0.74 Horz(rL) 0.02 17 n/a Na Matrix) Weight: 113 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-1-15 oc puriins, except end venicals. BOT CHORD Rigid ceiling directly applied or 4-4.7 oc bracing. REACTIONS. (Ib/size) 11=1469/0.4.15, 2=-525/0.8-0, 17=2571/0.11.5 Max Horz 2=291(LC 8) Max Uplift2=-742(LC 20), 17=-55(LC 5) Max Grav 11=1492(LC 15), 17=2571(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=0/1868, 3.4=0/1897, 4-5-0/1689, 7-14-0/453, 7-18=-1232/41, 18.19=•1218/39, 8.19=-1213/45, 8.20=-1711/0, 9-20=-1711/0, 9.21=-1711/0, 10.21=•1711/0. 10-11=-1495/0 BOT CHORD 2.17=-1645/0, 16-17=-554/0, 15-16=-34/1073, 14-15=-34/1073, 13-14--0/1711. 12-13=0/1711 WEBS 4-17-1167/110, 5-17- 1699/3, 5-16=0/657, 5-7=0(697, 7-16= 1726/0, 8-14=-625/0, 9.12=-807/0, 10-12=0/1944 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psh BCDL=6.Opsl; h=15ft; Cat. II; Exp B; Encl., GCpl=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed', Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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.Ops1 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 742 lb uplift at joint 2 and 55 lb uplift at joint 17. 8)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The design/selection of such connection device(s) Is the responsibility of others. 10) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard Q WARNING • Vadfy dada. peramstare and READ NOTES ON THIS AND INCLUDED MI EK REFERANCE PAGE AR67473 rev. *02"IS BEFORE USE Doslgn vdld lot use only vAlh Ivlliek®connectots. IMs design IsWsod only upon Iy ornolon shown, and Is for an Yndlvidual Ixt7dntg cotnponenl. not o ntas syslom. Before tore. "IxAdkV dmoe lgnmustverify the alllxbalAl fy an of design Ixanoleandptopetly, knco0wtale M clown into the ovel, I.i(uKt(kzl( 1n. EO(RIrKjIne.6(d,,vfhlet l,lit;vunflq.:kBrKl(of lrr(Kkbedtrim won,dh.Ihw-11.x,Iimmltrs,.ordy. M, Or. wd4+llr.rray(4r.1l-Alti(xv.ntl:4<.]aKI MiTek' Is always required I" stability and to proven) colkpso YAM poz"o petso nd Irytay anti ptogwriy, daanago. For general Uuklarce tegaralrvj frw kdxk:allort, stot000. delivery, elocilon (lrxl Wici ng of Irtis m rnd Inns systems. woANSt/iP1I Quality Criteria, DSB-89 and SCSI Wilding Component 6904 Parke East Blvd Safety Information ovalktAo from Inas Ploto nnsllMe, 218 N. too Street. Suito 312. Alexandrlm VA 22314. Tarrpa, FL 33610 Job ruse TrUSS Type oty T10468454 TB0296 IRF02 Hoff Hip Truss I t 73360058 Job Reference(optional) tludders Fdalsourco. [am". Plant Gay. Florida 33566 LOAD CASE(S) Standard 1) Dead r Roof Uve (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-60, 4-6=-60, 7-10=-156, 2-11=-20 Concentrated Loads (Ib) Vert: 10=-347 18=-200 19= 134 20=-193 21— 266 7.640 a Apt 19 2016 Wok Industries. Inc. Fri Fab 17 14.47.10 2017 Pago 2 ID:Zl7yac f3rgf5yObDEG6Buz0U(6•bPlurDHffCkYMev4N?manSUTA5UmSgEGYcjKvjzkDS? WARNING - Verily design parameters and READ NOTES ON TNIS AND INCLUDED M17EK REFERANCE PAGE Mfi7472 rev. 1602MIS BEFORE USE Dosl®1 vclld lot use only with MI lekb connectors. this design Is based ordy upon Mcanoters Yawn, arKI Is for an hdlvklKd building component, not a him system. Soloto use. tie btllding designot must vedly the cUallccdAIly of design paamotom and ptopedy tncorlx rolo this design Into the overdl I:i(11nrf (k;J(In. (9(s;trNl lrtr01,<d,<f is I -,I r;Mf wIdWI r,fky"lurd Mm;w,;l,env fAp etrp(I MiTek' h always toclukod for slatAlty (Intl to p tovenl collapw with rwabte petsonrl"and rAopeny darnoge Fa goretal gtkMce feWdlrvj One laixicallm slotage. dollvoty, election and hrackng of tntssas and Was systems, raeANSI/11141 Quality Cdlerla, DSB-09 and SCSI Building Component 6904 Parke East Blvd Safety IMamallon avaktAe Rom htas Rate Instlluto. 218 N. Lee Wool. Suite 312. Alexandria. VA 22314. Tompo. FL 33610 Job TruSS FUSS I ype oty ply Tt0466455 T80296 Vol VALLEY TRUSS 3 1 1,336010SO Job Reference (optional) millers rusisource. Tampa. riant ucly. t-arrao 33b6ti 2x4 ss 2-0-0 2-0.0 240 r fi40 $ Apr Ill 'Mill NUIeK Inausities. Inc. @-n i-so it m4t:1I Curl r t-oq* 1 ID:ZI7yacit3rgf5yObDEG68uz0U(6.3cJH3IIHUWsP nUGxilgKllyGV_TSISOmGTuR9zkDB_ Scale a 1:7 e LOADING (psi) SPACING- 2.0-0 CSI. OEFL. In roc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Ven(LL) -0.01 3 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.13 Ven(TL) -0.01 3 >999 180 8CLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a rVa BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 5 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puriins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. (lb/size) 1=54/1.10.0, 2=55/Mechanical Max Horz 1=30(LC 12) Max Uplift I =-9(LC 12), 2=-24(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (7) 1) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. it: Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3.6.0 tall by 2.0-0 wide will lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 9 lb uplift at joint 1 and 24 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' A WARNSJQ . VOfRy detlyn pare Oft and READ NOTES ON THIS AND rNCLU0E0 WMK REFERANCE PAGE A07479 rev. I003ROIS BEFORE USE DesW valkl lot use only vAth MRek® connectors. Inls design Is basod only upon Ixiamolers slump, anal Is lot an kallvick" txAdkg compononL net a It us system. Before IEe. the ixAdhg clp9gtlet must voilty the cq 4AIca1AIry of dtnityt poicnrotors cull IxolOotly klcogxxate Ih3 design Into the overall I.. it irsl a4 lltn. Lh(Kalrgi trabXd.,ef h to I ,wriit I-s:idliVI r A lOw"fi ilhim w,4 i lnrih it 0a all a emil.iys only n<kllkwvl uxi q:.Mley Ctall.xlurin:nllK(K;k 41 MiTek' E always tees6ed tel stability and to rxevenl collapse wilh poss"a personal kthllr (rrW ptopony cksnage. Foi genotal gt/rkneo toWdIrV Ilse f lxicatlon . stoicgo, dollvory, election arxi Ixatcfrg of musses coal Ittiss systelns. weANSI/IW I Guatty Criteria. DS"9 and SCSI Bulldiny Component 6004 Parka East Blvd. Safety Information avallablo from truss Plato Institute. 218 N. Lao Street. SIAIe 312. Alexandra. VA 22314. Tanpa. FL 33610 Job I fuss I russ I ype Oty Ply Tt0468456 T80296 V02 VALLEY TRUSS 3 1 733601060 Job Reference tonal ttuaaafa h4615e411Ca. 101198. Plant Gay. hl0rraa JJb66 CANu a Apt la zvlo mian mausuraa, mc, rn rau i t w •r t r zvi r aya i ID:tl7yacH3rgf5yObDEG68taOU16.3cJH3ZIHUWsP nUGxjlgKllyEV_EBILOmGTuRgzkOB_ 2.11.1 4,0 2.11.1 1-0.1S 2x4 4 2x4 11 LOADING(psf) SPACING- 2-0.0 CSI. DEFL In (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) 0.00 3 n/r 120 TCDL 10.0 Lumber DOL 1.25 BC 0.08 Vert(TL) 0.00 2 rVr 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 n/a rVa BCDL 10.0 Code FBC20141TPI2007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.3 WEBS 20 SP No.3 REACTIONS. (Ib/size) 1=71/3-11-8, 5=198/3-11-8 Max Horz 1=71(LC 12) Max Uplilt5=-76(LC 12) FORCES. (lb) . Max. Comp./Max. Ten.. All forces 250 (Ib) or less except when shown. Scale a 1:13.0 PLATES GRIP MT20 244/190 Weight: 13 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc 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) Vesd=108mph; TCDL=4.2psf; BCDL=6.Opsl; h=25ft; Cat. If: Exp B; Encl., GCpi=0.18: MW FRS (envelope) gable end zone and C-C Interlor(1) zone: cantilever left and right exposed :C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip OOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 76 lb uplift at joint 5. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) *This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI i as referenced by the building code.' WARNING- VMry dedpn parameta v and READ NOTES ON MIS AND INCLUDED M/rEK REFERANCE PAGE MD7473 ray. nOD MIS BEFORE USE Doslgn vdkl lol ttso ort y wilt Mllek®conrwctors. this dosIW1 b basod ortty upon palaneten ahowm aril Is lot an ftdh4dual "citing comporwnt, not a llua system. Boloto we. the IxLck* dn eslgrwtmustveritythearolcalttityofdeApaamotets and prop edy stcogxxato this design Into the ovotdl INArdrtl r4 J,p1. Ro-1111-KI WKa'[Itr Klh It, l.r:w,rdl.n.:ldlnll-d kKOvk:ll Kd in m wr 9 r ra KIA N cra N(t 1. ,1 ri al. tndy. Arlritir N trd 1Vt111. N1 ay to tell..n111Crorf it l,.crk Kl MiTOW Is always tegWod let stability arK1 to rxevonl collapse with possttlo potsortd"ant ptoporly damage. for germal gJrkshco tegading tw 6904 Parka East Blvd. klxlcatloixstotago, delivery. erection cW lltacing of Irt115es aid Miss systems, reeAN$VrPl I Gtaality Critarb. OSS-89 and SCSI Building Component Tampa, FL 33610 SafetyInformationovcuabtotomhussPlatoInstitute. 218 N. too Slroet. Sidle 312. Alexandria. VA 22314. Job Truss I ruse I ype 0ry y Ti0468457 T80208 V03 Valley Truss t I t 1,3360106, Job Reference tional uueaers t•usiboutce. tamps, rqm "It. flonaa :r3766 r.64u s Apt 1e zwo 1.61 ex inaustrres. Inc. 1-n 1.41) 11 14.41:12 gal / rage I I D:Z17yactl3fgf SyOb0 EG68uzOUf 6-XosfGvJvfq_Gcx3T VOp3itZ8NJJvALZ?wCRybzkDAz 200 4.0-0 200 2-0-0 30 = 20 r- O"M 400 n n w 'n.l s.a 2x4 Scale a 1.7.8 0 Iq Plate Offsets (X.YI-- f2:0.2.2.Edgel LOADING (psi) SPACING- 2.0-0 CSI. DEFL. In poc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.03 Ven(LL) n/a We 999 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.15 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 3 We We BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 10 lb FT = 20% LUMBER - TOP CHORD 20 SP No.2 SOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=110/3.11.0, 3=110/3-11.0 Max Horz 1=13(LC 12) Max Upliftl=-24(LC 12), 3=-24(LC 13) 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- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft: Cat. It,. 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 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 24 lb uplift at joint 1 and 24 lb uplift at joint 3. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 8) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' A WARNING - Verily destpn foam raters and READ NOTES ON THIS AND INCLUDED MHEK REFERANCE PAGE MD-7472 tev. 96/2/2015 BEFORE USE Design vaiki for use only with MilokO Connectors. R* design is based only upon poramoters shown, and Is for an I ndWkAxll "ding com{wnonl. not o truss systatn. Before use. the building designol must verity Iho op:Ixlcabllty, of dasign polotnolois and propolly Wogofoto 9* design Into Ina ova,,. f.de1nfId-11In• MiTek' Is sways tetfulred lot slatAtly arxl to prevent colicilm vAlh possQxo personal " arvA ponaffy darnago. rot gencxal gtkknce rogaudtng the K4bflC(IIkxL slofago, delivery, erection and bracing of trusses arxi truss syslorns, socANSI/tPtI Quality CrifefW, DS11.89 and 11CS18ultdi ng Component 6904 Pltke East Blvd. Safety Information avdlablo train truss Ptote Wituda. 218 N. Leo Strool, Suite 312. AK xancIrkt. VA 22314. Tampa. FL 33610 Job I russ Tfuss Type ty T1o461usB T80296 VO4 Valley Truss 1 1 733601062 Job Reference (optional) ausoers raasourc.. Iampa. rmnl Lay. rWIWa J.Aoo r o1V . npr . —. -- tna—w— me r., y. , ID:Zl7yacff3rgf SyObDEG68uzOUf6-xosfGvJvfq_Gcx3TVOp3itZ7PvKgwlxZ?wCRybzkDAz 3.3-12 6-7.6 3-3-12 3.3.12 Scale = 1:13.5 4x6 = 2x4 i 2x4 11 2x4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Ven(LL) We n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.12 Vert(TL) rVa rVa 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.03 Horz(rL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 20 lb FT = 20% 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 3 BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. WEBS 20 SP No.3 REACTIONS. (lb/size) 1=107/6.6.8, 3=107/6-6.8, 4=208/6-6-8 Max Horz 1=26(LC 16) Max Upliftl=-38(LC 12), 3=-43(LC 13), 4=-18(LC 12) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph: TCDL=4.2pst, BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl.. GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 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 fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 38 lb uplift at joint 1, 43 lb uplift at joint 3 and 18 lb uplift at joint 4. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 8)'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any parilcular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' O WARNING - vadit dowirn pammafars and READ NOTES ON THIS AND INCLUDED II UIEK REFERANCE PAGE M&7479 rev. lael'2015 BEFORE USE Design will for use only Win Mflok®connoclots. Ms design Is txwd only upon paanotors shown, aid Is lon an trWtNclud buWing component not a suss system. Solore use. Itto IxAdhg deslgnet must vadfy, tho g1lAlcob111y, of ciesign.xaanetets ow IxoPCAy trncorlxxato Ih6 design Into Ina ovoid. I:11 C Ar Mltk=lllm. Wa:k In uvlk,rtl-XIK lu lxr:von1 I..a:Idl1¢l!tl utrllvk I,sra fit r.. WrAtflf.,lAs f, I. N!l It wfl d. i1 ,rdy, Arlflik NMdtun ..1';afay fatfl I. Yrl tr wv;t J I Mra: II KI Is always tecphed tar skmnlly arW to rxovenl eollcVw wlih possible petsor" 4d+y age Ixopeny damage. for Oormd dtWa nee tegadlng the MiTek' fatxk atlon, slofoge, dollvery, eteclkxn age txockng of trusses o W mm systems, seeANSI/IPI I Quality Criteda, DSB-69 and SCSI Building Component 6904 Parke East Blvd. Safety Intamma6on ovallatAe Dom trim Plato trsslltulo. 218 N. too Sttoot. Salto 312. Alexancift VA 22314. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions ore in ftAn-sixteenths. Apply plates to both sides of truss and fully embed teeth. V/ld' For 4 x 2 orientation, locate Plates 0-'44' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate locafion details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the brocing section of the output. Use T or I brocing if indicated. BEARING Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. SCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths Drawings not to scale) 2 TOP CHORDS 0 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 2012 MiTek® All Rights Reserved MiTek° MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability brocing for truss system, e.g. diagonal or X-brocing, is always required. See SCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing. individual lateral braces themselves may require bracing, or alternative Tor I brocing should be considered. 3. Never exceed the design loading shown and never stock materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shoo not exceed M at time of fabrication. 9. Unless expressly noted, this design Is not applicable for use with fire retardant. preservative treated, or green lumber. 10. Comber is a non-structural Consideration and is the responsibility of truss fabricator. General practice Is to comber for deod load deflection. 11. Plate type, size. orientation and location dimensions Indicated ore minimum plating requirements. 12. Lumber used shall be of the species and size. and In all respects. equal to or better than that specified. 13. Top chord must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chord require lateral bracing at 10 ft. spacing. or less, if no ceiling is Installed. unless otherwise noted. 15. Connections not shown ore the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and toad vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review oa portions of this design (front, bock, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture In accordance with ANSI/TPI 1 Quality criteria. a 6 U Q-AR-CYCI P-'w Y— T_l 9n-QC-ao no_nn i 111 i I i I i i I11 9-08-00 m 0, m m C 7 INNN to m 0, 0 ck: m 1d 11 1.!tj1 4iV: di i i b i.O: pI i 1. o III 1 IIIpL I i r• i p I li i 1 1iI II, eI 1 i I I I iii A I i 1i t• fl II II II II N II N II II N N II I1 II N N II N N N II Vtf K K ( K K K Cr w K K M am: K K w w Cr K tr RECORD COPY DEARWG HEIGHT MALE 9 4 20--3/ 4- Hanger List H1 HTU26 H2 THA422 NOTES: L) REFER TO 1O 41(RECOIMENDATIONS FOR HANDLING INSTALLATION AND TEM ORARY DRAC016 ) REFER TO ENGINEERED DRAWIN65 FOR FERMANENT RACING REAARED ALL TR1155E5 ( NCUDNS 7IMPAE5 UNDER VALLEY FRAVN6) AIhT DE (OAeLETELY DECKED OR REFEI( TO DETAIL V105 FOR ALTERNATE DRACNG REaRREMEN15. D.) ALL VALLEYS ARE TO DE CONVENTIONALLY FRAMED DY WEE 4.) ALL MISSES ARE DESIGNED FOR 7 06 MAM M 5FACM UNLESS OTHERWISE NOTED. 5) ALL WALLS W M ON FLAMENT PLAN ARE CONSIDERED TO DE LOAD 6EARIN6. UNLESS OTHERWISE NOTED 6) 5Y42 TRIfi5E5 MLP51 DE INSTALLED WITH THE TOP DED16 LIP. 7) ALL ROOF 1W% HANGERS TO DE SIMPSON KIU26LKE550THEMSENOTED. ALL FLOOR 1M% HANGE15 TO DE SIMPSON THM22 ME% OTHERWISE NOTED. 6) DEA UHEADERA.NTEL (HNR) TO DE FU NISIIED DY DUD.DEI122. SHOP DRAWING APPROVAL 115 LAYOUT 15 THE 50.E wm foe rADRIC nm or TRUMS AD VOIDS ALL P0.VI0115 AC UCTIRAL OR ONC TRIlfih LAYOUTS REVIEW AIO AFVROVAL Or M LAYOLF1 MAT DE RECEIVED DEFORE ANY IMES WILL DE DULL. VERIFY ALL COWI'm TO D15URE AMMI CHANGES TINT WILL REIAV N EMA CIIAME510 YAI w-f, /< I,a1/w - r,rnd or Ins Builders FirstSource Orlando FMONE 407- 851-2100 FAX: 407-851-7111 Plant City PHONE. 815- 759.5951 FAX' 813-752-*32 Taylor Morrison WLI Darlington C Lot xx 11-20- 15 Rick 0 i RECORD COPY City of Sanford Building and Fire Prevention Product Approval Specification Form 0 o nc Permit # # 1 7- 1 8 8 8 SANFORD Project Location Address L fV - F'Aft' As required by Florida Statute 553.842 and Florida Administrative Code 9N-3, please provide the information and product approval number(s) on the building components listed below if they are to be utilized on the construction project for which you are applying for a building permit. We recommend that you contact your local product supplier should you not know the product approval number for any of the applicable listed products. Be aware that windows, skylights, and exterior doors must be tested in accordance with the Florida Building Code, Section 1714.5. More information about Statewide Product Approval can be obtained at www.floridabuilding.org. The following information must be available on the jobsite for inspections: 1. This entire product approval form 2. A copy of the manufacturer's installation details and requirements for each product. Category / Subcategory Manufacturer Product Description Florida Approval # include decimal) 1. Exterior Doors Swinging herma Tru Swinging Ext. Door (front door) FL15225-113 Sliding MI Windows Sliding Ext. Door (Standard SGD) FL15332.09 Sectional Arnarr Garage Doors Sectional Ext. Door (Garage SF) FL5302.10-116 Roll U Automatic Other 2.Windows Single Hung MI Windows Block Single Hung FL17676.2,9,16 Horizontal Slider Casement Double Hun Fixed MI Windows Frame/Block Fixed Glass FL18644.04 Awning Pass Through Projected Mullions MI Windows Mullions FL18644.04-R2 Wind Breaker Dual Action Other June 2014 Category / Subcategory Manufacturer Product Description(including Florida Approval # decimal 3.Panel Walls Siding Soffits Alpha Aluminum, Inc. Soffits FL12019-R5 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4.Roofing Products Asphalt Shingles Roofing Shingles FL16305-R4Atlas Underla ments InterWrap, Inc. Underlayments FL15216-R2 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shingles Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofing slate Cements/ Adhesives / Coating Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E.P.S. Roof Panels Roof Vents Weather Vent Roof Vent Miami Dade Approved Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # include decimal 5.Shutters Accordion Bahama Colonial Roll u Equipment Other 6.Sk lights Skylights Other 7. Structural Component Wood Connectors Anchors Truss Plates MiTek Industries Truss Plates FL2197-R5 En ineered 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 Sign re Applicant's Name Please Print) June 2014 TYPICAL MASONRY WINDOW SCHEDULE WINDOW WIDTHS WINDOW CAIL-OUTS 059 Ul A 5H 2159 N W W p5f C 3Y Y2 9 D SN W 33 W M 511 33 5N 11 W U3 33 W 115H 3459 6W W3354 AW 35SHY 1694 W 36 SH T6 5M 31,915W3 GC. VERFT IUSCERI' CFDW FOR ALL 6*VOA 0=5115 AAT) FSiTALlA1KN rtAr vARr F'FR I"ACDA12 AND $TMA10 6 Z FEU 10 R= FLANS KR MU CF LEA9LM OD ffifti Mr.-SLCA!i181I• C".ORFM 6LA55-FG3 ILL maim EYq[ "o Km ooc-owu Worth! m RVIC1. ETMEmwnw wm•attrw ranwrua n,eiomuw Itt oDrina906 NN1EOM lItJO CYIC m: ' My" 02-0-07 sao I 11A S S eeQwncn run amuAwm, Y),I17.OY11 tl D.Ill.1•O /wif MrVGYaMeGGt 0 Ln W 0 Z m 0 Z./ rI C) i- O ce C H s0 ONON OQ J MAIN R.1461 SF. • 2585UF'PERFLOFLOORIII55F. TOTAL LIVMG 25825F. GARAGE 4555F. not LANAI 1395F. w,! na+r /tw!! Hats WRY 115F. -_ TOTAL 5Q FT. 32415F. MAIN FLOOR PLAN NOTES 2A1 a" Et•. e GARAGE RIGHT 0 1 I' s 4q - 04 42 ras Z.. 17 raF,D r— I I 1 I I IAA 4 L _ J 4 BATH2 g 1$ ns iV•iBT.N IND/R W..1ITi 0=*AOMnl JtlRA1n a >w R!4 IROf rAu e4u 3 maim a•n++.•IDra.e Is N>e I I I Yf%, I 1A 1 BEDROOM 3 D' fUT QG I A to lDulido' TO I FSilRo Q6 AC Ta IVNAC l ' % I MDO•T '40 I MSrATSSMOTtIANT d.v a.i• o rRvt wwr>A w a[o K T Rr t NOT I I u} I9.. I IId-. 6p I OIYWI AIM J I I I BEDROOM 4 / T-O' i uras I a A9IR F L_ II 4t O.EAR OFum mo:4a5 TIMM& Onk UM X 0M0A•aonal 19CW a LMAM IOWMA V NMI AMA D[ a R/ C"an08a UERAOD om El m a II NmAmm rE wSoRmta NE mm'UMN NE UMMSlttA". CVUWU fU=&iFVV=YNll AM MISPRW 18IWI amTmNm laWFI RMA J W Y O 7 2 Z co Z TYPICAL WOOD FRAME WINDOW SCHEDULE WINDOW WIDTHS c e ' ? 0' JP *' 1 W WINDOW CALL-0UFS M ID' IB F4 ?ODFG 3015 FG 463FO 14' 06FA 2070F4 3MF& IMF& p36' 0 1530 611 2030111 3030 SW 403094 04064 04l3 9+ W0 w 4" 91w D5054 1 ?BAA1 W5054 4moR50' 1650 9 M60 91 3If50 91 4t69 5Hro' c GG YERiT mu CFLVW FOR AIL WDOW OM 9AS AV 161ALLAOM MAT VARr FER Z nlUFACIMR 4V 9FCFFLAl" REFER 10 FLOOR FL48 FOR SITU EF It= WISIGLEANG-SllCAS ra—M.ORFKD UAW Flrl c C i OH V 0NJ O Q 2585 0117RdSNLLI aRII ASemGOIERYDD[ OfT mY R10 aPOT gOLV RAN ND![S IIRIKA • • b MUN'Too UPPER FLOOR PLAN NOTES i ". 1•.• GARAGE RIGHT Florida Building Code Online ©-' Pagel of 3 Business & Professional Regulation RMjja OE'j111jWt4 sas Home I tag In I use. Registratlon : Hot Topics I Submit surChargo I slats a FSM I Pubacations I Fee start I acts sae Map I unts I search I Busrrines,lrm/(I 4usen: Product ApprovalProlessiVna) Public User Regulation WIMIN PrmuRAeareval l4rtu > Product at Aeelkatlee Sroreh > Aenhfal" list i Application OaUdl FL g FL15225-R3 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by OSPit shall be reviewed and ratified by the POC and/or the Commission If necessary. Comments Archived Product Manufacturer Therma-Tru Corporation Address/Phone/Email 118 Industrial Drive Edgerton, OH 43517 419) 298-1740 rickw@rwbidgoonsultants.com Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Emall 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 Vivian Wright rickw@rwbldgconsultants.com Exterior Doors Swinging Exterior Door Assemblies Certification Mark or usting National Accreditation & Management Institute Ryan J. King, P.E. e, Validation Checklist - Hardcopy Received SUMda[d 101/I.S.2 ASTM E1886 ASTM E1996 ASTM E330 TAS 201. 202, 203 Method 1 Option A 06/13/2015 06/28/2015 Year 1997 2002 2002 2002 1994 https://www.tloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZI Q... 7/20/2015 Florida Building Code Online Page 2of3 Date Pending FBC Approval Date Approved 07/05/2015 Summary of Products FL # Model, Number or Name Description 15225.1 a. 'Classic -Craft" and 'Benchmark 6/8 and 8/0 Opaque and Glazed Fiberglass Door with and by Therma-Tru' without Sidelites. Inswing and Outswing Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLIS225 R3 C CAC 15225.1 NAMI eerts.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 12/31/2021 Design Pressure: N/A Installation Instructions Other: See INST 1522S.1-68 (61 Door Products), INST FLIS225 R3 It INST 15225.1-68.Rd 15225.1-80 (8.0 Door Products) and INST 15225-68M (6'8 FLIS225 R3 11 INST 1522S.1-80.odf Door Products Direct to Masonry) for Installation FLIS22S R3 It INST 15225.68M.odf instructions. (Note - Glazing Shall comply with ASTM E1300- Verified By: Lyndon F. Schmidt, P.E. 43409 04) Created by Independent Third Party: Yes Evaluation Reports FLIS225 R3 AE Eval15225.1-68.odf FLIS225 R3 AE EVAL 1S22S.1-80.odf FLIS225 R3 AE EVAL IS22-68M.odf Created by Independent Third Party: Yes 15225.2 b. 'Construction Series' and 6/8 Opaque Steel Door with and without Sidelites. Inswing Benchmark by Therma-Tru" and Outswing Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLIS22S R3 C CAC iS22S.2 NAM] certs.gf( Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: Yes 12/31/2021 Design Pressure: N/A Installation Instructions Other: See INST 15225.2-68 (6'8 Door Products) and INST FLIS225 R3 11 INST iS22S.2-68.odf 15225-68M (6'8 Door Products Direct to Masonry) for FLIS225 R3 Il INST 1522S-68M.odf Installation Instructions. (Note - Glazing Shall comply with Verified By: Lyndon F. Schmidt, P.E. 43409 ASTM E1300-04) Created by independent Third Party: Yes Evaluation Reports FLIS225 R3 AE EVAL 15225.2-68.0df F$j2S R3 AE EVAL 1522S-68M.odf Created by Independent Third Party: Yes 15225.3 c. "Fiber -Classic' and "Benchmark 6/8 and 8/0 Opaque and Glazed Fiberglass Door with and by Therma-Tru" without Sidelites. Inswing and Outswing Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FLIS22S R3 C CAC 15225.3 NAMI certs.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 12/31/2021 Design Pressure: N/A Installation Instructions Other: See INST 15225.3-68 (6'8 Door Products), INST FLIS22S R3 11 INST1 225.3-¢@qQj 15225.3-80 (8'0 Door Products) and INST 1522S-68M (6'8 FLIS22S R3 11 INST 1S225.3-80.odf Door Products Direct to Masonry) for Installation FLIS225 R3 11 INST 1522S-68M.odf Instructions. Note - Glazing Shall comply with ASTM E1300- Verified By: Lyndon F. Schmidt, P.E. 43409 04. (This product approval requires the use of "J' part Created by Independent Third Party: Yes number doors and sidelites, which have been stained or Evaluation Reports painted within 6 months of Installation - Excludes Opaque FLIS22S R3 AE EVAL 152253-68.odf Benchmark Door Panels.) FLIS225 R3 AE EVAL 1522S.3-80.odf FLIS225 R3 AE EVAL 1S225-6814odf Created by Independent Third Party: Yes 15225. 4 d. "Premium Series' and Benchmark by Therma-Tru' 6/ 8 and 8/0 Opaque and Glazed Steel Door with and without Sidelltes. Inswing and Outswing Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL1S22S R3 C CAC IS22S.4 NAMI eerts.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: Yes 12/31/2021 Design Pressure: N/A Installation Instructions Other: See INST 15225.4-68 (61 Door Products), INST FLI 22S R3 11 INST iS22S.4-68.odf 15225. 4-80 (8'0 Door Products) and INST 15225-68M (6'8 FLIS225 R3 11 INST 1522S.4.80.odf Door Products Direct to Masonry) for Installation FLIS225 R3 11 INST IS22S-68M.odf instructions. ( Note - Glazing Shall comply with ASTM E1300- Verified By: Lyndon F. Schmidt, P.E. 43409 04) Created by Independent Third Party: Yes Evaluation Reports FLIS225 R3 AE EVAL 15225.4-68.gdf FLIS225 R3 AE EVAL 1S22S.4-80.odf FLIS225 R3 AE FVAL iS22-68M.odf Created by Independent Third Party: Yes 15225. 5 e. 'Smooth -Star' and "Benchmark 6/8 and 8/0 Opaque and Glazed Fiberglass Door with and I byTherma-Tru" without Sidelites. Inswing and Outswing https:// www.floridabuilding.orglprlpr_app_dti.aspx?parain=wGEVXQwtDgv3y V V KJZ I Q... 7/20/2015 Florida Building Code Online Page 3 of 3 Limits of Use Approved for use in HVH2: No Approved for use outside HVHL: Yes Impact Resistant: No Design Pressure: N/A other: See INST 15225.5-68 (6'8 Door Products), INST 15225.S-80 (8'0 Door Products) and INST 15225-68M (68 Door Products Direct to Masonry) for Installation Instructions. Note - Glazing Shall comply with ASTM E1300- 04. (This product approval requires the use of "1' part number doors and sidelites, which have been stained or painted within 6 months of installation - Excludes Opaque Benchmark Door Panels.) Certification Agency Certificate Quality Assurance Contract Expiration Date 12/31/2021 Installation Instructions FLIS22S R3 11 INST 15225.5.68.odf' FLIS22S R3 11 INST IS225.5-80.odf FL 1 S225 R3 11 INST 1S225=68M.odf Verified By: Lyndon F. Schmidt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports by Independent Third Party: Yes 115225.6 ITherma-Tru" f. "Premium Series", "Construction 16/8 and 8/0 Opaque and Glazed Steel Door with Transoms.ISeries" and "Benchmark by With and without Sidelites. Inswing and Outswing with Transoms Limits of Use Approved for use in HVH2: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A Other: See INST 15225.6-68 (6'8 Door Products) and 1S225.6-80 (8'0 Door Products) for installation instructions. Note - Glazing Shall comply with ASTM E1300-04) Certification Agency Certificate FLIS22SS»s R3 CCAC 15225 6 NAMI certs odf Quality Assurance Contract Expiration Date 12/31/2021 Installation Instructions FLIS22SS R3 II INtt 1522S16-68 odf. FLIS22S R3 11 INST 2S22S:6-80.odr Verified By: Lyndon F. Schmidt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports FLLS225 R3 AE EVAL 1S225.6-68.odf FLIS22S R3 AE EVAL IS22S.6-80.odf Created by Independent Third Parry: Yes Dock Q Sys :: 1940 North Mamoo street. Tallahassee FL 12199 Rene: ASM487.1824 The Slate of Florida is an AA/EEO employer. ropyrfom 2007.2011 state of Florida_ ::Privacy statement :: Accessibf',ty Statement :: M1et"nd Statement under Fluid" law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mail to this entity. Instead, contact the office try phone or try traditional nail. If you have any questions, please contact $50.407.1395. "Pursuant to Section 4SS.275(1), FIO Wa statutes, effective October 1, 2012. Ibmues,kensed under Chapter 4SS. F.S. must provide the Department with an email address IF they nave one. The emaits provided may be used for ofru.al communication wllh the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an ematl address wnkh can too made available to the public To determine if you are a licensee under Chapter 455, F.S.. please click bM. Product Approval Accepts: M ERE Cre lt!Ar E https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yV V KJZ 1 Q... 7/20/2015 NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: N1005327-115 108 Mutzfeld Road Certification Date: 10/15/2003 Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: FiberClassic/Smooth Star Glazed Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Benchmark by Therma-Tru Series Glazed Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330 The "Notice of Product Certification" is only valid If the NAM] 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 L,_:__-.:.:_...:..... 1U A Mt1e !`..:rw.finn Ti.narom to ne.•.0dLt el Av Thn American National Standards Institute (ANSI). 1Im AIv11'S t-ernneu rroudea a,unn a.---- Inswing Glazed Design Missile Test Report Number Configuration or or Maximum Pressure Impact Outswing Opaque Size Pos/Neg Rated Comments X I/S Opaque 3'0" x 8'0" 47/47 No NCTL-210-1940-1.2.3.4rTTF-257F Single X O/S Opaque 3'0" x 8'0" 47/-47 No NCTL-210-1940-1.2.3.4/TTF-257F Sin le XX 1/S Opaque 6'0" x 8'0" 40/40 No NCTL-210-1940-1.2.3.4=F-257F Double Standard Aluminum Astragal XX O/S Opaque 6'0" x 810" 40/ 40 No NCTL-210-1940-1.2.3.4rM-257F Double Standard Aluminum Astragal XX I/S Opaque 6'0" x 8'0" 47/47 No NCTL-210-1940-1.2.3AMF-257F Double Coastal Aluminum Astragal XX O/S Opaque 690" x 8'0" 47/47 No NCTL-210-1940-1.2.3.4=F-257F Double Coastal Aluminum Astragal OXO/OX/XO I/S Opaque Door 5'4" x 810" 40/40 No ETC-0 I -741-10593.0/L-2173MF-257F Single w/Sidelites Glazed Sidelites OXO/OX/XO O/S Opaque Door 5'4"x 8'0" 40/-Q No ETC-0I-741-10593.0/L-2173/1TF-257F Single w/Sidelites Glazed Sidelites OXXO I/S Opaque Door 8'4" x 800" 40/-40 No ETC-01-741-10593.OM2173rTTF-257F Double w/Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO O/S Opaque Door 8'4"x 8'0" 40/40 No ETC-01-741-10593.0/L-2173MF-257F Double w/Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO I/S Opaque Door 8'4" x 8'0" 47/47 No ETC-01-741-10593.0/L-2173=F-257F Double w/Sidelites Glazed Sidelites Coastal Aluminum Astragal OXXO O/S Opaque Door 8'4" x 8'0" 47/47 No ETC-01-741-10593.0/L-2173=F-257F Double w/Sidelites Glazed Sidelites Coastal Aluminum Astragal National Accreditation & Management institute, inc.miy4 George Washington nacmor:a/7,na ca, Tel: (804) 684-5124/Fax: (804) 684-5124 NAMI AUTHORIZED SIGNATURE: NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: N1005329-114 108 Mutzfeld Road Certification Date: 10/15/2003 Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: FiberClassic Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Benchmark by Therma-Tru Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330/E331/TAS202 The "Notice of Product Certification" is only valid if the NAMI Certification Label has been applied to the product as described within this document. The certification label represents product conformity to the applicable specification and that all certification criteria has been satisfied. This product has been approved for listing within s_.._ V.- ..in..*.. %IARAI•• f`sr 'Meatinn Vrnoram iv arrredited by The American National Standards Institute (ANSI). NAMI"s Certified rruuuca sun a..,.,..Aa....,c. Inswing Glazed Design Missile Test Report Number Configuration or or Maximum Pressure Impact Outswing Opaque Size Pos/Neg Rated Comments X I/S Opaque 3'0" x 61" 67/-67 No ETC-01-741-10703.0/L.-2097=F-253F Sin le X O/S Opaque 320" x 618" 67/-67 No ETC-0 I -741-10703.0/L-2097MF-254F Sin le XX I/S Opaque 6'0" x 6'8" 40/40 No ETC-01-741-10703.0/L-2097fiTF-253F Double Standard Aluminum Astragal XX O/S Opaque 690" x 61" 40/-40 No ETC-01-741-10703.0/L-2097MF-254F Double Standard Aluminum Astragal XX I/S Opaque 6V x 6'8" 47/47 No ETC-01-741-10703.0/L-2097f1TF-253F Double Coastal Aluminum Astragal XX O/S Opaque 6'0" x 61" 47/47 No ETC-01-741-10703.0/L-2097fITF-254F Double Coastal Aluminum Astra al OXO/OX/XO IS Opaque Door 5'4" x 6'8" 40/40 No ETC-01-741-10593.0/1,409VITF-253F Single w/Sidelites Glazed Sidelites OXO/OX/XO O/S Opaque Door 514" x 6'8" 40/40 No ETC-01-741-10593.0/L-2097fiTF-254F Single w/Sidelites Glazed Sidelites OXXO 1/S Opaque Door 8'4" x 6'8" 40/-40 No ETC-01-741-10593.0/L-2097/i'TF-253F Double w/Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO O/S Opaque Door 8'4" x 61" 40/ 40 No ETC-01-741-10593.0/L.2097/ITF-254F Double w/Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO I/S Opaque Door 8'4"x 6'8" 47/47 No ETC-01-741-10593.0/L-2097flW-253F Double w/Sidelites Glazed Sidelites I I Coastal Aluminum Astragal OXXO O/S Opaque Door 814" x 6'8" 1 +47/47 No ETC-01-741-10593.0/L-2097MF-254F Double w/Sidelites Glazed Sidelites Coastal Aluminum Astragal National Accreditation & Management Institute, lnc 4794 George Washington mem y1171uyo, V n cOu ". Tel: (804) 684-5124/Fax: (804) 684-5122 NAM AUTHORIZED SIGNATURE: NOTICE OF PRODUCT CERTIFICATION Company: Thermo-Tru Corporation Certification No.: N1005330-115 108 Mutzfeld Road Certification Date: 10/15/2003 Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: FiberClassic/Smooth Star Glazed Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Bencbmark by Therma-Tru Series Glazed Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330/E331/TAS202 The "Notice of Product Certification" is only valid if the NAMI Certification Label has been applied to the product as described within this document. The certification label represents product conformity to the applicable specification and that all certification criteria has been satisfied. This product has been approved for listing within W A hAlt f`.wif....f:nn P--- to ao 01te t by The American National Standards Institute (ANSI). INAMt'3 Certinea rroauci Configuration un a1 rWW.:1auncci Inswing or Outswinp ts"'. Glazed or O s ue w.... ....,... Maximum Size Design Pressure Pos/Nez Missile Impact Rated Test Report Number Comments X I/S Glazed 3'0" x 6'8" 47/47 No NCTL-210-1940-1.2.3.4/iTF-256F Single X O/S Glazed 3'0" x 61" 47/47 No NCTL-210-1940-1.2.3.4/I7F-255F Sin le XX US Glazed 610" x 6'8" 40/40 No NCTL-210-1940-1.2.3.4/(TF-256F Standard Aluminum Astragal Double XX O/S Glazed 610" x 608" 40/40 No NCTL-210-1940-1.2.3.4/iTF-255F Standard Aluminum AstragalDouble XX I/S Glazed 610" x 698" 47/47 No NCTL-210-1940-I.2.3.4/iTF-256F Coastal Aluminum Astragal Double XX O/S Glazed 6'0" x 6'8" 47/47 No NCTL-210-1940-1.2.3.4/iTF-255F Coastal Aluminum Astragal Double OXO/OX/XO I/S Glazed Door 514" x 6'8" 40/40 No ETC-0 1-74 1 -11 008.0/L-215 I fM-256F Single w/Sidelites Glazed Sidelites OXO/OX/XO O/S Glazed Door 5'4"x 6'8" 40/-40 No ETC-01-741-11008.0/I.-2151/i-TF255F Single w/Sidelites Glazed Sidelites OXXO I/S Glazed Door 8'4" x 6'8" 40/-40 No ETC-Standa0 I -I 56F Double w/Sidelites Glazed Sidelites Aluminum Al rual Standard Aluminum AstraalOXXOO/S Glazed Door 8'4" x 6'8" 40/-40 No ETC-01-741-I I 008.0/L-21 5 1 MF255F Double w/Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO I/S Glazed Door 894" x 6'8" 47/47 No ETC-01-741-11008.0/L-2151/1TF-256F Double w/Sidelites Glazed Sidelites I I I I Coastal Aluminum Astra al OXXO O/S Glazed Door 8'4" x 6.8" 47/-47 No ETC-01-741-11008.0/L-2151/ITF255F Double w/Sidelites Glazed Sidelites 1 Coastal Aluminum Astragal VA 1111T) National Accreditation & Management institute, Inc aiyq George vvasnmpon I.E':::7,..0, 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: FiberClamic/Smooth Star Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Benchmark by Therma-Tru Series Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330/E331/TAS202 The "Notice of Product Certification" Is only valid If the NAM] Certification Label has been applied to the product as described within this document. The certifcation label represents product conformity to the applicable specification and that all certification criteria has been satisfied. This product has been approved for listing within w......_ n__.:- n—.S....