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416 Rocky Grove LnCOUNTY OF SEMINOLE IMPACT FEE STATEMENT STATEMENT NUMBER: 17100004 BUILDING APPLICATION #: 17-10000414 BUILDING PERMIT NUMBER: 17-10000414 DATE: July 06, 2017 11-190 33Y,3(.oY JoZ yI 0UNITADDRESS: ROCKY GROVE LAM 416 21-19-30-510-0000-2940 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: 416 ROCKY GROVE LANE THORNBROOKE PH 4 LOT 294 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 N/A SinglS mily FIRE RE Hou ing 00 1.000 dwl unit 00 00 LIBRARY CO -WIDE ORD Single Family SCHOOLS Housing 54.00 1.000 dwl unit 54.00 SSingle Family CO -WIDE ORD Hoping 5,000.00 1.000 dwl unit 5,000.00 PARKS LAW ENFORCE N/A 00 DRAINAGE N/A 00 00 AMOUNT DUE 5,759.00 STATEMENT RECEIVED BY: 1/ I 1Uy ! AyS7 pa't;:7 SIGNATURE: PLEASE PRINT NAME) DATE: / Y// ::7Z 1f'2J NOTE TO RECEIVING SIGNATORY[ APPLICANT: FAILURE TO NOTIFY R AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. *** DISTRIBUTION: 1-BLDG DEPT 3-APPLICANT 2-FINANCE 4-LAND MANAGEMENT NOTE** PERSONS ARE ADVISED THAT TH IS IS A STATEMENT OF FEES DUE UNDER THE SEMINOLE COUNTY ROAD, FIRE/RESCUE, LIBRARY AND/OR EDUCATIONAL ISSUANCE OF A BUILDING PEIT. 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. TH& 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 FIR§T 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 THE COUNTY BUILDING PERMIT NUMBER AT THE TOP LEFT 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 THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST.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: 4-19-30- Q-0000- Q'II.O Prepared By Kim Carter and Taylor Morrison Homes Return To : 2600 Lake Lucien Drive, Suite 350 Maitland, FL 32751 NOTICE OF COMMENCEMENT. State of Florida. County of Seminole. GRANT MALOY, SEMINOLE COUNTY CLERK OF CIRCUIT COURT & COMPTROLLER BY, 8949 P9 60 (1P9s) CLERK'S : 2017069099 RECORDED 07/07/2017 03:24sS:1 PH RECOW-fNG 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 Legal Description : Thornbrooke Phase according to the plat thereof, as recorded in Plat Booi&/ Pagof the public records of Seminole County, Florida. Addresses : I lfl l l `2 Ssecd FL General description of improvements : Single Family Home Owner information : Name Taylor Morrison of Florida Inc. Address 2600 Lake Lucien Drive Suite 350, Maitland, FL 32751 Fee Simple Title Holder: N.A. Contractor name and address : Name Taylor Morrison of Florida Inc. Address 2600 Lake Lucien Drive Suite 350, Maitland, FL 32751 6. Surety: N.A. 7. Lender: N.A. 8. Persons within the State of Florida designated by the Owner upon whom notices or other documents may be served as provides by 713.13(1)(a)7., Florida Statutes: N.A. 9. In addition to himself, Owner designates the following to receive a copy of the Lienor's Notice as provided in 713.13(I)(b), Florida Statutes. N.A. 10. Expiration date of notice of commencement: One year from the date of recording. WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTENT TO OBTAIN FINANCING, CONSULT YOUR LENDER OT ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. 11. Date Signed : Signature of Owner's Agent: -.*1 445 m Asa Wright Taylor Morrison of Florida Sworn to and subscribed before me this by John Asa Wri t is personally known to me. a - " C Notary Public DA Clark My commission expires: 6/27/19 4:°°;` ! o Serial No. FF 20C9108 Notary Signature: *.0 GP.= 1Tr' ERK0 VE 1:U ; JUAT'"' CO' •: L SEM- 1 ` !! . :.J: Y, RORIDA y%v\ ':'- /0 7 net 47 BYDEPUTY CLERK IffOEIVE D I JUN 21 2017 i CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: I`t - I Q o 009G2Q Documented Construction Value: $ 3$(49 Job Address: 41 (pOa=a,t C YDV'1`— La K-e_ Historic District: Yes No Parcel ID: 27-19-30- 510-00004440 Residential U Commercial Type of Work: NewEl Addition Alteration Repair Demo Change of Use Move Description of Work: Plan Review Contact Person: Daphne Clark Title: Phone: 407-257-6940 Fax: Email: da hne PermitsPermitsPermits.com Property Owner Information Name TAYLOR MORRISON OF FLORIDA INC Phone: 407-629-0077 Street: 151 SOUTHHALL LANE # 200 Resident of property? : NO City, State Zip: MAITLAND FL 32751 Contractor Information Name JOHN ASA WRIGHT / TAYLOR MORRISON OF FLORIDA Phone: 407-257-6940 Street: 151 SOUTHHALL LANE # 200 Fax: City, State Zip: MAITLAND FL 32751 State License No.: CBC1257462 Architect/ Engineer Information Name: Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: N/A Mortgage Lender: N/A Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. - FBC 105.3 shall be inscribed date withtheof application and the code in effect as of that date: 51s Edition (2014) Florida Building Code i V Revised: June 30, 2015 Pennit 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 1CC 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. Signatur of Contractor/Agent D4e Print air w ro . • • ' * MY COMMISSION I FF 209108 EXPIRES: June 27, 2019 Jr' or,00r Bonded ihru Budget Nobry SO*" of Florida DAte t U¢¢ D. A. CLARK MY COMMISSION I FF 209100 EXPIRES: June 27, 2019ROWNeotbe0lhru0401Notarysenim Owner/Agent is yJ, Personally Known to Me or Contractor/Agent is YES Personally Known to Me or Produced ID N/A Type of 1D Produced 1D -NIA— Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building© Electrical g Mechanical© Plumbing® Gas Roof Construction Type: •Jb Occupancy Use: Q.3 Flood Zone: Total Sq Ft of Bldg: 3 a t-l'1 Min. Occupancy Load: t -7 # of Stories: 2 A'cTwUBD New Construction: Electric - # of Amps /' co Plumbing - # of Fixtures 2. 3 Fire Sprinkler Permit: Yes No ® # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING UTILITIES: -'7WASTEWATER: COMMENTS• ENGINEERING: 0A7%C—(ffl"2f)"AFIRE: Ok to construct Single Family home with setbacks and impervious area shown on plan. BUILDING: 5,C 111l -1 i Revised: June 30, 2015 Permit Application REQUIRED INSPECTION SEQUENCE TAYLOR MORRISON SFR-DETACHED Permit # 17- 1 Q 01 BUILDING PERMIT Min Max Inspection Description 10 Form board / Foundation Survey 10 Slab / Mono Slab Pre our 20 Lintel / Tie Beam / Fill / Down Cell 30 Sheathing — Walls 30 Sheathing — Roof 30 50 Final Window 40 Roof Dry In 50 Frame 60 Insulation Rough In 70 Drywall / Sheetrock 40 70 Lath Ins ection 50 1000 Final Roof 50 1000 Final Stucco / Siding 80 1000 Insulation Final 1000 Final Single Family Residence Address_ h f_ 1Zd`f GiUJIr L-) ELECTRICAL PERMIT Min Max Inspection Description 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 1 A RM InInsectionDescritionPG HA Max Mechanical Rough 0 Mechanical Final 11, REVISED: June 2014 PI 1 0 187'=t 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: 416 Rocky Grove Lane Property Owner: Taylor Morrison of Florida, Inc. Parcel identification Number: 21-19-30-510-0000-2940 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) OFFICIAL I ONLY Flood Zone: X Base Flood Elevation: N/A Datum: N/A FIRM Panel Number: 120294 0055 F Map Date: September 28, 2007 The referenced Flood Insurance Rate Map indicates the following: The parcel is in the: floodplain floodway A portion of the parcel is in the: floodplain floodway The parcel is not in the: floodplain floodway The structure is in the: floodplain floodway The structure is not in the: floodplain floodway If the subject property is determined to be flood zone W, the best available information used to determine the base flood elevation is: BPA17-1907 Reviewed by: Michael Cash, CFM Date: June 28, 2017 D O Application for Right -of -Way Use for Driveway, Walkway & Landscape F L8 7 -1 Department of Planning & Development Services nfo 300 North Park Avenue, Sanford, Florida 327711dn °OV Phone: 407.688.5140 Fax: 407.688.5141 This permit authorizes work to be done in the City of Sanford's right-of-way in accordance with the City's regulations and the attached construction plans approved as part of this permit. It does not approve any work within any other jurisdiction's right-of-way. All requested information below as well as a current survey, site plan or plat clearly identifying the size and location of the existing right-of-way.and use /shall be provided or application could be delayed. VMJWBZ0JW m / gL , / rmCall bd How L f Caileerentooate 1. Project Locatlon/Address: 2. Proposed Activity: Driveway Walkway Other: 3. Schedule of Work: Start Date G 1 MCoompletion Date Emergency Repairs 4. Brief Description of Work: jW WAY AX MCl/ e2 This application is submitted by: tySignature: Print Name: AVWPrANI il NtS Address: 44A) E#2X MIMAX -?jl Phone:!-M7-6% 0 Fax -_ Date: Maintenance Responsibilities/Indemnification The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the improvement installed under this Agreement. This shall include maintenance of the improvement and unpaved portion of right-of-way adjacent thereto. Requestor may, with written City authorization, remove said installationrtmpmvement 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 pemmittee shall remove, relocate and/or repair as necessary at no cost to the City of Sanford insofar as such facilities are in the public righted -way. If the Requestor does not continuously maintain the Improve- ment and area in accordance with previously stated criteria, or completely restore the righted -way to its previous condition, the City shall, after appropriate notice, restore the area to its previous condition at the Requeston's expense and, if necessary, file a hen on the Requesters property to recover costs of restoration. To the fullest extent permitted by law, Requestor agrees to defend, indemnity, and hold harmless the City, its ooundlpersons, agents, servants, or employees appointed, elected, or hired) from and against any and all liabilities, claims, penalties, demands, suits. judgments, losses, expenses, damages (direct, indirect or consequential), or injury of any nature whatsoever to person or property, and the costs and expenses incident thereto (including costs of defense, settlement, and reasonable attorneys fees up to and including an appeaq, resulting in any fashion from or arising directly or indirectly out of or connected with the use of the Citys fight -of - way. I have read and understand the above statement and by signing this application I agree to its terms. I hereby understand and agree to pay all city fees related to this application as required by the city's adopted Fee Resolution Signature: Date: This permit shall be posted on the site during construction. Please call 407. 688.6080, Ext. 640124 hours in advance to schedule a pre -pour Inspection. Pre -pour Inspection by: Date: aapmmvsr,W1v ROW We Drtvswsy.pdr 0. 40 taylor morrison Henn. i vM..e er rw. TaylorMorrison 2600 Lake Lucian Drive Suite 350 Maitland, FL 32753 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:. Q l 1p W n(Y1.11 610->° Lake 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: Signature G e 6so Pr' d Name Signature / Printed Name Owner ly l_ Brian Brunhofer President, Taylor Morrison of Florida, Inc. STATE OF FLORIDA COUNTY OF ORANGE The foregoing instrument was acknowledged before me this .S/ day o , 2017, by Brian Brunhofer as President for Taylor Morrison of Florida, Inc. who is personally known to me. M,1%PA 1N1/ islov '• 29,?. otary Public State of Florida Print Name: S =* Q= 420 My Commission Expires: Iff 0 7y ZOl-7 FORM R405-2014 RECORD COPY FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot294Tho mbrookeDarlingtonCGRE Builder Name: Taylor Morrison Street: 'YAP td C La xse Permit OKce: `. 4 r-* -v( City, State, Zip: FL , ,y. Permit Number: Owner: 1 nSANFORD90 % jurisdiction: #lto% - Design Location: FL, Orlando County:: Seminole (Florida Climate Zone 2 1. New construction or existing New (From Plans) 9. Wall Types(3137.2 sgft.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1521.00 ft' b. Concrete Block - Int Insul, Exterior R=4.1 1375.90 ft' 3. Number of units, if multiple family 1 C. Frame - Wood, Adjacent R=13.0 240.33 ft' 4. Number of Bedrooms 4 d. N/A R= ft' 5. Is this a worst case? No 10. Ceiling Types (1481.0 sqft.) Insulation Area a. Under Attic (Vented) R=30.0 1481.00 fl= 6. Conditioned floor area above grade (W) 2582 b. N/A R= ft' Conditioned floor area below grade (ft') 0 c. N/A R= ft' 11. Ducts R ft' 7. Windows(400.5 sgft.) Description Area a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 293.4 a. U-Factor: Dbl, U=0.34 305.21112 b. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 6 223 SHGC: SHGC=0.31 b. U-Factor: Dbl, U=0.58 72.00 ft' 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.32 a. Central Unit 25.2 SEER:16.00 b. Central Unit 25.2 SEER:16.00 c. U-Factor: Sgl, U=0.34 23.33 ft' SHGC: SHGC=0.31 13. Heating systems kBlu/hr Efficiency d. U-Factor: N/A ft' a. Electric Heat Pump 21.8 HSPF:9.00 SHGC: b. Electric Heat Pump 21.8 HSPF:9.00 Area Weighted Average Overhang Depth: 3.291 ft. Area Weighted Average SHGC: 0.312 14. Hot water systems a. Electric Cap: 50 gallons8. Floor Types (2582.0 sgft.) Insulation Area EF: 0.950 a. Slab -On -Grade Edge Insulation9 R=0.0 1467.00 fl' b. Conservation features b. Floor Over Other Space R=0.0 1102.00 fl' None c. other (see details) R= 13.00 ft' 15. Credits Pstat Glass/Floor Area: 0.155 Total Proposed Modified Loads: 71.37 PASSTotalBaselineLoads: 77.24 1 hereby certify that the plans and specifications covered by Review of the plans and jTNE ST,g7, this calculation are in compliance with the Florida Energy specifications covered by this 4V0 Fps Code. calculation indicates compliance y,,, with the Florida Energy Code. PREPARED BY: 1444 Before construction is completed u - DATE: 2/23/1.7 this building will be inspected for V -- - y compliance with Section 553.908 I hereby certify that this building, as designed, is in compliance Florida Statutes. with the Florida Energy Cod L'O0 WE OWNER/AGENT: DATE: BUILDING OFFICIAL: DATE: 41 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. 2/23/2017 2:43 PM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 FORM R405-2014 PROJECT Title: Lot294ThombrookeDarlington Bedrooms: 4 Address Type: Street Address Building Type: User Conditioned Area: 2582 Lot # Owner: Total Stories: 2 Block/SubDivision: of Units: 1 Worst Case: No PlatBook: Builder Name: Taylor Morrison Rotate Angle: 0 Street: Permit Office: Cross Ventilation: No County: Seminole Jurisdiction: 691500 Whole House Fan: No City, State, Zip: Family Type: Single-family FL, New/Existing: New (From Plans) Comment: CLIMATE IECC Design Temp Int Design Temp Heating Design Daily Temp Design Location TMY Site Zone 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Orlando FL_ORLANDO INTL_AR 2 41 91 70 75 526 44 Medium BLOCKS Number Name Area Volume 1 Blockl 1467 13643.1 2 Block2 1115 10035 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 1st Floor 1467 13643.1 Yes 5 1 1 Yes Yes Yes 2 2nd Floor 1115 10035 No 0 3 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Floor over Garage 2nd Floor __ ___ 13 ft' 19 0 0 1 2Slab-On-Grade Edge Insulatio 1st Floor 147.4 ft 0 1467 ft2 0.5 0 05 3 Floor Over Other Space 2nd Floor __ -__ 1102 ft' 0 0 0 1 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch Type Materials Area Area Color Absor. Tested Tested Insul. deg) 1 Gable or Shed Composition shingles 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 ft2 N N 2/23/2017 2:43 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5 FORM R405-2014 CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) 1st Floor 30 Blown 12 ft' 0.11 Wood 2 Under Attic (Vented) 2nd Floor 30 Blown 1469 ft' 0.11 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below Omt To Wall_T.ype Space R=Value-Ft-In-Et-In Area-R_Value_EracOon_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 fl' 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 06 0 7 S Exterior Concrete Block - Int Insul 1st Floor 4.1 52 6 9 4 490.0 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 1st Floor 13 25 9 9 4 240.3 ft' 0 0.23 0.01 0 DOORS Omt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 Wood 1st Floor None 25 2 9 8 22 ft' WINDOWS Orientation shown is the entered, Proposed orientation. Wall Overhang Omt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 n 1 Vinyl Low-E Double Yes 0.34 0.31 30.0 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 fl' 1 ft 0 in 3 ft 0 in Drapes/blinds None 5 se 5 Metal Single (Clear) Yes 0.34 0.31 23.3 ft' 10 it 6 in 0 it 4 in None None 6 s 6 Vinyl Low-E Double Yes 0.34 0.31 6.0 ft' 1 it 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 it 0 in 1 it 0 in Drapes/blinds None 8 s 7 Vinyl Low-E Double Yes 0.34 0.31 5.3 fl' 1 it 0 in 11 ft 8 in Drapes/blinds None 9 s 7 Vinyl Low-E Double Yes 0.34 0.31 12.9 ft' 1 ft 0 in 11 ft 8 in Drapes/blinds None 10 s 7 Vinyl Low-E Double Yes 0.34 0.31 38.9 fl' 1 ft 0 in 11 ft 8 in Drapes/blinds None 11 w 8 Vinyl Low-E Double Yes 0.34 0.31 30.0 ft' 1 ft 0 in 1 ft 0 in Drapes/blinds None 12 W 8 Vinyl Low-E Double Yes 0.34 0.31 40.0 ft' 1 ft 0 in 11 ft 8 in Drapes/blinds None 13 w 9 Vinyl Low-E Double Yes 0.34 0.31 58.3 ft' 1 ft 0 in 1 ft 0 in Drapes/blinds None 14 W 9 Vinyl Low-E Double Yes 0.58 0.32 72.0 ft' 10 It 8 in 0 It 0 in None None 2/23/2017 2:43 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 5 iT 7 i ZIiT.l jL] GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 455 It' 384 ft' 64 ft 8 ft 1 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) 000291 1973.2 108.32 203.72 .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 075 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 fl' 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 2/23/2017 2.43 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 FORM R405-2014 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Coolingjj jj Jan HeatinH Jan jj jj Feb HFebjj Mar WMarj ] r j ] r I j Ma jX] May [ Jun Jun Xj Jul Jul jX] Au j j Aug jXj Se Sep j j Oct Oct j j Nov X] Nov j j Dec jX] Dec Ventin [ ] Jan j Feb XJ Mar X] r May [)Jun J Jul Au Se X) 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/ 23/2017 2-43 PM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 5 of 5 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX" = 92 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 (ft' 7. Windows" Description a. U-Factor: Dbl, U=0.34 SHGC: SHGC=0.31 b. U-Factor: Dbl, U=0.58 SHGC: SHGC=0.32 c. U-Factor: Sgl, U=0.34 SHGC: SHGC=0.31 d. U-Factor: N/A SHGC: Area Weighted Average Overhang Depth: Area Weighted Average SHGC: FL, New (From Plans) 9. Wall Types Insulation Area Single-family a. Frame - Wood, Exterior R=13.0 1521.00 ft2 b. Concrete Block - Int Insul, Exterior R=4.1 1375.90 ft 1 c. Frame - Wood, Adjacent R=13.0 240.33 fl' 4 d. N/A R= ft' 10. Ceiling Types Insulation Area No a. Under Attic (Vented) R=30.0 1481.00 ft' 2582 b. N/A R= ft' Area c. N/A R= ft' 305.21 ft' 11. Ducts R ft' a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 293.4 b. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 6 223 72 00 ft' 12. Cooling systems kBtu/hr Efficiency 2333 ft' a. Central Unit 25.2 SEER•16.00 b. Central Unit 25.2 SEER.16.00 ft' 13. Heating systems kBtu/hr Efficiency a. Electric Heat Pump 21.8 HSPF:9.00 3.291 ft. b. Electric Heat Pump 21.8 HSPF:9.00 0.312 8. Floor Types Insulation Area a. Slab -On -Grade Edge Insulation R=0.0 1467.00 ft' b. Floor Over Other Space R=0.0 1102.00 ft' c. other (see details) R= 13.00 ft' 14. Hot water systems a. Electric Cap: 50 gallons EF: 0.95 b. Conservation features None 15. Credits Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Date: Address of New Home: ` F,,iL C, r ,) f City/FL Zip: sue. OTHE SIP 715-1 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. 