• Pnm. NAMIle (`orfifleatinn PrAoram is arrredited by The American National Standards Institute (ANSI). Inswing Glazed Design Missile Test Report Number Configuration or or Maximum Pressure Impact Outswine Opaque Size Pos/Neg Rated Comments X 1/S Opaque 3'0" x 6'8" 67/-67 No ETC-0 I -741-10702.0/L-2096/TTF252F Single X O/S Opaque 390" x 6'8" 67/-67 No ETC-01-741-10702.0/L-2096/1-TF251 F Single XX I/S Opaque 6'0" x 6'8" 40/40 No ETC-01-741-10702.0/L-2096/]-TF252F Double Standard Aluminum Astraital XX O/S Opaque 6'0"x 6'8" 40/40 No ETC-01-741-10702.0/L-2096/1-TF251F Double Standard Aluminum Astragal XX 1/S Opaque 6'0" x 608" 55/-55 No ETC-0 1 -74 1 -11 008.0/L-215 I MF252F Double Coastal Aluminum Astragal XX O/S Opaque 6'0"x 6'8" 55/-55 No ETC-01-741-11008.0/L-2151/1-TF25IF 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-2151/TTF252F Single w/Sidelites Glazed Sidelites OXO/OX/XO O/S Opaque Door 5'4" x 6'8" 40/40 No ETC-01-741-11008.0/L-2151/TTF251 F Single w/Sidelites Glazed Sidelites OXXO I/S Opaque Door 894" x 6'8" 40/40 No ETC-01-741-11008.0/L-2151/TTF252F Double w/Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO O/S Opaque Door 8'4" x 6'8" 40/40 No ETC-01-741-11008.0/L-215IMF251F Double w/Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO US Opaque Door 8'4"x 6'8" 55/-55 No ETC-01-741-11008.0/L-21SIMF252F Double w/Sidelites I I Glazed Sidelites Coastal Aluminum Astragal OXXO O/S Opaque Door 8'4" x 6'8" 55/-55 No ETC-01-741-11008.0/L-2151=251 F Double w/Sidelites Glazed Sidelites Coastal Aluminum Astragal National Accreditation & Management Institute, IncJ4794 George Washington Memoria y/Hayes, VA 23072 Tel: (804) 684-5124/Fox: (804) 684-5122 NAMI AUTHORIZED SIGNATURE: THERMAITRU 0 THERMA TRU DOORS I I 1"DYs7*,AL On.. COD[IRD", am 43D 19 Smooth -Star" and "Benchmark by Therma-Tru" 1 6'8' SINGLE AND DOUBLE OPAOUE OR GLAZED PANELS W/ & W/OUT SIDELITES INS WING / OUTS WING I INSULATED FIBERGLASS DOOR WITH WOOD FRAMES General Notes 1. The product anchoring drawing has been developed in compliance with the Sth Edition 2014) Rondo Building Code (FBCj atcludulg the Tiigh Velocity Hurricane Zone'. See the Cerlikotion Agency Certificate for shes. specifications and ratings. 2 Product anchors shofi be as fisted and spaced as shown on detoils. Anchor embedment 1 be 1 de stucco loom brick and otherwall t 3 r105- V MAX. OVERALL KAME WIDTH { s s s vil 2 J 4 S B b b b b 6 DOUBLE W/ SIDELITES OXXO MAX DESIGN PRESSURE SS. O -SS.O to Bose materlol rho beyond wa R19 coverings. 3. Wood screws shoo be installed following installation instructions of ANSI/AFSPA NDS 2g12 AD other fastener types to be installed foltaweg fosterer monutoclurefs inddlotlon instruction I 37S1r MAX. OVERALL v ERA IDTH I 4. Fastener embedment depths• edge dstonces and centertentef distances shol be as =1 I specifiedbythefastenermanutachserbutinnoinstanceshalltheybelessthanshowninthe drawing. 9 tF it a -SI S. Where shims are used. they must be a Vd / sWr material that compiles with the 3 requirements of the FBC. 6. Posit'we and negative design pressure requirements lot use with this drawing shol be 4 y detom** d by others lot specific jobs In accordance with the governing code. 7. Site conditions not covered by the drawing are subject to further engineering analysis. TARIE OF COMRENIS SHEIFT• 0113CRIPMN 1 Typical el"10nt design Pressures S general notes 2 Buck olw+oring 3 Frame onchaeg 4 Fft * anchahp a be of materials S td 6 veftd pass sechorn 6 Vemoce cross sections SINGLE X MAX DESIGN PRESSURE 67. 0 -67.0 68. 5T MAX OVERALL WIDTH 1 , 1, ,1 J; Jt W 1 11 w3 1 3 b e b B e. n RN OXO N4 SSURE MAXDESINPRESSURE40. 0 -40.0 I b} — DOUBLE XJr MAX DESIGN PRESSURE SS. O -SS.O 1OC[ MARDWAEE MIC A SOM 11YAKW SIGNAIYRE RUB L MM KWWEF SIGNATURE SERFS nO AMMM S3. ff MAX. OVERALL WIDTH 2 3 I S S• PN Kt 1 I I 1 ill•_ ii it•_ii 5- 4 SINGLE W/SIDELIIE OX MAX DESIGN PRESSURE 40. 0 -40.0 MASONRY OPENING 2X BUCK MASONRY 2X BUCK 4. 4• r b n Ili T I. I ( o 1' `MULLION I I `MULLION I I rj tt11 ss 0 6 o I I SHOWN FOR TYP 11 REFERENCE HEA011 OPENING I I TYP I1 HEAD SHOWN FOR REFERENCE JAMBS JAMBS i i A. n r l 2X BUCK I I I MULLION SHOWN FOR 11 m ti 11 'oREFERENCE II II II x SIN. W/SIDELIIE SINGLE W/SIDELITES BUCK ANCHORING BUCK ANCHORING pQuSI MASONRY OPENING NOI S: 1. ZYDuctn*LS.G.rOM. 2X BUCK CONCRETE ANCHOR NOTES: 1. Cona le anchor Do at the comen may be o*nted to maintain the trin. edge datoneo to InOtW j0inb. 2 Conasts ondwo tecotiont noted 05'MAX. ON C04W n^nf be ocpnred to mmnrointl+smin.edgedatoncoronlort^rJ06ns addllafdPOnCJefeonctlwwr moy be tecuied to onwro the IMAX ON CENIER' ddnVn*n ore not Oueoedsd. 3. Conaeto oncha tobfe: ANCHOR ANCNOR MIN CItARANCE MM.CIEAttANCE TYPE mu EMBEDMENT TO tIIAJONR TO EDGE ToAOJACENJ AlfdfOR• 0 1/f 1.1/<' T IrTAIw YITRACON 1I 11 h t III 4 II SHOWNNFOR JI lv Z TYP. HEAD TYP. II REFERENCE SHOwNIAULIUONFORJII i JAMBS ASTRAGAL HEAD REFERENCE II 2 SHOWN FOR JAMBS II REFERENCE 2X BUCK t1 11 I I ASTRAGAL 11 a I I SHOWN FOR I I m o9dIIREFERENCEII G II uIIz CAM 2 21 12 sewn N.T.S. c.+. II 1) ae. rlr. JKr.• mo. Lrs aDOUBLE BACK DOOR ANCHORING MASONRY DOUBLE W/SIDELITES ANCHORING ANCHORING Otwm -D' OPENING SUCK FL-15225.5-68 c Q D. .E. r C• IF73-- J' r 3 TYP PAIRS 10 TTP. 1I 3' --I 1- 1 I I 11 MULLION 1 r SHOWN FOR REFERENCE N A W/2X BUCK INSTALLATION 2 9W/1X BUCK INSTALLATION Ci p TV. HEAD h JAMBS 1B SEE DL'' o ISEEDETAIL12ree n u kETAI r r p' A' 7' 23' 6-rL MULLION W SHOWN FOR _ REFERENCE t BUCK INSTALLATION of BUCK INSTALLATION MEAD k JAMBS + Ci O 18 '^ SEE 5 DETAIL '2 TYP. HEAD k JAMBS C• 'D' E' ' 'C b' A' VIEW 'C'-'C' gwmir DOOR W/SIDELIIE_S VIEW 'E'-'E' 'NEW 'D'- A' ginGtr DOOR W/SfDELITE VILIV 'B 9" SINGLE DOOR qAN W/ OPII " Wwwmv FALMMM OD/ I" fnP. ALL f>caff• to o w U.e om.acn m SIDEUTE NOTES: 1. the rid& is direcf set into the jamb with (12) fax T' Pm• wood screws. mere ore (4) of each verftcotjamb, from the top down at 13.5. 31' 48.5' 8 66' mere are (2) at the header of I' from the outwe corners of the ftm. mere are (2) of the 01. r from the outside corners. 2 For optional sidelife consfFmIlOn with Staples, sidelite Is direct set into the jamb with (4) -% X 1-sir; 16 go. staples olon0 each iamb (6' from ends and egw2y spaced thereafter). CONCRETE ANCHOR NOTES: t. Corndete onchm focotions at The toners may be adjusted to molntah the min. edge dhlonce to mortor)oinfs. 2. Concrete anchor Locations noted as 'MAX. ON CENTER' must be od(usfed to moinfoi n the min. edge distance to mortar Joints. additional concrete anchors may be required to ensure the'MAX. ON CENTER' dfinenston are not exceeded. 3. Concrete anchor table: ANCHOR MIN. MIN. CLEARANCE MIN. CLEARANCE TYPE ANCHOR SIZE fMBfDMENi 10MASONRY EDGE TOAD1Af:ENT ANCHOR frw TAPCON rfw • TAPCON 1 I16' 1.1/c T 11 SEE - DETAIL -1 W/2X BUCK. 2 INSTALLAI a W/1X BUCK 11 INSTALLATION DETAIL '6DETAIL '2' W/ 2X BUCK 2 INSTALLATION v/ IX BUCK INSTALLAno 12 1 C t DETAIL ' I' o X MIEF 1, 3 a ; 2 2t 12 ` N. T.S. 3 r. JK e n: L/S b, e 15225. 5-68 0 OF _ O yq 3 J lJl 1 3• 7 11 3L SEE NOTE 31 A SHEET 3 1 SEE DETAq '3' 1 9 ASTRAGAL—, MULLION SHOWN FOR 1 SHOWN FOR — REFERENCE 1 REFERENCE — ONLY 1 1 ci 1 p 16 1B 1 16 1 16 o 12 . 5 1 5 — i12 C. C. NEW 'C'-'C DOUBLE DOOR W/SID£LRES IN PAIRS TO $ ^ d S . 1 2 3. r 1 1 1 _• P. W/2X BUCK I o SEE DETAIL W/2X SUCK A ^ till# t `r``` R _ INSTALLATION W - W 11NSTALLATION iW/IX BUCK u - _ u _ i io ^. $ $ •u INSTALLATION wa _ _ Z W/1X BUCK TYP. HEAD ,,, = ASTRAGAL— INSTAL lAT10N 9 0 " °' ( EE JAMBS iv SHOWN FOR HJ AMBS ^ e ` ° N' Id .00 6 e _ REFERENCE ONLY SEE DETAIL '4' o o c 1 DETAILL - 16 a'n n A' •11 VIEW 'f'- E' DO VBt FDOOR NEW A'- A'Isoxe/ a -row oomaca m a rASMOM I1D' 130 (W. AL sauce 30 ww jue ) w/2X BUCK 2 INSTALLATION W/1X BUCK o INSTALLATION 12 1 C „ 4- W/2x SUCK c z Iteml DESCRIPTION Moteriol A 1110 x 2-12 PFH WOOD SCREW STEEL g 1#10 x 1- 4 FH W D IV STEEL C 10 X 1 PFH WOOD SCREW STEEL 1 10 x 3 4 L SCREW Hine to Frame) STEEL 10 x 2 LG. PFH WOOD SCREW EL 3 1 x - i 2 L H WO CR STEEL 4 1 4 x 2-3 4 PFH ELCO OR IT1V CONCRETE SCREW STEEL 5 t 4 x 1-3 4 ITW PFH CONCRETE SCREW STEEL 9 11 4 x 3-3 4 ITW PFH CONCRETE SCREW STEEL 11 3 16 x 3-1 4 ITW PFH CONCRETE SCREW STEEL 12 i t x 3-1 4 ITW PFH CONCRETE SCREW STEEL 13 MASONRY - 3000 PSI MIN. CONCRETE CONFORMING TO AC) 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 CONCRETE 16 1 4 X 2-1 4 PFH IT1V CONCRETE SCREW L E. NESG >= 0.34 HEADERJAMBFINw000 21 3 4 THK. PRESSURE TREATED SIDELaE PAD OD 30 t 2 X t X 25 CA CORRUGATED FASTENER STEEL NSTALLATION 3 Le Ln 1 0 m W/ Ix BUCK 11 P DETAIL - 1INSTALLATION DETAIL '3' _ B ATTACH ASTRAGAL THROW BOLT STRIKE PLATE TO FRAME AS SHOWN. 1 C _ o oan 2 1 12 i suLt: N. T.S. 1 o. e er. Jx AI 4' taw n: LFS D u Ei L ' ox..tic w: FL-15225. 5-68 c Pact -i- or a 0 1133 C !O o II} jj1 13 4 4 dog 1 X BUCK a_ i h 291 V u 9 A mac= 2X BUCK`+ INTERIOR EXTERIOR A S3 INTERIOR EXTERIORINTERIOREXTERIOR 1 HEAD IAMB 2 HEAD JAMB 3 HEAD JAMBISIMMa- 7N v*" mown S Inir&Q mown S TWwbv oownk n'tro 13 I 2X BUCK ^ INTERIOR INTERIOR 4 R z A Ilk Z EXTERIOR EXTERIOR atsMw. °_ C-SINK 4- 0 25'MAX. OIS"MA)LSHIMSPACESHIMSPACE. c I.2SMIN. EMA EMl. 2121112 = EMS. iTP. W-Am i ore. or JX o 4 VERTICALSIDEJAM6 S VEIMCALSIDE JAMB nu.W.. LFS i. j TKO 2, Ar k t%.V TO uRON. m2 a FL- L-1 t5225.5-E.B n sir or O INTTII i I VERTICAL CROSS SECTION 6 bn 4 VERTICAL CROSS SECTION 6 hnwwpcan af*n V INTERIOR INTERIORDTERIOR 2 VERTICAL CROSS SECTION EXTERIOR n i VEIMCAI CROSS SECTION ouawbv ewdo"on oil tot IEXTERIOR v s V 4NIMURIE12Js1i r 3 VEIMCAL CROSS SECTION m F EXTERIOR INTERIOR Q VERTICAL CROSS SECTION 6 ovtw&o iR groiion ANNE H ; a Rau2 21 12 2 N. T.S. 9 n: JK u n, Lrs 3 c w, a n 15225. 5-68 c 6 or- 0 e yE 92 THERMAITRU 0 THERMA TRU DOORS 118 INDUN-AL D11.. COD["10N. ON 43e17 Smooth -Star" and "Benchmark by Therma-Tru" ! 8'0" SINGLE AND DOUBLE OPAQUE OR GLAZED PANELS ! W/& W/OUT SIDELITES INSWING / OUTSWING INSULATED FIBERGLASS DOOR WITH WOOD FRAMES J-106.5or MAX. OVERALL FRAME WIDTH g S• S 11 ;. 11 11 1 ,1 1 II11 LU J General Notes 1. This product anchoring dmwisg has been developed to compliance with the Sth Edition 12DI4) faorido Bulling Code (FBC) excluding the ?tlgh velocity Hurricane Zone-. See the Certification Agency Certificate tot saes, specifications and ratings. 7 Product anchors shoo be as listed and spaced as shown on details. Anchor embedment to base material shol be beyond woo dressing, stucco, loom, brick and other wadi covefiro• 3. Wood screws shot be installed following installation instructions of ANSUAFBPA NOS 2012. At other lostener types to be installed following lostener manulocturefs installation instrudiorn. 4. Fastener embedment depths, edge distances and center -center distances shoo be os specified by the fastener morwfacturer but In no instance shalt they be Less than shown In this drawing. 5. Where shims ore used, they must be o "igid / stitr material that complies with the requirements of the FBC. d. Positive and negative design pressure requirements for use with this drawing shoo be determined by others for specific Jots in accordance with the governing code. 7. Site conditions not covered by this drawing ore subject to further engineering analysis. TABLE Of CONTENTS STIELTB omorllolr 1 tyocal elevotions. design pies Is general notes 2 Buek onchwft 3 Romeo 4 Ra . o & materiob SH tcd 6 verbcal cross sects m 6I Vertical C=sectbm 68W MAX. ovt3RAu WIDTH t g g S II 11 11 1 U 11 II 11 1 I1 II II 11 ,I 11 1; 1 II II 11 II II II 11 to 1 1el, 1 I 1, I Y 6 B 6 6 6 6 6• 6 8 6 8 6 DOUBLE w/SIDEUIES OxxO MAX DESIGN PRESSURE I SINGLE w/SIDEUIrS OXO IMAX DESIGN PRESSURELouturowAaMPGASrias 47.0 -47.0 1 KwI0vtiGNA1Uttsaas"m"I 40.0 40.0 R*ICW SIGMAYURt SWUM DEAgatT 97.57MAX OVERALL W1gDilr 74—VMAX OVERALL WIDTH 53,00" ALAx. OVERALL vrIDIN g g S 2 S g g 3 r- 1 1 1 11 II I I 1 1 1r 11 lL =1J l} n 11 1. 7c 1 1 1 1 g . N. g 11 10 I U .1 11 1. a .. 11 .. 11 11 II 1 I; ;• 1; ItH1. 11111 1 ii 11 11 .. 11 1y 1 11 1 elr I irk I__AI1 `y _;+ L.._. 1LL_A. `-_ -All B._ g 11 11 11 11 er- r-- r-- ri---+ lY1 t 11 0. 11 11 1. to 1't_ yi All SINGLE x DOUBLE Xx SINGLE w/SOCUTE Ox MAX DESIGN PRESSURE MAX DESIGN PRESSURE MAX DESIGN PRESSURE 67.0 -67.0 +47.0 -47.0 +40.0 -40.0 II II 11 II MULLION II II MASONRY MASONRY J7 ° II SHOWN FOR MASONRY II II OPENING TYP. HEAD OPENING TMp I I REFERENCE OPENING TMp i I I I JAMBS HEAD 11 HEAD 11 I I JAMBS & JAMBS II II II 11 II n 2X BUCK I \ I 2X BUCK t n II T d IMULLON I 01 II 1' ` 1!SHOWN FOR II h c ii i REFERENCE II 2X BUCK / I I I I I n II II II nd MASONRY OPENING NOTES: 2X BUCK I. ZR Duekmin. S.G. Z 041 CONCRETE ANCHOR NOTES: 1. Concrete "MIbcadmu of the comers moy be o*.I d ro min.. min edge finance to mortorioi M 2. Concrete onetwr bcoffM noted as'1MAX. ON CENIETt must be odtusteo 10 mdntoin the min edge dhbnee to mortm Joints. oddtbnd concrole orK.Yton may bo req+i+•d to emuro the UAX ON CENW amnwon ore not e,tc0e410d. 9 Concrete onchor Coble: ANCHOR ANCHOR MIN. MIN. CILARANCE MIM CLUUMCE EMAEOMEM iO MASONRY M AGJACEM TYPE* So EDGE ANCHOR ffw TA CONe r 1/ 1•lp' 1' or ULTRACON SIN • F W/SIDE ITE BUCK ANCHORING D TYP. HEAD JAMBS D ASTRAGAL 1 SHOWN FOR REFERENCE 1 1 1 1 1 1 1 e I 77 1 i e DOUBLE BUCK DOOR ANCHORING 2X BUCK n ci c - 8_ E. °8- II n I1 I D II 1' ` MULLION D II I I SHOWN FOR D MULLION TYP. II REFERENCE I SHOWN FOR AI HEAD I REFERENCE II JAMBS 1 II II II 1 II 111 I I 11 I ASTRAGAL II I I I `SHOWN FOR I II I REFERENCE II II 1 it II 1 II tl 1 11 II I II II 1 II II 1 11 MASONRY_j DOUBLE W/SIDEUTES OPENING BUCK ANCHORING 7 A I er. it( er. LFS No "Os 15225.5- t 2_ or b' C. F1.4u:-, I--3' I 11 11 1 IFF Ii MULLION .1; 1. w SHOWN FOR In - REFERENCE A W/2% BUCK INSTALLATION O O IYPt%BUCK INSTALLATION 81JAMBS - 7' 3• 11 I_ r1 n MULLION SHOWN FOR REFERENCE z WW BUCK 1NSTALLA"0" BUCK INSTALLATION 11HEADhJAMBS - 1 SEE _ N _ .6 t3 - - N NOTE 16 16 B 1 SEE 99 g. = c H 16 16 W o DETAIL- rm ul - Iu IM /n t2 ' 4 N f uu 111 111 W ~ J 1CK - - 7 noN CK - SEE ION DETA TP HEAD • •1 JAMBS n — — C c' b, E" I C. b. A. VIEW 'C•-'C' Sm r DOOR W/SIDELRES NEW 'E•-"E' VIEW 'D'-•DSINGLE DOOR W/SIOEL VIEW DOWN Ir/ ma" 0"UrAim rAS113M r1A1 J (119. Nl Svc= TO tl0011 pis WI/QT01 SIDELITEMARWDARE NOTES: 1. The side6le Is direct set Into the Jamb wtln (12) A8 x rpm. wood screws. mere ore (I) at each B verticai) omb, from the fop down of 13.S-. 317, 48-r S 66'. there ate (2) of the header of I' Aom me outside comers of the home. There are (2) of the if. I• from the outside comers. 2. For optionot sidelde conshuctlon with staples, side6fe is dirett set Into the)amb with (5) x I C 1- 3141 16 go. staples olong each jamb (6' hom ends and equo y spoced thereafter). 3. lotcn, deodboll and hinge locations vary. See Cert licotion Agency Certificate and corresponding test reporh for specific dimensions and design pressure rotirlgs. 1 CONCRETE ANCHOR NOTES: 1. Concrete anchor locotioru at the tamers may be odAnted to maintain the min. DETAIL '4 edge distance to mortar Joints. 2. Concrete ancrW locations noted as UAX ON CENTER' must be adjusted to maintain the mi% edge distance to mortar joints, additional concrete anchors may be requited to ensure the MAX. ON CENTER' dimension ore not exceeded. A A 3. Concretoanchor table: ANCHOR ANCHOR MIN. MIN. CLEARANCE MIN. CLEARANCE SIZE EMBEDMENT TO MASONRY TO AC TYPE EDGE ANCHORHOR RW TAPCONs ITw a TAPCON 3/ 16' 1.1/c r 1.1/T O I OM& O a: B' A' SINGLE DOOR VIEW A'- A' T ew o J= eoIa. ISm' un xAls: N T.S. alc. er J)t 15225.5- 80 i 3 or 6 3' 1 1 11 I ly I I 11 _ 1 SEE DETAIL '30 iIIII J.SESSHEET3 NOTE3 INV TYR MULLION It JJ4 SHOWN FOR REFERENCE ASTRACAI 1 SHOWN FOR — REFERENCE ONLY I — 1 1 T16 16 16 — f6 v 12 5 0 •5 111 t2 C 'E' VIEW 'C'—'CtF DOOR W/SIDEII S BUG! SEE DETAIL 4. to t2n Pti W 1 6' - 1 I-4 --1 Item DESCRIPTION Moteriol A 10 x 2-1 2 —PFH WOOD SCREW STEEL B 1 _ q V STEEL C 10 X 1 PFH WOOD SCREW EL t 10 x J 4 L- FH D SCR Hm a to Fame STEEL 4 PFH ELCO OR ITW CONCRETE SCREW L 1-3 4 171Y PFH CONCRETE SCREW STEEL 3-3 4 IT1M PFH CONCRETE SCREW L 3 S STEEL F2-3x 3- 1 4 ITW PFH CONCRETE SCREW STEEL i-1 a ITW PFH CONCRETE SCREW STEEL RY — 3000 PSI MIN. CONCRETE CONFORMING TO ACI HOLLOW BLOCK CONFORMING TO ASTM C90 CONCRETE 2- 1 4 PFH lfYY CONCRETE SCREW S L 20 HEADER JAMB PINE SG > - .0.42 WOOD 21 3 4 THK. PRESSURE TREATED SIOELITE PAD WOOD 30 1 2' X 1' X 25 GA, CORRUGATED FASTENER STEEL 3- F- ir r 6- Nan ` 30 1N yj•. IF w/ 2x BUCK A SEE DETAIL 11NStAwnON DETAIL = to 3' I W/fx BUCK a TA < 1 INSIAL1A1gN n U 04 91 1 IYP. HEAD p JAv18S _ J14- h SHOWNASIRFOR ; — o REFERENCE Ile1 ONLY 1 _ Ja- 1 — N t6I 16 = ^ A' roT-X-- 7Twpi- T-T; o r O 1 , a. 1 VIEW A'- A' SHOW W/ apro l coat"10 FASTENUM ICr /70 1 ALL scom 70 000R lY4! C01«SIIO'15) I" tt 111 DETAIL ' J' ATTACH ASTRAGAL THROW BOLT STRIKE PLATE TO FRAME AS SHOWN. srxe N.T. S. oc.e JK ow an LFS Z 1X BUCK INTERIOR EXTERIOR I-*N HEAD JAMB S 1hr^ftoxwn l. fin Q''' f.••.... 13 x2Z s A a = 2X SUCK'^ 1.2S* b' tl o A t INTERIOR EXTERIOR INTERIOR EXTERIOR s 4" 2 HEADJAMB 3 HEAD JAMBS 7 N S uuww>r+own S 1 uw+fgslwwnR Io o 2X BUCK r .,, INTERIOR O I A I EXTERIOR Ir MAIL SHIM SPACE I.IS MBI, 12S*MIN. W. TYP. 141 VERMAL SIDE JAMB 10 2c sub Clot hrAv "Wn INTERIOR EXTERIOR C-SiNK 02r MAX. SHIM SPACE 1.1 S MW. EMB. S VERTICAL SIDE JAMB S 1traw4pfl+ AMEE I o1c i o:m 2121112 i m er: JK m tNc, er. LFS ; MMM no< a FL-15225.5-80 e TT}}•• yy J V•• T S 1. O INTERIOR EXTERIOR u i zu INTERIOR EXTERIOR EXTERIOR INTERIOR c n i d 20 13 a 13 21 12 3n 13 6 yERI1CAlROSS 2 VE CAL CROSSSECTION 3 VERTICAL CROSS SECITON mNSECTION 6 ounvring puo>son 6 G • u OI off_ 120 h INTERIOR EXTERIOR EXTERIOR INTERIOR EXTERIOR INTERIOR z30 id i 16 Z °u 4 VERTICAL CROSS SECTION S VERTICAL CROSS SECTION 6 VERTICAL CROSS SECTION o.n. 2121112 °: p con• Ibn 6 QUITW np emism on 6 oun-vv contg"W scat: N.I.S. ow er JK e LFS 3 5r. .' R n FL-15225.5-80 c srm or g p THERMAITRU THERMA TRU DOORS 11• IMDYOAIAL DN.. ICDOeRT . OM 43917 3 8 SINGLE & DOUBLE OPAQUE OR GLAZED DOORS W/ & WIOUT SIDELITES OUTSWING DIRECT TO MASONRY INSTALLATION 106-V MAX. OVEMI, FRAME WOTH F 1 2 3 1 1 1 1 1 1 1 1 1 1 12 1 1 rr It`s 11 IC_'il l 1 Ir 1C 1 mil 3 4 S b 3 3 3 oowrtw/smnrasaao MAX DESIGN PRESSURE 55.0 -55.0 MAX DESIGN PRESSURE SS.O -55.0 General Notes 37-0r MAX OVdtAlt 7450 MAX. ML I. lhis product ancr atng drawing has been developed incompliance with the Sth Edilton WIM IIII OV6tAtl. WID11I OVERALL WID1H 2014) Fordo Buldmg Code (FBQ excluding the lilgh velocity Hunicone tone-. See the l 2 F I %'; 22 7 1 2 Certification Agency Certificate for sides, specifications and ratings 3 3 I J v 3 3 2. Product anchors shot) be as fisted and spaced as shown on details. Anchor embedment to base material shoo be beyond wag dressing, stucco, foam, brick and other wall coverings. 3. Fastener embedment depths. edge dslonces and center -center distances shol be as sp>ecirred by the fastener momdochRer but in no instance shol they be less than shown in this drawing. 4. Where shims are used, they must be a ligid / stifr material that comp pies with the requirements of the FBC. 5. Positive and negative design pressure requirements for use with this droving shag be detenrJned by others for specific jobs in accordance with the governing code. 6. Site conditions not covered by this drawing ore subject to turther engineering analysis. TANS OF CONTOM r• DESCR Typicd elevations. d n b rd notesPvollaomsectbns kome homeanchc6V&blofMale0lO8 as 2 i; i[_ii02 1 1 1 1 fDIWf7 MAX DESIGN PRESSURE s adt,ema. +55.0 -55.0 kealy0k, +6S.0 -65.0 0000 Sx SNcu w/noemos MAX DESIGN PRESSURE MAX DESIGN PRESSURE 55.0 -SS.O +S5.0 -SS.O lout NAROwANI Mk • S120 xwlSsr fIGNAWU S=2 LA=H ROMM SIGNAIM SUO M OEANOV 3 e u 0221 12 i It N.T.S. ° rr JK i n LfS 3 15225-68M ° a e I d 5 _" INTERIOR EXTERIOR Nv1HORIZONTALCROSSSECTION2 4. 9/ Wlr— r, n INTERIOR 4 HEXTERIOR 2 HORIZONTAL CROSS SECTION 2 aA '.o1X figuotan INTERIOR EXTERIOR HORIZONTAL CROSS SECTION EXTERIOR l J v 4 HORIZONTAL CROSS SECTION 2 pbu9/Is w81 n 5gurotion INTERIOR N. EXTERIOR 17" N HORIZONTAL CROSS SECTION 2 69/ pip ligurotbn J11111 m N Y j ms Z iJl W NO e' 2JK on2c3° G EXTERIOR I S MAIL INTERIOR 1 VERTICAL CROSS SECTION as I E MN. I EXTERIOR INTERIOR 2 VERTICAL CROSS SECTTON J Ou /IswYg configurotion EXTERIOR INTERIOR a Ts 3 VERTICAL CROSS SECRON J p00-4 coMguaYon EXTERIOR 3s INTERIOR S VERTICAL CROSS SECDON 3 comoLm EXTERIOR 4 VERTICAL CROSS SECTION 3 oul n6 + ZAN Gv h ; 3 o O INTERIOR uEe z R 4> E N t €` gg z p 3n 16 3 a z EXTERIOR O. v• U II FL-152;5-681 0 s»a* 3 ay5, 0 C 01 c• r 1 II 1 1 I rinD6.9/ICHEAD In TYPO HEAD Jut F 1.9/16 HEAD !„; _ JMULLION SHOWN FOR REFERENCE o Lj G b9/1G JAMB C IV.O JAMBSDT c 16 SEE 16 DEMA T o I 12 iii 5 nr e 12 C VIEW Y'-*C SINGLE DOOR W/SIDEUIES Q~:• y i o s\y: g O e N I iiil D 9/IA HEAD to` T1P.0HEAD I $ z W a ` F 49/1CHEAD w o L D a9/16•HEJV n oN L Eo MUIJJON I_ M. @HEAD n S F 49/16HEAD V ` zREFERENCEai6 u — — :0 9/ICAAMB- 0 G 6.9/16•JAMB TYP. O JAMBS rl O JAMBS r 4 H 1.9/16' JAMS — _ H 49/16• JAMS 1 o o 16 \ SEE SEE — 1u — SEE — S — DErul•r C;.+. e MAIL 'f 12 ;;; S DEIAa?l7 1 z to 91 2 1 1 I VIEW'S'-'E' VIEW'D'-'D' CONCRt7E ANCNOR nt07ES 1. Corlaro:e O1Kh011DCOMM Ot me conies ffM be odM' W to maintain the mb. edgo dlstanco to mcdor oints. 2 Conaefo andtwfoeorions noted as *MAX. ON CEM r must be OCWed to mointoln the min. edge dis txi :e to no for Joints. odditionol concreto anchon moy be roomed to ordure me MAX. ON a+Wdinwniwr as not exceeded. 1 Cw1CMte Or1 W tobte: ANCHOA ANCNOA t11fN MIN. CIEAUMU MIM'ClEAMWE SM EMBEDMENT iDCEW ' Af ro A TYPE EDGE EDGE ANCHOR nw I "'r TTAPC'ONe ncO I/P 1.1/f 1- ULTRACON d nW - 3/1C 1.1/C AS SHOWN AS SHOWN TS MRE NOTQ: mi. de8fe h direct set into e jamb with (12) 08 x 2' pm. wood screws. There ore (4) of each verficol jamb, from the top down of 13X, 317, A&r d 6r. Rwm ore (2) of me heoder of 1' from the ouWa corners of Me home. There are (2) of the SA e• from the oufsfde comes. SINGLE DOOR W/SIDEM VIEW'S"-'H' SINGLE DOOR VIEW A'= A' o.c. rK: JK oR x if 5 FL-15225-681oar4w5 0O VIEW "C"•'+C" F9/16' HEAD TYP. 6 HEAD 1 1 SEE DETAIL V 4/ib'HEAD ASTRAGAL A MULLION SHOWN FOR 1 SHOWN FOR REFERENCE 1 REFERENCE ONLY 1 1 1 1 S 1 S1 1 \\ 1 '1 DOUBLE DOOR W/SIDELITES 1 f 6-9/1 C JAMS TYP. 0 JAMBS 4-9/1 C JAMB c SEE DUAL'r p 1 VIEW'"-1r BILL OF MATERIALS UM DESCO WN MOS LL C I /4' MAX. SHIM SPACE D 1 /4• X 2J/4• EECO OR ITW PFH CONCRETE SCREW STEEL E MASONRY • 30DO PSI MIN. CONCRETE CONFORMING TO ACI 3D1 OR HOLLOW BLOCK CONFORMING TO ASTM C90 CONCRETE F I M x 2.1/M MCO OR IN/ PFH CONCRETE SCREW STEEL G 3/16' x 2.3/4' ITW PFH CONCRETE SCREW STEEL H 3/16'x2-1/d'IrW FHCONCRETESCREW STEEL S 1/4'x1-3/MELCOORITW PFH CONCRETE SCREW STEEL 11 3/16' x 9.1/4' ITW PFH CONCRETE SCREW STEEL 12 1/Mx 3.1/4- ELCO OR ITW PFH C NCREYE SCREW STEEL 16 1/M x 2.1/4- PM ITW CONCRETE SCREW STEEL 24 09 x M PFH WS STEEL 26 M9x 1'PFH WS STEEL 21 410 x 1J/4- PFH WOOD SCREW STEEL 3• T SEE DETAIL 1 D " AC HEAD 1 TfP.O HEAD A p 49/10 HEN] qLT ASTRAGAt- 1 / 20 SHOWN FOR REFERENCE1 ONLY 06.9/16• JAMS G 0 TYP. O JAMBS 14. 9/16'1AM0 H _ SEE DETAIL zol L 1( oh% I DOUBLE DOOR VIEW A' --"A" 11 0 27 1- ATTACH ASTRAGAL THROW BOLT 26 STRUM PLATE 10 FRAME AS SHOWN. 24 DETAIL " S" M 26 24 DETAIL ' I" t€ ig` J N j O 8 Wt 2 27 72 i saiC N.i.S. 0 i JK o o+ x.7N. LFS ; ru+ c w. FL- 15225-68M u a- K p R W R W Building Consultants, Inc. B Consulting and Engineering Services for the Building Industry C P.O.Ooa 230 Vdrico, FL 33395 Plan 813.659.9197 Florida Board of Professional Engineers Cenificate of Autlarinlion No. 9813 Product Category Sub Category Manufacturer Product Name Thermo Tns Corporation Smooth -Star" and "Benchmark by Therms-Tru" Exterior Swinging 118 Industrial Dr 8'8 Single 6 Double Opaque or Glazed Panels w/ lL w/o Sidelites Doors Exterior Door Assemblies Edgerton, OH 43517 Inswing I Outswing Phone 419.298.1740 Insulated Fiberglass Door with Wood Frames Scope: Product Evaluation report issued by R W Building Consultants, Inc. & Lyndon F. Schmidt, P.E. (System ID # 1998) for Thermo Tru Corporation, based on Rule Chapter No. 81G20-3, Method to of the State of Florida Product Approval, Dept. of Business 3 Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. Urnitatlons: 1. This product anchoring has been developed In compliance with the 5th Edition (2014) Florida Building Code (FBC) structural requirements excluding the "High Velocity Hurricane Zone". See the Certification Agency Certificate for sizes, specifications and design pressure ratings. 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing, stucco, foam, brick and other wall coverings. 3. Wood screws shall be Installed following Installations Instructions of ANSI AF&PA NDS 2012. Ali other fastener types to be Installed following fastener manufacturers installation instructions. 4. Fastener embedment depths, edge distance and center -center distances shall be specified by the fastener manufacture, but in no instance shall they be less than shown In drawing FL-15225.5.68. 5. Where shims are used, they must be a "rigid / stiff' material that complies with the requirements of the FBC. 6. Positive and negative design pressure requirements for use with drawing FL-15225.568 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 5225.5-68 require further engineering analysis by a licensed engineer or registered architect. Suppordng Documents: 1. Test Report No. Test Standard ETC-01-741-10702.0 ASTM E330-02 / TAS 202-94 ETC-01-741-11008.0 ASTM E330-02 / TAS 202-94 TEL 01460147 ASTM E330-02 / E1886-02 / E 1996.02 2. Drawing No. Prepared by No. FL-15225.548 RW Building Consultants, Inc. (CA #9813) 3. Calculations Prepared -by Anchoring RW Building Consultants. Inc. (CA #9813) Sheet 1 of 1 Testing Laboratory Sinned by ETC Laboratories Wendell W. Haney, P.E. ETC Laboratories Joseph L. Dolden, P.E. Testing Evaluation Lab. Lyndon F. Schmidt. P.E. Stoned & Sealed by Lyndon F. Schmidt, P.E. Sinned 3 Sealed by Lyndon F. Schmidt, P.E. 4 s•rnpt, • • Lyndon F. Schmidt, P.E. FL PE No. 43409 216/2015 R R W Building Consultants, Inc. W B Consulting and Engineering Services for the Building Industry C' P.O. Box 230 Valrico, FL 33S93 Phone 813.659.0197 Florida Board of Professional Engineers Certificate of Authorimtion No. 9813 Product Sub Category Manufacturer Product Name Category Thermo Tru Corporation Smooth -Star" and "Benchmark by Thelma-Tru" Exterior Swinging 118 Industrial Or 8'0 Single R Double Opaque or Glazed Panels w/ 6 wlo Sldelites Doors Exterior Edgerton, OH 43517 Inswing / Outswing Assemblliesies 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 S 1998) for Thermo Tru Corporation, based on Rule Chapter No. 61G20-3, Method to of the State of Florida Product Approval, Dept. of Business & Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial Interest In the company manufacturing or distributing the product or in any other entity Involved in the approval process of the product named herein. Limitations: 1. This product anchoring has been developed in compliance with the 51h Edition (2014) Florida Building Code (FBC) structural requirements excluding the 'High Velocity Hurricane Zone'. See the Certification Agency Certificate for sizes, specifications and design pressure ratings. 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing, stucco, foam, brick and other wall coverings. 3. Wood screws shall be installed following Installations instructions of ANSI AF&PA NOS 2012. All other fastener types to be installed following fastener manufacture's Installation Instructions. 4. Fastener embedment depths, edge distance and center -center distances shall be specified by the fastener manufacture, but in no instance shall they be less than shown in drawing FLA 5225.6-80. 5. Where shims are used, they must be a'rigid / stiff' material that complies with the requirements of the FBC. 6. Positive and negative design pressure requirements for use with drawing FLA 5225.5-80 shall be determined by others for specific jobs in accordance with the governing code. 7. Site conditions that deviate from the details of drawing FLA 5225.5-00 require further engineering analysis by a licensed engineer or registered architect. Supporting Documents: 1. Test Rettort No. Test Standard ETC-01-741-10593.0 ASTM E330-02 / TAS 202-94 ETC-01-741.10703.0 ASTM E330-02 / TAS 202-94 NCTL 210-1940-/,2,3,4 ASTM E330-02 / TAS 202-94 TEL 01460147 ASTM E330-02 / E1886-02 / E19W02 2. Orawlna No. Prepared by No. FL-15225.5-80 RW Building Consultants, Inc. (CA #9813) 3. Calculations Prepared by Anchoring RW Building Consultants, Inc. (CA #9813) Sheet 1 of 1 Testing Laboratory ETC Laboratories ETC Laboratories NCTL Testing Evaluation Lab. Sinned b Mark D. Passero, P.E. Wendell W. Haney, P.E. Barry Portnoy, P.E. Lyndon F. Schmidt, P.E. Sinned 6 Seated by Lyndon F. Schmidt. P.E. Stand 6 Sealed by Lyndon F. Schmidt, P.E. 0jasa., •' Lyndon F. Schmidt. P.E. FL PE No. 43409 2/6/2015 R R W Building Consultants, Inc. W Consulting and Engineering Services for the Building Industry B P.O. Dox 230 Valrico. FL 33595 Phone 613.659.9197 Florida Board of Professional Engineers Catificale of Authorization No. 9813 Scope: Product Evaluation report issued by R W Building Consultants, Inc. & Lyndon F. Schmidt, P.E. (System ID 91998) for Therma Tru Corporation, based on Rule Chapter No. 61G20.3, Method 1A of the State of Florida Product Approval, Dept. of Business & Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have not will acquire financial Interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. Limitations: 1. This product anchoring has been developed In compliance with the Sth Edition (2014) Florida'Suilding Code (FBC) structural requirements excluding the 'High Velocity Hurricane Zone". See the Certification Agency Cartigcstedor sizes, specificallons and design pressure ratings. 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing, stucco, foam, brick and other wall coverings. 3. Wood screws shall be installed following Installations instructions of ANSI AFBPA NOS 2012 All other fastener types to be Installed following fastener manufacturer's installation instructions. 4. Fastener embedment depths, edge distance and center -center distances shall be specified by the fastener manufacture, but in no Instance shall they be less than shown in drawing FLA 5225-08M. 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 FLA5225-68M require further engineering analysis by a licensed engineer or registered architect. Supporting Documents: 1. Test Report No. Teat Standard TEL 01460145 ASTM E330-02 / E1886-02 / E1996-02 ETC 01-741-11006.0 ASTM E330-02 / TAS 201. 202. 203-94 2. Orawina No. Prepared by No. FL-15225.OM RW Building Consultants. Inc. (CA f/9813) 3. Calculations Prepared by Anchoring RW Building Consultants, Inc. (CA #9813) Sheet 1 of 1 Testlna Laboratory Sinned by Testing Evaluation Lab. Lyndon F. Schmidt, P.E. ETC Laboratories Joseph L. Dolden. P.E. Slanod & Sealed try Lyndon F. Schmidt, P.E. Sinned 3 Sealed by Lyndon F. Schmidt, P.E. ta;ttserrr r cif!='9• % S' or Z n 11 ..•••' tit % Lyndon F. Schmidt, P.E. FL PE No. 43409 2162015 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 OESWNEO AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. 'X BUCK OVER MASONRY/CONCRETE IS OPTIONAL. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST 8E 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 0? THE ?RODUCT SHOWN HEREIN. WIND LOAD DL:RATTON FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 5 FRAME MATERIAL: EXTRUDED ALUMINUM 6063-T5. 6. UNITS MUST BE GLAZED PER ASTM EISOO-04 WITH SAFETY GLASS. 7. APPROVED ivPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WINO BORNE DEBRIS REGIONS 8. SHIM AS REOUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM SHIM WHERE SPACE OF I/1S• OR GREATER OCCURS MAXIMUM ALLOWABLE SHIM STACK TO BE 1/C. 9. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EOUAL OR GREATER THAN 1.0 DO NOT REQUIRE WATER. INFILTRATION RESISTANCE. OVERHANG RATIO a OVERHANG LENGTH/OVERHANG HEIGHT. i0 FOR ANCHORING INTO WOOD FRAMING OR 2X SUCK USE J10 WOOD SCREWS WITH SUFI- C1ENT 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 DETAILS. 12. FOR ANCHORING INTO METAL STRUCrURE USE #10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL. LOWS ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 13. ALL FASTENERS TO 3E CORROSION RESISTANT. 14.INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USEO 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 I (OR GREATER). D. METAL STRUCTURE: STEEL 18GA. 33KSI OR ALUMINUM 6063-T5 1/8' THICK MINIMUM I TABLE OF CONTENTS JSHEET NO.1 DESCRIPTION 1 NOTES 2 ELEVATION 3 - 9 INSTALLATION DETAILS ftmahs 0.SC VMN da N'PAO m ADDEO CHARTS 03/06/12 R.L. REVISED PER NEW TESTING 10/IS/13 R.L. AODED FLINGS wSTALLAT10N5 12/06/13 R.L. REVISED INSTALLATION OETALLS 08/05/15 R.L. f-l-- l S :13 Z. C SIGNED: 1012712015 MI WINDOWS AND DOORS LLC 01 11111/j/ 1900 LAKESIDE PARKWAY 0}//ice i FLOWER MOUND, TX 75028 v .QEMS f 51ic = k•" TfAii'07",'trz= SERIES 430/440 XIX SGD 143" x 9 REINFORCED oNOTESNo e••. d OR1 Q: G•• oRAwm owc Iro rev 08 D iFS i s NA j1E` suLs °" S"ENTS02/23/09 T I OF 9 F 6' MAX - 143' MAX FRAME WIDTH SEE CHART e3 FOR NUM8ER OF LOCATIONS REOUIRED 17" MAX 6" MAX I1 1 5" 7.IAX OL 7' MAX O.C. 96" -- MAX FRAME HcIGH i I 1 i 6' MAX SERIES 4301440 XIX SGD EXTERIOR. NEW OESIGN PRESSURE RA77NG IMPACT RATING t40.0PSF NONE SEE CHARTS Of AND 12 FOR OTHER UNITS RATINGS PENSICA9 REV I OESGt7MN UTE APPROOED A I ADDED CfaarS 03/06/:2 R.L. 8 REVISED PER NEW T_STINC 10/15/13 R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. CHART#i 0 REVISED INSTALLATION OETNLS 06/05/15 RA. WHERE WATER INFILTRATION RESISTANCE tS REOUIREO SEE NOTE 9 SHEET I DV n pressure chart (pA Frame Si191e PAnel a..-4 Total Frame M.IdM (n) HeigN20.0 26.0 42.0 1 47.7 n) 9R00 10a.00 126.00 143.00 Pos Nag P05 Hog PC" Ncg Poa Ney a4.0 40.0 60.0 C0.0 57.9 40.0 52A 40.0 480 88.0 40.0 60.0 40.0 54.6 0.0 4IL 40.0 45.0 PLO 40. 59.6 40.0 51.7 40.0 46.1 40.0 42.3 9&0 40.0 50.6 0 49.0 40.0 43. 40.0 40.0 CHARTa2 WHERE WATER INFILTRATION RESISTANCE 15 NOT REOUIRED SEE NOTE9SHEET I Deign premrre chart (p4 Frame Svp Panel and Total Frame VNdm (in) H* M M 0 1 2&0 4L0 1 47.7 h) 90. 00 108.00 126.00 143.00 Por Noy Poa Heg Pos Nog Pos Ncg as 60.0 60.0 57.9 57.9 52.0 52.0 48.0 48.0 88. 0 60.0 6D.0 54.8 5ff 40.9 48.9 4 A 4 .09L0 58.6 59.6 51. 46.1 46.1 42J 42.39&0656.6 49.0c9.0 43. 417 40.0 40.0 CHART 13 I Numb of of anchor toes 0onsrequired Frame SbV9 Panel and Toll Frame WIOth (in) Iilght J0.01 36.0 4L0 1 47.7 in) 80.01 108.0 126.0 1 143.0 H& S I Jamb I H&S I Jamb H&S JamO H6S Jamb 84. 0 6 6 7 6 a 6 9 6 8: 8.0 6 6 7 6 6 6 9 6 9LO a 6 7 6 8 6 8 6 96. 0 6 6 7 6 6 6 9 B fl'-is'r 3z.9 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75026 SERIES 430/440 XIX SGO 143" x 96' REINFORCED ELEVATIONS oRAWN: o.e NO. F. A. 08-00503 NTS " TE 02/23/09 SN1E' 2 OF 9 SIGNED., 10/27/2015 WOOD FRAMING OR 2X BUCK BY OTHERS 110 WOOD SCREW EXTERIOR 1/2" MIN. EDGE DISTANCE I 1 3/8" MIN. EMBEDMENT i/4 MAX. SHIM SPACE INTERIOR 1 3/8• MiN. EMBEDMENT 1 1/2" MIN. EDGE DISTANCE t 1 /4" MAX. SHIM SPACE REV*MNS REV I DESCN TION DATE A PROVO A AODEO CHARTS 03/06/12 R.L. B REVISED PER NEY/ TESTING i 10/15/13 R.L. C ADDED F'—GE INSTALLATIONS 12/06/13 R.L 0 REVISED INSTALLATION OETAILS 05/05/15 I R.L. INTERIOR lol I I 1-0 WOOD SCREW SILL 70 BE SET IN • 10 WOOD A BED OF APPROVED SCREW SEALANT WOOD FRAMING EXTERIOR OR 2X BUCK BY 011HERS WOOD FRAMING JAMB INSTALLATION DETAILR2XBUCK I OBY OTHERS WOOD FRAMING OR2XBUCK INSTALLA"ON VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: I. INTERIOR AND EXTERIOR FINISHES. SY OTHERS, NOT SHowN FOR CLARITY. 2, PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE VVflHASTM E21 /2 MIN. DENT F. A. saAE NTS MI WINDOWS AND DOORS LLC 1900 LAKESIDE PAP,KWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGO 143" z 96" REINFORCED FRAME INSTALLATION DETAILS oMt rq. 08- 00503 TE 02/23/09 s'CE'3 OF 9 SIGNED: 1012712015 oj% 1 I ILIQ',i 14, 9 E TAT' OF ,• I11 NAj0\G` ft METAL STRUCTURE BY OTHERS 3/4- MIN, EDGE DISTANCE EXTERIOR 1/4- MAX. SHIM SPACE I-T 10 SMS OR SELF DRILLING SCREW INTERIOR L TO BE SET IN BED OF APPROVED 4LANT 10 SMS OR SELF ORILl:NG SCREW METAL STRUCTURE BY OTHERS 3/4- MIN, I i EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES. BY OTHER& NOT SHOWN FOR CLARITY. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E?112 11 3/4' MIN. EOG_ DISTANCE i 110 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS I i 1 /4' MAX. SHIM SPACE NEHS10K oEscmmm DATE oww:0 ADDED CHARTS ' 03/06/12 R.L. REV15E0 PER NEW TESTING 1 10/15/13 I R.L. ADDED FLANGE INSTALLATIONS 12/06/:3 : R.L. REVISED INSTALLATION DETAILS 08/05/15 R.L. JAMB INSTALLATION DETAIL METAL STRUCTUREINSTALLATION MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGO 143" x 96" REINFORCED FRAME INSTALLATION DETAILS O..R"N: OMC ND. F.A. 08-00503 soul: N T S 0"E 02/23/09 1 ShM 4 OF 9 SIGNED: ioly P015 CONCRETE/ MASONRY BY OTHERS OPTIONAL 1X SUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET L 3/16" TAPCON MASONRY/ CONCRETE BY OTHERS EXTERIOR 1 1 e e . VERTICAL CROSS SECTION CONGRETE/MASONRY INSTALLATION 2 1/2• MIN. EDGE DISTANCE 1 1/4• MIN. EMBEDMENT a I i 1/4" MAX. SHIM SPACE 1 1/4' MIN. EMBEDMENT 2 1/2• MIN. EDGE DISTANCE 3/16' TAPCON 3/16' TAPCON CONCRETE/MASONRY BY OTHERS INTERIOR SILL TO BE SET IN A SEJ OF APPROVED SEALANT 7----- T 1 1/4• MIN. EMBEDMENT 2 1/2- MIN. EDGE DISTANCE S/4 MAX. IL SHIM SPACE OPTIONAL 1 X BUCK TO 3E PROPERLY SECURED SEE NOTE 3 SHEET 1 PMSONS REV DESCipTON DATE APPRDYED A ADDED CHARTS 03/06/12 R.L B REVISED PER NEW TESTING C ADDED FLANGE INSTALLATIONS 12/06/13 R.L 0 REVISED INSTALLATION DETAILS 08/05/15 R.L JAMB INSTALLATION DETAIL CONCRETSWSONRY INSTALLATION NOTES: 1. WTERIOR ANO EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED W ACOORDANCE WITH AASSflA E2112 13= 1 3 2— SIGNED: 1012712015 D DOORS LLCMIWI9ooOuKEs 1R ILIp i D PARKWAY``\S FLOWER MOUND, TX 75028 GENq 9JL i ter SERIES 430/440 XIX SGD TAf4 143E 96" REINFORCED IFRAME NSTALLATION DETAILS S0 a 5OF O••QIORIOQ:•? oPAwn: mrcN0. Iry 08 niac NTS a1E 02/23/09 OR53 0F 9 1/2" MIN, EOGE DISTANCE 1 3/8" MIN. 300 FRAMING - EMBEDMENT OR 2X BUCK BY OTHERS i 1/4" MAX. SHIM 1 SPACE 10 WOOD SCREW EXTERIOR II 11 11 11 11 11 INTERIOR 10 W000 I- j SrABEDSEALANOFEAPSET IN RO cD SCREW — i Id9l Ilbp lyl I WOOD FRAMING OR 2X BUCK BY OTHERS 1 3/8" MIN. EMBEOWEN T 1 /2' MIN. EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X 8UCN INSTALLATION NOTES: 1. INMAIOR AND EXTERIOA FINISHES, BY OTHERS, NOT SHOWN FOR CLARRY. 