2/23/2017 2:44 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 4 DEL -AIR Manual S Compliance Report wwmo-mmw ma 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 Outdoor design DB: 92.5°F Outdoor design WB: 76.3°F Indoor design DB: 75.0°F Indoor FIR 50% Sensible gain: 18484 Btuh Latent gain: 2784 Btuh Total gain: 21267 Btuh Estimated airflow: 840 cfm Job: Lo1294ThombrookeDarli... Date: 6/4/2014 By: FJF Entering coil DB: 75.8°F Entering coil WB: 62.8°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 Sensible capacity: 19061 Btuh 103% of load Latent capacity: 3487 Btuh 125% of load Total capacity: 22548 Btuh 106% of load SHR: 85% Design Conditions Outdoor design DB: 41.7°F Heat loss: 18847 Btuh Entering coil DB: 69.4°F Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-024-230-19+CBX27UH-024-230'++TDR Actual airflow: 840 cfm Output capacity: 22387 Btuh 119% of load Capacity balance: 38 OF Supplemental heat required: 0 Btuh Economic balance: -99 OF Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 840 cfm Output capacity: 5.0 kW 90% of load Temp. rise: 50 OF Meets are all requirements of ACCA Manual S. c wri htsoft` 2017-Feb-2315:36:41 9 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 1 IingtonCGRE\Lot294ThombrookeDarkngionCGRE.rup Calc = MJ8 House laces: E 1 DEL -AIR Manual S Compliance Report wm°•mamnwm ahu 2 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD. FL 32771 Phone- 407-333-2665 Fax 407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Design Conditions Job: W2941rhombrookeDarli... Date: 6/4/2014 By: FJF Outdoor design DB: 92.50F Sensible gain: 17531 Btuh Entering coil DB: 78.0°F Outdoor design WB: 76.3°F Latent gain: 2943 Btuh Entering coil WB: 63.9°F Indoor design DB: 75.0°F Total gain: 20473 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: 17651 Btuh 101% of load Latent capacity: 3314 Btuh 113% of load Total capacity: 20965 Btuh 102% of load SHR: 840/6 Design Conditions Outdoor design DB: 41.7°F Heat loss: 13624 Btuh Entering coil DB: 69.0°F Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-024-230-19+CBX27UH-024-230'++TDR Actual airflow: 840 cfm Output capacity: 22420 Btuh 165% of load Capacity balance: 30 OF Supplemental heat required: 0 Btuh Economic balance: -99 OF Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 840 cfm Output capacity: 3.5 kW 86% of load Temp. rise: 13 OF Meets are all requirements of ACCA Manual S. wri htsoft' 2017-Feb-2315:36:41 Z. 9 Right-Suile® Universal 2017 17.0.16 RSU24011 Page 2 A . IinglonCGRE\Lo12S4ThombrookeDarlingionCGRE.rup Cak = MJB House laces E 1 DEL -AIR Component Constructions Job: Lo1294ThombrookeDarti... P Date: 6/4/2014 o Entire House By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333.2665 Fax: 407-333-3853 Web: WWW.DEL-AIR COM For: Taylor Morrison Location: Indoor: Heating Cooling Orlando Intl AP, FL, US Indoor temperature (OF) 70 75 Elevation: 95 it Design TD (OF) 28 18 Latitude: 280N Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 46.4 Dry bulb (OF) 42 93 Infiltration: Daily range (OF) - 17 ( M) Method Simplified Wet bulb (OF) - 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Walls 12C-Osw: Frm wall, stucco exi, r-13 cav ins, 1/2' gypsum board int tnsh, 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 Irish Partitions 12C-Osw: Frm wall, r-13 cav ins, 1/2" gypsum board int Irish, 2"x4" wood frm, 16" o.c. stud Or Area U-value Insul R Htg HTM Loss Clg HTM Gain Ip BWh/V--•F tp-•F19Wh awhm' BWh BWANT BWh 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 433 0.201 0 5.69 2462 4.35 1883 w 150 0.201 0 5.69 851 4.35 651 all 1126 0.201 0 5.69 6406 4.35 4901 218 0.091 13.0 2.58 562 1.44 315 Windows 2A-2ov: 2 glazing, Or low-e ouir, air gas, vnl frm mat, clr innr, 1/4" gap, n 1/8" thk; NFRC rated (SHGC=0.31):50% drapes, medium; 1 It e overhang (5 ft window ht, 1 ft sep.); 6.67 ft head ht s w all 2A-2ov: 2 glazing, Or low-e outr, air gas, vnl frm mat, Or innr, 1/4" gap, n 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft s overhang (6.3 ft window ht, 11.67 ft sep.); 6.67 ft head ht all 2A-2ov: 2 glazing, Or low-e ouir, air gas, vnl frm mat, Or innr, 1/4" gap, e 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (5 ft window ht, 3 it sep.): 6.67 ft head ht 10A-m: 1 glazing, clr glz, mil no brk frm mat, 1/8" thk, NFRC rated se SHGC=0.31); 10.5 ft overhang (8 ft window ht, 0.33 ft sep.); 6.67 ft head ht 2A-2ov: 2 glazing, Or low-e ouir, air gas, vnl frm mat, Or innr, 1/4" gap, s 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (3 ft window ht, 1 ft sep.): 6.67 it head ht 30 0.340 0 9.62 289 10.6 317 15 0.340 0 9.62 144 30.4 455 15 0.340 0 9.62 144 10.8 162 30 0.340 0 9.62 289 30.4 911 90 0.340 0 9.62 866 20.5 1845 39 0.340 0 9.62 374 10.6 411 39 0.340 0 9.62 374 12.2 472 78 0.340 0 9.62 748 11.4 883 15 0.340 0 9.62 144 30.4 455 23 0.340 0 9.62 225 8.71 203 6 0.340 0 9.62 58 10.6 63 wri htsoft• 2o17•Feb2315:3s:41 9 Right -Suite® Universal 2017 17 0.16 RSU24011 Page 1 CA...IingionCGRE\Lot294ThombrookeDarlingionCGRE.rup Calc = M.18 House faces: E 2A-2ov: 2 glazing, clr low-e ouir, air gas, vnl 1rm mat, clr innr, 1/4" gap, s 5 0.340 0 9.62 51 12.2 64 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 it overhang (3.17 ft window ht, 11.67 If sep.); 6.67 If head ht 2A-2ov: 2 glazing, clr low-e ouir, air gas, vnl 1rm mat, clr innr, 1/4" gap, s 13 0.340 0 9.62 125 12.2 157 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 If overhang (4.2 If window ht, 11.67 If sep.); 6.67 R head ht 213-2tv: 2 glazing, clr low-e ouir, air gas, vnl frm mat, clr innr, 1/4" gap, w 40 0.340 0 9.62 385 30.4 1214 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 If overhang (5 If window ht, 11.67 It sep.); 6.67 it head ht 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl trm mat, clr innr, 1/4" gap, w 58 0.340 0 9.62 561 30.4 1769 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (6.3 ft window ht, 1 If sep.); 6.67 it head ht 2A-2ovd: 2 glazing, clr low-e outr, air gas, vnl trm 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 If sep.); 6.67 It head ht Doors 11 DO: Door, wd sc type n 22 0.390 0 11.0 243 12.0 264 Ceilings 1613-30ad: Attic ceiling, asphalt shingles roof mat, r-30 ceil ins, 1/2" 1482 0.032 30.0 0.91 1342 1.74 2572 gypsum board int fnsh Floors 2OP-191: Fir floor, trm fir, 12" thkns, r-19 cav ins, gar ovr 13 0.050 19.0 1.41 18 0.71 9 22A-tpl: Bg floor, light dry soil, on grade depth 147 0.989 0 28.0 4126 0 0 C Wtl ncSOi 2017•Feb•2315:36.41 9 Right-Suile® Universal 2017 17.0. is RSU24011 page 2 A...IinglonCGRE\Lot294ThornbrookeDarhngionCGRE.rup Calc - MJB House faces: E DEL -AIR Component Constructions tfmae • m coNNno tttte ahu 1 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333.38M Web: WWW.DEL-AIR.COM For: Taylor Morrison Location: Orlando Intl AR FL, US Elevation: 95 it Latitude: 280N Outdoor: Heating Dry bulb (OF) 42 Daily range (°F) - Wet bulb (OF) - Wind speed (mph) 15.0 Indoor: Indoor temperature (°F) Design TD (OF) Relative humidity (%) Cooling Moisture difference (gr/lb) 93 Infiltration: 17 ( M) Method 76 Construction quality 7.5 Fireplaces Construction descriptions Walls 13A-2ocs: Blk wall, stucco ext, r-2 ext bd ins, 8" thk, 1/2" gypsum board int lnsh Partitions Job: Lot294ThombrookeDarti... Date: 6/4/2014 By: FJF Heating Cooling 70 75 28 18 30 50 1.5 46.4 Simplified Average 0 Or Area U-value Insul R Htg HTM Loss Clg HTM Gain flr BWhlltr "F hr-•F/BWh BWhAIp aWh BWhllt2 BWh in 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 433 0.201 0 5.69 2462 4.35 1883 W 150 0.201 0 5.69 851 4.35 651 all 1126 0.201 0 5.69 6406 4.35 4901 12C-Osw: Frm wall, r-13 cav ins, 1/2" gypsum board int Insh, 2"x4" 2 wood Irm, 16" o.c. stud Windows 2A-2ov: 2 glazing, clr low-e ouir, air gas, vnl frm mat, Or innr, 1/4" gap, n 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft s overhang (6.3 ft window ht, 11.67 ft sep.); 6.67 It head ht all 10A-m: 1 glazing, clr glz, mtl no brk frm mat, 1/8" thk: NFRC rated se SHGC=0.31); 10.5 It overhang (8 ft window ht, 0.33 ft sep.); 6.67 ft head ht 2A-2ov: 2 glazing, Or low-e ouir, air gas, vnl trm mat, Or innr, 1/4" gap, s 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (3.17 ft window ht, 11.67 ft sep.); 6.67 It head ht 2A-2ov: 2 glazing, Or low-e outr, air gas, vnl trim mat, Or innr, 1/4" gap, s 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 It overhang (4.2 ft window ht, 11.67 ft sep.); 6.67 ft head ht 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl trim mat, Or innr, 1/4" gap, w 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (6.3 ft window ht, 1 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 gap, 118" 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 Wrighf Gift` Right -Suite® Universal 2017 17.0.16 RSU24011 IinglonCGRE\Lot294ThombrookeDarlinglonCGRE.rup Cale = M.18 House laces 18 0.091 13.0 2.58 562 1.44 315 39 0.340 0 9.62 374 10.6 411 39 0.340 0 9.62 374 12.2 472 78 0.340 0 9.62 748 11.4 883 23 0.340 0 9.62 225 8.71 203 5 0.340 0 9.62 51 12.2 64 13 0.340 0 9.62 125 12.2 157 58 0.340 0 9.62 561 30.4 1769 72 0.580 0 16.4 1182 16.8 1213 22 0.390 0 11.0 243 12.0 264 2017-Feb-23 15:36:41 Page 3 Ceilings 16B-30ad: Attic ceiling, asphalt shingles root mat, r-30 ceil ins, 1/2" 12 0.032 30.0 0.91 11 1.74 gypsum board int Irish Floors 22A-Ipl: Bg floor, light dry soil, on grade depth 147 0.989 0 28.0 4126 21 C wri htSoft• 2017•Feb•2315:36:41 tt. 9 Right•Suile® Universal 2017 17 0.16 RSU24011 page 4 IingionCGRE\Lot294ThombrookeDarGngtonCGRE.rup Cale = MJ8 House laces: E DEL -AIR Component Constructions Job: LOt294ThombrookeDarli... P Date: 6/4/2014 tEarom•atacotmmmo10 ahu 2 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333.2665 Fax: 407-333-3853 Web: WWW DEL-AIR.COM For: Taylor Morrison Location: Indoor: Heating Cooling Orlando Intl AR FL, US Indoor temperature (°F) 70 75 Elevation: 95 ft Design TD (°F) 28 18 Latitude: 28°N Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 46.4 Dry bulb (°F) 42 93 Infiltration: Daily range (°F) - 17 ( M) Method Simplified Wet bulb (°F) - 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area Ll-value Insul R Htg HTM Loss Clg HTM Gain IP BWhW--•F Its "FrBWh BWhAN BWh BWhir BWh Walls 12C-Osw: Frm wall, stucco exi, r-13 cav ins, 1/2" gypsum board int n 461 0.091 13.0 2.58 1186 2.34 1079 Insh, 2"x4' wood Irm, 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 ouir, air gas, vnl Irm 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 ft e 15 0.340 0 9.62 144 30.4 455 overhang (511 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 all 90 0.340 0 9.62 866 20.5 1845 2A-2ov: 2 glazing, cir low-e outr, air gas, vnt Irm mat, cir 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: 111 overhang (5 ft window ht, 3 ft sep.); 6.67 ft head ht 2A-2ov: 2 glazing, cir low-e ouir, air gas, vnl frm mat, Or 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 it overhang (3 ft window ht, 1 ft sep.); 6.67 It head ht 2B-2tv: 2 glazing, Or low-e ouir, air gas, vnl frm mat, Or innr, 1/4" gap, w 40 0.340 0 9.62 385 30.4 1214 1/8" thk: NFRC rated (SHGC=0.31); 50% drapes, medium; 1 it overhang (5 ft window ht, 11.67 ft sep.); 6.67 ft 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-191: Fir floor, frm fir, 12" thkns, r-19 cav ins, gar ovr 13 0.050 19.0 1.41 18 0.71 9 C lWrhtsoft' 2017• Feb-2315:36:41 9 Right•Suile® Universal 20t7 17 0.16 RSU240t1 Page 5 IingtonCGRE\ Lol294ThombrookeDarGngtonCGRE.rup Calc = MJ8 House laces: E C wrt' 2017-Feb15:36 41 ihtSOf9Rignl•Suite® Universal 2017 17.0.16 RSU24011 Page 6 14CCK ...IinglonCGRE\ Lo1294ThombmokeCarGngtonCGRE.rup Cale = MJ6 House laces: E 1 DEL -AIR Project Summary Job: Lot294ThombrookeDarli... Y Date: 6/4/2014 rEmws • 11fil Enure House By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333.2665 Fax: 407.333.3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Notes: RVSD 211/16 JA LS 3/22/16 JA LS 4/4/16 JA LS 6/10/16 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 6F 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 26277 Btuh Structure 27187 Btuh Ducts 6195 Btuh Ducts 8827 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 32471 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Infiltration Equipment sensible load 36014 Btuh Method Simplified Latent Cooling Equipment Load SizingConstructionqualityAverage Fireplaces 0 Structure 4164 Btuh Ducts 1562 Btuh Central vent (0 cfm) 0 Btuh Heating Coolin Area (ft2) 2582 2582 Equipment latent load 5726 Btuh Volume (ft3) 26929 26929 Air changes/hour 0.41 0.21 Equipment total load 41741 Btuh Equiv. AVF (cfm) 184 94 Req. total capacity at 0.70 SHR 4.3 ton Heating Equipment Summary Cooling Equipment Summary Make Make Trade Model n/a Cond n/a AHRI ref n/a Coil n/a AHRI ref n/a Efficiency n/a Efficiency n/a Heating input Sensible cooling 0 Btuh Heating output 0 Btuh Latent cooling 0 Btuh Temperature rise 0 OF Total cooling 0 Btuh Actual air flow 0 cfm Actual air flow 0 cfm Air flow factor 0 cfm/Btuh Air flow factor 0 cfm/Btuh Static pressure 0 in H2O Static pressure 0 in H2O Space thermostat n/a Load sensible heat ratio 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Wrl ijlt50iFt' 2017-Fea2315:36:41 9 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 1 IingtonCGRE1Loi294ThombrookeDarlingionCGRE.rup Calc - MJ8 House faces E w DEL -AIR Project Summary Job: Lot294ThombrookeDarli... 7 Date: 6/4/2014 HU11111111f3•encamlmlumro 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 Notes: RVSD 211/16 JA LS 3/22/16 JA LS 4/4/16 JA LS 6/10/16 JA Information Weather: Orlando Intl AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 42 OF Outside db 93 OF Inside db 70 OF Inside db 75 OF Design TD 28 OF Design TD 18 OF Daily range M Relative humidity 50 % Moisture difference 46 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 16950 Btuh Structure 16418 Btuh Ducts 1898 Btuh Ducts 2066 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 18847 Btuh Use manufacturer's data y Ratelswing multiplier 1.00 Infiltration Equipment sensible load 18484 Btuh Method Simplified Latent Cooling Equipment Load SizingConstructionqualityAverage Fireplaces 0 Structure 2608 Btuh Ducts 176 Btuh Central vent (0 cfm) 0 Btuh He; g Cooling none) Area( ft2 7 10 Equipment latent load 2784 Btuh Volume(ft3) 13706 13706 Air charges/hour 0.38 0.20 Equipment total load 21267 Btuh Equiv. AVF (cfm) 87 45 Req. total capacity at 0.75 SHR 2.1 ton Heating Equipment Summary Cooling Equipment Summary Make Lennox Make Lennox Trade MERIT Trade MERIT Model 14HPX-024-230-19 Cond 14HPX-024-230-19 AHRI ref 7045677 Coil CBX27UH-024-230'++TDR AHRI ref 7045677 Efficiency 9 HSPF Efficiency 13.5 EER, 16 SEER Heating input Sensible cooling 18900 Btuh Heating output 21800 Btuh @ 47°F Latent cooling 6300 Btuh Temperature rise 24 OF Total cooling 25200 Btuh Actual air flow 840 cfm Actual air flow 840 cfm Air flow factor 0.045 cfm/Btuh Air flow factor 0.045 cfm/Btuh Static pressure 0.30 in H2O Static pressure 0.30 in H2O Space thermostat Load sensible heat ratio 0.87 Capacity balance point = 38 OF Backup: Input = 5 kW, Output = 16909 Btuh, 100 AFUE Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Wrl htsofft' 2017-Feb-2315:36:41 9 Righl-Suite® Universal 2017 17.0.16 RSU24011 Page 2 IingtonCGRE\Lot294Thombro11CCfiokeDarlingionCGRE rup Calc = MJ8 House faces: E DEL -AIR Project Summary Job: Lot294ThombrookeDarli... 7 Date: 6/4/2014 rEatrrO.AIR COMMON= ahu 2 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333.2665 Fax: 407.333.3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Notes: RVSD 211/16 JA LS 3/22116 JA LS 414/16 JA LS 6110/16 JA Information Weather: Orlando Intl AR FL, US Winter Design Conditions Summer Design Conditions Outside db 42 OF Outside db 93 OF Inside db 70 OF Inside db 75 OF Design TD 28 OF Design TD 18 OF Daily range M Relative humidity 50 % Moisture difference 46 gr/lb Heating Summary Structure 9327 Btuh Ducts 4297 Btuh Central vent (0 cfm) 0 Btuh none) Humidification 0 Btuh Piping 0 Btuh Equipment load 13624 Btuh Infiltration Method Construction quality Fireplaces Simplified Average 0 Heatingg Coolingg Area (ft2 1115 1115 Volume (ft3) 13223 13223 Air changes/hour 0.44 0.22 Equiv. AVF (cfm) 97 49 Heating Equipment Summary Make Lennox Trade MERIT Model 14H PX-024-230-19 AHRI ref 7045677 Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat Capacity balance point = 30 OF Backup: 9 HSPF 21800 Btuh @ 47°F 24 OF 840 cfm 0.062 cfm/Btuh 0.30 in H2O Input = 3 kW, Output = 11784 Btuh, 100 AFUE Sensible Cooling Equipment Load Sizing Structure 10769 Btuh Ducts 6761 Btuh Central vent (0 cfm) 0 Btuh none) Blower 0 Btuh Use manufacturer's data y Ratelswing multiplier 1.00 Equipment sensible load 17531 Btuh Latent Cooling Equipment Load Sizing Structure 1556 Btuh Ducts 1386 Btuh Central vent (0 cfm) 0 Btuh none) Equipment latent load 2943 Btuh Equipment total load 20473 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 13.5 EER, 16 SEER Sensible cooling 18900 Btuh Latent cooling 6300 Btuh Total cooling 25200 Btuh Actual air flow 840 cfm Air flow factor 0.048 cfm/Btuh Static pressure 0.30 in H2O Load sensible heat ratio 0.86 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. At Wrl9 htsoft' 2017-Feb.2315.3641 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 3 I'M ...IingtonCGRE\Lo1294ThombrookeDarlingtonCGRE rup Cale = MJB House faces: E DEL -AIR r mro-rersoroso Right-J® Worksheet Entire House DEL -AIR HEATING & AIR 2C ND0NNF32531 CODISCOWAY, SANFORD, FL 347366Sax 407.333.3653 Web: WWW.DEL-AIR.COM Job: Lot294ThombrookeDarlingt... Date: 6/ 4/2014 By: FJF 1 Room name Entire House ahu 1 2 Exposedwall 316.4 it 147.4 It 3 Room height 9.2 It 9.3 It 4 Room dimensions 5 Room area 2938.3 112 1469.0 112 Ty Construction U-value Or HTM Area (112) Load Area (ft2) Load number Btuh/ Itz•F) Btuh/112) or perimeter (It) Stuh) or perimeter (11) Btuh) Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heal Cod 6 WI 12C-0sw 0.091 n 2.58 2.34 491 461 1186 1079 0 0 0 0 C 2A- 2ov 0.340 n 9.62 10.58 30 0 289 317 0 0 0 0 y/ 13A- 2ocs 0.201 n 5.69 4.35 508 470 2671 2044 508 470 2671 2D44 11 I- G Vil 2A- 2ov 12C-0sw 0.340 0.091 n a 9. 62 2.58 10.58 2.34 39 270 0 240 374 618 411 562 39 0 0 0 374 0 411 0 2A- 2ov 0.340 a 9.62 30.36 15 0 144 455 0 0 0 0 2A-2Dv 13A-2ocs 0.340 0.201 a a 9. 62 5.69 30.36 4.35 15 51 0 51 144 292 455 223 0 51 0 51 0 292 0 223 W Vy13A- 2ocs 0201. se 5.69 4.35 46 23 130 99 46 23 130 99 10A-m 0.340 se 9.62 8.71 23 47 225 203 23 47 225 203 4 1/ 12C- 0sw 0.091 s 2.58 2.34 491 470 12D9 1100 0 0 0 0 I-(!i 2A-2ov 0.340 s 9.62 10.58 6 12 58 63 0 0 0 0 2A-2Dv 0.340 s 9.62 10.77 1s 26 144 162 0 0 0 0 Vy 13A- 2ocs 0201. s 5.69 4.35 490 433 2462 1883 490 433 2462 1883 2A-2ov 0.340 s 9.62 12.15 5 0 51 64 5 0 51 64 EGG 2A- 2ov 0.340 s 9.62 12.15 13 0 125 157 13 0 125 157 III 2A-2Dv 0.340 s 9.62 12.15 39 0 374 472 39 0 374 472 12C-Osw 0.091 w 2.58 2.34 270 200 515 489 0 0 0 0 2A-2ov 2B-21v 0.340 0.340 w w 9. 62 9.62 30.36 30.36 30 40 0 0 289 385 911 1214 0 0 0 0 0 0 0 0 1y 13A• 2ocs 0.201 w 5.69 4.35 280 150 851 651 280 150 851 651 2A-2ov 2A-2Dvd 0.340 0.580 w w 9. 62 16.41 30.36 16.85 58 72 0 144 561 1182 1769 1213 58 72 0 144 561 1182 1769 1213 R 12C- 0sw 0.091 2.58 1.44 240 218 562 315 240 218 562 315 1100 0. 390 n 11.04 11.99 22 22 243 264 22 22 243 264 D C16B- 30ad 0.032 0.91 1.74 1482 1482 1342 2572 12 12 11 21 F 2OP- 191 0.050 1.41 0.71 13 13 18 9 0 0 0 0 F 22A- tpl 0.989 27.99 000 1469 147 4126 0 1469 147 4126 0 6 c) AED excursion 2444 1973 Eavelopeloss/on 20568 21584 14238 11764 12 a) Infiltration 5709 1808 2711 859 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 6 1380 6 1380 Appliances/other 2415 2415 Subtotal (lines 6 to 13) 26277 27187 16950 16418 Less extemal load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 26277 27187 16950 16418 15 Duct bads 1 24% 32% 610 8827 11% 13% 1898 2066 Total room bad 32471 36014 18847 18484 Au required ( clm) 1680 1680 840 840 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. t= wrtghtsofY Right•Suite4D Universal 2017 17.0.16 RSU24011 2017 Feb23 1 Page 1 tinglonCGRBLot294ThombrookeDarGngionCGRE.rup Calc = M.18 House laces: E 1 DEL -AIR m eormror o Right-J® Worksheet Entire House DEL -AIR HEATING & AIR C9NDITIONINC 531 CODISCO WAY, SANFORD. FL 32771 none: 407-333.2665 ax: 407-333.3853 Web: WWW.DEL-AIR.COM Job: Lot294ThombrookeDaliingt... 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 1469.3 112 Ty Construction U•value Or HTM Area (Il2) Load Area Load number Btuh/112•F) Btuhllt2) or perimeter (11) Stuh) or perimeter Heat Cod Gross N/P/S Heal Cod Gross N/P/S Heat Cod 6 V 12C-0Os* 0.091 n 2.58 2.34 491 461 1186 1079 G 2A•2ov 0.340 n 9.62 10.58 30 0 289 317 Vy 13A-2ocs 0.201 n 5.69 435 0 0 0 0 G 2A•2w 0.340 n 9.62 10.58 0 0 0 0 11 V 12C-0sw 0 091 a 2.58 234 270 240 618 562 2A-2Dv 0.340 a 9.62 30.36 15 0 144 455 2A•2Dv 0.340 a 9.62 30.36 15 0 144 455 W 13A-2ocs 0.201 e 569 4.35 0 0 0 0 tVy 13A-2ocs 0.201 se 5.69 4.35 0 0 0 0 10A-m 0.340 se 9.62 8.71 0 0 0 0G V 12C-0sw 0.091 s 2.58 2.34 491 470 12D9 1100 2A-2ov 0.340 s 9.62 1058 6 12 58 63 2A-2ov 0.340 s 9.62 10.77 15 26 144 162 Vj! 13A•2ocs 0.201 s 5 0 0 0 0 2A•2ov 0.340 s 9.629 122.115 0 0 0 0 2A-2ov 0.340 s 9.62 12.15 0 0 0 0III. 69 EGG 2A-2Dv 0.340 s 9.62 12.15 0 0 0 0 12C-0sw 0.091 w 2.58 2.34 270 200 515 469 II----f( 2A-2ov 28-21v 0.340 0.340 w w 9.62 9.62 30.36 30.36 30 40 0 0 289 385 911 1214 13A•2ocs 0.201 w 5.69 4.35 0 0 0 0 2A•2Dv 0.340 w 9.62 30.36 0 0 0 0 2A•2Dvd 0.580 w 16.41 16.85 0 0 0 0 R 1--D 12C-0sw 0.091 2.58 1.44 0 0 0 0 11 D0 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 2OP•191 0.050 1.41 0.71 13 13 18 9 F 22A4pl 0.989 27.99 0.00 0 0 0 0 6 c) AED excursion 472 Envelope loss/gain 6330 9820 12 a) Infiltration 2998 949 b) Room ventilation 0 0 13 Internal gains: Occupants @ 23D 0 0 Appliances/other 0 Subtotal (lines 6 to 13) 1 9327 10769 Less external load 0 0 Less transfer 0 0 Redstnbuhon 0 0 14 Subtotal 9327 10769 15 Duct bads 1 46% 63% 4297 6761 Total room bad I 13624 17531 Air required (c1m) 840 840 Calculations approved by ACCA to meet all requirements of Manual J 81h Ed. t -Off.