2. PERIMETER AND JOIf? SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 3/8" MIN. EMBEDMENT T- 1 /2" WIN. EDGE DISTANCE 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS 1 /4" MAX. r SHIM SPACE RM90N5 Kv alsm"m DATE APPRovco A ADOEC CHARTS 03/06/12 R L B RVASE0 PER NEW TESTING 10/15/13 R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. 0 I REWSEO INSTAUARON OETAILS I O6/05/15 R.!. JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION tl._1 S 2-3;i MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND. TX 75028 SERIES 430/440 XIX SGO 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS ORA-* orc No. F.A. 08-00503 WA' NTS I o" 02/23/09 1 SHEET6 OF 9 SIGNED: 10/27l2015 0 //' b GEN`pF•9 1 o 51 OF R10P METAL STRUCTURE BY OTHERS 10 SMS OR SELF GRILLING SCREW I METAL STRUCTURE BY OTHERS 3/4- MIN. EDGE DISTANCE I tX 1 L:RIpH nr i cnwn 3/4- MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLA TOM NOTES 1. INTERIOR AND EXTERIOR FGVISHES. 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 OR 3/4' MIN. LUNG EDGE DISTANCE 110 SMS OR SELF DRILLING SCREWS L TO BE SET IN BED OF PROVED SEALANT METAL STRUCTURE BY OTHERS wEWSINS oRsao uN a1e APPROM A ADDED CHARTS 03/06/12 A.L 8 REVISED PER NEW TESTING 10/15/1) R.L C ADDED FLANGE INSTALLATIONS 12/06/13 a 0 REVISED INSTALLATION DETAILS 108/05/15 R.L 1/4" MAX. rSHIM SPACE INTERIOR al a EXTERIOR JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION fill 533-2- MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND. TX 75028 SERIES 430/440 XIX SGO 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS DPAw.c ort t» F.A. 08-00503 rAu NTS I 04TF 02/23/09 1 s"er 7 OF 9 SIGNED: 1012712015 J\ 5 G Sty •• p' o 6E E`S:YOR10P NA 1`a\\ I J CONCRETEr MASONRI BY OTHER! OPTICNAL IX BUCK TO BE PROPERLY SECURED 1 NOTE 3 SHEET 1 EXTERIOR 3/16 TAPCON 1 MASONRY/ CONCRETE BY OTHERS INTERIOR 2" MIN. DISTANCE MIN. BENT ON 1 1/4' MIN. EMBEDMENT 2 1/2- MIN. EDGE DISTANCE 3/16' TAPCON CONCRETE/MASONRY BY OTHERS SILL TO 9E SET IN A BED OF APPROVED SEALANT T 1 i/4' MIN. T. • EMBEOMENT 41. VERTICAL CROSS SECTION 2 1/2" MIN. CONCRETEAAVISONRYINSrAUATION EDGE DISTANCE 1/4' MAX. Ir SHIM SPACE OPTIONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 RUMPS my I ocs:m"am WE APPRM-7 A JADDED CPARTS 03/06/12 i R.L. 9 REVISED PER NEW TES'ING 10/15/13 R L C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. i 0 REVISED INSTALLATION DETAILS 09/05/15 R.L. JAMB INSTALLATION DETAIL CONCP.ETE#MSONRYrvSTAUAT oN NOTES I. INTERIOR MO EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARRY. Z PERIMETER AND JOINr SEALANT 8YOTHERS TO BE DESIGNED IN ACCORDANCE WITH A".4 E2112 1 S Zo`1 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND. TX 75028 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS CRAW owc N0. F.A. 1 08-00503 NTS 0"E 02/23/09 1 smc 8 OF 9 SIGNED: 1012712015 1 5/8" MIN EDGE GIST. e TRIM INTERIOR MASONRY/CONCRETE BY OTHERS HOOK STRIP e 1 1/4" MIN. EMBEDMENT X SLICK BY OTHERS. 1X BUCK TO BE PROPERLY SECURED 3/16" EXTERIOR _ PANEL INTERLOCK HOOK STRIP INSTALLATION MASONRYIC0NORM METAL STRUCTURE -1 3Y OTHERS TRIM --,, INTERIOR HOOK STRIP REV CESCMPRON GAIT, APPROKD A ADDED CKARTS 03/06/12 R.L 0 RLVISEO PER NEW TESTING 10/15/13 ILL. C ADDED FLANGE INSTALLATONS 12/06/13 R.L. 0 RMEO INSTA_C.A-ION DETAILS 08/05/15 1 R,-. 3/4" MiX. EDGE OIS?ANCE 10 SELF DRILLING SCREW 1/2" MIN. PANEL EDGE DISTANCE EXTERIOR INTERLOCK HOOK STRIP INSTALLATION METAL STRUCTURE INTERIOR TRIM 1 3/8" MIN. EMBEDMENT 1 - HOOK STRIP 10 WOOD 1 SCREW EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION ZX BUCK4Y000 FRAMING NOTES. 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY. Z. PERIMETER AND JOINT SEALANT BY OTHERS TOGE DESIGNED I NACCOAOANCE W/THASTM EV 12 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND. TX 75028 SERIES 430/440 XIX SGD 143" x 96" REINFORCED HOOK INSTALLATION DETAILS OR."; OMB NR F. A. 08-D0503 SCME NTS — 02/23/09 ""M9 OF 9 SIGNED. i0/ mot 5 A t Florida Building Code Online Qrj bc)c_J CSr Page 1 of Business & Professional Regulation ram r `mil Fbdda Dvrtrtletitq eels I'— I lao In I use, aeoulratan Itat TOOks I su"t surcharos : stars a Facts i Puellcatgns i Fee sort I acts site leao j t nMs I search Busines 0 Product ApprovalProfessional ®USER. Pubft Use Regulation ftdurl Aoarwat Menu > AmNeattan lit > ""Mallon oatall. FL # Application Type Code Version Application Status Comments Archived Product Manufacturer Address/Phone/Emall Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence FL5302-R6 Affirmation 2014 Approved Amarr Garage Doors/Entrematic 165 Cartage Court Winston-Salem, NC 27105 336)251-1309 danny.]oynereamarr.com Brandon Gentle brandon.gentie0amarr.com Brandon Gentle 165 Carriage Court Wtttslon-Salem, NC 27105 336) 251-1308 brandon.gende@amarr.com Danny Joyner Amarr Garage Doors 165 Carriage Court Winston-Salem, NC 27105 d)oyner@amarr.com Exterior Doors Sectional Exterior Door Assemblies Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Thomas L Shelmerdine PE-0048579 Intertek Testing Services NA Inc. - ETL/Warnock Hersey 01/01/2016 Steven M. Urich, PE i •! Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard zem ASTM E 330 2002 DASMA 108 2005 Equivalence of Product Standards Certified By Sections from the Code https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEV XQwtDqunL7seVZMF... 7/20/2015 Florida Building Code Online Page 2 of 4 11 I affirm that there are no changes In the new Florida Building Code which affect my product(s) and my product(s) are In compliance with the new Florida Building Code. Documentation from approved Evaluation or Validation Entity • ,Yes ' No N/A Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summery of Products Method 1 Option D 03/30/2015 03/30/2015 03/31/201S FL # Model, Number or Name Description 5302.1 Stratford (M600); Heritage (M950); Dwg. IRC-6009-1 10-1 1,Thru 9' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +19.1/-22.6 Other: Design Pressure +19.1/-22.6, Not for use In HVHZ. Glazing option shall not be used :n wind-borne debris region F: S302 R6 11 IRC-6009-110-11 Drawing 7-10 FL.odf Verified By: TOM SHELMERDINE 004SS79 Created by Independent Third Party: Yes Evaluation Reports FL5302 R6 AE IRC-6009-110-11 Reoort7.10 FLodf Created by Independent Third Party: Yes unless structure Is designed as partially enclosed or door is a replacement door. 5302. 2 Stratford (M600); Heritage (M950); Dwg. IRC-6009-100-11, Thru 9' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +15.8/-18.7 FL S302 R6 II IRC 6009-100-11 drawing 7-10 sealed.ndf Verified By: TOM SHELMERDINE 0048S79 Created by Independent Third Party: Yes Evaluation Reports Other: Design Pressure +15.8/-18.7,Not for use in HVHZ. Glazing option shall not be used In wind-borne debris region FL5302 R,6AE IRC-6009-100-ti report 7-10 sealed.odf Created by Independent Third Party: Yes unless structure is designed as partially enclosed or door is a replacement door. 5302. 3 Stratford (M600); Heritage (M950); Oak Summit (M650) Dwg. IRC-6009-120-15,Thru 9' wide. Limits of Use Installation Instructions Approved for use in HVHZ: No Fl S302 R6 11 IRC-6009-120.1S Drawing 7-10 FL.Wf Approved for use outside HVHZ: Yes Verified By: TON SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +22.8/-26.9 Evaluation Reports Other: Design Pressure +22.8/-26.9, Not for use in HVHZ. FI 5302R6 AE IRC-6009-1120-15 Report 7-10 FL.pdf Glazing option shall not be used In wind-borne debris region Created by Independent Third Party: Yes unless structure Is designed as partially enclosed or door Is a replacement door. I5302. 4 Stratford (M600); Heritage (M950); Dwg. IRC-6009-130-15, Thru 9' wide. Oak Summit (M650) Limits of use Installation Instructions Approved for use in HVHZ: No FLS302 R6 11 IRC-6009-130-IS Drawing 7-10 FL.odf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048S79 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +26.7/-31.6 Evaluation Reports Other: Design Pressure +26.7/-31.6, Not for use in HVHZ. FL5302 R6 AE IRC-6009-130.15 ReppQ 7-10 FL.edf Glazing option shall not be used In wind-borne debris region Created by Independent Third Party: Yes unless structure Is designed as partially enclosed or door Is a replacement door. 5302. 5 Stratford (M600); Heritage (M9SO); Dwg. IRC-6009-140-15, Thru 9' wide. Oak Summit (1,4650) Limits of Use Installation Instructions Approved for use in HVHZ' No ELS392 R6 11 IRQ6009-140-1S Orawing 7-IOFLndf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048S79 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +31.0/-3S.1 Evaluation Reports https:// www.floridabuildi ng.org/pr/pr_app_dti.aspx?param=wGEVXQwtDqunL7seVZMF... 7/20/2015 Florida Building Code Onlinc Page 3 of 4 Other: Design Pressure +31.0/-35.1, Not for use in HVHZ. FL5302 R6 AE IRC-6009-140-IS Reoort 7-10 FL,odf Glazing option shall not be used In wind-borne debris region Created by Independent Third Party: Yes unless structure is designed as partially enclosed or door is a replacement door. 5302.6 Stratford (M600), Heritage (M950); Oak Summit (M650) Dwg. IRC-6009-150-15,Thru 9' wide. Limits of Use Installation Instructions Approved for use in HVHZ: No FLS302 R6 It IRC-6009-150-IS Drawlno 7-10 FLodf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +35.6/-42.1 Evaluation Reports Other: Design Pressure +35.6/-42.1, Not for use in HVHZ. FL5302 R6 AE IRC-6009•ISO-IS Report 7-10 FLodf Glazing option shall not be used in wind-borne debris region Created by Independent Third Party: Yes unless structure Is designed as partially enclosed or door Is a replacement door. 5302.7 Stratford (M600); Heritage (M950); Dwg. IRC-6009-169-1S,Thru 9' wide. Oak Summit (M6S0) Limits of Use Installation Instructions Approved for use in HVHZ: No FL5302 R6 11 IRC-6009.169-15 Drawino 7-10 FL.odf, Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +45.3/-51.2 Evaluation Reports Other: Design Pressure +45.3/-51.2, Not for use In HVHZ. FL5302 R6 AE iRC-6009-169-IS Report 7-10 FL.Ddf Glazing option shall not be used in wind-borne debris region Created by Independent Third Party: Yes unless structure is designed as partially enclosed or door Is a replacement door. 5302.8 Stratford (M600); Heritage (M950); Dwg. IRC-6016-100-15, 10' Thru 16' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No FLS302 R6 11 IRC-6016-100.15 Drawlno 7-10 FLodf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +15.2/-17.2 Evaluation Reports Other: Design Pressure +15.2/-17.2, Not for use In HVHZ. FLS302 R6 AE IRC-6016-100.15 Report 7.10 FLodf Glazing option shall not be used in wind-borne debris region Created by Independent Third Party: Yes unless structure is designed as partially enclosed or door is a replacement door. 5302.9 Stratford (M600); Heritage (M950); Dwg. IRC-6016-110-15, 10' Thru 16' wide. Oak Summit (M6S0) Limits of Use Installation Instructions Approved for use in HVHZ: No FL5302 R6 It IRC-6016-110-IS Drawing 7-10 FLodf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by independent Third Party: Yes Design Pressure: +18.3/-20.8 Evaluation Reports Other: Design Pressure +18.3/-20.8, Not for use In HVHZ. FL5 p R6 AE IRC-6016-110-1S Redort 7-10 FLodf Glazing option shall not be used in wind-borne debris region Created by Independent Third Party: Yes unless structure is designed as partially enclosed or door is a replacement door. 5302.10 Stratford (M600); Heritage (M950); Dwg. IRC-6016-120-15, 10' Thru 16' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No FL5302 R6 It IRC-6016-120-15 Orawinq 7-10 FLodf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048S79 Impact Resistant: No Created by Independent Thud Party: Yes Design Pressure: +21.8/-24.8 Evaluation Reports Other: Design Pressure +21.8/-24.8, Not for use in HVHZ. FL5302 R6 AE IRC-6016-120-IS Reoort 7-10 FLodf Glazing option shall not be used In wind-borne debris region Created by Independent Third Party: Yes unless structure is designed as partially enclosed or door Is a replacement door. 5302.11 Stratford (M600); Heritage (M950); Dwg. IRC-6016-130-1S, 10' Thru 16' wide. Oak Summit (M650) Limits of Use Approved for use In HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25.6/-29.1 Other: Design Pressure +25.6/-29.1, Not for use in HVHZ. Glazing option shall not be used in wind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions FL5302 R6 11 IRC-6016-130-IS Drawing 7-10 FL.edf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: Yes S302.12 Stratford (M600); Heritage (M9S0); Dwg. IRC-6016-140-17, 10' Thru 16' wide. Oak Summit (M650) https://www. floridabuilding.org/pr/pr_app_dti.aspx?param=wGEVXQwtDqunL7seVZMF... 7/20/2015 Florida Building Code Online Page 4 of 4 Limits of Use Approved for use In HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30.1/-33.8 Other: Design Pressure +30.1/-33.8, Not for use in HVHZ. Glazing option shall not be used in wind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports FLS302 R6 AE IRC-6016-140.17 report 7-10 sealed.odf Created by Independent Third Party: Yes 5302.13 Stratford (141600); Heritage (M950); Dwg. IRC-6016-140-24, 10' Thru 16' wide Oak Summit (M650) Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant., No Design Pressure: +29.7/-33.8 Other: Design Pressure +29.7/-33.8, Not for use in HVHZ. Glazing option shall not be used in wind-borne debris region unless structure is designed as partially enclosed or door Is a replacement door. Installation Instructions FLS302 R6 It IRC-6016-140-24 drawlno 7-10 sealed.odf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports FLS302 R6 AE IRC-6016.140-24 report 7-10 sealed.DQt Created by Independent Third Party: Yes 5302.14 Stratford (M600); Heritage (14950); Dwg. IRC-6016-145-24, 10' Thru 16' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No FLS302 R6 Il IRC-6016.145-24 drawlno 7.10 sealed.odf Verified By: TOM SHELMERDINE 0048579ApprovedforuseoutsideHVHZ: Yes Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +31.9/-37.2 Evaluation Reports Other: Design Pressure +31.9/-37.2, Not for use In HVHZ. FLS302 R6 AE IRC-6016-14S-24 report 7-10 sealed.odj Glazing option shall not be used in wind-borne debris region Created by Independent Third Party: Yes unless structure Is designed as partially enclosed or door is a replacement door. 5302.15 Stratford (M600); Heritage (M950); Dwg. IRC-6018-110-15, 16'2 Thru 18' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No FLS302 R6 11 IRC-6018-110-15 Orawina 7-10 FL.odf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +18.2/-20.6 Evaluation Reports Other. Design pressure +18.2/-20.6, Not for use in HVHZ. pS302 R6 AE )QG_514181;0 15 Reoott 7 )0 Fl.odf Glazing option shall not be used in wind-borne debris region Created by Independent Third Party: Yes unless structure is designed as partially enclosed or door is a replacement door. 5302.16 Stratford (M600); Heritage (M9S0); Dwg. IRC-6018-120-1S, 16'2 thru 18' wide Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No ELS302 R6 11 IRC-6018-120-1S Drawing 7-I0 FL.odf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +21.6/-24.5 Evaluation Reports Other: Design pressure +21.6/-24.5, Not for use in HVHZ. FL5302 R6 AE IRC-6018-120-15 Report 7-10 FL.DdF Glazing option shall not be used In wind-borne debris region Created by Independent Third Party: Yes unless structure Is designed as partially enclosed or door Is a replacement door. oath Nd tt . Contact lli : • 1%0 North 1I6rVo! Street. Tallahassee fl 32299 Dnepr, 11150.487.1824 The State of Florida Is an AA/EEO employer. Copyrforit 2007.2013 State of Bonds.:: Pirlymne Ststerperit :: Accessibility Statement :: Wund Staten nt Under Florida law, !mall addresses are public records. If you do not want your e•matl 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. tt you have any ouestions, please contact 850.487.1395. 'Pursuant to Section 455.275(1), Roods Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an emall address if they have one The emalls provided may be used rat official communication with the licensee. However emall addresses are public record. It you do not wish to supply a personal address, please provide the Department with an small address which can be made available to the public. TO determine It you are a licensee under Chapter 455, F.S.. please click here . Product Approval Accepts: C1®®® CCUfII y.N1 1 NICE' https://www. floridabui ldi ng. org/pr/pr_app_dtl.aspx?param=wGE V XQwtDqunL7seV ZMF... 7/20/2015 JUSIAKI ALLLQ CAN= Sdr NUT KA IAKKI Ar is rA TALV. wsnt 1nALTO, NXIAR i AvM. 3— Wa WAD ICAEVs Pa NKISf T iC/y-IOLCI3IlflSi ut r.ri t roi or J a%=m SIM No STILEI ABLESTLE MCA DIRAsArE ClX= WWA ATTACWD VA l0 VV . 31V lu WAD tORM t! CASYawltov:T: vm IEt WAD s71[vt AI l7 4p RM?P !TL[ M= rC STe)T ATIACMWC T CS lTRUT IS KOARM e TYPI g STILE ST"EA r> MIS P INUT 1fACPG S w INSIDE ELEVATION Ut A nnw VTm.AL r Avir13ATVIAnnn[Ac, I t AMD Lo"xmmI S t-=f 0aV1 KAvs ipE• tTLEt1. CA TIM ATTACHU VII9 V.• A L.•Ar rx^ V E KI KAD UKV7 V.• . V.• Id \ &CI 1:IIS1[ M ATIACM AD ays atR OO naA VA A V.• . L.' Ica ICAD SLKIIs KI CAII@I r I - RAIL SIM at NILOA r 7-DA{L Srm at WLCM nos VEN tuLER atslr SIp pLEK VIOfTIa[Asm tMN'ri V•11rKAK ITS TTYPICAL TTEDI pACK IMM SAAWE END MMGE a O T it OlLr ATTAWm 1a Arm r AT LA. 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KxV6$Yr w67v77BWeev7 Y! 1DIYr,uW Val uv svruwa>R>e r$Lz®W YZetwelYt+wte9vr,7Jwt'OWwwt9 STRUCTURAL SOLUTIONS, P.A. Structural Engineering • Investigations • Consulting GARAGE DOOR STATIC PRESSURE TEST REPORT Garage Door No.: IRC-6016-120-15 Test Date: 11/.8/2012 r Project No.: 12-114 Design Pressures: 21.8 psf, -24.8 psf Report Date: 12/6/2012 1 Model # 600 Test Pressures: 32.7 psf, -37.2 psf Test Location: Amarr Garage Doors, Winston-Salem, NC ASCE 7-10 Criteria: Up to 5 Feet of Door Width in Zone 5, Anyof Slope: Enclosed Building Ex . B 30' MRH E . C. 15' MRIi Exp. C, 25' MRH Exp. D,15' NUM Exp. D, 25' MRH 155 mph 141 mph 1 134 mph 128 mph 122 mph Witnessed By: Brandon Gentle - Amarr Garage Doors; Thomas L. Shelmerdine, PE - Structural Solutions, P.A. Description of Test Specimen: A 16-0" wide x T-0" high residential steel sectional garage door, one section wide by four sections high, each section being 2" thick by 2 1 " high 25 gauge galvanized steel sheet. Each section was reinforced with two 3" 20 gauge galvanized steel struts, except I strut on the top section The door sections were connected together with one 14 gauge galvanized steel end hinge at each end stile and one 14 gauge galvanized steel center hinge at three interior stiles as shown on the drawing. Garage door Model 600 manufactured by Amarr Garage Doors was used in the test. The test unit is further described on Drawing IRC-6016-120-15. Manner of Testine: This test was conducted at Amarr Garage Doors in Winston-Salem, NC, which is accredited by the American Association for Laboratory Accreditation, Certificate #2595.01. The specimen was tested for static pressure structural performance insubstantial conformance with the procedures described in DASMA 108 "Standard Method for Testing Sectional Garage Doors - Determination of Structural Performance Under Uniform Static Air Pressure Difference", and ASTM E330 "Standard Test Method for Structural Performance of Exterior Windows, Curtain Walls, and Doors by Uniform Static Air Pressure Difference". Both positive and negative pressures were tested. The specimen was installed in an enclosure measuring approximately 5' deep, 9' high, and 25' long. The enclosure was framed with shop welded structural steel square tubing and covered with 3/4" thick plywood. The door was covered with 2 mil plastic sheeting to prevent leakage of air pressure. One pressure blower was attached to the enclosure with flexible ducting to provide the positive and negative pressures. Pressure transducers connected to a computer were used to measure and record the pressures in the enclosure. Test Procedure: The specimen was subjected to the above pressures for the following durations. Positive pressure was applied on the exterior face of the door first, and then negative pressure was applied. Step 1: Preload the door to 50% of the Design Pressure and hold for 10 seconds. Step 2: Unload the door for 1 to 5 minutes. Step 3: Load the door to 100% of the Design Pressure and bold for 60 seconds. Step 4: Unload the door for I to 5 minutes. Step 5: Load the door to 150% of the Design Pressure (which equals 100% of the Test Pressure) and hold for 10 seconds. Step 6: Repcat l through 5 above for negative pressure. Observations No failures occurred as a result of the noted loadings. The door remained operable after both positive and negative tests. Summary: A 161-0"xT-O" Model 600 as described on drawing IRC-6016-120-15 meets or exceeds the testing criteria as described above. By comparison to the construction of the 16'-0"x7'-0" Model 600, the following doors also meet or exceed the above testing criteria, when constructed in accordance with drawing IRC-6016-120-15: 16' x 7' Model 950 doors (which are constructed of thicker 24 gauge steel in lieu of 25 gauge steel) 16' x 7' Model 650 doors (which have the "Oak Summit" embossment pattern in the skin) Q ttlleoeoo I Model 600, 650 and 950 doors with widths up to 16 '4' and heights up to 14'-0" °,eo°°S L Sh,rj,, o!... Short, Long, Flush, and Oak Summit Panels, which are alternate embossment patterns in the skin o°° z,;.•;G [ N c,'F,Q 8 short panel (18-1/8" x 10-5/8'1 or 4 long panel (38-1/8" x 10-5/8') windows (3/32" annealed mr.ZV= r o glass minimum - meets ASTM E1300-04) may be installed in 1 section Submitted By: Ir OF fry : t satoeeuaex4° STRUCTUi';AL .SOLUTIONS, P.A. (Florida: dba Structural Solutions of North Carolina, Inc., Firm #29412) Thomas L. Shelmerdine, PE (NC PE #14654; Florida PE #0048579) 5921-G West Friendly Avenue • Greensboro. North Carolina 27410 • (336) 856-2686 • Fax (336) 856-2687 • NC Firm #C-1096 J Florida Building Code Online Page 1 of 4 FL17676.2 7777 Profe.sWon.allegulation 5 Palda Dpmwif SOS Home Lao In I User Registration I tat Topics ( Submit Surcharge I Stats S Facts I publications I FBC Stall I SCIS Site Map I Links ( Search I Busines Product[`;, Professi I l_` USER:ub Approval USER: Public user Regulation Product AOarayal Menu > Product or Application Search > ADMICatan List > Application Detail FL 8 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 171 MI Windows and Doors 650 West Market Street Gratz, PA 17030 717)365-3300 Ext 2560 bsitlingeromiwd.com Brent Sitlinger bsitlinger@miwd.com Windows Single Hung Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE 64 Validation Checklist - Hardcopy Received Standard AAMA/WOMA/CSA 101/1.S.2/A440 Method 1 Option A 12/03/2015 12/04/2015 12/06/2015 Year 2008 https:Hfloridabuilding.org/pr/pr_app_dti.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG I ... 5/26/2016 ELEVATION 2' typ, J-8' o.e L_ 36 . — - - i 1 22* lyp 8' al e. I max. 1_ ciao k*CLEARANCE ALL FOUR SIDES> IN' IS A GENERIC TERM WHICH MOUNTING FLANGE'. 0 HE CONFUSED WITH '1/2' FF FLASH BY OTHI Anchor See Section Del F Min Edge 7/16' 1 SHEATHING JAMB DETAIL HEAD- DETAIL Notes: 1. Inslollotion depicted based off of structural test report J132133.01-109-47. 2. Wood screws shall Satisfy the Notional IZE HEADER AS NEEDED Design Specification for Wood Construction for material type and CAULK UNDER NAILING FIN FWTIRF PERIMETER dimensional requirements BEFORE FASTENING. 3. Wood buck installations are assumed 2x S—P—F (G-0.42) or denser. Buds width shop 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 oil deafen loods. 4. Wood screw lengths shall be sufficient to guarantee 1-1/4' penetration Into wood buck 5. Maximum shim thickness of 1/4' permitted at each fastener location. 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 SHIM AS or thermal performance requirements of REQUIRED the installation. DRYWALL 7. Installation shown to that of the test window for the size shown and the design pressure claimed. For window d6 X 1-5/8' SCREW (SHOWN WITH }' SHEATHING) sizes smaller thin shown, locate fasteners 2' from comers• and no moreMUSTACHIEVE1-1/4' PENETRATION INTO STUD.s nthan8' on center. Design pressures ofg smaller window sizes are limited to that. of the test window. SILL DETAIL DESIGN PRESSURE CHARTNERraANDSPACKSHOWNWI. ALLOW DESIGN PRESSURES UP TO +40.10/-50 UNITS UP TO 36' x 84' E TEST REPORTS FOR INDIVIDUAL UNIT SIZE AND APPLICABLE DESIGN PRESSURE LIMITATIONS) sw . INSTALLATION INSTRUCTIONS do FASTENER SCHEDULE - FIN— our an am M.R. 12-14-09 wm Windows & EMors 3540 Single Hung NONE I I Gratz, PA 3540-3240 SH FIN — 00 4 I Velidator I Operations Administrator) MI Windows $ Doors, LLC P.O. Box 370 Gratz,.PA 17030-0370 Attn: Rick Sawdey AAMA CERTIFICATION PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION The pioduct.described below 1s• hereby appiaved for listing:in, the next issue of the AAMA Certified Products Directory: The approval Is based on successfut eofiipletion of tests, and the reporting_ td the Administrator of the results of tests, accompanied by related dr-awMgs,• by an AAMA Accredited Laboratory. 1. The listing below.wlll be -added to the nex[ published'AAMA Certified Products Directory. SPECIFICATION RECORD OF PRUDUCTTESTEDAAMAffl) /CSA 16VIA JA440-08• L' C-PG40•-014x2134 (36x84)-H Negative Design •Pressure = -50 psf COMPANY AND CODE CPD NO.. SERIES MODEL B PRODUCT DESCRIPTION MAXIMUM SIZE TESTED MI Windows 8t DOOrS; LLC 7.158• 3540 SH (FIN) PVC)(O/X)(IG)(INS GL) FRAME 914 mm z 2134 m/n SASH 867 min x 892 mm Code., MTL REINF)(TILT)(ASTM) 310" x 7'0") 2110" x 2111") 2. This Certification will explre.July 27, 2020 (extended from July27, 2015 per AAMA 103-14a) and requires validation until then by continued listing in the -current AAMA Certified Products Directory. 3. Product Tested and Reported by: Architect iral Testing, Inc. Report No.: B2133.0140947 Date of Report: August 16, 2011 Date: April 16, 2015 Cc: AAMA JGS ACP-04 (Rev. 1111) Validated for Certification i tedLab6ratories. Inc. Authorized for Certification AmeridM Architectural Manufacturers Association Florida Building Code Online • Page 2 of 4 of FL tt I Model, Number or Name I Description 17676.1 I3S40 SH 36x74 Fin Frame Limits of Use Approved for use In HVH2: No Approved for use outside HVH2: Yes Impact Resistant: No Design Pressure: +35/-50 Other: LC-PG3S. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 36x74.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 11 Install - 3540 SH 36 x74 Fin.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.2 3540 SH 36x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVH2: No FL17676 R2 C CAC APC 3S40 Fin 36x84.odf Approved for use outside HVH2: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-SO Installation Instructions Other: LC-PG40. Units must be glazed in accordance with FL17676 R2 11 Install - 3S40 SH Fin 36x84.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.3 13540 SH 40x66 Fin Frame Limits of Use Certification Agency Certificate Approved for use In HVH2:: No FL17676 R2 C CAC APC 3S40 Fin 40x66.odf Approved for use outside HVH2: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/26/2016 Design Pressure: +35/-4S Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 11 Install - 3S40 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 HVH2:: No FL17676 R2 C CAC APC 3S40 Fin 44x63.odf Approved for use outside HVH2: 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 ASTM E1300-04. FL17676 R2 II Install - 3540 SH Fin 44x63.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.5 3S40 SH 44x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVH2: No FL17676 R2 C CAC APC 3S40 Fin 44x72.odf Approved for use outside HVH2: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/01/2017 Design Pressure: +3S/-47 Installation Instructions Other: R-PG3S. Units must be glazed in accordance with FL17676 R2 11 Install - 3540 SH Fin 44x72.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.6 13540 SH Limits of Use Approved for use in HVHt: No Approved for use outside HVH2: Yes Impact Resistant: No Design Pressure: +30/-30 Other: LC-PG30. Units must be glazed in accordance with ASTM E 1300-04. 44x84 Fin Frame Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x84.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions Verified By: American Architectural Manufacturers Association Created by Independent Third Party: https:H loridabuilding.org/pr/pr_app_dti.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 3 of 4 IEvaluation Reports Created by Independent Third Party: 17676.7 3540 SH 52x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3540 Fin 52x84.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 H Install - 3540 SH Fin ASTM E1300-04. S2x84.odf Verified By: American Architectural Manufacturers Association Created by independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.8 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/-SO Installation Instructions Other: LC-PG35 FL17676 R2 II 08-01252B 7.odf Verified By: Luis R. Lomas, PE PE-62S14 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE S118S4B 1252.odf Created by Independent Third Party: Yes 17676.9 13S40 SH 36x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 fLS 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-SO Installation Instructions Other: LC-PG40 FL17676 R2 II 08-01372 511989.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511989 3540 FLS 36x84.odf Created by Independent Third Party: Yes 17676.10 13540 SH 44x72 finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-47 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-01247E 10.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE S11849B 1247.odf Created by Independent Third Party: Yes 17676.11 13540 SH 48x96 finless Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3540 FLS48x96.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +30/-30 Installation Instructions Other: LC-PG30 FL17676 R2 II 08-01371E Il.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988E 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 7676R2 C CAC APC 3540 FLS 52x62.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/27/2017 Design Pressure: +35/-35 Installation Instructions Other, R-PG35 FL17676 R2 II 08.02269A 12.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports hops: Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG I ... 5/26/2016 Florida Building Code Online Page 4 of 4 IFL17676 R2 AE S1301SA 2269.odf Created by Independent Third Party: Yes 17676.13 3540 SH 52x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use In HVH2: No FL17676 R2 C CAC APC 3S40 FLS S2x72.odf Approved for use outside HVH2: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +30/-30 Installation Instructions Other: R-PG30 FL17676 R2 II 08-02270A 13.odf Verified By: Luis R Lomas, PE PE-62S14 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE S13016A 2270_odf Created by Independent Third Party: Yes 17676.14 3540 SH 52x84 Artless Frame Limits of Use Certification Agency Certificate Approved for use in HVH2: No FL17676 R2 C GAG APC 3540 FLS S2x84.odf Approved for use outside HVH2: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +2S/-25 Installation Instructions Other:R-PG25 FL17676 R2 II OB-01514 512141.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE S12141 3540 Fls S2x84.odf Created by Independent Third Party: Yes 17676.15 3S40 SH 48x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVH2:: No FL17676 R2 C CAC APC(1277S1A2726.01-109-47- Approved for use outside HVH2: Yes R2 C7326.01 3S40.AWS.IG.FIN.48X72.R3S.(0720161 Impact Resistant: No Rev.odf Design Pressure: +35/-35 Quality Assurance Contract Expiration Date Other: R-PG35. Units must be glazed in accordance with 07/20/2016 ASTM E1300-04. Installation Instructions FL17676 R2 II Install Instructs - 3S40 SH FIN 48x72 (As Testedl.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.16 3540 Triple SH- 10804 Fin Frame Triple CHS Limits of Use Certification Agency Certificate Approved for use in HVH2: No FL17676 R2 C CAC APC 3S40 CHS Fin 108x74.odf Approved for use outside HVH2: 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 - 3S40 SH CHS Fin 108x74.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Contact us •: 1990 North Monroe Street. TeOahassee fl ]2]99 Plane: BSO-487.1824 The State of Florida Is an ANEW employer. Coovrloht 2007.2013 Stale of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. It you do not want your e•mall address released In response to a public•records request, do not send electronic mall to this entity. Instead, contact the Okke by Phone or by traditional mall. If you have any questions, please contact 8SO.487.1195. -Pursuant to SWiOn AIS5.275(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 a malls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Depanment with an email address which can be made available to the public. To determine If you are a licensee under Chapter 4SS, F.S., please click here . Product Approval Accepts: 99® Creditfaa rl AFE https://Floridabuilding.org/pr/pr_app_dtl.aspx?parain=wGEVXQwtDgvFGYZsjrZFR6fG I ... 5/26/2016 A 0 Florida Building Code Online Fl-7676.9 Page 1 of 4 Business ProfessionalRegulation r 0p (d 8OS Moore I Lop in I User aeptttration I Mot Topics I submit Surcharge I slats & Facts I Publication I FaC Stall I SOS See Map I Links Search I Bus'i'n9'es Approval Professi IGUSElt:product public user Regulation Product Aooraval Menu > Product or Application Search > Application USt > Application Detail FL 8 FL17676-R2 Application Type Revision Code Version 2014 Application Status Approved Approved by OBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717)365-3300 Ext2560 bsitlingeromiwd.com Authorized Signature Brent Sitlinger bsitlinger®miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Single Hung Compliance Method Certification Mark or Listing Certification Agency American Architectural Manufacturers Association Validated By Steven M. Urich, PE 6G Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year AAMA/WOMA/CSA 101/I.S.2/A440 2008 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 12/03/2015 Date Validated 12/04/2015 Date Pending FBC Approval Date Approved 12/06/201S https://floridabuilding.orglprlpr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 2 of 4 I FL A I Model, Number or Name Description 17676.1 13540 SH 36x74 Fin Frame Limits of Use Approved for use In HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +3S/-50 Other: LC-PG35. Units must be glazed in accordance with ASTM E 1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 36x74.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 It Install - 3S40 SH 36 x74 Fin.odf Verified By: American Architectural -Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.2 3S40 SH 36x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3S40 Fin 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40. Units must be glazed in accordance with FL17676 R2 It Install - 3S40-SH Fin 36x84.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.3 13540 SH 40x66 Fin Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3S40 Fin 40x66.ndf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/26/2016 Design Pressure: +35/-45 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 40x66.i)df 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 3S40 Fin 44x6 .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 li Install - 3S40 SH Fin 44x63.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association . Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.5 3540 SH 4402 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3S40 Fin 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/01/2017 Design Pressure: +35/-47 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 44x72.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.6 13540 SH I44x84 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 CAA"PC 3540 Fin 44x84.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 II Install - 3S40 SH Fin 44x84.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: htips:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 3 of 4 IEvaluation Reports Created by Independent Third Party: 17676.7 3540 SH 52x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3S40 Fin S2x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25. Units must be glazed in accordance with FL17676 R2 11 FL17676 R1 11 Install - 3S40 SH Fin ASTM E1300-04. S2x84.