- wrightsoft' 2017•Feb-2315,3641 Right•Suite® Universal 2017 17.0 16 RSU24011 page 2 IingtonCGRE\Lol294ThombrookeDartingionCGRE.rup Cale - MJS House laces: E 1 DEL -AIR M eaonerrao Right-J® Worksheet ahu 1 DEL -AIR HEATING & AIR 531 CODISCO WAY, SANFORD, FL 3277CPhNDt 40ION26sNs Fax' 407.333-3853 Web: WWW.DEL•AIR.COM Job: Lo1294ThombrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name ahu 1 mstr rm 2 Exposedwall 147.4 It 42.0 it 3 Room height 9.3 It 9.3 It heaYcool 4 5 Room dimensions mRooarea 1469.0 112 17. 0 x 15.5 It 263. 5 112 Ty Construction U-value Or HTM Area (ft2) load Area (112) Load number Btu1VIt2-1F) Blu1 02) or perimeter (it) Btuh) or perimeter (It) Stuh) Heat Cool Gross N/P/S Heal Cod Gross WP/S Heat Cod 6 vl! 12C-0sw 0.091 n 0.00 0.00 0 0 0 0 0 0 0 0 fa 2A•2ov 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 Vy 13A•2ocs 0.201 n 5.69 4.35 508 470 2671 2044 89 89 504 386 11 I-( i Vy 2A- 2ov 12C- 0sw 0. 340 0. 091 n a 9. 62 0. 00 10. 58 0. 00 39 0 0 0 374 0 411 0 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 I-( 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 Vy 13A•2ocs 0.201 se 5.69 4.35 46 23 130 99 0 0 0 0 G 10A-m 0.340 se 9.62 8.71 23 47 225 203 0 0 0 0 Vy 12C-0sw 0.091 s 0.00 0.00 0 0 0 0 0 0 0 0 II---- ff 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 0 0 0 0 0 0 Vy 13A-2ocs 0.201 s 5.69 4.35 490 433 2462 1883 159 159 902 690 2A• 2ov 0.340 s 9 62 12.15 5 0 51 64 0 0 0 0 EGG2A•2Dv 0.340 s 9.62 12.15 13 0 125 157 0 0 0 0 III2A-2ov 0.340 s 9.62 12.15 39 0 374 472 0 0 0 0 Vjl 12C-0sw 0.091 w 0.00 0.00 0 0 0 0 0 0 0 0 l-_-((^ 2A• 2Dv 2B• 21v 0. 340 0. 340 w w 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13A- 2ocs 0.201 w 5.69 4.35 280 150 851 651 145 86 491 376 2A- 2ov 2A- 2ovd 0. 340 0. 580 w w 9. 62 16. 41 30. 36 16. 85 58 72 0 144 561 1182 1769 1213 58 0 0 0 561 0 1769 0 R 12C-0sw 0.091 2.58 1.44 240 218 562 315 0 0 0 0 D 11D0 0.390 n 11.04 11.99 22 22 243 264 0 0 0 0 C 16B•30ad 0.032 0.91 1.74 12 12 11 21 0 0 0 0 F 2OP-191 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-tpl 0.989 27.99 0.00 1469 147 4126 0 264 42 1176 0 61 c) AED excursion 119731 1 793 EnveloM loss/gain 14238 11764 3634 4014 12 a) InOltration 2711 859 772 245 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 6 1380 1 230 Appliances/ other 2415 600 Subtotal ( lines 6 to 13) 16M 16418 4406 5089 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redstribution 0 0 0 0 14 Subtotal 16950 16418 4406 SOBS 15 Duct loads 111% 13%1 1898 2066 10% 10% 441 509 Total mom bad 18847 18484 4847 5597 Au required (clm) 840 wl 1 1216 254 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. At= - Ofa- wrightsaft' Right - Suite® Universal 2017 17.0.16 RSU24011 2017- Feb-23 1 Page 3 IingionCGRENLot294ThombrookeDartingionCGRE. rup Calc - MJ8 House laces: E DEL-AIR KOM•=eacrrrorr rD Right-J® Worksheet ahu 1 DEL -AIR HEATING & AIR CgNDITI23 INCH531CODISCOWAY, SANFORD, FL 32771 hone• 407. 2665 ax 407.333-3853 web: www.DEL-AIR.COM Job: Lot294ThombrookeDallingt... Date: 6/4/2014 By: FJF 1 Room name mstr b1h mstr wic 2 Exposed wall 12.0 It 0 it 3 Room height 9.3 It heat/cool 9.3 It heaf/cool 4 Room dimensions 12.0 x 8.0 It 6.5 x 7.5 It 5 Room area 96.0 112 48.8 ft2 Ty Construction number U-value Btu1Vl14°F) Or HTM Bluh/ft2) Area (ft) or perimeter (ft) Load Stuh) Area (I12) or perimeter (It) Load Btuh) Heat Cool Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 W 12C-0sw 0.091 n 0.00 0.00 0 0 0 0 0 0 0 0 f 2A•2ar 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 V r 13A-200s 0.201 n 5.69 4.35 0 0 0 0 0 0 0 0 G 2A•2Dv 0.340 n 9 62 10.58 0 0 0 0 0 0 0 0 11 Vjl 12C-0sw 0.091 a 0.00 0.00 0 0 0 0 0 0 0 0 2A•2Dv 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 I;--CG 2A•2ov 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 W 13A-200s 0.201 a 5.69 4.35 0 0 0 0 0 0 0 0 4y 13A-2ocs 0.201 se 5.89 4.35 0 0 0 0 0 0 0 0 YLf 10A-m 0.340 se 9.62 8.71 0 0 0 0 0 0 0 0 V 12C-0sw 0 091 s 0.00 0.00 0 0 0 0 0 0 0 0 tF--fC 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 0 0 0 0 0 0 Vy 13A•2ocs 0201. s 5.69 4.35 112 112 637 487 0 0 0 0 2A•2ov 0.340 s 9.62 1215 0 0 0 0 0 0 0 0 IIL-EGG 2A-2Dv 0.340 s 9.62 12.15 0 0 0 0 0 0 0 0 2A-20v 0.340 s 9.62 12.15 0 0 0 0 0 0 0 0 1y 12C-0sw 0.091 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 2B-21v 0.340 0.340 w w 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vjl 13A-2ocs 0.201 w 5.69 4.35 0 0 0 0 0 0 0 0 11----ff'a 2A•2ov 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 R 12C-0sw 0.091 2.58 1.44 0 0 0 0 0 0 0 0 D 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-191 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A4pl 0.989 27.99 0.00 96 12 336 0 49 0 0 0 6 c) AED excursion 26 1 0 Envelope loss/gain 973 461 0 0 12 a) Irdihration 221 70 0 0 b) Room ventilation 0 01 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 5 Subtotal (lines 6 to 13) 1193 531 0 5 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redisinbution 0 0 0 0 14 Subtotal 1193 531 0 5 15 Duct bads 10% 10% 119 53 10% 10% 0 0 Total room bad 1313 5B4 0 5 Air required (c1m) 59 27 0 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft' 2017-Feb-23 15.36 41 Righl-Suite® Universal 2017 17.0.16 RSU24011 Page 4 IingionCGRE\Lot294Thombrooke0arlingionCGRE.rup Calc - MJB House laces. E w DEL -AIRDEL-A•neeIR Right-J® Worksheet ahu 1 DEL -AIR HEATING & AIR C9NDITIONING 531 CODISCO WAY, SANFORD, FL 32771 hone. 407-333-2665Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot294ThombrookeDartingt... Date: 6/4/2014 By: FJF 1 Room name mstr we den 2 Exposed wall 0 It 10.5 It 3 Room hagN 9.3 It heat/cool 9.3 It heat/cool 4 5 Room dimensions Room area 5.5 x 3.5 It 19.3 02 10.5 x 11.5 It 120.8 112 Ty Construction U-value Or HTM Area (W) Load Area (It2) Load number Bluh/112°F) BlufVft2) or perimeter (11) Bluh) or perimeter (It) Bluh) Heat Cool Gross NIP/S Heat Cod Gross N/P/S Heat Cod 6 Vy C 12C-0sw 0.091 n 0.00 0.00 0 0 0 0 0 0 0 0 2A-2Dv 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 yl 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 0 0 0 0 ILi 2A•2ov 0.340 n 9.62 10.58 0 0 0 0 0 0 0 0 11 12C-0sw 0.091 a 0.00 0.00 0 0 0 0 0 0 0 0V2A-2ov 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 2A-2Dv 0.340 a 0.0D 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 Vy 13A-2ocs 0.201 se 5.69 4.35 0 0 0 0 0 0 0 0 G 10A-m 0.340 se 9.62 8.71 0 0 0 0 0 0 0 0 Vj/ 12C-0sw 0.091 s 0.00 0.00 0 0 0 0 0 0 0 0 I-fC 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 0 0 0 0 0 0 y/ 13A-2ocs 0.201 s 5.69 4.35 0 0 0 0 98 59 336 257 2A-2ov 0.340 s 9.62 12.15 0 0 0 0 0 0 0 0 2A-2Dv 0.340 s 9.62 12.15 0 0 0 0 0 0 0 0 V+r 2A-2Dv 12C-0sw 0.340 0.091 s w 9.62 000 12.15 0.00 0 0 0 0 0 0 0 0 39 0 0 0 374 0 472 0 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 2A-2Dvd 0.580 w 16.41 16.85 0 0 0 0 0 0 0 0 R 12C-0sw 0.091 2.58 1.44 0 0 0 0 0 0 0 0 D 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 2OP•191 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-tpl 0.989 27.99 0.00 19 0 0 0 121 11 294 0 61 c) AED excursion 01 1 84 Envelope loss/gain 0 0 t0D4 813 12 a) Infiltration 0 0 193 61 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 5 0 Subtotal (lines 6 to 13) 0 5 1197 874 Less external load 0 0 0 0 Less transfer 0 0 0 0 RedstribWon 0 0 0 0 14 Subtotal 0 5 1197 874 15 Duct loads 110% 10% 0 0 10% 10'/6 120 87 Total room load 0 5 1317 962 Air required (clm) 0 0 1 1 59 44 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft' Right-Suile® Universal 2017 17.0.16 RSU24011 2017-Feb-23 1 Page 5 IinglonCGRE\Lol294ThombrookeDarlingtonCGRE.rup Calc = M.18 House laces: E 1 DEL -AIR M eoonoro Right-J® Worksheet ahu 1 DEL -AIR HEATING & AIR CgNDITIONINC 1 531 CODISCO WAY, SANFORD, FL 32771 hone: 407.333.2665 ax: 407.333.3853 Web: WWW.DEL-AIR COM Job: Lo1294ThombrookeDatiingt... Date: 6/4/2014 By: FJF 1 Room name util pwdr 2 Exposed wall 6.5 It 12.0 It 3 Room height 9.3 It heal/cool 9.3 It heat/cool 4 5 Room dimensions. mRooarea 6. 5 x 6.5 It 42. 3 It2 6. 5 x 6.5 It 42. 3 It2 Ty Construction U•value Or HTM Area (II2) Load Area (III Load number BtuWlt2-*F) BIuNIII or perimeter (It) Btuh) or perimeter (It) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W C 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 Y___ G2A-2Dv 13A• 2ocs 0.201 n 5.69 4.35 0 0 0 0 0 0 0 0 0. 340 n 9.62 10.58 0 0 0 0 0 0 0 0 11 12C-Osw 0.091 a 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2Dv 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2Dv 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 Y- 0 13A- 2ocs 0.201 se 5.69 4.35 0 0 0 0 0 0 0 0 10A- m 0.340 se 9.62 71 0 0 0 0 0 0 0 0 Vjl 12C-Osw 0.091 s 0.00 0.00 0 0 0 0 0 0 0 0 IL --- CC 2A-2ov 2A- 2ov 0. 340 0. 340 s s 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vy 13A•2ocs 0.201 s 5.69 4.35 61 48 271 208 61 55 315 241 2A- 2DV 0.340 s 9.62 IZ15 0 0 0 0 5 0 51 64 2A- 2ov 0.340 s 9.62 12.15 13 0 125 157 0 0 0 0 1y 2A- 2Dv 12C- Osw 0. 340 0. 091 s w 9. 62 0. 00 12. 15 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 LAG^ 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 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 V/ 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 1? 12C-Osw 0.091 2.58 1.44 0 0 0 0 0 0 0 0 D C IIDO 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 22A4pl 0.989 27.99 0.00 42 7 182 0 42 12 336 0 6 c) AED excursion 7 12 Envelope loss/ gain 578 358 993 517 12 a) Infiltration 120 38 221 70 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 600 0 Subtotal (lines 6 to 13) 697 9% 1214 587 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 697 996 1214 587 15 Duct loads 10% 10% 70 100 10% 10% 121 59 Total room bad 767 1096 1336 645 Airrequired (cfm) 34 w60 29 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft- 2017 Feb 23 15 Right -Suite& Universal 2017 17.0.16 RSU24011 Page 6 IinglonCGRE\Lo1294ThombrookeDarlingionCGRE rup Calc = MJ8 House laces E 1 DEL -AIR raff= • M eumnrao Right-J® Worksheet ahu 1 DEL -AIR HEATING & AIR 9NDITI&& IN9531CODISCOWAY, SANFORD, FL 32771 none: 407- -2665 ax: 407.333-3853 Web- WWW.DEL-AIR.COM Job: Lot294ThombrookeDartingt... 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 Room area 20.5 x 14.5 It 297.3 112 1.0 x 210.0 It 210.0 112 Ty Construction U•value Or HTM Area (lt2) Load Area (It2) Load number Stuh/112-IF) Btuh/It2) or perimeter (It) Btuh) or perimeter (11) Btuh) Heal Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 W 12C-0sw 0.091 n 0.00 0.00 0 0 0 0 0 0 0 0 2A-2av 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 1y 13A-2ocs 0.201 n 5.69 4.35 191 191 1088 632 93 54 310 237 G 2A•2bv 0.340 n 9.62 10.58 0 0 0 0 39 0 374 411 11 Vy 12C-0sw 0.091 a 0.00 0.00 0 0 0 0 0 0 0 0 Imo_((` 2A-2w 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 Vy 13A-2ocs 0.201 se 5.69 4.35 0 0 0 0 0 0 0 0 G t0A-m 0.340 se 9.62 8.71 0 0 0 0 0 0 0 0 V 12C-0sw 0.091 s 0.00 0.00 0 0 0 0 0 0 0 0 I-fCa 2A•2Dv 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 0 0 0 0 0 0 V 13A•2ocs 0201. s 69 4.35 0 0 0 0 0 0 0 0 2A-2ov 0.340 s 9.629 122.115 0 0 0 0 0 0 0 0 2A-2Dv 0.340 s 9.62 12.15 0 0 0 0 0 0 0 0 2A-2Dv 12r•Osw 0.340 0.091 s w 9.62 0.00 12.15 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2A-3ov 2B-21v 0.340 0.340 w w 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13A•2ocs 0.201 w 5.69 4.35 135 63 380 275 0 0 0 0 2A•2ov 2A•2Dvd 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 D 12C-0sw 0.091 2.58 1.44 0 0 0 0 0 0 0 0 DO 0.390 n 11.04 11.99 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.91 1.74 0 0 0 0 0 0 0 0 F 2OP•191 0.050 0.00 000 0 0 0 0 0 0 0 0 F 22A4pl 0.989 27.99 0.00 297 35 980 0 210 10 280 0 61 c) AED excursion 11316 44 Envelope losstgain 3609 3636 963 604 12 a) Infiltration 644 204 184 58 b) Room ventilation 0 0 0 0 13 Internal gams: Occupants @ 230 4 920 1 230 Appliances/other 0 0 Subtotal (lines 6 to 13) 14253 4760 1147 893 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 4253 4760 1147 893 Duct bads 101/6 10% 425 476 10% 10% 115 89 r Totalrcom bad 4678 5236 1262 982 Air required (clm) 209 2381 1 561 45 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. A wrightscWt- Right•Suile® Universal 2017 17.0.16 RSU24011 2017 Feb•23 1 Page 1 IingionCGRE\Lot294ThombrookeDartingionCGRE.rup Cale = MJ8 House faces: E 1 D.EL-AIR eormra ro Right-J® Worksheet ahu 1 DEL -AIR HEATING & AIR 531 CODISCO WAY, SANFORD, FL 3277r1 PhoneD40 I3 3N266655 Fax: 407-333.31153 Web: WWW.DEL-AIR COM Job: Lot294ThombrookeDadingt... Date: 6/4/2014 By: FJF 1 Room name pantry kitchen 2 Exposed wall 0 It 19.4 11 3 Room height 9.3 ft heat/cool 9.3 fl heat/cool 4 5 Room dimensions Room area 6.0 x 3.5 It 21.0 W 1.0 x 308.0 It 308.0 112 Ty Construction U-value Or HTM Area (ItI Load Area (III Load number BMVI12•F) Stuh/111) or perimeter (It) Bluh) or perimeter (11) Btuh) Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heal Cod 6 Vy 12C-0sw 0.091 n 0.00 0.000 0 0 0 0 0 0 0 2A•2DV 13A-2ocs 0.340 0.201 n n 0.00 5.69 0.00 4.35 0 0 0 0 0 0 0 0 0 135 0 135 0 770 0 589y/ 11 IL^ V 2A•2ov 12C-0sw 0.340 0.091 n a 9.62 0.00 10.58 0.000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 L- G 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 vjl 13A.2ocs 0.201 se 5.69 4.35 0 0 0 0 46 23 130 99 G 10A-m 0.340 se 9.62 1171 0 0 0 0 23 23 225 203 VN 12C-0sw 0.091 s 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 13A-2ocs 0. 34 s 0 0 0 0 0 0 0 0 2A•2Dv 0.340 s 9. 6 9.622 2. 35 t2.15 0 0 0 0 0 0 0 0 2A-2ov 0.340 s 9.62 12.15 0 0 0 0 0 0 0 0 2A•2oV 0.340 s 9.62 12.15 0 0 0 0 0 0 0 0 1y 12C-0sw 0.091 w 0.00 0.00 0 0 0 0 0 0 0 0 2A•2ov 2B•21v 0.340 0.340 w w 000 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13A-2ocs 0.201 w 5.69 4.35 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 R D 12C-0sw 0.091 2.58 1.44 0 0 0 0 240 218 562 315 t,DO 0.390 n 11.04 11.99 0 0 0 0 22 22 243 264 C 16B-30ad 0.032 0.91 1.74 0 0 0 0 12 12 11 21 F 2OP-191 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-tpl 0.9m 27.99 0.00 21 0 0 0 308 19 543 0 6 c) AED excursion 0 131 Envelope loss/gain 0 0 2484 1361 12 a) Infiltration 0 0 358 113 b) Room ventilation 0 0 0 0 13 Internal gams: Occupams @ 230 0 0 0 0 Appliances/other 5 1200 Subtotal (lines 6 to 13) 0 5 2841 2674 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 0 5 2841 2674 15 Not loads 10'/. 10% 0 0 17% 261/6 487 692 Total room load 0 5 3329 3366 Air required (cam) 0 0 148 t53 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft' 2017-Feb-2315:36:41 Right•Suile® Universal 2017 17.0.16 RSU24011 page 8 IingionCGRE\Lot294ThombrookeDarlingionCGRE.rup Cale = M.18 House laces: E DEL-AIR rtmm • xe rmm or o Right-J® Worksheet ahu 2 DEL -AIR HEATING & AIR ONING 531 CODISCO WAY, SANFORD, FL 32ChND4o-333.26665 Fax: 407-333-3853 Web: WWW DEL-AIR.COM Job: Lot294ThombrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name ahu 2 an 2 2 Exposed wall 169.0 It 39 5 It 3 Room height 9.0 It 9.0 It heat/cool 4 Room dimensions 14.5 x 15.5 It 5 Room area 1469.3 It2 224.8 W Ty Construction U-value Or HTM Area (I12) Load Area (III Load number Btuh/It;•F) Btuh/ftj or perimeter (II) Btuh) or perimeter (It) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cod 6 W f 12C-Osw 2A-2ov 0.091 0.340 n n 2.58 9.62 2.34 10.58 491 30 461 0 1186 289 1079 317 86 0 86 0 220 0 200 0 Vj/ 13A-2ocs 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0 11 r G 2A-2ov 12C-Osw 0.340 0.091 n a 0.00 2.58 0.00 2.34 0 270 0 240 0 618 0 562 0 0 0 0 0 0 0 0 2A-2ov 0.340 a 9.62 30.36 15 0 144 455 0 0 0 0 2A-2ov 0.340 a 9.62 30.36 15 0 144 455 0 0 0 0 W 13A-2ocs 0.201 a 0.00 0.00 0 0 0 0 0 0 0 0 yl 13A-2ocs 10A•m 0.201 0.340 se se 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0G v 12C-Osw 0 091 s 2.58 2.34 491 470 1209 1100 131 131 336 306 I-( G 2A.2ov 2A-2ov 0.340 0.340 s s 9.62 9.62 10.58 10.77 6 15 12 26 58 144 63 162 0 0 0 0 0 0 0 0 13A•2ocs 2A-2ov 0.201 0.340 s s 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2A-2ov 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 Vjl 2A-2ov 12C-Osw 0.340 0.091 s w 0.00 2.58 0.00 2.34 0 270 0 200 0 515 0 469 0 140 0 110 0 282 0 257 I_-- 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 30 40 0 0 0 0 289 385 0 911 1214 0 30 0 0 0 0 0 289 0 0 911 0 0Vj/ LS 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 12C-Osw 0.091 0.00 0.00 0 0 0 0 0 0 0 0 1-D 11 DO 0.390 n 0.00 0.00 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.91 1.74 1469 1469 1331 2551 225 225 204 390 F 2OP-191 0.050 1.41 0.71 13 13 18 9 0 0 0 0 F 22A4pl 0.989 0.00 0.00 0 0 0 0 0 0 0 0 61 c) AED excursion 14721 1 296 E nvelope losstgain 6330 9820 1330 2360 12 a) Infiltration 2998 949 701 222 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 1 =7 10769 2031 2582 Los s external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 9327 10769 2031 2582 15 Duct loads 46% 63% 4297 6761 46% 63% 936 1621 Total room bad 13624 17531 2967 4202 Air required (clm) 1 1 840 840 183 201 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. AC= 41- wrightsoft' 2017-Feb-2315:36:41 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 9 IinglonCGREALot294ThombrookeDartingionCGRE.rup Cale = MJS House faces. E w DEL -AIR rta1111111- M emiso Right-J® Worksheet ahu 2 DEL -AIR HEATING & AIR gNDITIQ IN9531CODISCOWAY, SANFORD, FL 32771 hone: 407-3 -2665 ax 407.333.3853 Web: WWW.DEL-AIR.COM Job: Lo1294ThombrookeDarlingt... Date: 6/4/2014 By: FJF I Room name bth 2 blh 3 2 Exposedwall 9.0 It 11.5It 3 Room height 9.0 It heal/Cool 9.0 It heal/cool 4 5 Room dimensions mRooarea 9. 0 x 6.0 It 54. 0 ft2 11. 5 x 6.0 It 69. 0 It2 Ty Constriction U-value Or HTM Area (I12) Load Area (IJI Load number Stuh/112•F) St III or perimeter (It) Btuh) or perimeter (11) Stuh) Heal Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cod 6 1y fi 12C- 0sw 0.091 n 2.58 2.34 0 0 0 0 0 0 0 0 2A- 2Dv 0.340 n 9.62 10.58 0 0 0 0 0 0 0 0 yl 13A-2ocs 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0 Ili 2A•2ov 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 11 Vjl 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 Vy G 13A- 2ocs 0.201 se 0.00 0.00 0 0 0 0 0 0 0 0 t0A- m 0.340 se 0.00 0.00 0 0 0 0 0 0 0 0 V 12C-0sw 0.091 s 2.58 2.34 81 75 193 176 104 104 267 243 I- f( 2A• 2ov 0.340 s 9.62 10.58 6 6 58 63 0 0 0 0 2A- 2ov 0.340 s 9.62 10.77 0 0 0 0 0 0 0 0 cs 0.20 s 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2ov 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 0 0 0 0 0 0 2A• 2ov 12C- 0sw 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 2B• 21v 0. 340 0. 340 w w 9. 62 9. 62 30. 36 30. 36 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13A- 2ocs 0.201 w 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2Dv 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 2A- Dvd 0.580 w 0.00 0.00 0 0 0 0 0 0 0 0 R 12C-0sw 0 091 0.00 0.00 0 0 0 0 0 0 0 0 0 C DO 16B- 30ad 0 390 0. 032 n 0.00 0. 91 0. 00 1. 74 0 54 0 54 0 49 0 94 0 69 0 69 0 62 0 120 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 Envelope losstgain 300 300 329 326 12 a) Infiltration 160 51 204 65 b) Room ventilation 0 0 0 0 13 Intemal gains: Occupants @ 230 0 0 0 0 Appliances/ other 0 0 Subtotal ( lines 6 to 13) 459 351 533 391 Less extemal load 0 0 0 0 Less transfer 0 0 0 0 Relistribulion 0 0 0 0 14 Subtotal 459 351 533 391 15 Duct (Dads 46% 63% 212 220 46% 63% 246 245 Total room load 671 571 779 636 Air required (cfm) 41 27 48 30 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. qt& Wtrightsoft- Right•Suite® Universal 2017 17 0.16 RSU24011 2017-Feb23 15.36:41 IinglonCGRE\ Lo1294ThombrookeDariingtonCGRE.rup Calc = MJ8 House laces E Page 10 DEL -AIR mm • ar emrmo Right-J® Worksheet ahu 2 DEL -AIR HEATING 81 AIR gNDITIO NINC 531 CODISCO WAY, SANFORD, FL 32771 hone: 407- -2665 ax 407.333.3853 Web: WWW.DEL-AIR.COM Job: Lot294ThombrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name nn 4 rm 3 wic 2 Exposed wall 28.0 it 7.0 It 3 Room height 9.0 It heat/cool 9.0 It heat/cool 4 5 Room dimensions Room area 14.0 x 14.0 It 196.0 i12 9.5 x 5.0 it 47.5 112 Ty number construction U-value StuIV112-*F) Or HTM BtuNllj Area (It2) or perimeter (It) Load Stuh) Area (I12) or perimeter (It) Load Btuh) Heal Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 Vy 12C-Osw 0.091 n 2.58 2.34 0 0 0 0 0 0 0 0 1 2A-2ov 0.340 n 9.62 10.58 0 0 0 0 0 0 0 0 Vy 13A-2ocs 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0 I-( 2A•2ov 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 11 Vjl 12C-Osw 0.091 a 2.58 2.34 126 111 286 260 45 45 116 105 2A•2ov 0.340 a 9.62 30.36 15 0 144 455 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 Vy 13A-2ocs 0.201 se 0.00 0.00 0 0 0 0 0 0 0 0 10A-m 0.340 se 0.00 0.00 0 0 0 0 0 0 0 0 VN 12C-Osw 0.091 s 2.58 