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.8 3540 SH 36x74 Finless Frame Limits of Use Certificatlon'Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3S40 FLS 36x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-SO Installation Instructions Other: LC-PG39 FL17676 R2 11 08-012S2B 7.odf Verified By: Luis R. Lomas, PE PE-62S14 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE S118S4B 1252.odf Created by Independent Third Party: Yes 17676.9 13S40 SH 36x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3S40 FLS 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance'Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40 FL17676 R2 1I 08-01372 511989.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511989 3540 FLS 36x84.odf Created by Independent Third Party: Yes 17676.10 3540 SH 44x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3S40 FLS 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-47 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-01247E Modf Verified By: Luis R. Lomas, PE PE-62S14 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE S11849B 1247.odf Created by Independent Third Party: Yes 17676.11 3540 SH 48x96 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL 17676 R2 C CAC APC IS40 FLS 48x96.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +30/-30 Installation Instructions Other: LC-PG30 FL17676 R2 11 08-01371B 11,odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988E 1371.odf Created by Independent Third Party: Yes 17676.12 13S40 SH S2x62 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3S40 FLS S2x62.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/27/2017 Design Pressure: +35/-35 Installation Instructions Other: R-PG35 FL17676 R2 It 08-02269A 12.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 4 of 4 IFL17676 R2 AE S1301SA 2269.odf Created by Independent Third Party: Yes 117676.13 13540 SH 152x72 Finiess Frame I Limits of Use Approved for use in HVH2: No Approved for use outside HVH2: Yes Impact Resistant: No Design Pressure: +30/-30 Other: R-PG30 Certification Agency Certificate FL17676 R2 C CAC APC 3S40 FLS S2x72.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 It 08-02270A 13.odf VPrifPd Ry• I iiic R I camas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports Third Party: Yes 17676.14 3540 SH 52x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use In HVH2: No FL17676 R2 C CAC APC 3S40 FLS 52x84.odf Approved for use outside HVH2: Yes Quality Assurance Contract Expiration Date Impact Resistant: No OS/26/2020 Design Pressure: +25/-2S Installation Instructions Other: R-PG25 FL17676 R2 11 08-01514 S12141.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 512141 3S40 Fls S2x84.odf Created by Independent Third Party: Yes 17676.15 3540 SH 4802 Fin Frame Limits of Use Certification Agency Certificate Approved for use In HVH2: No FL17676 R2 C CAC APC(1277SIA2726.01-10g-47- Approved for use outside HVH2: Yes R2 C7326.01 3S40.AWS.IG.FIN.JBX72.R3S.(072016) Impact Resistant: No RevRev.odf Design Pressure: +3S/-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 fI Install Instructs - 3540 SH FIN 4802 (As Tested).odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.16 3S40 Triple SH 108x74 Fin Frame Triple CHS Limits of Use Certification Agency Certificate Approved for use in'HVHZ: No FL17676 R2 C CAC APC 3S40 CHS Fin 108x74.odf Approved for use outside HVH2: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +3S/-SO Installation Instructions Other: LC-PG3S. Units must be glazed in accordance with FL17676 R2 lI Install - 3S40 SH CHS Fin 108x74.nd ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Rack Naxt Contact us :: 1940 North Monroe Street_ Tallahassee FL 32399 phone: SS0.487-1824 The state of Florida Is an ANEEO employer. C.— - 3007.2013 State of Florida.:: Privacy Statement : Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 1150.487.139S. -Pursuant to Section 45S.275(I), Florida statutes, effective October 1, 2012. licensees licensed under Chapter 45S, F.S. must provide the Oepartment with an email address if they have one. The emals 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 45S, F.S., please click here . Product Approval Accepts: E3® Credit6WE https:Hfloridabuilding.org/pr/pr app_dti.aspx?param=wGEVXQwtbgvFGYZsjrZFR6fG 1... 5/26/2016 Validator % 00mtioris Administrator) MI Windows & Doors, LLC P.O. Box 370 Gratz; PA 17030-0370 Attn: 'Rick Sawdey CERTIFICATIOAAMAN. PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION' FI The or6duct.desrcdbed• bWbw -it. het06yePproved rat ftft ld. fhe next is§Ue 6f.thi1AAMk C6M6ea Aifiduuefs 17ire016fy:, The approval is based, on sucberui stooRiPletlon of tests, and (he reporting .tip the-Admtnlstrator ofthe tt#su(ls'of.tests, acopmpBNed by related dravrtng5, by an A". Accnedited.Ubbratory. 1. Tha•listing below will be added•to the next publistied-AAMA Certified Products - Directory - SPECIFICATION. RECORD OF PRODUCT TESTED' AAMAfWDAWCSA101A,SjJA440-08 LC4PG40*- MU2134 (36X84}41 Negative Design Pressure = -50 P f r cpf PgNYAND CODE CPO NO.. SERIES (MORELri PRODUCT' DESCRlPT1ON MAXIMUM•SIZE'ifESTED 3540 SH (FINLESS). FRAME. SASH' MI Wlndovii:;:8t Doors; LLC 7157 PVC)(0/X(IG)(INS GL) 914 mm x 2134 mro 867 mm x $92 MM Code: fiAT L REIN )(11LT)(ASTM) Y& x 71") 2'10" x•241") 2. This,Ceertiftcation.wtll expire. July 27, 2020 (extended from.Juty27,40.15 per AAMA 103-14a) avid requires valldat 6n.unlil then bygohtrnued listing In- the cuirentAAMA Certified Product's Directory. 3. Product Tested and Reported by. Architectural Testing, Inc. Report No.: B1910.01-109-47 Date of Report: August 15, 2011 Date: April 16, 2015 Cc: AAMA JGS ACP- 04 (Rev.1/11) Validated for Certification tad Laboratories, Inc. Authorized for Certification T ArneriA& A Architectural Manufacturers Association 36' MAX. FRAME WID1H 4" MAX. --r ANCHORS TO BE EOUALLY SPACED. SEE ANCHOR CHART SHEET 1 FOR UNIT I SIZE AND ANCHOR QUANTITY O 84' MAX. FRAME HEIGHT X SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING 40.01-50.OPSF NONE Number of anchors required of each amb Height in) Panel w1001(in) 21A. JOA J0.0' 24A 2'_ 2 2 30.0 2 2 2 36.0 3 3 3 46.0 3 1.3 1J 54.0 3 3 1 4 60.0 4 4 4 60.0 4 72A 4 4 S Tao 4 04.0 4 15 s I RCV,SOn3 - . t ' RN = 0ESr1R/Mv 'CUTE .PPRPFD I 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 FO 1 . PROPERLY TRANSFER ;ALL -.LOADS TO STRUCTURE. FRAMING AND MASONRYI ' OPQ4NG IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3) 1X BUCK OVER MASONRY/CONCRETE IS OPT•ONAL. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS'.MUST BE SEPARATED vRTH APPROVED COATING OR MEMBRANE. SELECTION. OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF L THE ARCHITECT OR EdGNy ER OF RECORD. 4) ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE t PRODPCT SHOWN HEiWN.';WIND LOAD DURATION FACTOR: Cd- 1.6 WAS USED FOR 1. .. ,. WOOQIANCHOR CALCULATIONS. • • e,, f.• 5) FRAME' MATERIAL: EXTRUDED RIGID PVC. ;. t I 6) SASw UNITS, MUST 8E'REINFORCED WITH CA-451-020!STEEL REINFORCEMENT. I MEETING RAILS MUST ;pE! EINFORCED WITH RF-104S-020' STEEL: REINFORCEMENT. fl 7) UNITWCI M UST BE GLAZED PER ASTM E130D-04. 8) APPROVED "IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN VAND BORNE DEBRIS REGIOgS. d• t.` 9) SHIM,AS REOUIREO AT:EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. S14IM-WHERE SPACE OF `/I6' OR GREATER OCCURS. 1,(AXIMUM.' SUABLE SHIMSTACk: TO BE 1/4'. Y_ 11 . 10) FOR ANCHORING INTO„MASONRY/CONCRETE USE 3/16' TAPCONS ,WITH SUFFICIENT LENGTH TO ACHIEVE AC••1' 1/4' MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 5/8'•''MINIMUM EDGE `DISTANCE. LOCATE ANCHORS AS SH01VN IN -ELEVATIONS AND TABLE OF CONTENTS SHEET NO. `•DESCRIPTION I ELEVATIONS. ANCHORING LAYOUTS AND 2 - J 1 INSTALLATION DETAILS ' INSTALLATION DETAILS: 11) FOR ANCHORING INTO -WOOD FRAMING OR 2k BUCK USE' '8 WOOD SCREW WITH SUFFICIENT -LENGTH TO ,ACHIEVE A 1 3/16- MINIMUM EMBEDMENT; INTO SUBSTRATE, LOCATE ANCHORS AS SHOWN IN ELEVATIONS -AND INSTALLATION DETAIL'S. 12) ALL ASTENERS, JO Fib CQRROSION RESISTANT. IIlS;%LAT0N;%LVC110R-:'$kkL'8£_INSTALLED: IN ACCOFO*E vlT'N ANCHOR NU ACTIJRER'S' IN5TAI:lATION' INSTRUCTION!, AND ANCHORS. SHALL NOMAT BE USEDiTN. SUBSTRATESiL.rl ): STRENGTHS LESS TWAV THE)MINIµUM STRENGTH SPECIFIEDBELOW:. • ' A. WOPO MINIMUL(.SPG AC t: ,GRAVITYOF •:0.42 4.. 6GNCRETE - MINIWU*COKIPRESSIVE STRENGTH OF 3,192 PSI. C. MASONRY.•- SIRE N, CbNfORMANCE- TO ASTM. C-90. GRADE N. TYPE I {OR GREATER). •.. .. . 1 ' SIG_ MED:,.i.0/212011 U WINQOINS: Mb, OOARS ``I1gkijt,- 650WEST: WtJtKET•-STREET \5 RIt. Gf Altlzi'i;X;ii70_3 'Q3'1 _ v' • • SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW *• :• p 7,. n} '> STEEL REINNFO EDi -.tNON MPACT;'36" X. 84 o ' ELEVATIO. lLA OUT AND ROTESAYROF CF(ORINGaEana , o>, o nor rl 08REV i'; A1QRlCt' i'•Q LIM i sarur NTS ml tb/17/P1 IEW I?OF:•3 /% llaW, REV19M DLV oEscltpl*m 2X SUCK/WOOD rRALING BY OTHERS: 2X BUCK TO BE PROPERLY SECURED i rLANGE TO BE SET IN BED OF 1/4_ MAX. 1 3/16' MIN. 1/4' MAX. AFPROVED SEALANT SHIM EMBEDMENT SHIM HEAD TO BE SET IN A BED OF APPROVED j#,WOOD SCREW CONSTRUCTION SELANT 1 INTERIOR 2X BUCK/WOOD FRAMING O EXTERIOR INTERIOR BE ROOPPERLY. SECURED rLAI•IGE TO BE — SET IN BED 0- APPROVED SF.AU4V1 SILL TO BE SET IN C0 TR CIION APPROVED C045TRUCTION ADHESIVE 1/4, MAY.. j SHIM r 2X BUCK/MOOD FRALIING BY O'THERS. 2% BUCK To VERTICAL CROSS SECTION BE PROPERLY SECURED 2XBU/CKAV000FRAMINGINSTALLATTCW EXTERIOR FLANGE TO BE SET IN BED OF APPROVED SEALANT HORIZONTAL CROSS SECTION 2K BUCKMmOD FRAMING INSTALLAT)ON NOTE: INTERIOR AND EXTERIOR FINISHES, BY OTHERS NOt SHOWN FOR CLARITY. Wit MVIIO.'tD MI WINDOWS AND DOORS 0%IIIIIIII l, 650 WEST MARKET STREET GRANTZ, PA 17030-0370 41 GENy.• oSERIES3540FINLESSPVCSINGLEHUNGWINDOW STEEL REINFORCED - NON -IMPACT 36' X 84 o cot* ATEOFINSTALLATIONDETAILSD • W ZOo.c 08 72 pNA l aO` seat an oats 2 OF 3NTS10/17 11 VASCNRY/CONCRETE BY OTHERS CKNONAL IX BUCK BY I a, OTHERS. IY. BUCK TO BE PROPERLY SECURED. SEE NOTE 3 SHEET I FLANGE TO BE 1/4' MAX. J SETIN BED OF SHIM APPROVED SEAIANT HERD TO B: SET IN A BED OF APPROVED CONSTRUCTION SEALANT EXTERIOR JL:4MTj+Wj INTERIOR C] SILL TO BE SET IN p BED OF APPROVED CONSTRUCTION ADHESIVE FLANGE 1 flC - 1/4' MAX. SETIN BED OF \ SHIM APPROVED S6iz-, _T iOPTIONAL IX DUCK BY • ° MASONRY/CONCRETE OTHERS. I BUCK 10 BE BY OTHERS ROPERLY SECURED. SEE NOTE 3 SHEET I VERTICAL CROSS SECTION AtASO/ JRWrA 10EWSTALLATION C _ • REV — - D[SLIi1pN OAA .4D 1 1/4' MIN. 1/4' MAX. EMBEDMENT SHIM MASONRY/ CONCRETE 3/ 16TAPCON BY OTHERS ATERIOR AJ 2 5/ 8' MIN. EDGE DIST. OPTIONJA_1X. BUCK ,,BY."EXTERIOR OTHERS,1%, BUCK TO BE PROPERLY:SECURED.. SEE FLANGE-.TO,BE NOTE S SHEET I SET 'IN .BED: OF APPROVED SEALA` JT HORIZONTAL CROSS SECTION UASONRYAVNCRETEINSTALLAPOfr . NOTE: INTERIOR AND EXTERIOR FINISHES. BY OTHERS. NOT SHOWN FOR CLARITY. M6so WINDOWS R1104,,% SDOORS MARKETSTREETGRANT2• PA17030-0370 GENs' '9s+ AT(ArTe SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW STEEL REINFORCED - NON -IMPACT 36- X 84 b INSTALLATION DETAILSpf io/'`S;°( pR10Y; opmo oreNo. Fc, 08 aTt372 i//S 0NAj1Sa`\\N suit oAu L , .NT.S ,10/.1.7/.11 _. _ 3 OF_3 _. L. Roberto Lomas P.E. 1432 Woodford Rd. Lewisville, NC 27023 336-945-9695 rilomu@lrlomaspc.com Manutacturer: MY 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 Ccubpaincin The. above mentioned -product has been evaluated for compllance-tivith'the tequlr6ments of'lhe Florida Department df. Community Affairs forStatewide Accepbnce per Rule 914-3. The product,listed herein complies with tequirenlents of the Florida Building.Code. Suppgrting Techn/cal Documentation: 1. Approval:documenG drawing number 0&01372. titled Series.36.40FF10ess PVC Single Hung Window — Non - impact. -signed and sealed by Luis Roberto Lomas P.E. 2, Test report No.: B1910:01-10947, signed and -sealed by Michael DiStremMel,•P,E. Architectural Testing, Inc. York, PA. AAMArWDMA/CSA 101/LS.2IA440-05 Design pressure: +40.10/-50.13psf' Water penetration resistance- 6.060sf I •Arich6r•calcul6ti6ns, report numbet'5119891,•prepatdd. signed'arid seaied by LuisCRoberto'Lomas P.E. Lin itadons and Condldons of use.- 0 Maximum design pressure: t40.0/-50.0 psf Maximum unit size: 36" x 84' Units must be glazed per ASTM E 130604. Frame and sash material: Extruded Rigid PVC. Sash stile -and rails and fixed meeting rail reinforoertient: Roll formed steel. This product is not rated to be used in the M/H4 This. produdl-is not Impact resistant and.*uires-lmpact prgtection-ln w1fid boriie•diabris regions. lnstalladon: Units must be Installed. in accordance with approval document, 08-01372. CendAcadoh of Independence: Please note that I don't have nor will soquire a financial interest in- any company manufacturing or distributing the product(s) for which this repdd.Is being issued; Also, I don't have nor -will aoulre a ftrianclal interest in any other'enlity involvad in.lhb approval process of tha fisted 0iodud(s). 1of1 N` J 5 R • L //•,, 0ENSF' 9L 1 5. TATE OF ONAL 1r11111Luis R. Lomas, P.E. FL No.: 62514 11 / 07/2011 J Florida 131.1ilding Code Online Page I of 4 FL17676.16 Business Professional Regulation 11 RoWa td Busines Professi =al BCIS Home I Log In I User aegistratlon Product Approval uses: Public user not Topics I Submit Surcharge I Scats 6 facts I Publications I FeC Stall I SCIS Site Map Links Search 1 Regulation Product Aootoval Menu > Product or AppllUtNn Search > Application List > Application Detail FL # FL17676-R2 Application Type Revision Code Version 2014 Application Status Approved Approved by OBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Single Hung Compliance Method Certification Mark or Listing Certification Agency American Architectural Manufacturers Association Validated By Steven M Urich, PE Ri Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year AAMA/WDMA/CSA 101/I.S.2/A440 2008 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 12/03/2015 Date Validated 12/04/201S Date Pending FBC Approval Date Approved 12/06/2015 https://(loridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvl7GY%sjr7FR6fG I ... 5/26/2016 Florida Building Code Online Page 2 of 4 FL # I Model, Number or Name 17676.1 3540 SH Limits of Use Approved for use in HVH2: 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. Description 3604 Fin Frame Certification Agency Certificate FL17676 R2 C CAC APC 3S40 Fin 36x74.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 It 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: 117676.2 13540 SH 136x84 Fin Frame Limits of Use Approved for use In HVH2: No Approved for use outside HVH2: Yes Impact Resistant: No Design Pressure: +40/-50 Other: LC-PG40. Units must be glazed in accordance with ASTM E 1300-04. Certification Agency Certificate FL17676 R2 C GAG APC 3540 Fin 36x84.odf Quality Assurance Contract Expiration Date 07/27/2020 Installation Instructions FL17676 R2 II Install - 3540 SH Fin 36x84.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 117676.3 13540 SH 140x66 Fin Frame I Limits of Use Approved for use in HVH2: No Approved for use outside HVH2: Yes Impact Resistant: No Design Pressure: +35/-45 Other: R-PG35. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 40x66.13df Quality Assurance Contract Expiration Date 08/26/2016 Installation Instructions FL17676 R2 II Install - 3540 SH Fin 40x66.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 117676.4 13540 SH 144x63 Fin Frame I Limits of Use Approved for use in HVH2: No Approved for use outside HVH2: Yes Impact Resistant: No Design Pressure: +40/-47 Other: R-PG40. Units must be glazed in accordance with ASTM E 1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3S40 Fin 44x63.odf Quality Assurance Contract Expiration Date 05/26/2020 Installation Instructions FL17676 R2 II Install - 3540 SH Fin 44x63.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 117676.5 13540 SH 14402 Fin Frame I Limits of Use Approved for use in HVH2: No Approved for use outside HVH2: 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 GAG APC 3540 Fin 44x72.odf Quality Assurance Contract Expiration Date 08/01/2017 Installation Instructions FL17676 R2 II Install - 3540 SH Fin 44x72.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party. Evaluation Reports Created by Independent Third Party: 117676.6 13540 SH 144x84 Fin Frame Limits of Use Approved for use in HVH2: No Approved for use outside HVH2: Yes Impact Resistant: No Design Pressure: +30/-30 Other: LC-PG30. Units must be glazed in accordance with ASTM E1300.04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x84.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions Verified By: American Architectural Manufacturers Association Created by Independent Third Party: littps://lloridabLlilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvl7GYGsjrLFR6fG I... 5/26/2016 01 Florida Building Code Online Page 3 of 4 Evaluation Reports Created by Independent Third Party: 117676.7 13540 SH 1 52x84 Fin Frame I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25/-25 Other: R-PG25. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 52x84.odf Quality Assurance Contract Expiration Date 05/26/2020 Installation Instructions FL17676 R2 It FL17676 RI It Install - 3S40 SH Fin S2x84.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.8 13S40 SH 36x74 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3S40 FLS 36x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35 FL17676 R2 It 08-012S2B 7.odf Verified By: Luis R. Lomas, PE PE-62S14 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE S11854B 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 3S40 FLS 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40 FL17676 R2 It 08-01372 511989.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE S11989 3S40 FLS 36x84.odf Created by Independent Third Party: Yes 17676.10 3540 SH 4402 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-47 Installation Instructions Other: LC-PG35 FL17676 R2 11 08-01247E 10.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511849E 1247.odf Created by Independent Third Party: Yes 17676.11 3540 SH 48x96 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 48x96.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +30/-30 Installation Instructions Other:LC-PG30 FL17676 R2 II 08-01371B 1I.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988E 1371.odf Created by Independent Third Party: Yes 17676.12 13S40 SH S2x62 finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS S2x62.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/27/2017 Design Pressure: +35/-35 Installation Instructions Other: R-PG3S FL17676 R2 II 08-02269A 12.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports littps://(loridabuilding.org/pr/pr_app_dtl.aspx?param=wGLVXQwtDgvFGYLsjr%FR61'G I ... 5/26/2016 Florida Building Code Online Page 4 of IFL17676 R2 AE 513015A 2269.odf Created by Independent Third Party: Yes 17676.13 3540 SH 5202 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3S40 FLS S2x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +30/-30 Installation Instructions Other: R-PG30 FL17676 R2 II 08-02270A 13.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE S13016A 2270.odf Created by Independent Third Party: Yes 17676.14 3540 SH 52x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25 FL17676 R2 II 08-01S14 512141.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE S12141 3S40 Fls S2x84.odf Created by Independent Third Party: Yes 17676.15 3540 SH 4802 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC(1277SIA2726.01-109-47- Approved for use outside HVHZ: Yes R2 C7326.01 3S40.AWS.IG.FIN.48x72.R3S.(0720161 Impact Resistant: No Rev.Ddf Design Pressure: +35/-35 Quality Assurance Contract Expiration Date Other: R-PG35. Units must be glazed in accordance with 07/20/2016 ASTM E1300-04. Installation Instructions FL17676 R2 It Install Instructs - 3S40 SH FIN 4802 (As Testedl.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.16 3540 Triple SH 10804 Fin Frame Triple CHS Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3S40 CHS Fin 108x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35 Units must be glazed in accordance with FL17676 R2 11 Install - 3S40 SH CHS Fin 108x74.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Back Nest Contact us :: 1940 North Monroe Street_ Tallahassee FL 32399 Phone: 850.487.1624 The State of Florida is an AA/EEO employer. CouvriGht 2007.2013 State of Florida.:. Privacy Statement : Accessibility Statement : • Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mad. If you have any questions, please contact 850.487.139S. -Pursuant to Section 455.275(1), Fbnda Statutes, effective October 1, 2012, licensees licensed under Chapter 45S, F.S. must provide the Department with an email address if they have one. The entails 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 on email address which can be made available to the public. To determine if you are a Ikensee under Chapter 4SS, F.S., pease click here . Product Approval Accepts: 1F sr EB Cre it., fv https://FloridabLiiIding.org/pr/pr_app_dtl.aspx?param=wGLVXQwtDgvl7GY/_sjr%FR6fG I... 5/26/2016 X I u Validator / Operations Administrator) MI Windows & Doors, Inc. P.O. Box 370 Gratz, PA 17030-0370 Attn: Rick Sawdey AAMA CERTIFICATION PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION The product described below is hereby approved for listing in the next issue of the AAMA Certified Products Directory. The approval Is based on successful complellon of tests, and the reporting to the Administrator of the results of tests, accompanied by related drawings, by an AAMA Accredited Laboratory. 1. The listing below will be added to the next published AAMA Certified Products Directory. SPECIFICATION RECORD OF PRODUCT TESTEDAAMAWDMAICSA101/I.S. 2IA440-08 LC-PG35-2731x1867 (108x74) Negative Design Pressure = -50 psf COMPANY AND CODE CPD NO. SERIES MODEL & PRODUCT DESCRIPTION MAXIMUM SIZE TESTED MI Windows & Doors, Inc. 3540 TRIPLE SH (FIN) FRAME SASH Code: Mn 10817 PVC)(O/X.O/X.OIX)(IG) 2731 mm x 1867 mm 860 mm x 919 mm tINS GL)(REINF)(TILT)(ASTM) 9'0" x 67') 240" x 3'0") 2. This Certification will expire April 12, 2017 and requires validation until then by continued listing In the current AAMA Certified Products Directory. 3. Product Tested and Reported by: Architectural Testing, Inc. Report No.: C7327.01-109-07 Date of Report: May 7, 2013 Date: May 8, 2013 Cc: AAMA JGS ACP-04 (Rev.1/11) Validated for Certification h' 4 u_ J!oci tedLaboratories, Inc. Authorized for Certification American Architectural Manufacturers Association ELEVATION 108, 12' ac 2- typ. —I Ma.. r 2" typ TT 2" o.c. max. L 4' *4' CLEARANCE ALL FOUR SIDES) WHICH SHk.ATHINC Min Edge Distance 1QF JAMB DETAIL HEAD DETAIL FLASH BY OTHI Anchor See Sectior Details) 0 Min Edge a" SIZE HEADER AS NEEDED Caulk under ENTIRE perimeter of Nolling fin before fastening. IM AS OUIRED DRYWALL r- .- r %,,.iOWN WITH 1/Y SHEATHING) MUST ACHIEVE 1-1/4- PENETRATION INTO STUD. . SILL DETAIL Notes: 1. Installation depicted Dosed off of structural test report C7327.01-109-47. 2. Wood screws shall satify the National Design Specification for Wood Construction for material type end dimensional requirements. 3. Wood buck installations are assumed 2x S-P-r (G-0.42) or denser. Buck width shell 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 sholl 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 perforrnonce requirements of the installation. 7. Installation shown is that of the test window for the size shown and the design pressure claimed. For window sizes smaller than shown, locate fasteners approx. 2" from comers and no more than 12' on center. Design pressures of smaller window sizes ore 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) p INSTALLATION INSTRUCTIONS do FASTENER SCHEDULE — FIN— pmwxb nu,. M a.n V.M.R. B-20-09 mm o.n 3540 Single Hung Muk NONE 1 1 VVlndows&[mars Gratz, PA Continuous Head and Sill 3510 SH ° H`'° FFINK' jK Florida Building Code Online 18504.2 Page I of 3 Business & Professional Regulation r SOS nomeHome I tag In I user aegtstrauon I Mot Topic subnUt surcharge I suits a Facts Publican FaC stall I ads site Map Link$ I search I Product Approvald use: public: userpr a Proeutt Aeoroval Menu > product or Application Search > Application use > Application Detail FL # FL18504 Application Type New Code Version 2014 Application Status Approved Comments Archived Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger®miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Mullions Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 0 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. Unch, PE 0 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 1211-u-1-111milixem a 1710.5.3 Method 2 Option B https://floridabuilding.orglprlpr_app_dti.aspx?param=wGEVXQwtDgs9%2f%2ftCOhpJQq i... 9/6/2016 Florida Building Code Online Page 2 of 3 Date Submitted 09/01/2015 Date Validated 09/01/2015 Date Pending FBC Approval 09/07/2015 Date Approved 10/16/2015 Summary of Products FL Model, Number or Name Description 18504.1 M-1926 Horizontal Mullion M-1926 Horizontal Mullion Single, Twin or Triple with Transom Limits of Use Installation Instructions Approved for use in HVHZ: No FLIB504 RO Il M-1926 Horizontal 08-01455A.odf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Maximum Span - 156-3/8', Impact Resistant up to FL18SO4 RO AE S12079A.odf Wind Zone 3 Created by Independent Third Party: Yes 18504.2 M-1926 Vertical Mullion M-1926 Vertical Mullion Limits of Use Installation Instructions Approved for use In HVHZ: No FL18SO4 RO 11 M-1926 Vertical 08-0144SA.odf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Maximum Span - 84% Impact resistant up to Wind FLISS04 RO AE S12069A.odf Zone 3. Created by Independent Third Party: Yes 18504.3 M-2285 Horizontal Mullion M-2285 Horizontal Mullion Single, Twin or Triple with Transom Limits of Use Installation Instructions Approved for use in HVHZ: No FL18SO4 RO ti M-2285 Horizontal 08-01834A.odf Approved for use outside HVHZ: Yes Verified By: Luis R. Lomas PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Maximum span - 120', Impact resistant up to Wind FL18SO4 RO AE S12521A.Ddf Zone 3. Created by Independent Third Party: Yes 18504.4 M-2285 Vertical Mullion M-2285 Vertical Mullion Limits of Use Installation Instructions Approved for use In HVHZ: No FL18504 RO II M-2285 Vertical 08-01833A.odf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Maximum Span - 84% Impact resistant up to Wind FL18504 RO AE S12520A.odf Zone 3. 1 Created by Independent Third Party: Yes 18504.5 M-2302 Horizontal Mullion M-2302 Horizontal Mullion Single, Twin or Triple with Transom Limits of Use Installation Instructions Approved for use in HVHZ: No FL18SO4 RO 11 M-2302 Horizontal 08-01456A.odf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Maximum Span - 1S6-3/8', Impact Resistant up to FL18SO4 RO AE 512080A.odf Wind Zone 3. Created by Independent Third Party: Yes 18504.6 M-2302 Vertical Mullion M-2302 Vertical Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FLISS04 RO 11 M-2302 Vertical 08-01447A.odf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Maximum Span - 84', Impact resistant up to Wind FL18504 RO AE S12071A.odf Zone 3. 1 Created by Independent Third Party: Yes Ne:t Contact us :: 2601 Blair Stone Road. Tallahassee Fl. 32399 Phone: aS0.487.1824 The State of Florida Is an AA/EEO employer. Coarrloht 2007.2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mall address released In response to a publk•records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mall. If you have any question$, please contact 8S0.467.1395. -Pursuant to Section 45S.27S(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 4SS, F.S. must provide the Department with an email address If they he" one. The emaib provided may be used for official communlcatim with the licensee. however mull addresses are public record. If you do not wish to https://floridabu ilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgs9%2f%2ftCOhpJQgi... 9/6/2016 Florida Building Code Online Page 3 of 3 Supply a Personal address, please provide the Department with an emaa address which can be made available to the public- To determine It you are a licensee under Chapter ASS, F.S., Please tllda p=,; Product Approval ACCWW: IR® Qwt VWY ' We https://floridabui ld ing.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgs9%2f%2ftCOhpJQq i... 9/6/2016 NOTES: 1) THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING COOL 2) WOOD FRAMING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3) ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION FACTOR Cd-1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 4) APPROVED IMPACT PR07EC71VE SYSTEM IS NOT REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS UP TO WIND ZONE 3. 5) DESIGN PRESSURE AND INSTALLATION DETAILS SHOWN IN THIS DOCUMENT APPLY ONLY TO MULLION. WINDOWS MUST BE APPROVED UNDER SEPARATE APPROVAL 6) SINGLE WINDOWS TO BE MULLED ARE NOT LIMITED TO THOSE SHOWN IN THIS DRAWING. WINDOWS MUST BE MANUFACTURED BY MI WINDOWS AND DOORS, INC. 7) DESIGN PRESSURE OF MULLED UNIT SHALL BE CONTROLLED BY THE LESSER DESIGN PRESSURE OF THE MULLION OR THE INDIVIDUAL WINDOW OR DOOR UNIT. 8) UNITS MAY BE MULLED TOGETHER INDEFINITELY AS LONG AS SINGLE UNIT WIDTH AND HEIGHT ARE NOT EXCEEDED AND MULLION IS ANCHORED AS SHOWN HEREIN. 9) MULLION VERTICAL INSTALLATION IS SHOWN, MULLION MAY BE USED IN 11ORIZONTAL APPLICATIONS AS LONG AS DIMENSIONS INDICATED HEREIN ARE NOT EXCEEDED AND MULLION IS ANCHORED ACCORDING TO THIS DOCUMENT. DESIGN PRESSURE TABLE INSTRUCTIONS: 1) DEFINE REQUIRED DESIGN LOAD PER FLORIDA BUILDING CODE CHAPTER 16. 2) DETERMINE TRIBUTARY WIDTH AND MULLION SPAN BASED ON PRODUCT 70 BE INSTALLED. SEE FORMULA FOR TRIBUTARY WIDTH. 3) LOCATE MULLION SPAN (UNIT HEIGHT) AND TRIBUTARY WIDTH. AT THE INTERSECTION OF ROW AND COLUMN CONTAINING THE MULLION SPAN AND TRIBUTARY WIDTH RESPECTIVELY IS THE MULLION RATING FOR PRODUCT IN STEP 2. MULLION RATING MUST BE EQUAL OR GREATER THAN REQUIRED DESIGN PRESSURE OBTAINED IN STEP 1. TRIBUTARY WIDTH - Wt W2 2 Inv uMCRIPM0 I— APGADKD A I REVISED INSTALLATION DETAILS 08/07/15 1 R.L ANCHORING NOTES: 1) FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREW WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM EMBEDMENT. LOCATE ANCHORS AS SHOWN IN INSTALLATION DETAILS SHEET 3. 2) FOR ANCHORING INTO CONCRETE USE 1/4' TAPCON WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4' MINIMUM EMBEDMENT WITH 2 1/2- MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN INSTALLATION DETAILS SHEET 4. 3) ALL FASTENERS TO BE CORROSION RESISTANT. 4) 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 3.200 PSI. C. MASONRY - STRENGTH CONFORMANCE TO ASTM C-90. GRADE N. TYPE 1 (OR GREATER). 5) TO ATTACH MULLION TO CLIP USE (4) 110 x 1 1/4' SELF DRILLING SCREWS PER CLIP. SCREWS MUST BE FIELD INSTALLED. HOLES FOR SCREWS ARE NOT PRE -DRILLED BY MANUFACTURER. TABLE OF CONTENTS SHEET NO. DESCRIPTION NOTES CONFIGURATIONS AND DP CHART INSTALLATION DETAILS MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 M-1926 - VERTICAL MULLION 83" MULUON SPAN GENERAL NOTES V.L 1 08-01445 Lc NTS luR 01/11/12 1 SHM1 OF SIGNED: 0&07/10I5 07 3/8' COMBINED WIDTH Wt -r- w2 FRAME HEIGHT WINDOW WINDOW MULLION SPAN) IL 107 3/e' COMBINED WIDTH w1--{ W2 8 FRAME Lw HEICHT WLqDOW MULLION SPAN) L / 107 3/8' COMBINED WIDTHFw-,.-ir- W2 fWINDOWl FRAME HEIGHT WINDO MULLION SPAN) w1 --iF- W2 107 3/8" COMBINED WIDTH osagn P-raar rstln8 W 1 UpIftww rorod Into woodNargtpp 1R1J :430 MnatVW10M 3900 4200 n 46.00 $113 130.0 130.0.130,0 130.0 130.0 1 .0 130. 1 .0 127.2 127. 27.0 127.0Nspan120.7 94.3 77.9 73 8 72.1 no 924 70.8 58,0 51.68B.& 6S861:7 47.3 4Q7.9 S&T 45.8 41.4 38.5 a7.0 8400 1 621 46.0'1 33.1 29.1 283' 24.9 107 3/B" COMBINED WIDTH wt {w2jr- W. M ME Lw Low HEIGHT MULLION 1117 3/8' COMBINED WIDTH w1 w2 83. ! j wLYDDw J FRAME / HEIGHT mmoo MULLION SPAN) wtW2 107 3/8' COMBINED WIDTH arLv Know Iare APPR'7U A I REVISED INSTALLATION DETAILS 08/07/15 1 R.L. F_ 107 3/8" _ COMBINED WIDTH w1--{ w2 - in. I J WINDOW FRAME HEIGHT MULLION SPAN) APPROVED CONFIGURATIONS MULTIPLE LW# MAYSEMUU.W717GETHER'ASLONGASCOMBINED MMIDOESNOTOMED 107341'ASSH0I4NHEREW Dwan Praim- rating W d1 Unlfaanchomd Into maaenrAwpoute MWUon span.( In) TtWtoryvrl6Qr 1& 12 23_SD J6:80 4200 to 4300 541J 2300 130.0 130.0 1U 130.0 13Q0 0 37. 38 34 130 0 130.0 180.0 1 0 190.0 49. 68 130.0 130.0 130.0 13MO 130.0 1 S0.0 6ZW 130.0 11&4 87.8 79.3 739 7T.5 8S83 13MO, 98.0 72.9 85.6 80.8 SI2 7200 99.3 S4.0 481 44.0 92.0 ' 8R00 R.1 45.D il1 29.1 2&3 24.9- LARGEAND SMALL MISSILE IMPACT, LEVEL D, W1NDZpwa DIMENSAW INC 0WAREFRAME DIMEN300AN DO NOT VAICLUDE FLANGE JI 1 WI --- F-- W2 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 V. L. 08-01445 wuE NTS k" 01/11/12 1 S'w2 OF 3 SIGNED: 0M7/2015 OBN8F9a 2 1/2" MIN 1" MIN EDGE DISTANCE SEPARATION /— MASONRY/CONCRETE BY OTHERS e • 1 1/4" MIN. EMBEDI I I J J 1 /4' TAPCON SECT5796 CLIP SECT M-1926 MULLION SECT5796 CUP 10 WOOD SCREW 1 3 8 MIN EMBEDMENT 1/2" MIN - WOOD FRAMING/ EDGE DISTANCE 2X BUCK VERTICAL CROSS SECTION BY OTHERS MASONRYICONCRETE AND WODD FR4UWG INSTALLATION 3 3/4" 1" 4 3/ 1 3/8 2" 2 7/8" L 7/8' SECT5796 CLIP 2x 01/4" FOR CONCRETE INSTALLATION ALUMINUM 606E-73.125•THICK 3 3/4" 2 1/4-- 1 3/8" 7/TB—"— 1 -- I 1 1/2, I-- 2X of/4" / I 7 1/ 1 D oEscranim MR I AMMI) REVISED INSTALLATION DETAILS 08/07/15 1 R.L. SECT5796 CLIP MT000022 CLIP FOR WOOD FRAMING WSTALLATION 16GA (.063) GALVANIZED STEEL ALUMINUM 6063-TS .12r THICK SECT5796 OR MT0000PCLIP SECT5796 OR MT0D0022 CLIP CLIP INSTALLATION 2 3/4" MI WINDOWS AND DOORS SIGNED: O&V7/2015 ttl 650 WEST MARKET STREET GRATZ, PA 17030-0370 NJ . • • • Ql9 i v GENS M-1926 - VERTICAL MULUON 83" MULLION SPAN S 0 INSTALLATION DETAILS SECT M 1926 MULLION i'••.-10RO' ALIIM/NUM6063T5.125'THICK owmme owe na 08-01445 rtn A iS10NA 6\ sulc NTS a1E 01/11/12 3 OF 3 11 1 L. Roberto Lomas P.E. 233 W Main St Danville, VA 24541 434-688-0609 rilomas@lrlomaspe.com Manufacturer: MI Windows and Doors, Inc. 650 West Market St Gratz, PA 17030 Product Line: M-1926 - Vertical Mullion Engineering Evaluation Report Report No.: 612069A Compliance: The above mentioned product has been evaluated for compliance with the requirements of the Florida Department of Business and Professional Regulation for Statewide Acceptance per Rule 61 G20-3.005 method 1(d). The product listed herein complies with requirements of the current Florida Building Code. Supporting Technical Documentation: 1. Approval document: drawing number 0"1445 revision A prepared, signed and sealed by Luis Roberto Lomas P.E 2. Mullion analysis report No. 512069-1 prepared, signed and sealed by Luis Roberto Lomas P.E. Limitations and Conditions of use: Maximum design pressure: refer to design pressure charts in approval document. Maximum single window unit size: 52 1IW x 84' Window units attached to mullion must have their own separate approval. This product is not rated to be used in the HVHZ. This product is Impact resistant and does not require Impact protection in Wind -Boma Debris Regions, up to Wind Zone 3. Design pressure of mulled units shall be controlled by the lesser design pressure of the assembly components. mullion or individual units. All windows attached to mullion must be manufactured by MI Windows and Doors, Inc. Installation:. Mullion must be installed in strict accordance with installation instructions document 08-01445 revision A. Certification of Independence: Please note that I don't have nor will acquire a financial interest in any company manufacturing or distributing the product(s) for which this report is being issued. Also, 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 RI I IL1 0'b 4TAT 0 F 0 RIOP Luis R. Lomas, P.E. FL No.: 62514 08/07/2015 NOTES: I. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WI7H REOUIREMENTS OF THE FLORIDA BUILDING CODE. 2. WOOD FRAMING AND MASONRY OPENING 70 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 RUCK OVER MASONRY/CONCRETE IS OPTIONAL. 4. WHERE SHIM OR RUCK THICKNESS IS LESS THAN 1-1/2" WINDOW UN17S 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 RUCK THICKNESS IS 1-1/2" OR GREATER. RUCK SHALL RE SECURELY FASTENED TO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE. WINDOW UN17S MAY RE ANCHORED THROUGH FRAME TO SECURED WOOD RUCK 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 ARC1117ECT 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 INSTALLA71ON SHIM AS REOUIRED AT EACII ANCIIUH LOCAIION WIIH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREAIER OCCURS. MAXIMUM ALLOWABLE SHIM STACK IU BE 1/4 9. SHIMS SHALL BE LOCATED, APPLIED AND MADE FROM MATERIALS AND THICKNESS CAPABLE OF SUSTAINING APPLICABLE LOADS. 10. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 11. FRAME MATERIAL: EXTRUDED RIGID PVC. 12. UNITS MUST BE GLAZED PER ASTM E1300-04. 13. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE UEBRIS REGIONS. 14. FOR ANCHORING THROUGH FIN INTO WOOD FRAMING OR 2X DUCK USE J6 WOOD SCREWS WITII SUFFICIENT LENGTH TO ACIIIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. IABLE OF CONIENIS SIILLI NO.1 DESCRIPIION NOTES ELEVATIONS INSTALLATION DETAILS I xcv I aumPlnn I DIE I APPRMED 1 15. ALL FASTENERS TO BE CORROSION RESISTANT. 16.INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURFR'S INSTALIATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD - MINIMUM SPFCIFIC GRAVITY OF G=0.47. 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 70 SHAPES SHOWN HEREIN 18. THIS PRODUCT ALSO I ABF.I FO UNDER THE FOLLOWING NAMES: 3500PW. 3500T, 350OSDUTES, 3500SP, 3540PX, 35401, 354OSDLITES, 3540SP. 3250PZ, 32501. 3250SDLITES, 325OSP, 3240PW. 3240T, 3240SDILITES. 3240SP, 3500HPPW. 3500HPT, 3500HPSOLITES, 3500HPSP. 358OWP, 3580T, 358OSDLITES, 358OSP, S-350OPW, S-3500T, S-350OSDILITES. S-350OSP, S-3540PW. S-3540T, S-3540SOLITES. S-3540SP, M-350OPW. W-3500PW. W-3500T. W-3540PW, W-3540T, W-3540SDILITF.S. W-3540SP, 1255PW, 1255SP, 1280PW. 910SP. 1255HPPW, 1255HPT, 1255HPSDLITES AND 1255HNSP. O SIGNED.0211712016 AXED DOORSM650WINDOWSW 1R II N///. EST T STREET`\\`\\S GRATZ, PA 17030-0370 r •GElY4F9iP/ice 0 8SERIES3500FIXEDWINDOW 96" X 60" NON -IMPACT NOTES Qt_ p AT OF 1 aG vac N.G. 08-02859 ss ZA1OAt 1 1arc "wNTS02/04/16 1 OF 3 acNsars 96" MAX. FRAME WIDIH alv rrulamw DA•F M WMD 2" MAX 10" MAX O.C. 2" MAX 2- 10' 10' MAX 60, O.C. MAX. HEIGHT SEE CHART i1 FOR NUMBER OF ANCHORS 2" MAX SERIES 3500 FIXED WINDOW EXTERIOR VIEW FIN INSTALLATOV DESIGN PRESSURE RATING IMPACT RATING 50.01-60.OPSF AWE NOTES: 1. MAXIMUM D.L.O.: 92" X 56" 2. 2) 1" X 1/8" WEEPSLOT AT 2" FROM EDGE OF SILL FACE CHART-0 Number o anchor locationsrequired From* Frame w dlh D Haight 36.00 4200 4d00 1 54.00 60.00 1 66.00 7200 78.00 84.00 90.00 96.00 HIS Jamb H&S Jamb H6S Jamb H6S Jamb U&S Jamb H&S Jamb Jamb H6S Jamb H6S Jam H6S am S m 7Qn I t SIGNED: OZ/17/2016 24.00 5 3 5 3 3 6 3 7 3 8 3 8 3 9 3 9 3 10 3 11 3 MI WINDOWS AND DOORS 111111II v 4200 5 6 9 5 5 9 5 0 11 5 650 WEST MARKET STREET R `O q iiAl IA00 g 6 GRATZ. PA 17030-0370 GENS s i 64.00 5 6 5 6 8 6 6 6 7 6 8 8 B 6 9 B 9—6 10 6 11 6 SERIES 3500 FIXED WINDOW 0 6tya 6000 6600 B 5 8 6 7 8 8 7 8 6 8 7 B B 8 8 8 0 9 8 9 7 0 9 8 96" X 60" NON -IMPACT O'j sr(fl/a/rt6P 7200110 5 8 6 8 6 6 8 a 6 9 8 ELEVATION pO,• AT OF tr, 78 00 4.00 5 9 5 6 9 8 9 6 9 7 9 8 9 8 9 6 9 7 9 8 DRAWN: DOC wo OB-502C859 o( atv ii s, •, ORIOP G ` i s ONA11 N\ 7 •090.00 s 1 6 10 6 0 sc[ a>< NTS 02/04/16 2 OF 3 J It APPROVED SEA] ANT BEHIND FIN 06 WOOD SCREW 3/8" MIN EDGE DISTANCE EXTERIOR 3/8- MIN EDGE DISTANCE 16 WOOD SCREW APPROVED --- ----- --- BEHINSEALANT INVERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION INTERIOR WOOD FRAMING BY OTHERS 1/ 4' MAX. SHIM SPACE 1/ 4- MAX SIIIM SPACE WOOD FRAMING BY OTHERS 16 WOOD SCREW 1 MIN. I/ 4" EMBEDMENT APPROVED J SEALANT BEHIND FIN 3/ 8- MIN EDGE DISTANCE 1/ 4- MAX SHIM SPACE. INTERIOR EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION Rrosom WWRIPIION I DATC I APPRO" NOTES. 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOI' SHOWN FON CLAIIII Y. WOOD 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE FRAMING DESlGNED/ N ACCORDANCE 141THASTME21/2 , T• 1 -/ I VBY OTHERS L./Tn SIGNED: 0211712016 MIWINDOWSIWDOW n AND It.. L0/,/ EST STREETJ\S GRATZ, PA 17030-0370 GEN,p..+ SERIES 3500 FIXED WINDOW Q6 * IN X60" NON -IMPACT fIN INSTALLATION DETAILS OOF Q DRAWN• UM NO. RN 4``a i'S; c(ORIO": G'\ 08-0259suitarc NTS 02/04/16 1 SHM 3 OF 3 01 Florida Building Code Online So P% + t:'> Page 1 of 2 Professional Regulation OEM rcmIImr ft! da QQ()allffl Id OCIS Home I Log In I User Registration i Hot Topics SWunit surcharge Stats S fact Publications faC Stall BCIS site Has, Links Search Busines // vj ProfessifalProduct Approval USER: Publlt user Regulation ProOuct Anoioval Menu a ftodOtt or Aeelltatlon Search > Apphcallon list > Application oiteo FL A FL1201.9-115 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer American Construction Metals Address/ Phone/Email 5140 W CLifton Street Tampa, FL 33634 813) 884-0444 lyle. pestow@acm-metals.com Authorized Signature Vivian Wright rickw@rwbldgconsultants. com Technical Representative Address/ Phone/Email Quality Assurance Representative Address/ Phone/Email Category Panel Walls Subcategory Soffits Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer N, Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Lyndon F. Schmidt, P.E. the Evaluation Report Florida License PE-43409 Quality Assurance Entity Keystone Certifications, Inc. Quality Assurance Contract Expiration Date 03/02/2020 Validated By Ryan 1. King, P.E. 4, 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 FL12019 RS COI Certificate Of IndeQ9nden=g& Standard Year ASTM E330 2002 Method 1 Option 0 https:// www. floridabui lding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquJEQf8P6a6FJ... 7/20/2015 Florida Building Code Online Page 2 of 2 1% Date Submitted 04/30/2015 Date Validated 04/30/2015 Date Pending FBC Approval 05/10/2015 Date Approved 06/22/2015 Summary of Products r FL S Model, Number or Name Description 12019.1 Triple 4' and "Quad 4' 0.012' Thick Aluminum Soffit - Full Vent and Center Vent Limits of Use Installation Instructions Approved for use in HVHZ: No FL12019 RS 11 Inst 12019.1.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 12019.1 for Design Pressure Ratings by FL 2019 RS AF Fval 12019.1.odf- specific application and for any other additional use Created by Independent Third Party: Yes limitations and Installation instructions. crock Neat fantail us :: 1040 Nerth Nontee Street TaOahMie FL 12199 Phonei ASO.487.1924 The State of Florida is an AA/EEO employer. tocrydalit ]f107.26111 State Of FleddA.:: PrfvM Statement :: Accessibility SWemeM :. Refund statement Under FloMa law, email addresses are public records. If you do not want your e-mail address released In response to A puolk•rocOrds re0ulst, do not send electronic mad to this entity. Instead, contact the office by phone or by tradllloml mail If you have any questions, please contact 8SO.487.139S. -Pursuant to Section 4S5.275(t), 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 official communication with the licensee. However email addresses are public record. If you 430 not wish to Supply a personal address, please provide the Department with an emall address which can be nude available to the public. To determine If you are a licensee under Chapter 45S, F.S.. please nick here . Product Approval Accepts: M W 2R Credit fA' E https://www. floridabui ldi ng.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquJ EQf8P6a6FJ... 7/20/2015 o ACM Tits 1111 AMERICAN CONSTRUCTION METALS •' \\\• h R : _ ZZZZ\ S140 West Cliffon Sheet \\\\\ ZZ\Z\\ C'u o ° W o Tompo, fl 33634 m n n TRIPLE 4" & "QUAD 4" ALUMINUM SOFFIT GENERAL NOTES 1. This product has been evaluated and is in compliance with the Sth Edition (2014) Florida Bolding Code excluding the "High Velocity Hurricane tone` (HVHZ). 2. Product anchors shall be as fated and spaced as shown on details. Anchor embedment to base material shop be beyond woo dressing or stucco. 3. Site condilions not covered by this drawing are subject to hither engineering onalysis. 4. Wood/CMU wall construction, by others, must be designed property to receive loads from the soffit and/or 7x 7' batten strips. 5. Aluminum soffits sholl conform to the requirements of FBC Section 1404.5.1 and labeled according to FBC Section 1710.9. TRIPLE 4 4 T4012 ( DI IS IIPCQ 140141, 0 37 TKC4 SHEET A 1 2 3 4 5 TABU Of CONTENTS DESCRIPTION Typicol elevorlons a genetd notes Ponet detoib Soffit detofls S deign pressures Soffit detok b design pressures Soffit detolk, design pressures 3 bill of moteriols r` QUAD 4 (04) o. o1s(D11rTH 040141D1? 4TMa0 as t /9/0 sou, N.T.S. r Jr Oc°" LFS F' L—t20t9.1 1bP SOFFIT AIR FLOW TABLE AIR FLOW AIR FLOW SOFFIT TYPE SOFFIT TYPE ri6!i R/Iei tlr 1 C"TP ro.m 3.91 2.71% I LL UOff 11.74 8.16% 11.74 8.16% rz 13.69 2.S6% 3.69 F2."% 1— 1T — I . D1SS L-- 4w OR 61 --+ Z 1 fASG1A 'l CHANNEL tweAAlFGei aRnW 1±a r M11.R. Aa' 1 ur• or eP RIB AND END DEALS I? COVERAGE 4'PIfCH 25/8' —}— AVAeAeurorlowm — I 6 iAl ICCOVERAGE 4.00'PITCH 262' —j—VWM AVALAKE FMt0WR! 175 000000ii 00000--T 000000' 0000J n n n n n n LOUVERPAT1ERNfRILLSCALRI ROWERS FORMED IN SAME DIREC110NASRIBS) L o-1v — I VIEW'A-9 14: S 6 FILL VENF • WIDE PATTERN Inures formeo in some retllon m rldl) Ras D 0 0 0D0000 0 OT7T- DOD 00000a0 0D000DOD0aOJ LOUVER PATTM LOUVERS FORIVIED IN SAME DIRECTION AS RIBS( ti c l VIEW'A•A'i4cSCALE) I S 6 FULL VEM -NARROW VENT PATTERN butts formed in came dreel'on m r+a) it H I0M Orr JK 1 FL-12019 I I SPA A ROOF OVERHANG SPAN • A ' ROOF OVERHANG ROOF ROOF FRAMING FRAMING ALUMINUM FASCIA TRIM f --- CMU OR \ f s (MU OR SOFfIT WOOD 50F. IT WOOD SEE DETAIL. A, FRAMED FRAMEDSa— SEESEEDESALT • g • JJ DETAIL • D' SIDE VIEW - SINGLE SPAN w/F-CHANNEL SIDE VIEW - SINGLE SPAN w/3-CHANNELS Shown W/ buwtmm m tmwmr) (Shown w/ bu m/fommU anUlever) SINGLE SPAN IENGTH A- DESIGN PRESSURE (PSO POSITIVE NEGADVE r 70.0 141.0 To' 60.0 60.0 Ir 50.0 50.0 T4• 38.5 38.5 16- 30.0 30.0 HUIe: WUUU MAMMA ANIJ 1-URNMIAFD IU nt DESC41ED BY THE ARCHITECT OR ENGINEER OF RECORD DETAIL" B" F-Chanel TRIM NAIL ATTACKED THROUGH FASCIA 016' O.C. MAX. STAPLES UISTALLED 0 END OF PANEL AND 8 MAIL O.C. SEE OEWL'J-, SHEET S) IV MAX DETAIL "A" Foscio STAPLES NS1ALlID 0 2,C O.0 ONTO WOOD) ON F-CHANNEL LEG OR I -NAIL 01 T O.C. ONTO WOOD OR MASONRY) STAPLES INSTALLED 01T O.C. ONTO WOOD) IN F-CHANNEL SLOT OR T-NAIL 0 IT O.C. ONTO WOOD OR MASONRY) NOTE: FOR SQUARE CUT OVERHANG. TRIM BOTTOM OF FASCIA FLAT AGAINST PANEL STAPLES LOCATED 24' O.C. NTO FRAMING ROOF OVERHG SPAN AAN I ROOF fps td^ FRAMING i, •'`-........• •• ``` j o uh fill ALUMINUM l d FASCIA o z o z V TRIM z oft O c w N • 9 ti a O\\dd SOFFIT [MU ORWOz SEE DETAIL' A' FRAMED 3u SEE DETAIL' C' SIDE VIEW - SINGLE SPAN w/3-CHANNEL W Shown w/ tnxw1nming anbkl r) N _ o m z STAPLES WALLED O IT O.C. (INTO WOOD) IN J{HANNEL SLOT OR T44AIL 01T O.C. $ INTO WOOD OR MASONRY) I STAPLES LOCATED ( 2, C O.C. INTO FRAMING i MAx. 5 I• MAIL STAPLES INSTALLED 01 T O.C. ONTO WOOD) IN J-CHANNEL SLOT OR T-NAIL 0 IT O.C. DETAIL " D " Chanel Foscio 51 MAIL I' MAX DETAIL " C " J- Channel SUBSTRATE NOTES: oa . or LFS I. WOOD SUBSTRATE: G = 0.42 OR BETTER oArawc ro 2. MASONRY SUBSTRATE 3,OOD PSI CONCRETE (AC1301) fL— I2019.1 OR HOLLOW BLOCK (ASTM C90). stn J v 5 SPAN " A ' ROOF OVERHANG SPAN ' A ' ROOF OVERHANG SEE NOTE 2 ROOF ROOF FRAMING FRAMING ALUMINUM ALUMINUM FASCIA FASCIA 9 TRIM TRIM L--- L-------- CHU OR - ------_T___ CHU OR SOFfii-f ROOD soFFITJ D FRAMED FRAMRAMED SEE DETAIL SEE DETAIL' FSEE DEIA0. G' SEEDETAIL' E' SIDE VIEW - SINGLE SPAN w/F-CHANNEL SIDE VIEW - SINGLE SPAN w/1-CHANNEL Shown w/ Uuss/fra" ovelnang) (Shown wI ULLss/famIng wedwV) t TRIM NAIL ATTACHED THROUGH FASCIA 0 18 O.C. MAX. STAPLES INSTALLED 0 END OF PANEL AND 8' MAX. O.C. F DETAIL'! 7. SHEET 5) DETAIL" E" Fascia NOTE FOR SQUARE CUT OVERHANG, TRIM BOTTOM OF FASCIA RAI AGAINST PANEL I ssI3 [- I/B'MAX DETAIL " F " F-ChoMQI STAPLES INSTALLED 0 2P O.C. (INTO WOOD) ON FCNANNEL LEG OR T Nsd 0 BT O.C. ONTO WOOD OR MASONRY) CONNECTOR NOB: " I 1. WOOD FRAMING ACONNECTIONS TO REDESIGNED ' MIND "li, BYTHEARCHITECT OR ENGINEER OF RECORD 2.12d COMMON NAIL OR 3/1C IIW IAPCON CONCRETE SCREW MN.1.1/f EMUDMENT) 02CONCENTER SINGLE SPAN IENGIN A' DESIGN PRESSURE (SF) OSMVE NEGATIVE e" 70. 0 141. 0 Ilr 60.0 60. 0 12' 50.0 50. 0 1e' 38.5 16" 30.0 38. 5 30.0 STAPLES LOCATED 2,C O.C. INTO FRAMING STAPLES INSTALLED O L. . ems.. ee== TO.C. (INTO WOOD) J IN FCMANNEL SLOT ORT4IML017O.C.L_---___ ONTO WOOD OR MASONRY) 5 2 1/8' MAX. I' MAX. —, SUBSTRATE NOTES: 1. WOOD SUBSTRATE G = 0.42OR BETTER DETAIL " G " 2. MASONRY SUBSTRATE: 3. 000 PSI CONCRETE (AC1301) OR HOLLOW BLOCK (/ISTM C901. J-Channel In it STAPLES INSTALLED 0 12' O.C. ONTO WOOD) IN )CHANNEL SLOT OR T40A C I T O.C. INTO WOOD OR MASONRY) X W a U u 1 9 09 Lie N.T.S. 6Y'• JK eo n: LFS 1 mc w• c 0 F!-t2019. t 13 0 n et 4or5 n 0 ITEM I DESCRIPTION MATERNL I FASCIA .021 S' THK. AL 3105 - HI 4 ALUMINUM 2 J' CHANNEL .0155' THK. AL. 3105 - H24 ALUMINUM 3 r CHANNEL AI55- THK. AL 3104 - H19 ALUMINUM 5 GUAD 4 PANEL 1.0115 OR .0135' THICK AL. 3105 ALUMINUM 6 TRIPLE 4 PANEL (.0115 OR .0135'THICK) AL. 3105 ALUMINUM 7 RISxI VCTRIM NAIL S.S. B 1S GA. X 1 /4' SS STAPLE / 7/r MIN. EMBEDMENT STEEL 9 7 X T BATTEN STRIP (G=.42 OR BE17ER) WOOD 10 APA BL- GROUP 1 EXT.15/37 PLYWOOD OR BETTER WOOD I I 09T' DNA. T-NAIL twl 5/8' MIN. EMBEDMENT) STEEL 12d X 31 /4- HA GALV. STEEL COMMON NAIL 0 24' O.C. w/ 0/4'MIN. EMS. I X2 VERTICAL FRAMING [ G>=&42) ATTACH w/ 2-8d COMMON NAILS 6 TOP 10 ROOF FRAMING n STAPLES INSIALLED IrENDOFPANELAND8' MAIL O.C. I I ISEE DETAIL'J I S . 6 DETAIL " H " C. MAX. r LDETAIL " J " 12d X 3-I/4' H. D. GALV STEEL COMMON NAIL 0 24' O.C. w/ 1-3/4-MIN. EMS. STAPLES INSTALLED END OF PANEL AND 8' MAX. O.C. SEE DETAIL-J j DETAIL " I" ROOF CVERHANG SPAN ' A ' u it it SEE DETAIL B' SHEET 3) V SEE DETAIL -A-_ SHE - 3 3) SEE DETAIL' H - TWIN SPAN LENGTH w/ CONTINUOUS BATTEN A• DESIGN PRESSURE IISF) POSITIVE NEGATIVE IV 70.0 70.0 IB- 66.5 66.5 20' 60.0 60.0 22' S4.5 54.S 24' 50.0 50.0 DA1irn a%A 4 SPAN SIDE VIEW - DOUBLE SPAN w/BATTEN Shown w/ tntWft eng cantilever) SPAN' A " ROOF OVERHANG SEE DETAIL' G' ROOF ( 4) FRAHWG SEE NOTE 2 t t r9n SJ Emu 0R WOOD SEEDE7Al' 1'r f 8 11 FRAHED SEE DETAS-A SNEET 3) SIDE VIEW - DOUBLE SPAN w/BATTEN CONNECTOR NOTES: (Shown w/ Wss/fismirg ovelhar9 1. WOOD FRAMING AND CONNECTIONS TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD SUBSTRATE NOTES: 212d COMMON NAIL OR 3/1 C OW TAFCON CONCRETE SCREW 1. WOOD SUBSTRATE: G = 0.42 OR BETTER IMIN. 1-1/4' ENJSEDME NT) 0 2P ON CENTER 2 MASONRY SUBSTRAM 3.00D PSI CONCRETE IACI301) OR HOLLOW BLOCK IASTM C90). n: FL- 12019.1 v 5 or 5 R W R W Building Consultants, Inc. B Consulting and Engineering Services for the Building Industry C P.O. Box 230 Valrico. FL 33595 Phone 813.659.9197 Florida Board of Professional Engineers Cenificate of Authorization No. 9913 Product Sub Category Manufacturer Product Name Category American Construction Metals Panel Walls Soffits 5140 West Clifton Street Triple 4" & "Quad 4" Aluminum Soffit Tampa. FL 33634 Phone 813.880.4444 Scope: This is a Product Evaluation report issued by R W Building Consultants. Inc. and Lyndon F. Schmidt, P.E. for American Construction Metals based on Rule Chapter No. 61G20-3, Method 1 d of the State of Florida Product Approval, Department of Business & Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial Interest In the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. Limitations: 1. This product has been evaluated and is in compliance with the 5th Edition (2014) Florida Building Code (FBC) excluding the "High Velocity Hurricane Zone". 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing or stucco. 3. Site conditions not covered by drawing FL-12019.1 are subject to further engineering analysis. 4. Wood/CMU wall construction, by others, must be designed properly to receive loads from the soffit and/or 2' X 2' batten strips. 5. Aluminum soffits shall conform to the rewuirements of FBC Section 1404.5.1 and labeled according to FBC Section 1710.9. 6. See drawing FL-12019.1 for size and design pressure limitations. Supporting Documents: 1. Test Report No. Test Standard TEL 01190073 ASTM E330-02 2. Drawing No. Prepared by No. FL-12019.1 RW Building Consultants, Inc. (CA #9013) 3. Calculations Prepared by Anchoring RW Building Consultants, Inc. (CA #9813) 4. Duality Assurance Certificate of Participation issued by Keystone Certifications, Inc., certifying that American Construction Metals is manufacturing products within a quality assurance program that complies with ISO/IEC 17020 and Guide 53 Sheet 1 of 1 Testing Laboratory Sinned by Testing Evaluation Lab.. Inc. Lyndon F. Schmidt, P.E Signed & Sealed by Lyndon F. Schmidt, P.E. Signed & Sealed by Lyndon F. Schmidt. P.E. t SC HM*t* 14., si 00 ZX ayndon F. Schmidt. P.E. FL PE No. 43409 le'• , O Ei' Q 4/1/2015i '••< r ftlatOhlt9t:a Florida Building Code Online l Page 1 of 2 RegulationBusiness & Professional r rawDepu m of OCI5 Home I Log In I User Registration i Hot TOPKs I Suomit Surcharge I Slats ! Facts I Puoikattons I FBC Stag I SCIS Site wp I Unks I seared I Busines Professi al roval USER: Product User Regulation product Anoroyal Hen, > PrsLuctm Aooliration Search > Aeelicatlon Llsl > Application Octal$ FL # FL1630S-R4 Application Type Revision Code Version 2014 Application Status Pending FBC Approval Comments Archived Product Manufacturer Atlas Roofing Corporation Address/Phone/Email 2000 RlverEdge Parkway Suite 800 Atlanta, GA 30328 770)946-4571 mcollins@atlasroofing.com Authorized Signature Meldrin Collins mcollins@atlasrooflng.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 1 Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Zachary R. Priest the Evaluation Report Florida License PE-74021 Quality Assurance Entity UL LLC Quality Assurance Contract Expiration Date 12/31/2020 Validated By Locke Bowden 6- Validation Checklist - Hardcopy Received Certificate of Independence FL1630S R4 COI ATL13002.4 2014 F13C Product Evaluation Shinoles.odf Referenced Standard and Year (of Standard) Standard Vear ASTM D 3161 2009 ASTM D 3462 2009 ASTM D 7158 2008 TAS 100 1995 TAS 107 1995 Equivalence of Product Standards Certified By Sections from the Code https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquJBMjgU 1 j3N... 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Method 1 Option D Date Submitted 06/28/2015 Date Validated 06/29/2015 Date Pending FOC Approval 07/0S/201S Summary of Products FL # Model, Number or Name Description 16305.1 Atlas Shingles Fiberglass reinforced laminated asphalt shingles Limits of Use Installation Instructions Approved for use in HVH2: Yes FL16305 R4 It ATL13002.4 2014 FBC ProdtictEvaluation Shlnales.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified 0y: Zachary R. Priest 74021 Design Pressure: N/A Created by Independent Third Party: Yes Other: See evaluation report for limits of use Evaluation Reports FL16305 R4 AE ATL13002.4 2014 FSC Product Evaluation Shinciles.odf Created by Independent Third Party: Yes Oat. Meal Contact Us :: 1940 North Memos Street. Tallahassee FL 12199 Phone: 1150487 1 O24 The State of Florida is an ANC{-0 employer. /A&tloht 2001-2011 State of Florida.:: Pdvaty Statement :. Accessibility eras rrient :: Refund Statement Under Florida taw. email addressa are public records. If you do not want your a -mall address released In response to a public -records request, do not send electronic mad to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 650.407.1395. 'Pursuant to Section 4SS.275(1), Florida statute, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address it they have one. The entails Provided may be used for offklil 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 merle available to the public To determine If you are a licensee under Chapter 45S, FS., please click here . Product Approval Accepts: KY'1 rit '\IYtMr https://www.iloridabuilding.org/pr/pr_app_dti.aspx?parain=wGEVXQwtDquJBMjgU I j3N... 7/20/2015 CREEK Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, Fl. 33647 TECHNICAL SERVICES, LLC 813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE 5'" EomON (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 Entil Report No. StandardYear 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) ATLA 16-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-118-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-119-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-123-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-125.02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-127-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-132-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-133.02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATLA35-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATLA36-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-137-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-138.02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-143-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-144-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-151-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-162-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-167-02-01 ASTM D 3161 2009 PRI Construction Materials Technologies (TST5878) ATL-168-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-169.02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-170-02-01 ASTM D 3462 2009 ATL13002.4 FL 16305-R4 Page 1 of 9 This evaluation report Is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 0 CREEK ATLAS ROOFING CORPORATION Asphalt Shingles TECHNICAL SERVICES, LLC PRI Construction Materials Technologies (TST5678) ATL-171-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-172-02-01 ASTM O 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 -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 O 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 O 7158, Class H fiberglass reinforced, laminated Hampton & Meridian) architectural asphalt shingle with a dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pinnacle® Pristine, ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced. laminated Pinnacle® Pristine architectural asphalt shingle with two, dashed, thermally -activated, self-sealing sealant Lifetime w/Scotchgard stripes that complies with ASTM D 3462. Dangerfield, Hampton & Meridian) StormMaster® Shake ASTM D 3161, Class F & ASTM D 7158. Class H fiberglass reinforced, laminated Dangerfield) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. StormMaster® Slate ASTM D 3161, Class F & ASTM D 7158. Class H fiberglass reinforced, laminated Ardmore) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ATL13002.4 FL 16305-R4 Page 2 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC INSTALLATION GlassMaster® 30 & Basic Wind Speed (Vwt): Tough -Mastery 20 Basic Wind Speed (Vasd): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 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 12- ' • • 4 51W 12- —+--12" + 12" Figure 1. GlassMaster® 30 & Tough -Master® 20 4 Nail Pattem (Non-HVHZ only) 36" Nails 12" • ) 1 18" h--- 12" — 12" T 12"---- Figure 2. GlassMaster® 30 & Tough -Master® 20 6 Nall Pattern ATL13002.4 FL 16305-R4 Page 3 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Prol-AM'" Architectural Basic Wind Speed (V,m): Basic Wind Speed (Vosd): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 6 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern' or "6 Nail Pattern' detailed below. 10W Mtn 120. IOM Onr WI(PIII Ur'1 0 17 Ur r MM- CD Im M I3 *c3 t3 M C3 Q Q Q Q W Figure 3. ProLAM'" Architectural Shingle 4 Nail Pattern (non-HVHZ only) Figure 4. Pro-LAMT" Architectural Shingle 6 Nail Pattern ATL13002.4 FL 16305-R4 Page 4 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical 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,ei): StormMaster0 Shake Basic Wind Speed (Vasd): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure in accordance with RAS 115 and manufacturers published installation instructions. Shingles shall be attached using "6 Nail Pattern' detailed below. Installed with 6 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either'4 Nail Pattern" or '6 Nail Pattern' detailed below. i 1 Figure 5. Pinnacle® Pristine and StolmMasterO Shake 4 Nail Pattern (Non-HVHZ only) Figure 6. Pinnacle® Pristine and StormMasterO 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 (Vat): Basic Wind Speed (Vasa): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 8.5 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern' detailed below. Installed with 8.5 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern' or "6 Nail Pattern' detailed below. Figure 7. StormMaster® Slate 4 Nail Pattern 141 Tt'j I 9" Figure 8. StormMaster® Slate 6 Nail Pattern ATL73002.4 FL 16305-R4 Page 6 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notily CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pro -Cut® Starter Strip Basic Wind Speed (Vut): Basic Wind Speed (Vesd): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2.12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed in accordance with RAS 115 and manufacturers published installation instructions. Shingles shall be attached as shown below. Installed in accordance with FBC requirements and manufacturers published installation instructions. Shingles shall be attached as shown below. x• o. o Figure 9. Pro -Cut® Starter Strip ATL13002.4 FL 16305-R4 Page 7 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty. installation. recommended use. or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pro -Cut® Hip & Ridge Basic Wind Speed (V jj): Basic Wind Speed (Va,4): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ and 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. Installed with 5-5/8 inch exposure in accordance with RAS 115 (HVHZ only) and manufacturer's published installation instructions. The direction of the exposed end shall be away from the prevailing wind.. I' 12" 1 12 ga. 1-1/2' ring i shank nail 1 J. r 12" I 6" LdI 1• Figure 10. Pro -Cut® Hip & Ridge ATL13002.4 FL 16305-R4 Page 8 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty. installation. recommended use. or other product attributes that are not specifically addressed herein. 0 CREEK ATLAS ROOFING CORPORATION Asphalt Shingles TECHNICAL SERVICES, LLC LIMITATIONS 1) Fire Classification is not within the scope of this evaluation 2) The roof deck and the roof deck attachment shall be designed by others to meet the minimum design loads established for components and cladding and in accordance with FBC requirements. 3) The mean roof height shall be restricted to a maximum 33 ft in the HVHZ. 4) Classification to ASTM D 7158 applies to exposure B & C with a building mean roof height of 33-ft or less. 5) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected prior to underlayment application. 6) Shingles shall be installed starting at the eave in horizontal layers such that the laps shed water from the deck. 7) Installation of the evaluated products shall comply with this report, the FBC, and the manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and code compliant detail shall prevail. 8) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61G20-3. 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. o,a. 'RtiA''-'.. No 74621 0 STATE OF 0 NoffOR1OP 5',S DNA` CERTIFICATION OF INDEPENDENCE 2015.06.2 9 12:55:48 04' 00' Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CREEK Technical Services, LLC does not have, nor will It acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R Priest, P.E. does not have, nor will acquire, a financial interest in any other entity Involved in the approval process of the product. END OF REPORT ATL13002.4 FL 16305-R4 Page 9 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK Certificate of Authorization No. 29824 17520 Edinburgh Or Tampa, FL 33647 TECHNICAL SERVICES, LLC (813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE eH EDITION (2014) Manufacturer: ATLAS ROOFING CORPORATION Issued June 29, 2015 2000 Riveredge Parkway, Suite 800 Atlanta, GA 30328 770) 612-6267 Manufacturing Plants: Hampton, GA Meridian, MS Dangerfield, TX Ardmore, OK Quality Assurance: UL LLC (QUA9625) SCOPE Category: Roofing Subcategory: Asphalt Shingles Code Sections: 1507.2.5, 1507.2.7.1. 1523.6.5.1 Properties: Physical properties, Wind Resistance, Wind Driven Rain REFERENCES Entity Report No. Standard Year PRO Construction Materials Technologies (TST5878) ATL-079-02-01 ASTM O 3161 2009 TAS 107 1995 PRO Construction Materials Technologies (TST5878) ATL-083-02-01 TAS 100 1995 PRO Construction Materials Technologies (TST5878) ATL-086-02-01 Rev 1 ASTM 0 3462 2009 PRO Construction Materials Technologies (I ST5878) ATL-104-02-01 ASTM D 3462 2009 PRO Construction Materials Technologies (TST5878) ATL-106-02-01 ASTM D 3161 2009 TAS 107 1995 PRO Construction Materials Technologies (TST5878) ATL-106-02-01 Rev 1 ASTM 0 3161 2009 TAS 107 1995 PRO Construction Materials Technologies (TST5878) ATL-107-02-01 TAS 100 1995 PRO Construction Materials Technologies (TST5878) ATL-107-02-01.1 TAS 100 1995 PRO Construction Materials Technologies (TST5878) ATL-109-02-01 ASTM D 7158 2008d PRO Construction Materials Technologies (TST5878) ATL-116-02-01 ASTM D 3462 2009 PRO Construction Materials Technologies (TST5878) ATLA 18-02-01 ASTM D 3462 2009 PRO Construction Materials Technologies (TST5878) ATL-119-02-01 TAS 100 1995 PRO Construction Materials Technologies (TST5878) ATL-123-02-01 ASTM 0 7158 2008d PRO Construction Materials Technologies (TST5878) ATL-125-02-01 TAS 100 1995 PRO Construction Materials Technologies (TST5878) ATL-127-02-01 Rev 1 ASTM D 7158 2008d PRO Construction Materials Technologies (TST5878) ATL-132-02-01 ASTM D 3161 2009 TAS 107 1995 PRO Construction Materials Technologies (TST5878) ATL-133-02-Ot ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-135-02-01 ASTM D 3462 2009 PRO Construction Materials Technologies (TST5878) ATL-136-02-01 ASTM O 3462 2009 PRO Construction Materials Technologies (TST5878) ATL-137-02-01 Rev 1 ASTM O 7158 2008d PRO Construction Materials Technologies (TST5878) ATL-138-02-01 Rev 1 ASTM 0 7158 2008d PRO Construction Materials Technologies (TST5878) ATL-143.02-01 ASTM 0 3161 2009 TAS 107 1995 PRO Construction Materials Technologies (TST5878) ATL-144-02-01 ASTM 0 3161 2009 TAS 107 1995 PRO Construction Materials Technologies (TST5878) ATL-151-02-01 ASTM D 3462 2009 PRO Construction Materials Technologies (TST5878) ATL-162-02-01 TAS 100 1995 PRO Construction Materials Technologies (TST5878) ATL-167-02-01 ASTM D 3161 2009 PRO Construction Materials Technologies (TST5878) ATL-168-02-01 ASTM D 3161 2009 TAS 107 1995 PRO Construction Materials Technologies (TST5878) ATL-169-02-01 ASTM D 3462 2009 PRO Construction Materials Technologies (TST5878) ATL-170-02-01 ASTM D 3462 2009 ATL13002.4 FL 16305-114 Page 1 of 9 This evaluation report is provided for State of Florida product approval under Rule 610320.3. The manufacturer shall notity, CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK 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) ATLA74-02-01 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-MasterO120 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 Dangerfield) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. StormMaster® Slate ASTM D 3161, Class F & ASTM D 7158. Class H fiberglass reinforced, laminated Ardmore) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ATL13002.4 FL 16305-R4 Page 2 of 9 This evaluation report is provided for Stale of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC INSTALLATION GlassMaster® 30 & Basic Wind Speed (Vut): Tough -Master® 20 Basic Wind Speed (Vasa): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 5-inch exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using -6 Nail Pattern' detailed below. Installed with 5-inch exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern' detailed below. 36' Nails 1 r —+ --- 12' 12- Figure 1. GlassMaster® 30 & Tough -Master® 20 4 Nail Pattern (Non-HVHZ only) 38" 4 Nails 12I" 4 i J5/8" IT 12' Figure 2. GlassMaster® 30 & Tough -Master® 20 6 Nail Pattern ATL13002.4 FL 16305-R4 Page 3 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ProLAMTM Architectural Basic Wind Speed (Vwt): Basic Wind Speed (Vaw): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements: Solidly sheathed min. 19/32 in. plywood or wood plank for new construction, Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction: Min. 7/16 in. OSS existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 6 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern" detailed below b>T w, l}pa oifaiablea gl 1 U1efn YP MHO hP Q Q l 0 0 a) C3 Q N• 1 6 W' Figure 3. ProLAMTM' Architectural Shingle 4 Nail Pattern (non-HVHZ only) Figure 4. Pro-LAMTm 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 not imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pinnacle® Pristine & Basic Wind Speed (Vv„): StormMaster® Shake Basic Wind Speed (Vasa): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 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 W M Figure S. Pinnacle® Pristine and StoffnMaster® Shake 4 Nail Pattern (Non-HVHZ only) J. Figure 6. Pinnacle® Pristine and StormMasterO Shake 6 Nail Pattern ATL13002.4 FL 16305-R4 Page 5 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC StormMasterO Slate Basic Wind Speed (VWt): Basic Wind Speed (V",a): Deck (HVHZ): Deck (Non-HVHZ): Underlayment, Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shinglos 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 8.5 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using '6 Nail Pattern" detailed below. Installed with 8.5 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either'4 Nail Pattern* or "6 Nail Pattern' detailed below. Figure 7. StormMaster® Slate 4 Nail Pattern Figure 8. StormMaster® Slate 6 Nail Pattern ATL13002.4 FL 16305-R4 Page 6 of 9 This evaluation repon 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,i,): Basic Wind Speed (Vase): Deck (HVHZ): pan• r Deck (Non-HVHZ): Underlayment. Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shinglos Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed in accordance with RAS 115 and manufacturers published installation instructions. Shingles shall be attached as shown below. Installed in accordance with FBC requirements and manufacturers published installation instructions. Shingles shall be attached as shown below. 3r u p. •yr e.n.r..a c •r r 1 • u • Figure 9. Pro -Cut® Starter Strip ATL13002.4 FL 16305-R4 Page 7 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pro -Cut® Hip & Ridge Basic Wind Speed (Vw): Max. 194 mph Basic Wind Speed (Va,d): Max. 150 mph ATLAS ROOFING CORPORATION Asphalt Shingles Deck (HVHZ): In accordance with FBC requirements; Solidly sheathed min. 19/32 in, plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. Deck (Non-HVHZ): In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. Underlayment: In accordance with FBC requirements. Min. slope: 2:12 and in accordance with FBC requirements; Installation (HVHZ and Installed with 5-5/8 inch exposure in accordance with RAS non-HVHZ): 115 (HVHZ only) and manufacturers published installation instructions. The direction of the exposed end shall be away from the prevailing wind. I 12 ga. 1-1/2" ring shank pall i 12" 6" i t I Figure 10. Pro -Cut® Hip & Ridge ATL13002.4 FL 16305-R4 Page 6 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor Imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC LIMITATIONS ATLAS ROOFING CORPORATION Asphalt Shingles 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 R in the HVHZ. 4) Classification to ASTM 0 7158 applies to exposure B & C with a building mean roof height of 33-ft or less. 5) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected prior to underlayment application. 6) Shingles shall be installed starting at the eave in horizontal layers such that the laps shed water from the deck. 7) Installation of the evaluated products shall comply with this report, the FBC, and the manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and code compliant detail shall prevail. 8) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 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. PaY ........ 1 R"pq i No 74021 STATE OF '•W llllllt CERTIFICATION OF INDEPENDENCE 2015.06.2 9 12:55:48 04'00' Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CREEK Technical Services, LLC does not have, nor will It acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest. P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. END OF REPORT ATL13002.4 FL 16305-R4 Page 9 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor Imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. J Florida Building Code Online U n6er `QUfMe—- Page i of 1 FD5Z I (o- 91 L Business & Professional Regulation Fig nofIdB 1)4M llliiltt; OCis Home I w0 m I UW Registration i na Tools I Submit Suletarye I State a Facts I wlNwtions I FSC Staff I !CIS Sit* dap I Links I SnKtl Busi nwes f',,'p Product ApprovalProfessilial ®ER,P,bactaer Regulation dOdnfc of Aoelcalbn Smfllh > Application Uct 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 Searcr1 Resum" M rlaAaaVrra EI.L I Tvoe Manufacturer Validated By StAbLa FL15216-R2 Revision InterWrap, Inc. Category: Roofing John W. Knezevlch, PE 954) 772-6224 Approved History Subcategory: Underlayments Comes us :: 1940 He h "onto' Sir". T.f ihossee FL mq0 obnw: a561e7.1624 The State of Florida is an AA/EEO employer. Coovcr M 7007-2G1] date of Florida.:: Privacy Statement :: altlhty Statertwnt :: Refund c .tement Under FbAOa law, malt addresses life public records. If you do not want yarn a -mall address released In response to a pubU-rcemrdS request do net Sand electronic ma0 to this entity. Instead, contact the office by phone or by traditional mall. If you have any OuesUOnS. please contact SS0.467.179S. •Pursuam t0 Section 45S.27S(1), Fiord& Statutes. eaeclve October 1. 2012, 11cahsees licensed under Chapter 4SS. F.S. must provide the Oetlartmem with an emaa address r they have one. The emalls provided may be used for Official comumlreptaln with the licensee. Wwever email 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 publlC TO detemdne If you are a licensee under chapter 455. F.S., please dick fi=. Product Approval Accepts: INraQ Cred tfbr E https:// www.floridabuilding.org/pr/pr_appjst-aspx 7/20/2015 Florida Building Code Online Page 1 of 2 1% on' 01 -_ -- I I - MBusiness & Professional Regulation d1DpMKqd acts Home I cap to I user aagatrauon 1 Hoc Topics I submt svrturoe I stars a facts 1 Publications I FeC wa I etas site Map I Lima I search I Prot a1 Product Approval Professi l ®USEa. Pvbuc uxr Regulation a o.,rt... or Aeallctbn Swareh > AMtKatfon Lisr > ApplloUon owa FL p FL15216-R2 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer InterWrap, Inc. Address/Phone/Small 32923 Mission Way Mission, NON -US 00000 SSI) 574-2939 mtupas@Interwrap.com Authorized Signature Eduardo Lozano elozano@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 11/17/201S Validated By John W. Knezevich, PE 9M Validation Checklist - Hardcopy Received Certificate of Independence FLiS2t6 R2 Col 2015 0) 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 1S07.9.5 TIS07.8 https://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZIQ... 