2.34 126 111 286 260 18 18 46 42 I-fC 2A-2a 0.340 s 9.62 10.58 0 0 0 0 0 0 0 0 2A-2ov 0.340 s 9.62 10.77 15 13 144 162 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 0 0 0 0 0 0 1y 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 2B-21v 13A-2ocs 0.340 0.340 0.201 w w w 9.62 9.62 000 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 0yl LAG^ 2A-2ov 2A•2ovd 0.340 0.51i0 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 D 12C-Osw 0.091 0.00 0.00 0 0 0 0 0 0 0 0 11 DO 0.390 n 0.00 0.00 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.91 1.74 196 196 177 340 48 48 43 82 F 20P•191 0.050 141 0.71 0 0 0 0 11 11 16 8 F 22A-ip1 0.9m 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) Inli tration 497 157 124 39 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 10 0 Subtotal (lines 6 to 13) 1535 1538 345 254 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribulion 0 0 0 0 14 Subtotal 1535 1538 345 254 15 Duct bads 46% 63% 707 966 469b 63% 159 159 Total room bad 2242 2504 504 413 Air required (cfm) 138 120 31 20 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. C A-l'- Wrightsoft- Right•Suile® Universal 2017 17.0 16 RSU24011 2017•Feb-23 15:36:41 Page 11 IinptonCGRE\Lot294Thombrooke0arlingtonCGRE.rup Calc = MJ8 House laces: E 1 DEL -AIR Right-J® Worksheet ramo•aueramlarlao ahu 2 DEL -AIR HEATING & AIR CNDITI aNINC531CODISCOWAY, SANFORD, FL 32771 hone 407- 2665V ax: 407.333-3853 Web: WWW.DEL-AIR.COM Job: Lo1294ThombrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name nn 3 bit 2 Exposed wall 24.0 It 11.5 it 3 Room height 9.0 It heat/cool 9.0 It heal/cool 4 5 Room dimensions Room area 13.0 x 110 it 143.0 ft2 11.5 x 11.0 1t 126.5 ft2 Ty Construction U-value Or HTM Area (III Load Area (III Load number BtulVft2••F) Btuh/It2) or perimeter (1t) Btuh) or perimeter (ft) Stuh) Heat Cod Gross N/P/S Heat Cool Gross N/P/S Heat Cod 6 t--1 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 y/ 13A•2bcs 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0 11 G V 2A-2ov 12C-0sw 0.340 0.091 n a 0.00 2.58 0.00 2.34 0 99 0 84 0 216 0 197 0 0 0 0 0 0 0 0 L--fit^ 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 15 0 144 455 0 0 0 0 W 13A-2ocs 0.201 a 0.00 0 00 0 0 0 0 0 0 0 0 Vy t-f 13A•2ocs 0201. se 0.00 0.00 0 0 0 0 0 0 0 0 t0A-m 0.340 se 0.00 0.00 0 0 0 0 0 0 0 0 Vy 12C-0sw 0.091 s 2.58 2.34 0 0 0 0 0 0 0 0 Fes- 2A-2ov 0.340 s 9.62 10.58 0 0 0 0 0 0 0 0fC2A-2ov 0.340 s 9.62 10.77 0 0 0 0 0 0 0 0 Vh13A-2ocs 0. 340 s 0.00 0.00 0 0 0 0 0 0 0 0 2A•2ov o.340 s o.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 0 0 0 0 0 0 y/ 12C-0sw 0.091 w 2.56 2.34 0 0 0 0 0 0 0 0 UGC 2A•2ov 2B-21v 0.340 0.340 w w 9.62 9.62 30.36 30.36 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13A-2ocs 0.201 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 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 q D 12C-0sw 0.091 0.00 0.00 0 0 0 0 0 0 0 0 11 DO 0.390 n 0.00 0.00 0 0 0 0 0 0 0 0 C 16B-3Oad 0.032 0.91 1.74 143 143 130 248 127 127 115 220 F 20P-19t 0.050 1.41 0.71 1 1 2 1 0 0 0 0 F 22A-tpl 0.989 0.00 000 0 0 0 0 0 0 0 0 6 c) AED excursion 50 66 Envelope loss/gain 793 1225 593 643 12 a) Infiltration 426 135 204 65 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subloial (lines 6 to 13) 11219 1360 796 708 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1219 1360 796 708 15 Duct bads 146% 63% 561 854 46% 63%j 367 444 Total room bad 1780 V14 1 11631 1152 Air required (cfm) 110 106 72 I 55 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 4 = wrightsoft' Right -Suite® Universal 2017 17.0.16 RSU24011 2017 Feb-23 Page 41 IingionCGRELLot294ThombrookeDartingionCGRE.rup Calc = M.18 House faces: E DEL --AIR r mm•=Carrarrmo Right-J® Worksheet ahu 2 DEL -AIR HEATING & AIR CgNDITIONING 531 CODISCO WAY, SANFORD, FL 32771 hone: 407.333.2665Fax: 407.333-3853 Web: WWW DEL-AIR.COM Job: Lo1294ThombrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name open to below stairs 2 Exposed wall 35.0 It 3.5 It 3 Room height 9.0 It heat/cool 9.0 It heaf/cool 4 5 Room dimensions Room area 20.5 x 14.5 It 297.3 IV 1.0 x 311.3 It 311.3 ft2 Ty Construction U•value Or HTM Area (III Load Area (Its Load Btuhllt2°F) Btuh/I12) or perimeter (It) Btuh) or perimeter (It) Btuh) Heat Cod Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 yl 120-0sw 0.091 n 2.58 2.34 185 185 475 432 0 0 0 0 L-C 2A-2ov 0.340 n 9.62 10.58 0 0 0 0 0 0 0 0 ILVj/ 13A-2ocs 0.201 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 11 Vj/ 12C-0sw 0.091 a 2.58 2.34 0 0 0 0 0 0 0 0 L-- G 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-013A-2ocs 0.201 se 0.00 0.00 0 0 0 0 0 0 0 G t0A-m 0.340 se 0.00 0.00 0 0 0 0 0 0 0 0 V)/ 12C-0sw 0.091 s 2.58 2.34 0 0 0 0 32 32 81 74 2A.2ov 0.340 s 9.62 10.58 0 0 0 0 0 0 0 0II----GG 2A-2ov 0.340 s 9.62 10.77 0 0 0 0 0 0 0 0 v 13A•2ocs 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 0 0 0 0 0 0 1y 2A-2ov 12C-0sw 0.340 0.091 s w 0.00 2.58 0.00 2.34 0 131 0 91 0 233 0 212 0 0 0 0 0 0 0 0 2A-2ov 2B-21v 0.340 0.340 w w 9.62 9.62 30.36 30.36 0 40 0 0 0 385 0 1214 0 0 0 0 0 0 0 0 13A•2ocs 0.201 w 0.00 0.00 0 0 0 0 0 0 0 0 2A•217v 2A•2Dvd 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 D 12C-0sw 0.091 0.00 0.00 0 0 0 0 0 0 0 0 11 DO 0.390 n 0.00 0.00 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.91 1.74 297 297 269 516 311 311 282 540 F 20P•191 0.050 1.41 0.71 0 0 0 0 0 0 0 0 F 22A-tpl 0.989 0.00 0.00 0 0 0 0 0 0 0 0 61 c) AED excursion 1435 54 Envelope loss/gain 1362 2810 363 560 12 a) Infiltration 621 197 62 20 b) Room ventilation 0 0 0 0 13 Internal gains: Occupams @ 230 0 0 0 0 Appliances/other 0 0 Sublotal (lines 6 to 13) 11983 3007 425 580 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1983 3W7 425 580 Duct bads 46% M 914 1888 4W6 63'/0 1 196 364 r Total room bad 2897 4894 621 944 Air required (clm) 179 235 381 45 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft' 2017-Feb-23 15 36:41 A Right -Suite® Universal 2017 17.0.16 RSU24011 page 13 IingionCGRE\Lot294ThombrookeDarlingionCGRE rup Cak = MJB House faces. E DEL -AIR Duct System Summary E"m * 40 ahu 1 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333.2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Job: Lot294ThombrookeDarli... Date: 6/4/2014 By: FJF Heating Cooling External static pressure 0.30 in H2O 0.30 in H2O Pressure losses 0.06 in H2O 0.06 in H2O Available static pressure 0.24 in H2O 0.24 in H2O Supply / return available pressure 0.120 / 0.120 in H2O 0.120 / 0.120 in H2O Lowest friction rate 0.144 in/100ft 0.144 in/100ft Actual air flow 840 cfm 840 cfm Total effective length (TEL) 167 ft Name Design 13tuh) Htg cfm) Clg cfm) Design FR Diam in) H x W in) Duct Mail Actual Ln (ft) Ftg.Egv Ln (ft) Trunk den h 1317 59 44 0.159 6.0 Ox 0 VIFx 36.2 115.0 st3 dining rm h 1262 56 45 0.189 6.0 Ox 0 VIFx 27.1 100.0 SO family rm C 5236 208 238 0.176 8.0 Ox 0 VIFx 36.2 100.0 SO kitchen C 3366 148 153 0.203 8.0 Ox0 VIFx 18.0 100.0 stl msir bth h 1313 59 27 0.155 5.0 Ox 0 VIFx 40.3 115.0 st3 msir rm C 5597 216 254 0.144 9.0 Ox 0 VIFx 52.0 115.0 st3 msir We C 5 0 0 0.157 4.0 Ox 0 VIFx 37.5 115.0 st3 msir Wic C 5 0 0 0.154 4.0 Ox 0 VIFx 41.1 115.0 st3 pantry C 5 0 0 0.201 4.0 Ox 0 VIFx 19.6 100.0 SO pWdr h 1336 60 29 0.191 5.0 Ox 0 VIFx 25.5 100.0 stl util C 1096 34 50 0.191 5.0 Ox 0 VIFx 25.5 100.0 SO Trunk Htg Clg Design Veloc Diam H x W Duct Name Type cfm) cfm) FR fpm) in) in) Material Trunk st3 Peak AVF 333 325 0.144 611 10.0 0 x 0 VinlFlx stl SO Peak AVF 840 840 0.144 602 16.0 0 x 0 VinlFlx 2017-Feb-23 15:36:43 t. wrightsoft' Right -Suite® Universal 2017 17.0.16 RSU24011 Page 1 IingionCGRE1Lot294ThornbrookeDarlingtonCGRE.rup Cat - MJ8 House faces: E Name Grille Size (in) Htg cfm) Clg cfm) TEL ft) Design FR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Matt Trunk rb3 Ox 0 840 840 0 0 0 0 Ox 0 VIFx C wri htsoft' 2017-Feb-2315:36:43 9 Right-Swte® Universal 2017 17.0.16 RSU24011 page 2 IingionCGRE\Lol294ThombrookeDarGngtonCGRE.rup Calc = MJ8 House laces E DEL -AIR Duct System Summary Job: Lot294ThornbrookeDarli... IE mm * m m mOrmla Date: 6/4I2014 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 Heating Cooling External static pressure 0.30 in H2O 0.30 in H2O Pressure losses 0.06 in H2O 0.06 in H2O Available static pressure 0.24 in H2O 0.24 in H2O Supply / return available pressure 0.120 / 0.120 in H2O 0.120 / 0.120 in H2O Lowest friction rate 0.202 in/100ft 0.202 in/10011 Actual air flow 840 cfm 840 cfm Total effective length (TEL) 119 ft Name Design Btuh) Htg cfm) Clg cfm) Design FR Diam in) H x W in) Duct Matl Actual Ln (ft) Ftg.Egv Ln (ft) Trunk bih 2 h 671 41 27 0.318 4.0 Ox 0 VIFx 5.5 70.0 bih 3 h 779 48 30 0.311 4.0 Ox 0 VIFx 7.1 70.0 loft h 1163 72 55 0.203 6.0 Ox 0 VIFx 33.0 85.0 st2 open to below c 2447 89 117 0.274 6.0 Ox 0 VIFx 17.5 70.0 open to below -A c 2447 89 117 0.286 6.0 Ox 0 VIFx 14.0 70.0 rm 2 c 4202 183 201 0.270 8.0 Ox 0 VIFx 18.8 70.0 rm 3 h 1780 110 106 0.206 6.0 Ox 0 VIFx 31.5 85.0 st2 rm 3 wic h 504 31 20 0.202 4.0 Ox 0 VIFx 33.7 85.0 st2 rm 4 h 2242 138 120 0.281 6.0 Ox 0 VIFx 15.5 70.0 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 hf%oft• 2017-Feb-2315.36:43 S9 Right -Suite® Universal 2017 17 0.16 RSU24011 Pape 3B& .. IinglonCGRE\Lo1294ThombrookeDarlingionCGRE.rup Cale = MJ8 House faces: E FORM R405-2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot294ThombrookeDariingtonCGRE Builder Name: Taylor Morrison Street: Permit Office: City, State, Zip. FL, Permit Number: Owner: Jurisdiction: 691500 Design Location: FL, Orlando COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Corners and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/door jambs and framing and skylights and framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 2/23/2017 2:44 PM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 RESIDENTIAL ENERGY CONSERVATION CODE DOCUMENTATION CHECKLIST Florida Department of Business and Professional Regulation Simulated Performance Alternative (Performance) Method Applications for compliance with the 2014 Florida Building Code, Energy Conservation via the residential Simulated Performance method shall include D This checklist O A Form R405 report that documents that the Proposed Design complies with Section R405.3 of the Florida Energy Code. This form shall include a summary page indicating home address, a -ratio and the pass or fail status along with summary areas and types of components, whether the home was simulated as a worst -case orientation, name and version of the compliance software tool, name of individual completing the compliance report (1 page) and an input summary checklist that can be used for field verification (usually 4 pages/may be greater). O Energy Performance Level (EPL) Display Card (one page) 0 Mandatory Requirements(three pages) Required prior to CO for the Performance Method: O Air Barrier and Insulation Inspection Component Criteria checklist (Table R402.4.1.1 - one page) O A completed Envelope Leakage Test Report(usually one page) D If Form R405 duct leakage type indicates anything other than default leakage", then a completed Form R405 Duct Leakage Test Report (usually one page) EnergyGauge® - USRCSB v5.1 2/23/2017 2:43:43 PM Page 1 of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Lot294ThornbrookeDarlingtonCGRE Builder Name: Taylor Morrison Street: Permit Office: City, State, Zip: FL, Permit Number: Design Location: FL, Orlando Jurisdiction: 691500 Cond. Floor Area:: 2582 sq.fl. 