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Method 2 Option B Dale 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 fe j Model, Number or Name Description 15216.1 1 RhinoRoof Underlayments Synthetic roof underlayments Limits of Use Approved for use in HVH2: No Installation Instructions FI t 5716 R2 11 2015 04 FINAL ER INTERWRAP RHINOROOF FL35216- R2,odf Verified By: Robert Nieminen PE-59166 Created by Independent Third Party: Yes Approved for use outside HVH2: Yes Impact Resistant: N/A Design Pressure: N/A Other: See ER Section 5 for Um its of Use. Evaluation Reports FLIS216 R2 AE 2015 04 FINAL ER 1NTERWRAP RHINOROOF_FL15216- R2_odf Created by Independent Third Party: Yes 0 Neet Contact Us .: 1940 North H"Me Stn - Tallahassee Ft. 32399 Mane: l50.19)• It2e The state or Florida is an MVFiO enno"r. f evrMM 2007.20t i State nrrterMa_.:: gbtapSlylsmepl ::Accessipffiffy Statement :: RNund Statement Under Florida taw, emall addresses are public records. If you do not want your a -coed address released In response to a public -records request, do AGE sand electronic man to this ereity. Instead, contact the office by phone or by traditional mail. if you have any questions, please contact 050 487.1395. •Purswr4 to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 4S5. F.S. must provide the Oepartment with an eroW address It they have one. The emans provided may be useA tar osicial comt!urnication Mtn the licensee. However small addresses are Public record. tf you do not wish to address, supplyaPersonalplease provide the Oapanntent with an WMU address which can be tmile available to the public To determine d you are a licensee under Wpf& 4SS. F.S.. Please dick bed. Product Approval Accepts: N®®® vcvvrGyar' rrru: https:// www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yV VKJZ 1 Q... 7/20/2015 QOTRINITYIERD EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 EVALUATION REPORT Interwrap, Inc. Evaluation Report 140S10.02.12-R2 32923 Mission Way FLiS216-R2 Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2: 04/27/201S SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5`h Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: 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. TrinityJERD 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 OCA ANE1983 i$ c:,le-aana ti i,;s; • ..'—;,R,... 'q , The fanimh sal apPaa ft was authorized by Robers NkminaN t • s 7#! L PE. on M/27/2015. Thlr data rm ser a ss an a4aranlnlN rbed t doarmant. S%nad, sealed hatdcoples have been transmitted to the Product Approval Adminlstrator and to tha named client CERrincATloN Of INOEPENOENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial Interest in any company manufacturing or distributing products it evaluates. 2. Trinity I ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest In any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity Involved in the approval process of the product. S. This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. TRINITYIERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year 1507.2.3,1507.5.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.8.3,1507.9.3,1507.9.5 on Heating 1S07.2.3,1507.5.3,1507.8.3. Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 1507.9.3 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference Date ITS(TST1509) Physical Properties 100539395COO-006 10/27/2012 ITS (TST1509) Physical Properties 100539395COQ-002 10/27/2011 ITS (TST1509) Physical Properties 200539395COQ•006 03/14/2014 ITS (QUA1673) 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 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 AHf for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.5 Allowable roof covers applied atop RhinoRoof Underlayments are follows: TABLE 1: ROOF COVER OPTIONS Underlayment Asphalt Shingles Nail -On Tile Foam -On Tile Metal Wood Shakes Shingles Slate or Simulated Slate RhlnoRoof U20 Yes No No Yes Yes No 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30-days after Installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published Installation instructions and the requirements for ASTM 0226, Type I or 11 or 04869, Type II underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, U.C. Evaluation Report 14OS10.02.12-R2 Cerdjkote o%Authorirotlon 49SO3 FL15216-R2 Revision 2: 04/27/201S Page 2 of 3 TaINITYIERD 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. 4 RhlnoRoof U20: 6.4.1 fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1-inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 Single Laver: Roof Slope > 4:12: End (vertical) laps shall be minimum 6-Inches and side (horizontal) laps shall be minimum 4-inches. Refer to Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain conditions. For exposure < 24 hours, use of every -other fastening location printed on the surface is acceptable. for exposure > 24 hours up to maximum 30-days, use of every fastening location printed on the surface Is required. When batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole In accordance with Interwrap published instructions. 6.4.3 Double Laver. 2:12 < Roof Slope < 4:12: End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1-inch side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. S. MANUFACTURING PLANTS: Contact the manufacturer or the named CIA entity for information on plants covered under Rule 6143120-3 CIA requirements. 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc.-ETL/Warnock Hersey — QUA1673; (604) 520-3321 END Of EVALUATION REPORT - Exterlor Research and Design, U.C. Evaluation Report 140510.02.12-R2 Certificote ojAuthorizotion #9503 FLiS216-R2 Revision 2: 04/27/201S Page 3 of 3 QOOXFEXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503 TRINITY I ERD 353 CHRISTIAN STREET, UNIT p13 ORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 EVALUATION REPORT Interwrap, Inc. Evaluation Report 140510.02.12-112 32923 Mission Way FLiS216-112 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 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. TrinitVI ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "TrinitylERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCA ANE1983 tttttnrp, o\\ZtUj^4 p4 Qi'1•% oP' st rv, s t, : ;•, 5.7:f \•' The facsbnga seal appearing wa sudwited by Robert tseminen. This does as an elecvaMully signedLP.E w M/27/MIS. not NM document. Signed, seated hardooples have been transmitted to the Product Approval Administrator and to the named client CERTIFICATION OF INDEPENDENCE: 1. Trinity IERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products It evaluates. 2. Trinity) ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial Interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest In any other entity Involved in the approval process of the product. S. This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. no I TRINITYIERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year 1507.2.3, 1507.5.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM 0226 2006 1507.8.3,1507.93,1507.9.E on Heating 1507.2.3, 1507.5.3, 1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM 04869 2005 1S07.93 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference pa P ITS (TST1509) Physical Properties 100539395COQ-006 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-002 10/27/2011 ITS(TST1509) Physical Properties 100539395COO.006 03/14/2014 ITS (QUA3673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhlnoRoof U20 Is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM D226, Type I or Type II felt or D4869 Type II felt. RhinoRoof Underlayment is available in 42-inch wide rolls, and can be produced in various other sizes. S. LIMITATIONS: 5.1 This is a building code evaluation. Neither Trinity IERD nor Robert Nleminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, Is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVHZ. 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. 5.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product Is specifically referenced within FBC approval documents. If not listed, a request may be made to the AHJ for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.5 Allowable roof covers applied atop RhinoRoof Underlayments are follows: TABLE 1: ROoF COVER 0FrnoNs Underlayment Asphalt Shingles Nall -On TileI Foam -On TheI MetalI Wood Shakes Shingles Slate or Simulated Slate Rhinoftoof U20 Yes I No INa I Yes I Yes No 5.6 Exposure Limitations: 5.6.1 RhlnoRoof Underlayment shall not be left exposed for longer than 30-days after installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments In compliance with manufacturer's published Installation instructions and the requirements for ASTM D226, Type I or 11 or 04869, Type II underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, U.C. Evaluation Report 140S30.02.12-R2 CertifiCote Of AUthorizotion #9503 FLiS216-R2 Revision 2: 04/27/201S Page 2 of 3 QOTRINIWIERD 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. RhlnoRoof U20- 6.4.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1-inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 Single Laver: Roof Slope > 4:12: End (vertical) laps shall be minimum 6-inches and side (horizontal) laps shall be minimum 4-Inches. Refer to Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain conditions. For exposure < 24 hours, use of every -other fastening location printed on the surface Is acceptable. For exposure > 24 hours up to maximum 30-days, use of every fastening location printed on the surface is required. When batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole in accordance with Interwrap published instructions. 6.4.3 Double Laver. 2.12 < Roof Slope <4:12: End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1-inch side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. B. MANUFACTURING PLANTS: Contact the manufacturer or the named CIA entity for information on plants covered under Rule 61G20-3 QA requirements. 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc.-ETL/Warnock Hersey — QUA1673; (604) 520-3321 END OF EVALUATION REPORT - Exterior Research and Design. LLC. Evaluation Report 140510.02.12-R2 Certi lcote o/Authorizotion #9503 FL1S216-R2 Revision 2:04/27/2015 Page 3 of 3 i 0211112015 13:41 UD P.0021004 M (® MiAMl-DADS COUNTY PRODUCT CONTROL. SECTION I 1805 SW 26 Street. Doom 20$ DEPARTMENT OF RECUL.ATORY AND ECONOMIC RESOURCES (RSR) Miami, Florida 33175.2474 BOARD AND CODE ADMINISTRATION DIVISION T (7U)311-2590 F (766) 313.2599 NOTICE OF ACCEPTANCE (NOA) Southeastern Metals Manufacturing Company, inc. 11801 Industry Drive Jacksonville, FL 32218 SCOPE: Ilia NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER -Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section in Miami Dade County) and/or the AHJ (in 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 fails to perform in the accepted manner. the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within choir jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material foils to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code including the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: Weather Vent LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city. state and following statement: "Miami -Dade County Product Control Approved". unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature.. If any portion of the NOA is displayed. then It shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for Inspection at the job site at the request of the Building Official. This NOA renews and revises NOA No. 08-0423.01 consists of pages I through 3. The submitted documentation was reviewed by Juan E. Collao. R.A. NOA No.: 13-0014.09 towoe Expiration Date: 04/15/19 Approval Date: 0I/23/14 Page I of 3 IV 0211112015 13:42 ffAX) P.0031004 ROOFING ASSEMBLY APPROVAL Category: Roofing Sub -Category: Ventilation Material: Steel Minimum Slope: 2:12 TRADE NAMES OF PRODUCTS MANUFACTURED OR LABELED BY APPLICANT: Manufactured by Test Product Applicant Dimensions Snadfleations Description Weather Vent Vent: 4- K" x 19" x 46" TAS 100 Galvanized metal roof vent Deck Flange: 24" x 520 thickness: 0.0217 inch. MANUFACTURING LOCATION 1. Jacksonville, FL EVEDZNCE SUBMITTED Test Aeeocv Tat Identifier Test Name/Report Date PRI Asphalt Technologies, Inc. TAS 100 SEM-002-02.01 03/14/03 CC -ES AC132 SEM-027.02-01 01/07/14 APPROVED APPLICATIONS: Deck Type: Wood Deck Description: "/n" or greater plywood or wood plank System Type A: Mechanical attachment of vent for shingle roofs Cutout: Mark a 3 %" x 46" opening centered between layout lines and aligned minimum 6 inches from the ridge. Set blade to thickness of sheathing and cut opening. Brush away sawdust and debris. Installation: Vents should be evenly spaced on the rear stops of the roof. Center vent in opening and set it in a 1/8" thick of an approved ASTM D 4586 asphalt roofing cement. Secure vent to the roof deck with 1-y" galvanized ring slunk roofing nails spaced approx. 8" o.c. and 1" from the outside edge of the flange. Use a minimum of I8 nails per vent. Seal all mils and vent flange with an approved ASTM D 4586 roofing cement. (See drawings herein). Net Free Area: 99 square Inches. NOA No.: 13-0914.08 Expiration Date 04/1S/19 Approval Date: O V13/14 Page 2 of 3 11 i 02/1112015 13:43 ffAX) P.004/004 LIMITATIONS: 1. Refer to applicable building code for required ventilation. 2. Weather Vent shall comply with the manufacturer's current published application instructions and the requirements set forth in the applicable building code. 3. This acceptance is for installations over asphaltic shingle toofs 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 assuranoe 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 Idendflable 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 Seal as shown below: DRAWINGS o • ROOF FLANGE NAIL PLACEMENT END OF TMS ACCEPTANCE NOA No.: 13-0814.08 Expiration Date: 04/15/19 Approval Date: 01/23/14 Page 3 of 3 Florida Building Code Online Page 1 of 3 L2 aroLA cwm.:1 caFN RwWa DzpafQfIC11I# ms Home top ep s ra u Busines // Professi 1 a1 OUSER:PublicUserProduct Regulation Pnmutt Aooraral tteeu > Peenurt Or AOoll[atlen SNrM > Aoolieatlon tlst > Application Detail FL * FL2197-RS Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission If necessary. Comments Archived Product Manufacturer MiTek Industries, Inc. Address/ Phone/Email 14515 North Outer Fourty Drive Suite 300 Chesterfield, MO 63017-5746 314) 851-7480 Ext7480 dwertomli. com Authorized Signature David Wert david. c.wert@mil.com Technical Representative David Wert Address/ Phone/Email 14515 North Outer Fourty Drive Suite 300 Chesterfield, MO 630175746 314) 851-7480 dwertomli. com Quality Assurance Representative David Wert Address/ Phone/Email 14515 North Outer Forty Suite 300 Chesterfield, MO 63017 314) 851-7480 dwertomll. 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 Certificate of Independence for Evaluation.odf Referenoed Standard and Year (of Standard) Standard Yea[ ANSI/ TPI 1 2007 Equivalence of Product Standards Certified By Sections from the Code https:// www.floridabuilding.org/prlpr_app_dti.aspx?param=wGEV XQwtDgvrTEx%2bbkf .. 7/20/2015 Florida Building Code Online Page 2 of 3 Product Approval Method Method 1 Option C Date Submitted 06/11/2015 Date Validated 06/30/2015 Date Pending FBC Approval Date Approved 07/05/2015 Summary of Products FL # Model, Number or Name Description 2197.1 M18SHS 18 ga. super high strength truss connector plate Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL2197 RS If InstallattonESR-1988 Aoril2011.odf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: Can use HVHZ per ICC-ES ESR-1988 Supplemental FL2197 RS AE ESR-1988.od1 for the Florida Building Code 2197.2 Mlt 16 16 ga. truss connector plate Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL2197 RS II Installs IonESR-1311 Nov201Lodf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: Can use HVHZ per ICC-ES ESR-1311 Supplemental FL2127 5 AE ESR-1311.odf for the Florida Building Code 2197.3 MT18HS 18 ga. high strength truss connector plate Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL2197 RS II InstallationESR-i988 Aoril20ti.ndt' Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other. Can use HVHZ per ICC-ES ESR-1988 Supplemental FI-197 RS AE ESR-1988.odf for the Florida Building Code 2197.4 MT20 20 ga. truss connector plate Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL2197 RS II InstailatlonESR-1988 Aor112011.odf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: Can use HVHZ per FCC -ES ESR-1988 Supplemental FL2197 RS AE E_S11-1988.odf for the Florida Building Code 2197.5 MT20HS 20 ga. high strength truss Connector plate Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL2197 RS 11 InstallatlonESR-1311 Nov2011.0df Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: Can use HVHZ per ICC-ES ESR-1311 Supplemental FL2197 RS AE ESR-1311.odf for the Florida Building Code. Contact Us :: 1946 !forth Monroe Street. Tallahassee _ FL M99 Phone: OSO.467.1824 The State of Florida IS an AAJIMO employer. reayfioht 2007-2013 Stale at Florida.:: Privacy Statement ::' i :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by Phorla or try traditional mail. It you have any questions, please contact 850.487.139S. *Pursuant to Section 4SS.275(t ), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 4SS, F.S. must provide the Department with an email address If they have one. The emaiis provided may be used for oft,ca,mallcommunicationwiththelicensee. However ,all addresses are public record. It you do not wish to supply a personal address, please provide the Oepi rt nitnt with an email address which can be made available to the public. To determine if you are a licensee under Chapter 4S5. F.S., plan dick bop. Product AppmvallAAccepts: WidER® https://www.floridabuilding.org/prlpr_app_dtl.aspx?param=wG EV XQwtDgvrTEx%2bbkf... 7/20/2015 Florida Building Code Online Page 3 of 3 Credi tSOr E https://www.floridabuilding.org/pr/pr_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. Excerpt from ICC-ES ESR-1311, Revised November 2011 INSTALLATION All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. Trusses must be assembled within the tolerances specified in ANSI/TPI 1, Chapter 3, Quality Criteria for the Manufacture of Metal - Plate -Connected Wood Trusses. DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES SECTION: 0617 53—SHOP-FABRICATED WOOD TRUSSES REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 EVALUATION SUBJECT: MITEKO TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS AND MT20HSTM ICC ICC ICC :.. c PMG: LISTED, Look for the trusted marks of Conformityl 2014 Recipient of Prestigious Western States Seismic Policy Council WSSPQ Award in Excellence" OG A Subsidiary of ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not "`w specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a ' im lierecommendationforitsuse. There is no warranty by ICC Evaluation Service, I,LC, express or p d as to any finding or other matter in this report, or as to any product covered by the report. " +, " iie6« - "a$; Copyright © 2015 IMES Evaluation Report ESR-1311 Reissued June 2015 This report is subject to renewal June 2017. www.]cc-es.ora 1 (800) 423-6587 ( (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 0617 63-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14615 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mll.com EVALUATION SUBJECT: MiTeke TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, MII 20, M-20 HS, MII 20 HS, AND MT20HSTM 1.0 EVALUATION SCOPE Compliance with the following codes: 2012, 2009, 2006 international Building Codes (IBC) 2012, 2009. 2006 International Residential Code® (IRC) 2013 Abu Dhabi International Building Code (ADISC)t tThe ADIBC is based on the 2009 IBC. 2009 IBC code sections referenced In this report are the same sections in the AOIBC. 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 MiTekm M-16 and Mil 16: Model M-16 and Model Mil 16 metal truss connector plates are manufactured from minimum No. 16 gage 10.0575 inch total thickness (1.46 mm)). ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 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 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 MITeke M-20 and Mil 20: Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No. 20 gage (0.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating (0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTeko M-20 HS, Mil 20 HS, and MT20HS^': Models M-20 HS, Mil 20 HS, and MT20HST'e metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 0.0005 inch thickness on each side (0.013 mm)) and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3 /4-inch-by-1 4nch (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, ICC-ES Cvoluation Reports are not eo be construed as representing aesthetics or any other attributes not specljleally addressed. nor are they to be construed as on endorsement of the subject of the report or o recommendation for Its use. There is no warranty by !CC Evaluation Service. U.C. express or implied, us to any finding or other stoner in this report, or at to any product covered by the report 66L, _ Copyright 0 2015 Page ;'of 5 ESR-1311 1 Most Widely Accepted and Trusted Page 2 of 6 multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. 5.4 Trusses must be assembled within the tolerances specified in ANSI/TPI 1, Chapter 3, Quality Criteria for the Manufacture of Metal -Plate -Connected Wood Trusses. 4.2 Allowable Design Values: Allowable design values for MiTek* metal truss connector plates to be used in the design of metal plate connected wood roof and floor trusses are shown in Tables 1 and 2 of this report Allowable design values are applicable when the connection is made with identical plates on opposite sides of the joint. This evaluation report is limited to the evaluation of connection capacity of the MiTek® metal truss connector plates listed in this report. The design, manufacture, and installation of trusses employing the truss plates have not been evaluated. Allowable values shown in Table 1 have not been adjusted for metal connector plates embedded in fire - retardant -treated or preservative -treated lumber. Proper adjustments must be made in accordance with the requirements indicated in a current ICC-ES evaluation report issued to the chemical treatment manufacturer. If the evaluation report does not contain information on the adjustments, the chemical manufacturer must be contacted for this information. Compliance with Section 2304.9.5 of the IBC and Section R317.3 of the IRC (Section R319.3 of the 2006 IRC) is also required. 6.0 CONDITIONS OF USE The MiTek® Industries metal truss connector plates described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 6.1 This evaluation report and the manufacturer's published installation instructions, when required by the code official, must be submitted at the time of permit application. In the event of a conflict between the manufacturer's published installation instructions and this document, the instructions in this document govern. 6.2 Each application for a building permit, using these metal truss connector plates, must be accompanied by documentation showing that the design, manufacture, and proposed installation conforms with the requirements of the applicable code. 5.3 This report establishes plate design values only. For items not covered by this report, such as truss design, 6.6 5.6 6.7 6.8 fabrication, quality assurance and special inspection, refer to the applicable version of ANSI/TPI 1, engineering drawings and the applicable code. The design values (allowable lateral resistance values and effective tension and shear resistance allowable design values) used in the design of trusses, using MiTek* Industries metal truss connector plates, must not exceed those listed in Tables 1 and 2 of this report. Load combination reductions must be in accordance with the applicable code. All lumber used in the fabrication of trusses using MiTek® Industries metal truss connector plates must be graded in compliance with the applicable building code and must have a moisture content not exceeding 19 percent at the time of assembly. Wet service factors from ANSUTPI 1 Section 6.4 must be applied to the table values when the lumber moisture content exceeds 19 percent. Allowable values shown in the tables of this report are not applicable to metal connector plates embedded in either fire -retardant - treated lumber or preservative -treated lumber Metal truss connector plates must be installed in pairs, on opposite faces of truss members. Galvanized G60 metal truss plate connectors subject to corrosive environments must be protected in accordance with Section 6.5 of ANSI/TPI 1. MiTek® metal truss connector plates are manufactured in Saint Charles, Missouri; Tolleson, Arizona; Tampa, Florida; Edenton, North Carolina; and Bradford, Ontario, Canada. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1. 6.2 Manufacturer's descriptive literature. 6.3 A quality control manual. 7.0 IDENTIFICATION The MiTek* connectors are identified by an imprint of the plate name embossed into the surface of the plate (for example, the M-16 plate is embossed "M-16'). Additionally, boxes containing the connector plates must be labeled with the MiTek* Industries name, the metal connector plate model, and the evaluation report number (ESR-1311). ESR-1311 I Most Widely Accepted and Trusted Page 3 of 6 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ib/ln'/PLATE) LUMBER SPECIES SG AA I EA AE EE M-16 AND MII 16 Douglas fir-4arch 0.5 176 121 137 126 Hem-flr 0.43 119 64 102 98 Spruce -Pine -fir 0.42 127 82 75 107 Southern pine 0.55 174 126 147 122 M-20 and MII 20 Douglas fir4arch 0.5 220 195 180 190 Hem -fir 0.43 185 148 129 145 Spruce -pine -fir 0.42 197 144 143 137 Southern pine 0.55 249 190 184 200 M-20 HS, Mil 20 HS and MT20HS Douglas fir larch 0.5 165 146 135 143 Hem -fir 0.43 139 111 97 109 Spruce -pine -fir 0.42 148 108 107 103 Southern pine 0.55 187 143 138 150 For SI: 1lbfrn' = 6.9 kPa. NOTES: Tooth holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of Joint. AA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to load EE = Plate perpendicular to load, wood grain perpendicular to load All truss'plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY FORCE DIRECTION M-16 AND MI116 M-20 AND MII 20 M-20 HS, M1120HS AND MT20HS Efficiency Pounds/Inch/Pair of Connector Plates Efficiency I Pounds/inch/Pair of Connector Plates Efficiency Poundsllnch/Pair of Connector Plates Tension Values in Accordance with Section 5A.4.2 of TPI-1 (Minimum Net Section over the Joint)' Tension ® 00 0.70 2012 0.50 880 0.59 1505 Tension ® 900 0.36 1013 0.47 820 0.48 1219 Tension Values in Accordance with TPIA with a Deviation (see Section 5.4.9 (e)] Maximum Net Section Occurs over the Joint' Tension ® 00 0.68 1945 0.62 1091 0.67 1716 Tension ® W 0.30 649 0.48 841 0.52 1321 Shear values Shear ® 00 0.54 1041 0.49 574 0.43 761 Shear ® 300 0.61 1173 0.63 738 0.61 1085 Shear ® 600 0.73 1402 0.79 936 0.67 1184 Shear ® W 0.55 1055 0.55 645 0.45 792 Shear @ 1200 0.48 914 0.42 490 0.34 608 Shear ® 1500 0.35 672 0.46 544 0.3 537 For SI: 1 Inch = 0.175 N/mm, linch = 25.4 mm. NOTES: Minimum Net Section - A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line passes through a line of holes. Maximum Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a speed orientation. For these plates, this line passes through a section of the plate with no holes. ESR-1311 I Most Widely Aooepted and Trusted Page 4 of 5 0 3W 0 low 64mm 41mn n M-16, M1116 0125• 0 25V 0125• 3 2 nun 8.4 min 12 mn o000o00000 a000o00000 00000000000 1:00000000000 00000000000 A 00090000000 0 42rr 10emm H 0 38V 0 3 run M-209 M 1120 FIGURE 1—,APPROXIMATE DIMENSIONS OF M(TEK CONNECTOR PLATES (In Inches) ESR-1311 1 Most Widely Accepted and Trusted Page 5 of 5 0.125' 0.2W 0 5W 0 3W 32mm 6/mrn 127mm 3mm9` TW—}J-. lj 1 I III III If1milli I I non An non r—lo0a o0o aoa I J 0 000 000 000 n00 000 000 WDR1 M-20 H S, M I 120 H S I MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (in Inches) (Continued) IMES Evaluation Report ESR-1311 CBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.orcl 1 (800) 423-6587 1 (562) 699.O 43 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53—Shopfabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 4344200 www.mii.com EVALUATION SUBJECT: MiTeko TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HST" 1.0 EVALUATION SCOPE Compliance with the following code: 2010 Califomia Building Code (CBC) Property evaluated: Structural 2.0 PURPOSE OF THIS SUPPLEMENT This supplement is issued to indicate that the Wee truss connector plates M-16. Mil 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HSTM, described in master report ESR-1311, comply with CBC Chapters 16, 16A, 17, 17A, and 23, when design and installation are in accordance with the International Building Codee provisions described in the master evaluation report and with Chapters 16, 16A, 17, 17A, and 23 of the CBC. This supplement expires concurrently with the master evaluation report, reissued in June 2015. CC-EY Evaluation Reports are not to be construed at representing aesthetics or any other attributer not speclfkally addressed. nor are they go be construed as an endonement ojthe subject ojthe report or a recommendation jor its use. There is no warranty by lCC F.voluotion Service, Ll C. express or tmphed as to anyfading or other matter to this report, or as to any product covered by the report. Copyright 0 2015 Page 1 w 1 IMES Evaluation Report ESR-1311 FBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.ora 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 63—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mli.com EVALUATION SUBJECT: MiTeke TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mil 20, M-20 HS, MII 20 HS, AND MT20HSTM 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTeke Truss Connector Plates M-16, MII 16, M-20, MII 20, 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 a 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTeke Truss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HSTm, described in Sections 2.0 through 7.0 of the master evaluation report ESR-1311, comply with the 2014 and 2010 Florida Building Code —Building and the 2014 and 2010 Flo1da Building Code —Residential, provided the design and installation are in accordance with the International Building Code (IBC) provisions noted in the master report. Use of the MiTeke Truss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, Mil 20 HS, and MT20HST1e has also been found to be in compliance with the High -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For products falling under Florida Rule 9N-3, verification that the report holder's quality assurance program is audited by a quality assurance entity approved by the Florida Building Commission for the type of inspections being conducted is the responsibility of an approved validation entity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. ICC•ES Evaluation Repurn are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a reconmtendation far its use. Piero is no unrranty by ICC Evaluation Service. UZ, express or implied, as 0( to anyfinding or other niatter /n this report or as to any product covered by the report vWla Copyright O 2015 Page 1 of 1 DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES SECTION: 0617 53—SHOP-FABRICATED WOOD TRUSSES REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 EVALUATION SUBJECT: MITEK® TRUSS CONNECTOR PLATES: M-16, M11 16, M-20, M1120, M-20 HS, MII 20 HS AND MT20HSTM ICC(ICC c Par.' , m..:. Look for the trusted marks of Conformityl `~ r 02014 Recipient of Prestigious Western States Seismic Policy Council 1001 WSSPQ Award in Excellence" A Subsidiary of is uxgc ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not alft.94 specifically addressed, nor are they to be construed as an endorsement of the subject of the report or anrecommendationforitsuse. There is no warranty by ICC Evaluation Service, /./.C, express or implied, as G to any finding or other matter in this report, or as to any product covered by the report. " • , Copyright © 2015 IMES Evaluation Report ESR-1311 Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.ora 1 (800) 423-6687 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION- 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 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: 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 Code® (IBC) 2012, 2009, 2006 International Residential Codee (IRC) 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 A0I8C. Property evaluated: Structural 2.0 USES MiTeke metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTeke M-16 and MI116: Model M-16 and Model Mil 16 metal truss connector plates are manufactured from minimum No. 16 gage [0.0575 inch total thickness (1.46 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating (0.0005 inch thickness on each side (0.013 mm)) and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut. thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 11/44nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTeke M-20 and Mil 20: Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No. 20 gage (0.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating (0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTek® M-20 HS, MII 20 HS, and MT20HS°4: Models M-20 HS, Mil 20 HS, and MT20HSTM metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60. high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/4-inch-by-1 -inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.25-inch-wide (6.4 mm) strip of unpunched steel. The transverse 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-1SS Fvoluation Reports are nor to be construed as representing aesthetics or any other attributes not specyically addressed, nor are they to be construed as an endorsement of the subject ojthe report or u recomme elation for its use. There is no warranty by ICC h,'lwluation Sen rce, 1.14. esprcss or IropJW. as Wo to anyfindmg or other matter In this report, nr as to any pruducr covered by the report Copyright C 2015 0 Page ;-of 5 ESR-1311 1 Most Widely Accepted and Trusted Page 2 of 6 multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. 6.4 Trusses must be assembled within the tolerances specified in ANSI/TPI 1, Chapter 3, Quality Criteria for the Manufacture of Metal -Plate -Connected Wood Trusses. 4.2 Allowable Design Values: Allowable design values for MiTek* metal truss connector plates to be used in the design of metal plate connected wood roof and floor trusses are shown in Tables 1 and 2 of this report. Allowable design values are applicable when the connection is made with identical plates on opposite sides of the joint. This evaluation report is limited to the evaluation of connection capacity of the MiTek* metal truss connector plates listed in this report. The design, manufacture, and installation of trusses employing the truss plates have not been evaluated. Allowable values shown in Table 1 have not been adjusted for metal connector plates embedded in fire - retardant -treated or preservative -treated lumber. Proper adjustments must be made in accordance with the requirements indicated in a current ICC-ES evaluation report issued to the chemical treatment manufacturer. If the evaluation report does not contain information on the adjustments, the chemical manufacturer must be contacted for this information. Compliance with Section 2304.9.5 of the IBC and Section R317.3 of the IRC (Section R319.3 of the 2006 IRC) is also required. 6.0 CONDITIONS OF USE The MiTek* Industries metal truss connector plates described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report. subject to the following conditions: 6.1 This evaluation report and the manufacturers published installation instructions, when required by the code official, must be submitted at the time of permit application. In the event of a conflict between the manufacturers published installation instructions and this document, the instructions in this document govern. 6.2 Each application for a building permit, using these metal truss connector plates, must be accompanied by documentation showing that the design, manufacture, and proposed installation conforms with the requirements of the applicable code. 5.3 This report establishes plate design values only. For items not covered by this report, such as truss design, 6.6 fabrication, quality assurance and special inspection, refer to the applicable version of ANSI/TPI 1, engineering drawings and the applicable code. The design values (allowable lateral resistance values and effective tension and shear resistance allowable design values) used in the design of trusses, using MiTek* Industries metal truss connector plates, must not exceed those listed in Tables 1 and 2 of this report. Load combination reductions must be in accordance with the applicable code. All lumber used in the fabrication of trusses using MiTek® Industries metal truss connector plates must be graded in compliance with the applicable building code and must have a moisture content not exceeding 19 percent at the time of assembly. Wet service factors from ANSI/TPI 1 Section 6.4 must be applied to the table values when the lumber moisture content exceeds 19 percent. Allowable values shown in the tables of this report are not applicable to metal connector plates embedded in either fire -retardant - treated lumber or preservative -treated lumber. 5.6 Metal truss connector plates must be installed in pairs, on opposite faces of truss members. 5.7 Galvanized G60 metal truss plate connectors subject to corrosive environments must be protected in accordance with Section 6.5 of ANSI/TPI 1. 6.8 MiTek® metal truss connector plates are manufactured in Saint Charles, Missouri; Tolleson, Arizona; Tampa. Florida; Edenton, North Carolina; and Bradford, Ontario, Canada. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1. 6.2 Manufacturers descriptive literature. 6.3 A quality control manual. 7.0 IDENTIFICATION The MiTek* connectors are identified by an imprint of the plate name embossed into the surface of the plate (for example, the M-16 plate is embossed 'M-16'). Additionally, boxes containing the connector plates must be labeled with the MiTek* Industries name, the metal connector plate model, and the evaluation report number (ESR-1311). ESR-1311 I Most Widely Accepted and Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ib/in=/PLATE) LUMBER SPECIES SG AA EA AE EE M-16 AND Mil 16 Douglas fiNarch 0.5 176 121 137 126 Hem -fir 0.43 119 64 102 98 Spruce -Pine -fir 0.42 127 82 75 107 Southern pine 0.55 174 126 147 122 M-20 and Mil 20 Douglas fir -larch 0.5 220 195 180 190 Hem -fir 0.43 185 148 129 145 Spruce -pine -fir 0.42 197 144 143 137 Southern pine 0.55 249 190 184 200 M-20 HS, Mil 20 HS and MT20HS Douglas fir -larch 0.5 165 146 135 143 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: I Ib/in' = 6.9 kPa. NOTES: Tooth holding units = psi for a single plate (double for plates on both (aces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of joint. AA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to load EE = Plate perpendicular to load, wood grain perpendicular to load All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers. or combinations of partial embedment roller presses,and hydraulic -platen presses hat feed trusses into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY FORCE DIRECTION M-16 AND Mill 16 M-20 AND Mil 20 M-20 HS, Mil 20HS AND MT20HS Efficiency Poundslinch/Palr of Connector Plates Efficiency I Poundslinch/Pair of Connector Plates Efficiency Poundstinch/Pair of Connector Plates Tension Values in Accordance with Section 5.4.4.2 of TPI-1 (Minimum Net Section over the Joint)' Tension @ 00 0.70 2012 0.50 880 0.59 1505 Tension @ 90° 0.36 1013 0.47 820 0.48 1219 Tension Values In Accordance with TPI-1 with a Deviation (see Section 5.4.9 (e)) Maximum Net Section Occurs over the Joint' Tension @ 00 0.68 1945 0.62 1091 0.67 1716 Tension @ 900 0.30 849 0.48 841 0.52 1321 Shear Values Shear @ 0° 0.54 1041 0.49 574 0.43 761 Shear @ 306 0.61 1173 0.63 738 0.61 1085 Shear @ 600 0.73 1402 0.79 936 0.67 1184 Shear @ 900 0.55 1055 0.55 645 0.45 792 Shear @ 1200 0.48 914 0.42 420 0.34 608 Shear @ 1500 0.35 672 0.46 644 0.3 537 For SI: 1 IbAnch = 0.175 N/mm, Cinch = 25.4 mm. NOTES: Minimum Net Section - A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line passes through a line of holes. Maximum Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. ESR-1311 1 Most Widely Accepted and Trusted Page 4 of 6 o 3W' 01er J! 4 mm 4 1 mm 0 0 000 0 00000 F- E 0 a 0 a 0 0 0 a 0 0000 00000 M-161 M1116 0125' 0 26V 0125, 3.2 mm 0 4 n— 3 2 mm 0000oa0000 0000000000 00000000000 00000000000 00000000000 00000000000 I 0. 42r' 1oamn H 0 36V 03mm M- 201 M 1120 FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (in Inches) ESR4311 I Most Widely Accepted and Tivsted Page 6 of 6 0.1 w 0 250' 0 5W 0 sw 32mm E4 93mmmm12.7mm M-20 HSI Mil 20 HS1 MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (in Inches) (Continued) IMES Evaluation Report ESR-1311 CBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.ora 1 (800) 423-6587 1 (562) 699-0643 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14516 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, MII 20 HS, AND MT20HS'M 1.0 EVALUATION SCOPE Compliance with the following code: 2010 California Building Code (CBC) Property evaluated: Structural 2.0 PURPOSE OF THIS SUPPLEMENT This supplement is issued to indicate that the MiTek® truss connector plates M-16, MII 16, M-20, Mil 20, M-20 HS, MII 20 HS, and MT20HSn . described in master report ESR-1311, comply with CBC Chapters 16, 16A, 17, 17A, and 23, when design and installation are in accordance with the international Building Code® provisions described in the master evaluation report and with Chapters 16. 16A, 17, 17A, and 23 of the CBC. This supplement expires concurrently with the master evaluation report, reissued in June 2015. ICC-FS Evaluation Reports are not to be construed as representing aesthetics or ony Other attributes not spectficully atdlressed, nor are they to be construed as an endorsement of the subject ofthe WOKOF a recommendationfor its use. There ts no warranty by ICC Eraluation Service. U.C. express or Implied at to any finding or other matter in this report. or as to any product covered by the report va : __— Copyright 0 2015 Pegs 1 of 1 IMES Evaluation Report ESR-1311 FBC Supplement Reissued June 2015 This report is subject to renewal June 2017. wwwAcc-es.ora 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 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: MiTekeTRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mill 20, M-20 HS, Mil 20 HS, AND MT20HS"' 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTee Truss Connector Plates M-16, MII 16. M-20, MII 20. M-20 HS. Mil 20 HS, and MT20HST", recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: 2014 and 2010 Florida Building Code —Building 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTeOTruss Connector Plates M-16, MII 16, M-20, Mil 20, M-20 HS, MII 20 HS, and MT20HS1`', described in Sections 2.0 through 7.0 of the master evaluation report ESR-1311, comply with the 2014 and 2010 Florida Building Code —Building and the 2014 and 2010 Florida Building Code —Residential, provided the design and installation are in accordance with the International Building Code® (IBC) provisions noted in the master report. Use of the MiTekeTruss Connector Plates M-16, MII 16. M-20, Mil 20. M-20 HS, Mil 20 HS, and MT20HS"" has also been found to be in compliance with the High -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For products falling under Florida Rule 9N-3, verification that the report holders 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 ieport 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 construed as repruentrng aesthetics or any other attributes not specrJkally addressed. nor are they to be construed as on endorsement o%the subject of the report or a recommendation for Its use. There b no tvarronry by JCC F.iwluotbn Service, LLC. express or impritd. as to airy finding or other matter in this report, or as to any product covered by the report. Copyright 0 2015 Page 1 of 1 DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES SECTION: 0617 53—SHOP-FABRICATED WOOD TRUSSES REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 EVALUATION SUBJECT: MITEK® TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS AND MT20HS1rM ICC ICC ICC ASPcPMi iimn,- Look for the trusted marks of Conformityl s 2014 Recipient of Prestigious`Western States Seismic Policy Council C WSSPQ Award in Excellence" A Subsidiary of ICC- ES Evaluation Reports are not to he construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by lCC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Copyright © 201S IMES Evaluation Report ESR-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 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: 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 Codee (IBC) 2012, 2009. 2006 Intemational Residential Code' (IRC) 2013 Abu Dhabi Intemational Building Code (ADIBC)t tThe ADIBC Is based on the 2009 IBC. 200918C code sections referenced in this report are the same sections In the ADISC. 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 Mil 16: Model M-16 and Model MII 16 metal truss connector plates are manufactured from minimum No. 16 gage [0.0575 inch total thickness (1.46 mm)]. ASTM A653 SS, Grade 40 steel, with a G60 galvanization coaling 10.0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm). and lengthwise in 11/44nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTeke M-20 and Mil 20: Model M-20 and Model Mil 20 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating (0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTeke M-20 HS, MII 20 HS, and MT20HSTO: Models M-20 HS, MII 20 HS, and MT20HSTu metal truss connector plates are manufactured from minimum No. 20 gage (0.0356 inch total thickness (0.9 mm)), ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/4-inch-by-l-inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.25-inch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 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, CC -a Evaluation Reports arc not to be construed as representing aesthetics or any other aaributu nor specteally addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendotwn for its use. There is no trarranry by ICC h.'vcluation Service. 1.1r. express or implied. as to arrylnding or other matter in this report, or as to any product covered by the report Copyright 0 2015 Page 11 of 5 ESR-1311 j Most Widely Accepted and Trusted Page 2 of 5 multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. 5.4 Trusses must be assembled within the tolerances specified in ANSI/TPI 1. Chapter 3. Quality Criteria for the Manufacture of Metal -Plate -Connected Wood Trusses. 4.2 Allowable Design Values: Allowable design values for MiTeke metal truss connector plates to be used in the design of metal plate connected wood roof and floor trusses are shown in Tables 1 and 2 of this report. Allowable design values are applicable when the connection is made with identical plates on opposite sides of the joint. This evaluation report is limited to the evaluation of connection capacity of the MiTeke metal truss connector plates listed in this report. The design, manufacture, and installation of trusses employing the truss plates have not been evaluated. Allowable values shown in Table 1 have not been adjusted for metal connector plates embedded in fire - retardant -treated or preservative -treated lumber. Proper adjustments must be made in accordance with the requirements indicated in a current ICC-ES evaluation report issued to the chemical treatment manufacturer. If the evaluation report does not contain information on the adjustments, the chemical manufacturer must be contacted for this information. Compliance with Section 2304.9.5 of the IBC and Section R317.3 of the IRC (Section R319.3 of the 2006 IRC) is also required. 5.0 CONDITIONS OF USE The MiTek® Industries metal truss connector plates described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 6.1 This evaluation report and the manufacturers published installation instructions, when required by the code official, must be submitted at the time of permit application. In the event of a conflict between the manufacturer's published installation instructions and this document, the instructions in this document govern. 5.2 Each application for a building permit, using these metal truss connector plates, must be accompanied by documentation showing that the design, manufacture, and proposed installation conforms with the requirements of the applicable code. 6.3 This report establishes plate design values only. For items not covered by this report, such as truss design, 5.5 6.6 6.7 5.8 fabrication, quality assurance and special inspection, refer to the applicable version of ANSI/TPI 1, engineering drawings and the applicable code. The design values (allowable lateral resistance values and effective tension and shear resistance allowable design values) used in the design of trusses, using MiTeke Industries metal truss connector plates, must not exceed those listed in Tables 1 and 2 of this report. Load combination reductions must be in accordance with the applicable code. All lumber used in the fabrication of trusses using MiTek® Industries metal truss connector plates must be graded in compliance with the applicable building code and must have a moisture content not exceeding 19 percent at the time of assembly. Wet service factors from ANSI/TPI 1 Section 6.4 must be applied to the table values when the lumber moisture content exceeds 19 percent. Allowable values shown in the tables of this report are not applicable to metal connector plates embedded in either fire -retardant - treated lumber or preservative -treated lumber. Metal truss connector plates must be installed in pairs, on opposite faces of truss members. Galvanized G60 metal truss plate connectors subject to corrosive environments must be protected in accordance with Section 6.5 of ANSI/TPI 1. MiTek® metal truss connector plates are manufactured in Saint Charles, Missouri; Tolleson, Arizona; Tampa, Florida; Edenton, North Carolina; and Bradford, Ontario, Canada. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1. 6.2 Manufacturer's descriptive literature. 6.3 A quality control manual. 7.0 IDENTIFICATION The MiTek® connectors are identified by an imprint of the plate name embossed into the surface of the plate (for example, the M-16 plate is embossed "M-16'). Additionally, boxes containing the connector plates must be labeled with the MiTek® Industries name, the metal connector plate model, and the evaluation report number (ESR-1311). ESR-1311 I Most Widely Accepted and Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ib/in'/PLATE) LUMBER SPECIES SG AA EA AE EE M-16 AND Mil 16 Douglas fir -larch 0.5 176 121 137 126 Hem -fir 0.43 119 64 102 98 Spruce -pine -fir 0.42 127 82 75 107 Southern pine 0.55 174 126 147 122 M-20 and Mil 20 Douglas fir -larch 0.5 220 195 180 190 Hem -fir 0.43 185 148 129 145 Spruce -pine -fir 0.42 197 144 143 137 Southern pine 0.55 249 190 184 200 M-20 HS, Mil 20 HS and MT20HS Douglas fir -larch 0.5 165 146 135 143 Hem -Or 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: t lb/in' = 6.9 kPa. NOTES: Tooth holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of joint. AA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to load EE - Plate perpendicular to load, wood grain perpendicular to load All truss plates are pressed Into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY FORCE DIRECTION M-16 AND MII 16 M-20 AND Mil 20 M-20 HS, Mil 20HS AND MT20HS Efficiency Poundstinch/Pair of Connector Plates Efficiency I Poundslinch/Palr of Connector Plates Efficiency Pounds/inch/Pair of Connector Plates Tension Values in Accordance with Section 5.4.4,2 of TPI-1 (Minimum Net Section over the Joint)' Tension @ 00 0.70 2012 0.50 880 0.59 1505 Tension @ 900 0.36 1013 0.47 820 0.48 1219 Tension Values in Accordance with TPI-1 with a Deviation (see Section 5.4.9 (e)) Maximum Net Section Occurs over the Joint: Tension @ 00 0.68 1945 0.82 1091 0.67 1716 Tension @ 90° 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 @ W 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 0.46 544 0.3 537 For SI: 1 Ib/inch = 0.175 N/mm, linch = 25.4 mm. NOTES: Minimum Net Section - A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line passes through a line of holes. Maximum Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. ESR4311 I Most Widely Accepted and Thusted Page 4 of 5 a4mm 41no 000000000 0000a Eo° o° o a o a 000a o00000000 aaoao wmm 1I I I M- 169M1116 0 125" 0 25W 0. 125` 32mm AAtwo 32me o0a0oQa0oo 0000000000 00000000000 00000ao0000 00000000000 00000000000 I 0. 42r l0 8 mm H 0 3es, 93mm M- 20, M 1120 FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (In inches) ESR4311 I Most Widely Accepted and Trusted Page 6 of 6 0 126' 0.26G' 0.9W 0 36S 3.2}m++m 64mm 127mm 93mm 00 A 000 0o 000 000 0 0% OOo 000 000 J r000 000 000 a00 000 000 000 000 000 1AADTH M-20 HS1 MII 20 HS1 MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (In Inches) (Continued) IMES Evaluation Report ESR-1311 CBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.org 1 (800) 423-6587 ( (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 17 63--Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14516 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MITekm TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mil 20, M-20 HS, MII 20 HS, AND MT20HST1e 1.0 EVALUATION SCOPE Compliance with the following code: 2010 California Building Code (CBC) Property evaluated: Structural 2.0 PURPOSE OF THIS SUPPLEMENT This supplement is issued to indicate that the MiTek® truss connector plates M-16, Mil 16, M-20, Mll 20. M-20 HS, MII 20 HS, and MT20HS^', described in master report ESR-1311, comply with CBC Chapters 16, 16A, 17, 17A, and 23, when design and Installation are In accordance with the International Building Code® provisions described in the master evaluation report and with Chapters 16, 16A, 17, 17A, and 23 of the CBC. This supplement expires concurrently with the master evaluation report, reissued in June 2015. lCC-F-N Evaluation Reports are not to be construed as representing aesthetics or any other attributes not speclocally addreised nor art they to be consrued as an endorsement of the subject of the report or a recommendation for its use. 11tere is no ivarronty by lCC Evaluation Service. U.C. uprett or implied as to any finding or other matter in $hit report, or as to any product covered by the report Copyright 0 2015 Page 1 of 1 IMES Evaluation Report ESR-1311 FBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 63—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14616 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii.com EVALUATION SUBJECT: MiTek*TRUSS CONNECTOR PLATES: M-16, MI116, M-20, Mil 20, M-20 HS, MII 20 HS, AND MT20HST" 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTee Truss Connector Plates M-16. MII 16. M-20, MII 20, M-20 HS, Mil 20 HS, and MT20HSTm, recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: 2014 and 2010 Florida Building Code —Building 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MTekeTruss Connector Plates M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, and MT20HS"A, described in Sections 2.0 through 7.0 of the master evaluation report ESR-1311. comply with the 2014 and 2010 Florida Building Code —Building and the 2014 and 2010 Florida Building Code —Residential, provided the design and installation are in accordance with the international Building Code® (18C) provisions noted in the master report. Use of the MiTekeTruss Connector Plates M-16, MII 16. M-20, Mil 20, M-20 HS, Mil 20 HS, and MT20HSTm has also been found to be in compliance with the High -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For products falling under Florida Rule 9N-3, verification that the report holder's quality assurance program is audited by a quality assurance entity approved by the Florida Building Commission for the type of inspections being conducted is the responsibility of an approved validation entity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. 1CC.1.S F.roluanorr Reports are not to be construed as representing oesthetin or any other attributes ntn spec yeally addressed. nor are they ut he construed as an endorsement of the subject ofthe report or o rerommendalton for its use- 77tere is no warranty by 1CC fivaluauon Service. U.C. express or implied its 10 ony findlrtg or other platter in this reptrn or at to any product covered by the report. Copyright 0 2015 Page 1 of 1 DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES SECTION: 0617 53—SHOP-FABRICATED WOOD TRUSSES REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 EVALUATION SUBJECT: MITEK® TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, Mil 20 HS AND MT20HSrm ICC ICC ICC 4 7 C. PMG L/STED Look for the trusted marks of Conformity 2014 Recipient of Prestigious Western States Seismic Policy Council WSSPQ Aword in Excellence" A Subsidiary of . MUK ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not co specifically addressed, nor are they to he construed as an endorsement of the subject of the report or a imrecommendationforitsuse. There is no warranty by ICC Evaluation Service, L/.G, express or p lie d as to any finding or other matter in this report, or as to any product covered by the report. Copyright © 2015 IMES Evaluation Report ESRA311 Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.org 1 (800) 423-6587 1 (662) 699-0543 A Subsidiary of the Intemational Code Council® DIVISION. 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 06 17 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14615 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 4344200 www.mii.com EVALUATION SUBJECT: MITekm TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, Mil 20 HS, AND MT20HSTM 1.0 EVALUATION SCOPE Compliance with the following codes: 2012, 2009. 2006 International Building Code® (IBC) 2012. 2009. 2006 International Residential Code® (IRC) 2013 Abu Dhabi International Building Code (ADIBC)t tThe ADIBC is based on the 200918C. 2009 IBC code sections referenced in this report are the same sections in the A018C. 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 MI116: Model M-16 and Model Mil 16 metal truss connector plates are manufactured from minimum No. 16 gage (0.0575 inch total thickness (1.46 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)) and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area. Teeth are 0.16 inch (4A mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 11/4-inch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MITe0 M-20 and MII 20: Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MlTeke M-20 HS, MII 20 HS, and MT20HSTM: 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 9/4-inch-by-l-inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.25-inch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, ICC•ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed nor are they lobe construed as an endorsement of the subject ofibe report or a recontowndauon for its use. 7hero is no warranty by I(C Evaluation service. 11C, express or imphed as to any finding or other matter in this report or at to any product covered by the report a" _ Copyright 0 2015 Page 1 or 6 ESR-1311 I Most Widely Accepted and Trusted Page 2 of 5 multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. 6.4 Trusses must be assembled within the tolerances specified in ANSI/TPI 1, Chapter 3, Oualfty Criteria for the Manufacture of Metal -Plate -Connected Wood Trusses. 4.2 Allowable Design Values: Allowable design values for MiTek® metal truss connector plates to be used in the design of metal plate connected wood roof and floor trusses are shown in Tables 1 and 2 of this report. Allowable design values are applicable when the connection is made with identical plates on opposite sides of the joint. This evaluation report is limited to the evaluation of connection capacity of the MiTek® metal truss connector plates listed in this report. The design, manufacture, and installation of trusses employing the truss plates have not been evaluated. Allowable values shown in Table 1 have not been adjusted for metal connector plates embedded in fire - retardant -treated or preservative -treated lumber. Proper adjustments must be made in accordance with the requirements indicated in a current ICC-ES evaluation report issued to the chemical treatment manufacturer. If the evaluation report does not contain information on the adjustments, the chemical manufacturer must be contacted for this information. Compliance with Section 2304.9.5 of the IBC and Section R317.3 of the IRC (Section R319.3 of the 2006 IRC) is also required. 5.0 CONDITIONS OF USE The MiTek® Industries metal truss connector plates described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 This evaluation report and the manufacturers published installation instructions, when required by the code official, must be submitted at the time of permit application. In the event of a conflict between the manufacturers published installation instructions and this document, the instructions in this document govern. 6.2 Each application for a building permit, using these metal truss connector plates, must be accompanied by documentation showing that the design, manufacture, and proposed installation conforms with the requirements of the applicable code. 6.3 This report establishes plate design values only. For items not covered by this report, such as truss design, 5.5 5.6 5.7 6.8 fabrication, quality assurance and special inspection, refer to the applicable version of ANSI/TPI 1, engineering drawings and the applicable code. The design values (allowable lateral resistance values and effective tension and shear resistance allowable design values) used in the design of trusses, using MiTek® Industries metal truss connector plates, must not exceed those listed in Tables 1 and 2 of this report. Load combination reductions must be in accordance with the applicable code. All lumber used in the fabrication of trusses using MiTek® Industries metal truss connector plates must be graded in compliance with the applicable building code and must have a moisture content not exceeding 19 percent at the time of assembly. Wet service factors from ANSI/TPI 1 Section 6.4 must be applied to the table values when the lumber moisture content exceeds 19 percent. Allowable values shown in the tables of this report are not applicable to metal connector plates embedded in either fire -retardant - treated lumber or preservative -treated lumber. Metal truss connector plates must be installed in pairs, on opposite faces of truss members. Galvanized G60 metal truss plate connectors subject to corrosive environments must be protected in accordance with Section 6.5 of ANSI/TPI 1. MiTeko metal truss connector plates are manufactured in Saint Charles, Missouri; Tolleson, Arizona. Tampa, Florida; Edenton, North Carolina; and Bradford, Ontario, Canada. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1. 6.2 Manufacturer's descriptive literature. 6.3 A quality control manual. 7.0 IDENTIFICATION The MiTek® connectors are identified by an imprint of the plate name embossed into the surface of the plate (for example, the M-16 plate is embossed'M-16'). Additionally, boxes containing the connector plates must be labeled with the MiTek° Industries name, the metal connector plate model, and the evaluation report number (ESR-1311).' ESR-1311 I Most Widely Accepted and Trusted Page 3 of 6 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ib/In'IPLATE) LUMBER SPECIES SG AA I EA AE EE M-16 AND Mil 16 Douglas fir -larch 0.5 176 121 137 126 Hem -fir 0.43 119 64 102 98 Spruce -pine -fir 0.42 127 82 75 107 Southern pine 0.55 174 126 147 122 W20 and Mil 20 Douglas fir -larch 0.5 220 195 180 190 Hem -fir 0.43 185 148 129 145 Spruce -pine -fir 0.42 197 144 143 137 Southern pine 0.55 249 190 184 200 M-20 HS, Mil 20 HS and MT20HS Douglas fir larch 0.5 165 146 135 143 Hem -fir 0.43 139 111 97 109 Spruce -pine -fir 0.42 148 108 107 5530Southernpine0.55 187 143 138 For SI: 1lb/in ' = 6.9 kPa. NOTES: Tooth holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of joint. AA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to load EE = Plate perpendicular to load. wood grain perpendicular to load Ali truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses. multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY FORCE DIRECTION M- 16 AND Mil 16 M-20 AND Mill 20 M-20 HS, MII 20HS AND MT20HS Efficiency Pounds/Inch/Palr of Connector Plates Efficiency I POundsllnch/ PaIr of Connector Plates Efficiency Poundslinch/Palr of Connector Peres Tension Values in Accordance with Section 5.4.4.2 of TPIA (Minimum Net Section over the Joint)' Tension @ 0° 0.70 2012 0.50 880 0.59 1505 Tension @ 900 0.36 1013 0.47 820 0.48 1219 Tension Values in Accordance with TPI-1 with a Deviation (see Section 5.4.9 (e)) Maximum Net Section Occurs over the Joint' Tension @ 00 068 1945 0.62 1091 0.67 1716 Tension @ 900 0.30 849 0.48 841 0.52 1321 Shear Values Shear @ 00 0.54 1041 0.49 574 0.43 761 Shear @ 300 0.61 1173 0.63 738 0.61 1085 Shear @ 600 0.73 1402 0.79 936 0.67 1164 Shear @ 90° 0.55 1055 0.55 645 0.45 792 Shear @ 1200 0.48 914 0.42 490 0.34 608 Shear @ 150' 0.35 672 0.46 544 0.3 537 For SI: 1 Winch = 0.175 N/mm, linch = 25.4 mm. NOTES: Minimum Net Section - A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates. this line passes through a line of holes. Maximum Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates. this line passes through a section of the plate with no holes. ESR-1311 I Most Widely Accepted and Trusted Page 4 of 6 0.33a• 0low oor a 4 mm a l aun tyo,,o mn 1 1 H 1 1 00000 M-16, M1116 0 125' 0 25W 0 125' 0 395' 32mm 04mm 32mm 83 m(n 000000000000 n00000000000 o 100900000000 W r1: 000000000000 000000000000 000000000000 M- 20, M 1120 FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (In Inches) ESR4311 1 Most Widely Accepted and Trusted Page S of S 012S• 0.2W 6.5W 0365, 32mm 64mm 127mm 03mm itfieft=i F'I III III limillill 000 000 000 Ji r000 000 000 ova ono 000 aoo 000 ono wcrrH M-20 HSI Mil 20 HSI MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (in Inches) (Continued) IMES Evaluation Report ESR-1311 CBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.or4 ( (800) 423-6587 I (562) 69"543 A Subsidiary of the /ntemational Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 17 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MiTeke TRUSS CONNECTOR PLATES: M-16, Mll 16, M-20, Mil 20. M-20 HS, MI120 HS, AND MT20HSTM 1.0 EVALUATION SCOPE Compliance with the following code: 2010 Caldbmia Building Code (CBC) Property evaluated: Structural 2.0 PURPOSE OF THIS SUPPLEMENT This supplement is issued to indicate that the MiTeke truss connector plates M-16, Mil 16. M-20, MII 20. M-20 HS, Mil 20 HS, and MT20HSTM, described in master report ESR-1311, comply with CBC Chapters 16. 16A, 17, 17A, and 23, when design and installation are in accordance with the International Building Codee provisions described in the master evaluation report and with Chapters 16, 16A. 17, 17A, and 23 of the CBC. This supplement expires concurrently with the master evaluation report, reissued in June 2015. 1r r,F.4livaluation Reports are not to be construed as representing aesthetics or any Other attributes not specly1cally addressed, nor are they to be construed at an endorsement of the subject oJ'the report or a recommendation for its use. 77wre it no warranty by lCC Evaluation Suvuce, UC.. uprus or /mplkd, as 040 to any finding or other ntouer In this report, or as to ally product covered by the report U&x ZS Copyright 0 2015 Page 1 of 1 ICC-ES Evaluation Report ESR-1311 FBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.org 1 (800) 423-6687 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., MlTekeTRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mil 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, Mil 16. M-20, MII 20, M-20 HS, Mil 20 HS, and MT20HSTm, recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: 2014 and 2010 Florida Building Code —Building 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTek®Truss Connector Plates M-16, MII 16. M-20, Mil 20, M-20 HS, Mil 20 HS, and MT20HSx", described in Sections 2.0 through 7.0 of the master evaluation report ESR-1311, comply with the 2014 and 2010 Florida Building Code —Building and the 2014 and 2010 Florida Building Code —Residential, provided the design and installation are in accordance with the International Building Codem (IBC) provisions noted in the master report. Use of the MiTekeTruss Connector Plates M-16, MII 16, M-20, MII 20. M-20 HS, MII 20 HS, and MT20HSTM has also been found to be in compliance with the High -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For products falling under Florida Rule 9N-3, verification that the report holder's quality assurance program is audited by a quality assurance entity approved by the Florida Building Commission for the type of inspections being conducted is the responsibility of an approved validation entity (or the code official when the report holier 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 construed as representing aesthetics or any other attributes not spectJlcally addressed, nor are they to be construed as an endorsement of the subject ofthe report or o recommendation for its use. There Is no warranty by IC:C: Evaluation Service, U.C. express or Implied as to any finding or other matter in th4i report. or as to any product covered by the repo". U34 ^-S Copyright 0 2015 Page 1 of 1 Florida Building Code Online \ A C-"-71 (f- Ibc-LAY) Page 1 of 2 Professional:Regulation P#JdaD4WMjd Busines/,` r!(I/?+ eas Home I trio In I user Registration product Approval i Hot Topics submit Surcharge I sots & facts Publications F&C Stag SCIS Sito Map link Search ProfessiVl lal USER: Public User Regulation a Snal,raUon Us t > Application Oetan FL 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) 4SS-0544 benmeng86yahoo.com Authorized Signature Xlanbin Meng benmeng8@yahoo.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Emall Category Structural Components Subcategory Anchors Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 9, Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Frank L. Bennardo, P.E. the Evaluation Report Florida License PE-0046549 Quality Assurance Entity National Accreditation & Management Institute Quality Assurance Contract Expiration Date 12/31/2018 Validated By Ted Berman, PE Ri Validation Checklist - Hardcopy Received Certificate of independence Referenced Standard and Year (of Standard) Equivalence of Product standards Certified By Sections from the Code Standard ASTM D1761-06 ASTM D1761-88 Florida Ucensed Professional Engineer or Architect F14239 R3 Eauiv Eaulv.odfR3EauivEaulv.odf Year 2006 2000 https://www. floridabuilding.org/prlpr_app_dti.aspx?param=wGEV XQwtDquDEJErtOSCei... 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products Method 1 Option D 04/23/201S 04/30/2015 OS/06/201S 06/23/2015 FL tt Model, Number or Name Description 14239.1 Slotted Steel Tie -Down Clips, 1' Steel Tie -Down Clip System (For Use with Mechanical Units and 2' Models at Roof or Grade) Limits of Use Installation Instructions Approved for use In NVM2: Yes Approved for use outside NVM2: Yes FL1423 R3 It Dwo.odf Verified By: Frank L. Bennardo, P.E. 0046549 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: This design provides allowable capacities for the FL14239 R3 AE Eval.odf, system. The required site -specific design pressure (demand) Created by Independent Third Party: Yes shall be calculated by others for use with this design. crock .-I tontoet 5 :: 1940 North taetime Street Tanana:see ft 12M rtme: AS41 4R2-tl124 The State of Florida 1s an ANEEO empayer, taerrleht 2002.26111 State of Florida.:: P&M Stat :: MeoMltv Staterre :: Refund Statement Under Florida taw, lrtad addresses are public record%. N You do not want your bnall address released In response to a Public -records request, do not send ekKuonk mall to this entity. instead. Contact the office M phone Or by Ireddl*" rMU. It ou have any 4uesWns, Pteasd care a aS0.4e?.139S. -Pursuant to Section 4SS.22S(11. Florida Statutes. lNacthm OaOber 1. 2012. licensees licensed under chapter 4SS. 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S( Q < Hn ENGINEERING EXPRESS® P • E • \ •T• J PRODUCT EVALUATION REPORT ENGINEERING EXPRESS® EXPERT PRODUCT EVALUATION REPORT April 14, 2015 Application Number: FL #14239.1-R3 FLB Project Number: 15-2378 Product Manufacturer: BMP International Manufacturer Address: 4710 28th Street North St. Petersburg, FL 33714 Product Name: Slotted Steel Tie -Down Clips, 1" and 2" Models Product Description: Steel Tie -Down Clip System (For Use with Mechanical Units at Roof or Grade) Scope of Evaluation: This Product Evaluation Report is being issued in accordance with the requirements of the Florida Department of Community Affairs (Florida Building Commission) Rule Chapter 61 G20-3.005, F.A.C., for statewide acceptance per Method 1(d). The product noted above has been tested and/or evaluated as summarized herein to show compliance with the Florida Building Code Fifth Edition (2014) and is, for the purpose intended, at least equivalent to that required by the Code. Re-evaluation of this product shall be required following pertinent Florida Building Code modifications or revisions. Substantiating Data: PRODUCT EVALUATION DOCUMENTS FLB drawing #15-2378 titled "Mechanical Unit Steel Tie -Down Clip: At -Grade and Roof -Top Mounted Applications", sheets 1-5, prepared by Engineering Express, signed 8 sealed by Frank L. Bennardo, P.E. is an integral part of this Evaluation Report. TEST REPORTS Ultimate test loading structural performance has been tested in accordance with A. STMD1.761-88 test standards per test report(s) #TEL 01970387A and #TEL 019703878 by Tesp ' AWM Y oratories, Inc. ``4 . 'p0 STRUCTURAL ENGINEERING CALCULATIONS Raised En ''Q eer's Seal V31id for Structural engineering calculations have been prepared which s *a9es !P! _21 evaluate the product based on comparative and/or rational analysis to qualify the following design criteria: 1. Minimum Allowable Unit Width 2. Maximum Allowable Unit Height RankllbK11113. Minimum Unit Weight4. Maximum Allowable Unit Surface Area # PE004 91 r1i88$5 5. Clip Configuration and Anchor Spacing 6. Anchor Capacity for Various Substrates 7. Maximum allowable roof -top heights for various installation wind speeds No 33% increase in allowable stress has been used in the design of this product. 160 SW 1211" AVENUE # 106 DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX: 954-354-0443 WWW.ENGEXP.COM P-M-12—alty-MR.ENGINEERING 5xWeLSti° 4/14/2015 BMP International — Steel Tie Down Clips Page 2 of 2 Impact Resistance: Not applicable to this product. Wind Load Resistance This product has been designed to resist wind loads as indicated in the design schedule(s) on the Product Evaluation Document (i.e. engineering drawing). Installation The product listed above shall be installed in strict compliance with the Product Evaluation Document (i.e. engineering drawing), along with all components noted therein. The product components shall be of the material specified in the Product Evaluation Document (i.e. engineering drawing). Limitations & Conditions of Use: Use of this product shall be in strict accordance with the Product Evaluation Document (i.e. engineering drawing) as noted herein. All supporting host structures shall be designed to resist all superimposed loads and shall be of a material listed in this product's respective anchor schedule. Host structure conditions which are not accounted for in this product's respective anchor schedule shall be designed for on a site -specific basis by a registered professional engineer. All components which are permanently installed shall be protected against corrosion, contamination, and other such damage at all times. This product has been designed for use within and outside of the High Velocity Hurricane Zone (HVHZ). 160 SW 12"" AVENUE #106 DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX: 954-354-0443 WWW.ENGEXP.COM CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: ' 1 Documented Construction Value: S h'Wo i / Job Address: oy 04 < , C:: 2vi- L Historic District: Yes No Parcel 1D: Residentialo Commercial Type of Work: New Addition Alteration Repair Demo Change of Use Move . Description of Work: Plan Review Contact Person: Title: Phone: Fax: Email: Property Owner Information NamePhone: 401 cQa` cj -00 "1' Street: Qro00 Lt t 6 " -1 Ek Resident of prop"?: Ac2 City, State Zip: _ M(i .+1n,:J. Contractor Information, Name - 1) t 1I ;QV 0-r Phone: !-ICTi l c1t - isda o~ Street: a fz—,> Fax: 402 $l a-` ral City State Zip:- Of`l o,-, d a State License No.: F COOCA &ay Architect/ Engineer Information Name: Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: Mortgage Lender: Address: Address: WARPIING TO OWNER: YOUR FAILURE TO. RECORD A NOTCCI; QF COMNIENCLMEPT MAY. RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS -TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST .BE RECOADED A IJ POSTED 6N 'THE 70E 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. 1 understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, beaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code In effect 28 of thatdate: 516 Edition (2014) Florida Building Code be NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may water 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. ittal. A copy of the ex uted Tate City of Sanford requires payment of a plan review fee atdth d the etime of sermittimatededcons is n al a of the job at the time of submittal in order to calculate a plan review charge and will• be cons permit is issued, in Theactualconstructionvaluewillbefiguredbased -on the current ICC Valuation Table in effect at the time the p accordancewithlocalordinance. 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 bedoneincompliance.with all applicable laws regulating -construction and zoning. Signature of OwnerlAgedt Date Print Ownez(Agent's Name Signature of Notary -State of Plortda • NO Owner/ Agent is Personally Known to Me or Produced ID , _ "ryPe of M. Signatu OfC,,t,ctodAg,, Date t Print Co tmatorlAgeaCs Name / 1 Si atwe, of N Sta of Florida Date KAREN NUGHES f r Notary Publk -Sate of Fkrlda Co mmiulon 1GG06" , , • M1l mAM Me_.or ExpiiesMatlti162c' Contracto g Produced Type of ID rr BELOW iS FOR OFFICE USE. ONLY Permits Required: Building Electrical J Mechanical Plumbing[] Gas Roof El Construction Type: Occupancy Use: ' Flood Zone. Total Sq Ft of Bldg: Min. Occupancy Load: _ # of Stories: New Construction: Electric - # of Amps_-Mc-ZA1112;- Plumbing- # of Fizttires Fire Alarm Permit: Yes No. Fii• e Sprinkler Permit:. Yes No- #.of HeatLs:— APPROVALS: ZONING: JJTILITIES: WASTE WATER:.. ENGNEERING. FIRE: BUILDING: COMNMNTS: SUBDIVISIONdROM t:K0O 1 CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: ' — / 0s, Documented Construction Value: S -°I .'WO W , $ uKES Job Address: H 1 t Rous GOVE LANE Historic District: Yes No Parcel ID:TNta¢N13KooKE #93 1$ PIXT-L)UZ Residential g Commercial Type of Work: New ST Addition Alteration Repair Demo Change of Use Move Description of Work: NEW RESIDENTIAL PLUMBING Plan Review Contact Person: Title: Phone: Fax: Email: Property Owner Information Nance 1 A IL-nV0, M00AI SON Phone: Street: Resident of property? : City, State Zip: Contractor Information Name NORTHWEST PLUMBING OF ORLANDO Phone: (7701941-5421 x 2045 Street: 6310 MABLETON PARKWAY, SUITE 1000 Fax: (770) 941-9522 City, State Zip: MABLETON. GA 30126 State License No.: CFC1426562 Name: Architect/Engineer Informatio Pbou Street: Fax: City, St, Zip: Bonding Company: Address: E-m: Mortgage L 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. 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 regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect us of that date: 5i° Edition (2014) Florida Building Code Revised: June 30, 201S Permit Application NOTICE-: In addition to (lie requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating constructs n and zoni!nIg. Signature of Owner/Agent Date Signature of CoO ctor/Agent GooDate 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 foA1Y M,411,48FEY "sANttfjj' Print Contractor/Agent's Name O EXPIRES Signature of Notary -State of Florida Date= GEORGIA JUNE 8.2020 LLG mnnnnua Contractor/Agent is Personally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type: Occupancy Use: Total Sq Ft of Bldg: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No APPROVALS: ZONING: COMMENTS: Flood Zone: of Stories: Plumbing - # of Fixtures, of Heads Fire Alarm Permit: Yes No UTILITIES: ENGINEERING: FIRE: WASTE WATER: BUILDING: Revised- June 30.2015 Permit Application CITY OF SANFORD BUILDING & FIRE PREVENTION f = PERMIT"APPLICATION tMA D Application No: 1 — IR Documented Construction Value: S v - I — Job Address: 1__pJ-q_ l,l(\ LB `I 4 Historic District: Yes No Parcel ID: Residentiato Commercial L Type of Work: New Addition Alteration ''''Repair Demo Change of Use Move Description of Work:RS Oa-m la.e. (AG 1,Jii1^ c l r- l,Je L Plan Review Contact Person: Title: Phone: `l-16$5aOpI( 1Rax:l(O`1-333_385.3 Email: rLVGCV.C1rnn Name I Street: City, State Zip: NamelQl Street: 53 City, State Zip: Property Owner Information Phone: `` MIA - Resident of property?: ,VO rmation Phone: - Fax: q0-7— 2AZ - 3`?53 State License No.: 0 A ti% CJ3 Ic O Architect/Engineer Information Name: Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: Mortgage Lender: Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 1053 Shall be inscribed with the date of application and the code in effect as of that date: 51 Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application U L NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713 The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate be done in compliance with all applicable laws regulating construction and z Signature of Owner/Agent Date Print Owner/Agent's Name Signature•of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID of Contractor/Agent Name Signature of work will a171J17 6'l CHERYL D AKERS MY COMMISSION # FFM962 EXPIRES June 05, 2020 407);990153 F1wWsNonrySerAm.com Contractor/Agent" is _Personally Known to!Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type: Total Sq Ft of Bldg: Occupancy Use: Flood Zone: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Ye. --.El No # of Heads APPROVALS: ZONING: COMMENTS: UTILITIES: ENGINEERING: FIRE: Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Revised: June 30. 2015 Permit Application F AiiiAAA£AAAAAAIAI£AA £ AAAIAAA R R R R k R R R R R R R K R R R R R R R k k R R R 1I1 ! jfilf Ii i.;I i! 1 iF$ FI F F F F FsIF DjFIF 4,F1 F F F I, a.l (aial,i.• I 1 I'le 1 a'a Rlal a t; a i; I I ,tFR IF I I j j(zE i:f ln:2!r3Ee'z SSrr-a=-z8:a cs6s tbia5tiCICICCCtESICFi1C5G6j 6 B Y Ali A £ 111 A£ A'A A A £ A A £A AI£ £ A AR(RRRRRKIRRRR !€ R k K R K R R R R R R R R R R j l II! 1 i IIIIIII 83139A9? 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E ! pi' t .aj lY fa•6I61 I g t!e c$ § i a I I I 1 l F 1 1 Revision d Response to Comments Permit # l — ! b O o Project Address: y o 7 Ro chy Contact: Daphne Ph: 407-257-6940 Email: daphneclarkinc@cfl.rr.com Trades encompassed in revision: d Building Plumbing Electrical Mechanical Life Safety Waste Water Department Utilities Waste Water Planning Engineering Fire Prevention 13 Building City of Sanford Building & Fire Prevention Division p 2 3 2417 Ph: 407.688.SiS0 Fax: 407.688.SiS2 Email: building@sanfordfl.gov Submittal Date l0/25/17 6y ow LN L ofi zi 6 Fax: General description of revision: PRODUCT APPROVALS REVISED ROUTING INFORMATION Approvals It-1-1-41 A RECORD COPY CBUCK Engineering Sppclalty SfiruCtural EngtneJering CBUCK, Inc. Certificote of Authorizotion #8064 Evaluation Report MMI-2" Off Ridge Vent Ridge Vent Assembly VtENJManufacturer: Millennium Metals, Inc. 10200 Eastport Road 0N`D'"c Jacksonville, FL 32218 sovoRo 877) 358-7663 OEPAR for Florida Product Approval FL 16568.1 R1 Florida Building Code Sth Edition (2014) Per Rule 61G20-3 Method: 2 - B 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 art aww.k S"fw Gomm*k1b'd w fGS L: SUL`!f No 31242 W = 0, n STATE OF ogk^ So" by: James L GwAzwe. P.C. CBUCK, Inc. 2015.03.02 10:57:51-05'00' 1399 N. Killian Drive, Suite 4, West Palm Beach, Florida 33403 Phone: (561)491-9927 Fax: (561)491-9928 Website: www.cbuckinc.net FL #: FL 16568.1 Rl Date: 2 / 26 / 15 CBUCK Engineeringring Page Report No.: 25-104-MM2-St0RV-ER 14 of 7 Speclalty Structural Englneerinq ceucK, Inc. Certificote oJAuthorizotion a8054 Manufacturer: Millennium Metals, Inc. Product Name: "MMI-2" Off Ridge Vent Product Category: 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: - 7S PSF Allowable design pressure for allowable stress design (ASD) with a margin of safety of2to1. FL #: FL 16568.1 R1 Date: 2 / 26 / 15 CBUCK Engineering Page rt No.: 35of4-MM2-StORV-ER 14 SpeclaltLd Structural Englneerinq CBUCK, Inc. Certificate of Authorization #8064 Performance Standards: The following test protocols were performed to demonstrate compliance with the intent of the code as this product is not addressed specifically in the code. ASTM E330-02 — Standard Test Method for Structural Performance of Exterior Windows, Doors, Skylights and Curtain Walls by Uniform Static Air Pressure Difference Code Compliance: The product described herein has demonstrated compliance with Florida Building Code Sth 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'. Option for application outside "Limitations and Conditions of Use" Rule 61G20-3.005(1)(e) allows engineering analysis for "project specific approval by the local authorities having jurisdiction in accordance with the alternate methods and materials authorized in the Code". Any modification of the product as evaluated in this report and approved by the Florida Building Commission is outside the scope of this evaluation and will be the responsibility of others. Refer to applicable building code section for ventilation requirements. Design of support system is outside the scope of this report. Fire Classification is outside the scope of Rule 61G20-3, and is therefore not included in this evaluation. This evaluation report does not evaluate the use of this product for use in the High Velocity Hurricane Zone code section. (Dade & Broward Counties) Quality Assurance: The manufacturer has demonstrated compliance of roof panel products in accordance with the Florida Building Code and Rule 61G20-3.005 (3) for manufacturing under a quality assurance program audited by an approved quality assurance entity through Keystone Certifications, Inc. (FBC Organization #: QUA 1824). FL #: FL 16568.1 R1 Date: 2 / 26 / 15 CBUCK Engineering Page Report No.: 15of4-MM2-St0RV-ER 14 Speclaity Structural Engineering CBUCK, Inc. Certificate of Authorization #8064 Components/Materials Ridge Vent: "MMI-2" Off Ridge Vent by Manufacturer): Material Type 1: Steel Thickness: 26 gauge (min.) Yield Strength: 40 ksi min. Corrosion Resistance: In compliance with FBC Section 1507.4.3: ASTM A792 coated, or ASTM A653 G90 galvanized steel Nominal Dimensions: Width: 24" Height: 4-1/2" Lengths: 2' , 4', 6', 8' and 10' Fastener(s): Base Fastener: Purpose: Attaches Ridge Vent Base Flange to Deck Type: Annular Ring Shank Roofing Nails Size : 11 gauge x 1-1/2" Corrosion Resistance: Per FBC Section 1506.5 Standard: Per ASTM F 1667 Alternate Fastener: Purpose: Attaches Ridge Vent Base Flange to Deck Type: Hex -Head Wood Screw Size : #10 x 1-1/2" (min.) Corrosion Resistance: Per FBC Section 1506.6 and 1507.4.4 Standard: Per ANSI/ASME B18.6.4 Roof Cement: Type: Asbestos -free asphalt based roof cement w/ SBS rubber Application Size: 1/4" thick minimum Standard: Per ASTM D 3019 Type III and ASTM D 3409 CBUCK Engineering FL #: FL 16568.1 RI Date: 2 / 26 / 15 Report No.: 15-104-MM2-StORV-ER 14 Page 5 of 7 ISppdalty Structural Engln~ng CBUCK, Inc. Certificote of Authorizotion #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 Sth Edition (2014). The installation method described herein is in accordance with the scope of this evaluation report. Refer to manufacturer's installation instructions as a supplemental guide for attachment. Referenced Data: 1. ASTM E330-02 Uniform Static Air Pressure Difference Test Architectural Testing, Inc.(FBC Organization #TST ID: 1527) Report #: D0249.02-450-18, Report Date: 8 / 29 / 13 2. Quality Assurance By Keystone Certifications, Inc. (QUA ID: 1824) Millennium Metals Licensee # 423 3. Certification of Independence By James L. Buckner, P.E. @ CBUCK Engineering FBC Organization # ANE 1916) FL #: FL 16568.1 R1 Date: 2 / 26 / 15NCBUCKEnginPrinqPage Report No.: 6 Of MM2 StORV-ER 14 SpeCJ' CSNV Structural Engirumer"o 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 Profile Drawines 5- 1/2" 12" 1/ 8-1 18-1 /4" W Side View (Not To Scale) Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Mod 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) Higher Slope Back) Fl. #: Fl. 16568.1 RI Date: 2 / 26 / 15 CBUCK Engineering Page Report No.: 15of 4-MM2-StORV-ER_14N Spetdalty Structural Engineering CBUCK, Inc. Certificate of Authorization #8064 Installation Method Millennium Metals, Inc. MMI-2" Steel Off Ridge Vent Attached to Wood Deck 1 1/7 o.c. 1 12" 4" o.c. 4" o.c. Typical, Maximum Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail Base FlangeOR 10 min. Wood Screws Top Plan View (Not To Scale) Typical Fastening Pattern) oc Nominal Lengths 4 Ft a,e 6 Ft s 8 Ft. Ja a\e ; • • 10Ft. '• • •: ii is Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Wood Screws r' Typical Ridge Vent Assembly Isometric View (Not To Scale) CITY OF SANFORD BUILOIN ENTION 1 I "7t PERMIT APPLICATION v Ian Application No: Documented Construction Value: $ Historic District: Yes No ARJobAddress' . RDC t I 'r1, Residentias3SCotnmert1*10 Parcel ID: Ne.r Addition Alteration Repair Demo ChaneeofUx Movc Type of Work: Description of Work: Title: Plan Review Contact Person: Phone: Fat: _Email: Proporb Owner Information Phone: Name Resident of Property?: , Street. Contractor Information t•`' ' a - Phone: Name , iwlSlJ sGl' Fax Street: StateLicense No': ttcLipCity,SA F' ArchltoetlEnginoer lnfomnaUon Phone: Name: Pas: StreeC E-mail: _ City. St. TIP: . Bonding Company: Mortgage Leader: Address: Address, WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMLNCEMLNT MAY RESULT IN YOURANOTICEOF PAYING TWICE Volt RECORDED AND OSILO ON nfiA11L B TO YOUR SITE BEFORE Tint MU57 or RST INSFEC170N. IF YOUINf1L TO OBTAIN FINANCING. CONSULT WMI YOUR LENDER OR AN ATTORNEY BEFORE 0.ECORDINC YOUR NOTICE OF COMMENCEMLM'. Apphatioo ii thereby etudt b dwia • petollt m do Iti wet aM ientallaioen t of rmit Ide{ Im n CotoeelGlCtd P^ar b Ilte iateNOC oft pfrmit rm tlm tll work m1I be preformed mMa(. elpa. welt' goofs. io this lurisditWion I understand that a bepana permit mom b. a«otd for denrlel .orb. pbe - rurnatq bollera, hater, taola, and a1r wndlneatrs, err. - - FaC Ira] Sten tt I —I td woke ttt atu of applbht tan eat net la Men r HOtt deft: 3 Fa1Mt OONI plerYa b Wlq Cttt teM AI/tY roneW of Udt P^it. o ue —y be ddaaul ratrinans rPplk We to tha P P-M 69 —y be U, 1: In ddalae m dx fU i, amiu equird from adw apvannwnyt enntie. t b u was cud in tM pohik txmds of thie m mry tx ddilwwl9 n..'— rn dlwiw.wu.acnci . the wiw of Uu propary o[tha reV.irommu ofFlard. U. capunc• °t permb is veedicatiea dW t will nmib _ Tha G'y of S.afard regairef P•y••m of a pl•e rovlew tea a the dm. of p't u veil of iha lab a o puma 6 -ld. d wig be rmuderd tlu estitnrtd tWle in -ff t a die tWw dte puma i haad, ie in a ev el Wcuww • pl•n review Chaff .. tI. cwaa lCC Vdrdoe the aual t.maana. WaThe .teal eonalntetl?• W. wdl W M1{ gfsrd oR the e.—.d mnu!a esad _ . mords•c• whb lain ordiunee. Spats y tetaee. . adu will be applied m your peram fs. whm oK pw't ot)•C AFFIDAVIT: 1 ...fify that all of the foregoist informstion is aaurate end that all work will be done in compliance with all applicable laws regulating constructios a aiog. nrcrsaar•P'•• ' hr O warAP•'•Nr ' tpdy.fr ttYN. O.a OwncdAgffd is.... Persnoally Vaawa to Maur .. Ptoduced ID TYP49Pm t n O t n ri 11/.3 oI,' f Fmllts:fkWW IS, M Yiw byCwmetodABPdis . pmdueed ED T BELOW IS FOR OFFICE USE ONLY Root Mechanic, Phtmbi.10 Permits Required: Building E a1 Ilse. Fiood 7pse: Oeeupaoey ConstructionType'r— pofStorles'.• — T6tp1 Sq F:'of Bldg: Min. Occuoancy Load: Plumbibir= N of Fistures New Constrnctioa: Electric . M of Amps.— Fire Alarm Permit:' Yn Q• No Fire Sprinkler Permit: YeSO No g of Heads — UTILITIES: — WASTEWATER: APPROVALS' 70NMG: BUILDING: ENGINEERING: — FIRE• COMMENTS: Fa AM— 17;42"onsON CONTRACT ECIRIC AGREEMENT a R EA( 1 01 1 I IOR NAME: DATE. 11a6a017 THORNCBROOK PROPIiRTY OWNER OR IIIS AGENT: B90 : ELECTRICAL CONTRACT & PRICING TAYLOR MORRISON HOMES I nn: SINGLE FAMILY an. ALL ELECTRIC A006EtS: 501 N CATTLEMAN IID SR:100 I tl66ECE: ORLANDO C=.SARASOTA I n&= FL I QQLM' SANFORD mu: FL WIRING PER 2011 NEC PERMITTING FEES ARE NOT INCLUDED TEM/ORARY IRICINGUI SUBIEcT TO CHANGE WITHOUT RESERVATION NAME AMK R P--. BIRCH 1SOA 1,S39 4,750.00 DARLINGTON A LSBS S 6,1113S.00 DA/IIENE 11 700A 7.59E S 6,9S5.0o MANCHESTER II ISOA Z132 6,9SS.00 REDWOOD 1SOA I,SS) S :,9SO.00 WILLOW EISGA 2ASE S SA3S.00 CONTRACTOR/OWNER: DATE: EDMONSON ELECTRIC: O cDATE: / 7 1034 Skipper Road • Tampa. EL 3363 • Mone•16131910.3403 • F. IBI 0•BS46 • HHw EdmonwnFje Ic.com Tay I o r M o r r i s o n Taylor Morrison, Orlando 0ivision 2600 take Lucien Od", Suite 3S0 Maitland, fL 32751 Toll free B66.S20.3703 or Local. 407.629.0077 1 u3o f2017 To whom it may concern, The purpose of this letter is to notify the City of Sanford that Taylor Morrison has ended Its relationship with Miller Electric. The following homes we request the existing electrical permit Issued to Miller electric be transferred to Edmonson Electric. They will complete the remaining work needed to comply with all applicable codes The homes listed below need to be trimmed and final Inspections called. we appreciate the City's assistance In expedhing this change. please call me with any questions regarding this transfer. Lot 241: 250 Merry Brook at 17.1082 Lot 242: 2S4 Merry Brook at 17.1083 Lot 243: 2S8 Merry Brook Or 17.1084 Lot 244. 262 Merry Brook Or 17-IOSS Lot 245. 266 Merry Brook at 17-1086 Lot 246: 270 Merry Brook Or 17-1087 Lot 247: 274 Merry Brook Cir 17.1088 Lot 248: 278 Merry Brook ar 17.1099 Lot 85: 4SS Rocky Grove Lane 17-I88S Lot 86:451 Rocky Grove Lane 17.1987 Lot 94.407 Rocky Grove Lane 17.1943 Lot 289:436 Rocky Grove Lane 17.1986 Lot 294: 416 Rocky Grove Lane 17.1907 Lot 29S: 412 Rocky Grove Lane, 17.1906 Lot 296.408 Rocky Grove Lane 17.1888 Respectfully, Sean Cowdery Area Construction Manager Taylor Morrison 321.436.4487 tayior TalAorfvbr sorL ®Ilvlliky. .+I'µ!! www taviormordson ram r Florida Building Code Duct Leakage Results f (o f N1, tit ( 6611 Builder: Neighborhood: Irr b a Lot #: Address: l,o Lv\ City:°C` Square Footage: S State: F 1 Permit M Stage of Construction for Test Rough in with Air Handler Rough in no Air Handler Post Construction Duct Leakage Test Results: Duct Leakage percent requirement: ()KIA10 System CFM25 Square Footage Duct Leakage CFM/100s ft. Location Pass or Fail 7 2 5<& 2 6 O/ v T 05 2 3 4 5 Cq/Pass F-] Fail Rating Company: SkveTec® Inspection Date: J°`l IIIl-7 Rater Name: QAV,( Rater Signature: Beg The Energy Code Experts 9570 Regency Square Blvd. Suite 410 Jacksonville, FL 32225 Phone: 904.482.4000 11.866. S KYET EC www. SkyeTec.com FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method ProjectName: TWV;' 2c1b Builder Name: V4 ` T Jbf /Uca'Y.tn Street: 05 (°-`/ l 16rovw '"' Permit Office: City, State, Zip: 4 1,4d,, tr( '.;Z-7-7 k Design Location: Envelope Leakage Test Results Single Point Test Data: HOUSE PRESSURE: ' FLOW: Leakage Characteristics CFM ( 50): ACH( 50): Permit Number: Jurisdiction: j—/- 7q<3 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 parry. 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. hereby certify that the above erformance results demonstrate lorida Energy Code requireme ection R402. 4.1.2. SIGNATURE: RINTED NAME: 70' ATE: \ 2/ t / ( 7 envelope leakage Where required by the code official, testing shall be compliance with conducted by an approved third -party. A written report of accordance with the test results shall be signed by the third party conducting the test and provided to the code official. y:34 a'W a n' BUILDING OFFICIAL: DATE: DESCRIPTION AS FURNISHED: Lot 296, THORNBROOKE PHASE 4, as recorded in Plat Book 81, Pages 70 thru 71, Public Records of Seminole County, Florida. BOUNDARY FOR/CERTIFIED TO: Tyrone Redding. Inspired Title Services, LLC; First American Title Insurance Company; Taylor Morrison Home Funding — Jenny Baton Murray LOT 299 N 0001 0' 44" W REC. 1/2- I.R.I REC. 1/2• I.R. 40. OO NOI.D. NO I.D. 1 LOT 296 19. 80' 19.80, 7. 0'x3.4' AC PAD t -7- 15. 00' S.00' 15 7' i, c COV'D. of Oi CONC. 5. 00' 8- RECESS FOR 14.3' POCKET SLIDER M W Ly TWO STORY W RESIDENCE e F. F.-24.80' p O LOT 297 b p LOT 295 O NO O 00 0 5. 00' 5. 0' S i. CO'/D..". OV'D. DO BRICK 0 0i BRICK 1 I WALK 21.3' 5. 00' 16, BRICK DR. 25. 20 5.20' 0 7, 10' UTIL. ESMT. 0 7, 1ti 66 s, 35. 03'_ O- REC. 112' I.R. PC) 5 CONC. WALK REC. X CUT NO I.D. B , n IN WALK S 00 10 44 E 40. 00' ON LOT AREA CALCULATIONS: LOT - 4.800 SO. FT LIVING - 1.467 SO.Fr. k0y19 ZGARAGE = 455 SO FT. y1 ENTRY a 71 SO FT 1NLby1 GQ GQ` LANAI = 139 SOFT BREEZEWAY - N/A SO. FT. DRIVEWAY = 403 SOFT. ROCKY GROVE LANE A/C PAO = 18 sorT. WALKWAY = 70 SO.F'r50 R/W) TRACT I IMPERVIOUS= 54.6 x SO FT. UTILITYEtACCESSR/W = 2,623 0/1/ 2 1 SODOFF7ULAS LOT AREA L O S: R/ W = 440 SO F7. PROPOSED FINISHED SPOT GRADE ELEVATION APRON - 110 SOFT. PER DRAINAGE PLANS BUILDING SETBACKS: SIDEWALK = 200 SO.FT. n PROPOSED DRAINAGE FLOW FRONT 25' TSODOTAL AREAS: = T: L SO FT LOT GRADING TYPE A REAR a 15' PROPOSED INFORMATION SHOWN AREA = 5,240 SOFT PROPOSED F.F. PER PLANS - 24.8' /+ SIDE 5.0' BASED ON SUPPLIED PLAN DRIVEWAY = 513 So Fr SIDE CORNER a 10' AND/OR INSTRUCTIONS PER SIDEWALK - 270 SOFT. PROPOSED GRADE PER CONSTRUCTION PLAN + CLIENT NOT FIELD VERIFIED SOD = 2 7 SO.rT. CRUSEXML' YL'R-SCOTT LTG ASSOC, INC, - LAND SURVEYORS. LEGEND LEGEND 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 P • PLAT PAL • POINT ON LINE F • FIELD TV. • TYPICAL IP. . IRON PIPE RL • POINT OF REVERSE CURVATURE NOS, 1. THE UNOOtSICNEO ODES NEREBY COMFY IWT IHIS SURwr MWIT THE STANDARDS OF PRACTICE SET FORTH Or THE PLORIOA BOARD Or IR • IRON ROD CC. • POINT Or COMP"D CURVATURE C. N. CONCRETE 14"NENT RAIL • RADIAL PROFESSONU, SURVEYORS AND MAPPERS W CHAPTER SJ-17 FLORIDA ADW115INAME COOS PURSUANT 10 SECTION 472.027. PLORDA STATUES 2. UhIM OIBOSSED W W SURWYORY S GAATVRE AND ORM&I A4= SEAL TUBS SURVEY YAP OR COPIES ARE NOT VAUD. SET I.R. 1/2' 1& WILD 4506 Hit NON -RADIAL REC. RCCOVERCD VP. WITNESS TOW 3, THIS SURVEY WAS PREPARED FROM TIRE INMRWTION FURNISHED TO THE SUIWVOR. MRE OHAYBE OPAW MSTRICOONS PAID. • POINT Or COKKEHM CAIG CALCULATED AIC. FEINT CONNE+CENEN7 ISM PERMANENT REFERENCE TIOIRRQNR OR EASEYEMS THAT APFEC DNIS PROPERTY. 4. NO UNDERGROUND MROVM MS NAVE BEER LOCATED UNI.M OTHERWISE SHOWN. •- ELEVATION t • CENTEPLOCrr. f1M121C0 FLOOR O.EVATIOI LI S. 1105 SVRYLY R PREPARED MR Mf SOIL: BENfIR OF THOSE CERfIPIED ro AND 5110UtD NOT Of R61ED UPON BY ANY OTHER [NTTIY. NLD • NAIL L DISK U1. WILDING SCTDACK LINE DA '• DENCNKARK B. DIMENSIONS SHOWN MR THE LOCATION OF G&AMM MS HEREON SHOULD NOT BE USED ro RECONSTRUCT BOUNDARY UNES. R/V . RIGHT-DI"WAY CSNI. • EASEMENT DJ. DASC DCARtNO 7. BORD" ARE allM ,tStUyEp DATUM AND ON 1HE LINE SHOWN AS BASE BEARING (B.S.) a E1, EYA1101$ If SHOWN. ARE BASED ON NATIONAL DATUM OF 1929. UMM OINDhVISE NO1ED. DRAIN DIbUNAOE UTILUTILITY r. COMIDAIE OF AURARIZARON Na. 459G KFE • CHAIN LtKK rOCE VDFC. WOOD PENCE C/D • COCMTE ROCK SCALE M-- 1• - 20'-1 DRAWN BY: ••• P.C. POINT ? CURVATURE P.I. • POINT Or TANGENCY @ CERTIFIED BY. DATE ORDER No. A SC. • DESCRIPTION L • ARC LCNGIH PLOT PLAN 02- 27-17 655-17 D • DELTA CHORD C,D, • CHORD DEARING REV)SED PLOT PLAN 05-31-17 FORMBOARD FOUNDATLON/ELEVS. 08-01-17 3125-17 NORTH f1NAL/ELE 5. 12-II-17 5324-17 THIS BUILDING/PROPDM DOES.NOT UE WITHIN THE ESrABUSHED 100 YEAR FLOOD PLANE AS PER 'FIRM' GRUSENM R, R.LS. 1 4714 ZONE X. MAP / 12117C 0055 F• JAM W. SCOTT R.LS 1 4801 9ff SUBDIVISION: LOT M 9174e", CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: $1620I,60 G/!rf-1441" lwz Job Address: 'Vo ir k0fk L/¢/VF Historic District: Yes No Parcel Residential[r Commercial Type of Work: New E9 Addition Alteration Repair Demo Change of Use Move Description of Work: NEW RESIDENTIAL PLUMBING Plan Review Contact Person: Title: Phone: Fax: . Email: Property Owner Information Name 1AYLOK /WAVISOAl r Street: City, State Zip: Phone: Resident of property? : Contractor Information Name NORTHWEST PLUMBING OF ORLANDO Phone: (770) 941-5421 x 2045 Street: 6310 MABLETON PARKWAY, SUITE 1000 City, State Zip: MABLETON, GA 30126 Fax: (770) 941-9522 State License No.: CFC1426562 Architect/Engineer Information Name: Phone: Street: City, St, Zip: Bonding Company: Address: Fax: E-mail: Mortgage Leader: 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 tneet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shull be inscribed with the duce of upplication and the code in effect as of that date: 5i° Edition (2014) Florida Building Code Revieed: Junc 30. 2013 Permit Application n 1 1.. 1 r. 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 constructioand zoning. ram Signature ofOwnedAgent Date Signature ofCont r/AgentTor ePrint Omer/Agent's Name Signature of Notary -State of Florida Date Owncr/ Agent is Personally Known to Me or Produced ID Type of ID Print Contractor/Agent' Nnme . O. I. EXPIRES ignature of Notary -State of Florida Date GEORGIA JUNE 8.2020 s C otL Cod Contractor/ Agent is Personally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas[] Roof Construction Type: Total Sq Ft of Bldg: Occupancy Use: Flood Zone: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps, Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: COMMENTS: Plumbing - # of Fixtures Fire Alarm Permit: Yes No UTILITIES: WASTE WATER: ENGINEERING: FIRE: BUILDING: Revised- June 30.2015 Permit Application FIRE INSPECTIONS CITY OF SANFORD 407.562.2786 BUILDING & FIRE PREVENTION BUILDING INSPECTIONS 300 N PARK AVE 855.541.2112 SANFORD FL 32771 DRIVEWAYS -SIDEWALK 407.688.5080 L A lication Number . . . 17-00001888 Date 7/31/17 Application pin number . . . 207328 Property Address . . . . . . 408 ROCKY GROVE LN Parcel Number . . 21.19.30.510-0000-2960 Application type description NEW SINGLE FAMILY HOME - DETACHED Subdivision Name . . . . . . Property Zoning . . . . . . . PUD Application valuation . . . . 338386 Application desc noc on file Owner Contractor TAYLOR MORRISON TAYLOR MORRISON 2600 LAKE LUCINE DR STE 350 MAITLAND FL 32751 407) 489-1475 Structure Information 000 000 ---------------------- Construction Type . . . . . VB Occupancy Type . . . . . . RESIDENTIAL USE GROUP Flood Zone NONE Other struct info . . . . . PLUMBING FIXTURES 22.00 NUMBER OF STORIES 2.00 SQUARE FOOTAGE 3247.00 Permit . . . . . . PLUMBING PERMIT -NEW RESIDENC. Additional desc . . Phone Access Code 996108 Permit pin number 996108 Sub Contractor NORTHWEST PLUMBING Permit Fee . . . . 132.00 Issue Date . . . . 7/31/17 Valuation . . . . 6209 Expiration Date . . 1/27/18 Qty Unit Charge Per Extension 22.00 6.0000 EA FIXTURES,WATERHEATR,DRAIN,TRAP 132.00 Special Notes and Comments All projects within the City shall use WastePro for debris removal. Please contact WastePro at 407.774.0800. Normal hours for inspections are from 7:30 through 4:30 Monday through Thursday. Please be aware you must contact the Building Official to schedule a Friday or after hours inspection. This is required since not every inspector is licensed to do every type inspection. Communication is the key, so please contact the Building Official if you have any questions at 407.688.5058 or at dave.aldrich®sanfordfl.gov June 22, 2017 5:13:56 PM blaker. Water impact fee $1343.00 Sewer impact fee $3025.00 Other Fees . . . . . . . . . 01-APPLCTN FEE -BUILDING 25.00 O1-APPLCTN FEE -MECHANIC 25.00 O1-APPLCTN FEE -PLUMBING 25.00 O1-BLDG PLAN REVIEW 1017.00 02-CURB CUT/DRIVE - S/F 40.00 FAILURE TO COMPLY WITH MECHANIC'S LEIN LAW CAN RESULT IN THE PROPERTY OWNER PAYING TWICE FOR BUILDING IMPROVEMENTS. NOTE: ALL FEES MUST BE PAID PRIOR TO C.O. BEING ISSUED. NOTE: PLEASE BE ADVISED ALL PERMITS MUST BE INSPECTED. FIRE INSPECTIONS CITY OF SANFORD 407.562.2786 BUILDING & FIRE PREVENTION BUILDING INSPECTIONS 300 N PARK AVE 855.541.2112 SANFORD FL 32771 DRIVEWAYS -SIDEWALK 407.688.5080 Page 2 Application Number . . . . . 17-00001888 Date 7/31/17 Application pin number . . . 207328 Other Fees . . . . . . . . . 01-FIRE IMP-RS 7-2017 373.91 O1-LIBRARY IMPACT FEE 54.00 O1-PARKS IMP-RS SINGLE 1086.29 O1-POLICE IMP-RS 07-2017 374.90 O1-SEM CNTY RD IMPACT FEE 705.00 O1-SCHOOL IMPACT FEE 5000.00 WD IMPACT:SINGLE FAMILY 1343.00 SD IMPACT:SINGLE FAMILY 3025.00 O1-BLDG DCA SURCHARGE 56.20 O1-BLDG DBPR SURCHARGE 56.18 Fee summary Charged Paid Credited Due Permit Fee Total 132.00 00 .00 132.00 Other Fee Total 13206.48 13176.75 .00 29.73 Grand Total 13338.48 13176.75 .00 161.73 FAILURE TO COMPLY WITH MECHANIC'S LEIN LAW CAN RESULT IN THE PROPERTY OWNER PAYING TWICE FOR BUILDING IMPROVEMENTS. NOTE: ALL FEES MUST BE PAID PRIOR TO C.O. BEING ISSUED. NOTE: PLEASE BE ADVISED ALL PERMITS MUST BE INSPECTED. FIRE INSPECTIONS CITY OF SANFORD 407.562.2786 BUILDING & FIRE PREVENTION BUILDING INSPECTIONS 300 N PARK AVE i 855.541.2112 SANFORD FL 32771 DRIVEWAYS -SIDEWALK 407.688.5080 Page 3 Application Number . . . . . 17-00001888 Date 7/31/17 Property Address . . . . . . 408 ROCKY GROVE LN Parcel Number . . 21.19.30.510-0000-2960 Application description . . . NEW SINGLE FAMILY HOME - DETACHED Subdivision Name . . . . . . Property Zoning . . . . . . . PUD Permit . . . . . . PLUMBING PERMIT -NEW RESIDENC. Additional desc . . Phone Access Code 996108 Permit pin number 996108 Required Inspections Phone Insp Seq Insp# Code Description Initials Date 10 322 UNPB PLUMBING UNDERGROUND 10-1000 311 PL03 SEWER 20 312 PL04 TUB SET 1000 313 PL05 PLUMBING FINAL _/_/_ 1osl DESCRIPTION AS FURNISHED: Lot 296, THORNBROOKE PHASE 4, as recorded in Plat Book 81, Pages 70 thru 71, Public Records of Seminole County, Florida. BOUNDARY FOR/CERTIFIED TO: Toylor Morrison of Florida, Inc. 5.00' w LOT 297 5.00' 35.03' PC) LOT 299 N 00°10'44" W I 40.00' 1 19.80' 19.80, LOT 296 15.7' I 1 of dl 5.00' 8' RECESS FOR 14.3* i 1 POCKET SLIDER FORMBOARD FOUNDATION TOP OF FORMS -24.81 e co O O O O O 5.0' sue. 0 di 1 1 21.3' 5.00, 25.20' 25.20' I10' UTIL. ESMT. F S 00010' 44" E 40.00' LOT 295 LOT - 4.5CO sO.P I. LIVING - 1,487 SOFT. k9 titi GARAGE - 455 ENTRY - 71 SOFT. SO.FT. G G LANAI - 139 SOFT. BREEZEWAY- N/A SOFT. ROCKY GROVE LANE AjCP D - eJ SOXT. 50 RIW) TRACT I WALKWAY - 70 IMPERVIOUS- 54.6 SQ.FT. A UTILITY g ACCESS R/W 2.623 SOFT. O S00 - 2 177 SOFT. QUO R/W - 440 SOFT. PROPOSED - FINISHED SPOT GRADE ELEVATION APRON - 110 SO.FT. PER DRAINAGE PLANS G SETBACKS: SIDEWALK - 200 SOFT. PROPOSED DRAINAGE FLOW FRONT - 25' FRONT SOD - 130 SOFT. LOT GRADING TYPE A REAR - 15' PROPOSED INFORMATION SHOWN 5,240 SO.FT. PROPOSED F.F. PER PLANS - 24.8' SIDE - 5.0' BASED ON SUPPLIED PLAN DRIVEWAY - 5/3 SOFT. PLAN + SIDE CORNER - 10' ANDIOR INSTRUCTIONS PER SIDEWALK - 270 SOFT. PROPOSED GRADE PER CONSTRUC77ON CLI NT NOT FIELD VERIFIED SOD SOFT, CRUSEINMEIYER-SCOTT & ASSOC., INC. - LAND SURVEYORS LAID _ LEGEND _ 5400 E. COLONIAL OR. ORLAN00, FL. 32807 (407)-277-3232 FAX (407)-658-1438 P • PLAT PLIL . Ptm/T a UNC I.P. . am"IK Pitt • P01NT or REVOttC CWVATUK AorEs 1. 111f UM00=040 am NOtErr CORNf/ YNT RNS SURVEY NEM 1w STM01RITS Or NIACITCf Scr ram BY 11C P NWA 00" Or W IROI toPtt • PGRO or 00090" CURVATURE PROFESSDMAL SURWt M AM HAPPEM Of CHOW %.-17 AaROL AOIO/SIRAI14 CM PUBS WO ID SEC710N 471027. PIDIIOL STATUS CJL • CONCRETE NQAPUT RA0. • RADIAL L UN I =S y WSEC0 MUM R'S SUNWISIOpRM AW 000944L RAISED SEAL i104 SURVEY UAP OR 00PR= ARE NOT VAU& uT to. 1 r IIL .10L8 4W6 NA - IN -RAM 1 Do SIARLr RAS PAV%Um PROM/ MU 800""II13N IIRURSNCO TO 04 $iNO M- THUM NAY Of o1110T Na71wnow PALL : POM Q K09MNO CAL4 • CALCUWITNESS LATEDPAC. • PONT Or COWDCOCUR PAPL • RRMAIO/T RE/OIEICC NPOWL C NT OR L'ASWEMSIINT AP7EC/ TI¢4 PROPONY. 4 NO UNCkMO MID OIPROVflIORS HAW BEON LOCATED UIBE=S 0T10AI115E 4110M1L It PROVAG) FOR INE SOLE 8007R OP 11106E CORUIED 1D AND SADUND AO M RORD UPON Or ANY 01)" DOTTY. E • CENT[RLDC Tr. • FIMIUED rL.mR 01VATIDI TOO NAIL L DISK BSL • BUILDING SETBACK LINE B. no SIRYEY 6 OIICNSvw 9" N MR INC W04MR 0/ D01lOVDADITS WNW SKXw ADr OE US13) TO OCCON=MINTT =1044" U %U R/ w R VAT LK BASE: 0WARK7. KARP= ARE SAM ASSUUM OATUY MID ON TIF LOBE D OW AS BAlt BfARD10 (0.B•) BRMM - DAS00C a. D"AIIONS, IF S1101ft ARE 84SW ON MATIONU. OWNF1C 041M Or U2B. &04= 01IRRMEf NORM uTu. UTaiTY 0. COMWA1t or AYDIOIDZAIII 1N•. 40M N. artCN • A01 LINK lots VBrC. • VOOD TV" C/ o • CONCRETE BLOCK SCALE -— 1' . 20'--K OR -OW P. C. - MIT w CURVATURE P. T. • PRINTorTAWICICY CERTvnED eY.• oA1E ORDER Na au : DESCA Tla/ RADIUSPLOT PUN 02-27-17 53-17 o - 0 0.T' N RENSEO PLOT PLAY 05-JI-17 C.t • ° oa DD BIARINIG fORMBOARO FOUHOMRON/ELEV^ 08-01-17 3125-17 NORTH TINS 8WL& N01 ROPERIY OOES.NOT UE WITHIN INC MABL15HE0 100 YEAR FLOOD PLANE AS PER •FIRA1' CRUSEN R.LS / 171 { ZONE 71' 1LAP 1 12117C 0055 F. JAMES W. R.L.S 1 4801 UNIVERSAL Workorder No: UESProjectNo: 011j 0.10401008.0000 ENGINEERING SCIENCES Report Date: 8/3/2017 Consultants In: Geotechnical Engineering - Environmental Sciences Geophysical Services - Construction Materials Testing - Threshold Inspection Building Inspection - Plan Review - Building Code Administration 3532 Maggie Blvd, Orlando, 32811 • P. 407.423.0504 • F: 407.423.3106 /-7„ /, In -Place Density Test Report Client: Taylor Morrison of Florida, Incorporated UES Technician: Kendric Reddick 2600 Lake Lucien Drive Suite 350 ralMaitland, FL 32751 Date Tested: 08/03/2017 Project: Thombrooke 40s & 50s, SF House Lots Various Lots, Sanford, Seminole County, FL 32771 Area Tested: Lot 296 (408 Rocky Grove In. Type of Test: Material: Native Field: ASTM D-2937 Drive Cylinder Method Reference Datum: 0 = Bottom of Footing Laboratory: ASTM D1557 Modified Proctor The tests below meet the minimum 95% relative soil compaction requirement of Laboratory Proctor maximum dry density. Test No. Location of Test Range aximum Density per ptimum Moisture Field Dry Density prf) Field Moisture 1%1 Soil Compaction 41 Native Depth inch) Pass or Fail 1 North Footing, 0-1 ft 105.4 11.8 105.2 13.9 100 N/A Pas: 2 West Footing 1.2 ft 105.4 11.8 106.9 12.3 101 N/A Pas: 3 South Footing 1-2 ft 105.4 11.8 103.6 14.0 98 N/A Pas: 4 Northeast comer of pad ( TOF) 1-2 ft 105.4 11.8 108.1 11.7 103 N/A Pas! 5 Center of pad ( TOF) 2-3 ft 105.4 11.8 104.5 16.4 99 N/A Pas: Remarks: TOF= Top Of Fill T nM hl'* 1h n .,•..f..nf n.nMMinn fn $ fn:..e.i..nl'n M:nM.. M. 0.4%6- —4 n..-M..n.. nll —#. — n.4.n7-4 w- .v.nfi.rnnlinl n.w '#., n!—, _U Mn nn.I