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): E LA: 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. Healing and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with Section R402.4.1.2. SIGNATURE: PRINTED NAME: DATE: Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the third party conducting the test and provided to the code official. BUILDING OFFICIAL: DATE: 0 THE STq 0Kt 2/23/2017 2:44 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 Florida Department of Business and Professional Regulations Residential Whole Building Performance and Prescriptive Methods ADDRESS: Permit Number: FL. MANDATORY REQUIREMENTS See individual code sections for full details. 0 401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law Section 553.9085, Florida Statues) requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit. The building official shall verify that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate compliance for the building. A copy of the EPL display card can be found in Appendix C. 0 R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.1 through R402.4.4. O R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. R402.4.1.1 Installation. The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance with the manufacturer's instructions and the criteria listed in Table 402.4.1.1, as applicable to the method of construction. Where required by the code official, an approved third party shall inspect all components and verify compliance. R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, and 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. O R402.4.2 Fireplaces. New wood-buming fireplaces shall have fight -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 AAMANVDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site -built windows, skylights and doors. O R402.4.4 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than 2.0 cfm (0.944 Us) when tested in accordance with ASTM E 283 at a 1.57 psf (75 Pa) pressure differential. All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. 0 R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. 0 R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load. 0 R403.2.2 Sealing (Mandatory)WI ducts, air handlers, and filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts and plenum chambers, shall be constructed and sealed in accordance with Section 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 lest, 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. 2/23/2017 2:44 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 1 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) O R403.2.3 Building Cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. O R403.3 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105'F (41'C) or below 55'F (13'C) shall be insulated to a minimum of R-3., R403.3.1 Protection of piping insulation. 0 R403.4.1 Circulating hot water systems (Mandatory). Circulating hot water systems shall be provided with an automatic or readily accessible manual switch that can turn off the hot-water circulating pump when the system is not in use. 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 etficiencies (Mandatory). 0 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. 0 R403.4.4.2 Water heating equipment. Water heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water heating category. Solar water heaters shall met the criteria Section R403 4.4.2.1. R403.4.4.2.1 Solar water heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors, and SRCC Standard TM-1, Solar Domestic Hot Water System and Component Test Protocol, Collectors in installed solar water heating systems should meet the following criteria: 1. Be installed with atilt angle between 10 degrees and 40 degrees of the horizontal; and 2. Be installed at an orientation within 45 degrees of true south. 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. 0 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. 2/23/2017 2:44 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 2 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) O R403.6.1.1 Cooling equipment capacity. (continued) The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacture's expanded performance data shall be used to select cooling -only equipment. This selection shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry bulb temperature for the load calculation (or entering water temperature for water -source equipment), the blower cfm provided by the expanded performance data, the design value for entering wet bulb temperature and the design value for entering dry bulb temperature. Design values for entering wet bulb and dry bulb temperature shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space. Exceptions - 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. 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 healing equipment with natural draft atmospheric burners shall not be less than the design load calculated in accordance with Section R403.6.1. O R403.6.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. 2. A variable capacity system sized for optimum performance during base load periods is utilized. O R403.7 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the Commercial Provisions in lieu of Section R403. p R403.8 Snow melt system controls (Mandatory). Snow and ice -melting systems, supplied through energy service to the building, shall include automatic controls capable of shutting off the system when the pavement temperature is above 55•F, and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40•F. O R403.9 Swimming pools, inground spas and portable spas (Mandatory). The energy requirements for residential pools and inground spas shall be as specified in Sections R403.9.1 through R403.9.3 and in accordance with ANSI/APSP-15. The energy requirements for portable spas shall be in accordance with ANSI/APSP-14. O R403.9.1 Pool and spa heaters. All pool heaters shall be equipped with a readily accessible on -off switch that is mounted outside the heater to allow shutting off the heater without adjusting the thermostat setting. R403.9.1.1 Gas and oil -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 heal pumps are not required to meet this standard. O R403.9.2 Time switches. Time switches or other control method that can automatically turn off and on heaters and pumps according to a preset schedule shall be installed on all heaters and pumps. Heaters, pumps and motors that have built in timers shall be deemed in compliance with this equipment Exceptions: 1. Where public health standards require 24-hour pump operations. 2. Where pumps are required to operate solar- and waste -heat -recovery pool heating systems. 3. Where pumps are powered exclusively from on -site renewable generation. O R403.9.3 Covers. Heated swimming pools and inground permanently installed spas shall be equipped with a vapor -retardant cover on or at the water surface or a liquid cover or other means proven to reduce heat loss. Exception: Outdoor pools deriving over 70 percent of the energy for heating from site -recovered energy, such as a heat pump or solar energy source computed over an operating season. O RR404.1 Lighting equipment (Mandatory). A minimum of 75 percent of the lamps in permanently installed lighting fixtures shall be high -efficacy lamps or a minimum of 75 percent of permanently installed lighting fixtures shall contain only high efficacy lamps. Exception: Low -voltage lighting shall not be required to utilize high -efficacy lamps. O R404.1.1 Lighting equipment (Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights 0 R405.2 Performance ONLY. All ducts not entirely inside the building thermal envelope shall be insulated to a minimum of R-6. O R405.2.1 Performance ONLY. Ceilings shall have minimum insulation of R-19. Where single assemby of the exposed deck and beam type or concrete deck roofs do not have sufficent space, R-10 is allowed. 2/23/2017 2:44 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 3 of 3 AFF. AFT. TM urea I .M I auw I UINAI r-r PIT. HT. I 1 E 1 wnan I fzR 7 TM rar T.0' eari 16x16 rag I rra12xl2 lwcd rr-P T B; 255 a: 9' z HillA/CPAD I 42X42 A/C SLAB 2.0 TON V/5KV 12240V IPH BY BLDR MIN 18x1 platform by 2 bldr z-rFROMWALL scale -1/8'=1'o' FF. in 1 / 111 I I I I I LANAI r-re4.-4• r_e PIT. NT. 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' _ r 1 Sx x II 8x4 lw ( VwTalnan n rorr W ° u-------- > \ \ \ \ 10 0 ra _4• NUAM lJJ C ( L f \ T•I e Tnl 5 6' 1Uj2• T as wu H •--- 1 CD 4' lox cd 2' Tr 5' Q \ r 4ee 45 6•zl tar \ \ \ \ 8A1H DEN r-•, l 18x rag G >- I QlI iR aawocOj M tu 1- O 1 UD2Mw GC to, 1 ziII Pave bl PE reaaea _roFrraa I ran Uwwaff J X J iN un a14eK1afaQ iifl 1 I $() , _____ efi man TTj• WI M mr/ L18FwUMPLAM s- aa-un aucz to wall cap w/fan Nutone 696RNB OPT. POCKET SLIDER smb W.re Must have a minimum clearance of 4 Inches around the air handler per the State Energy code. K7t4fd SUE O bath duct to wall cap fan TYPICAL MASONRY WINDOW SCHEDULE WINDOW WIDTHS V I 2T 1 31' 53- WINDOW CALL -OUTS 26. Q s11 o 32 SN "511 32 sN ru 39' D 5N w 33 s11 n 59 33 SH g3 5r N SW Ul 34 511 24 $1 34 SI 63' 1554 11135 V 564 5514 3 D' 16w 036SN 2694 1 36511 7k 6C VIM KWW O IMA FOR /ILL OOQS. MO13 SIM AO NSViL4M HAT VMr I M TIWACRM dip SFFCIMUTIM Z RB$t TO FLOOR RM FOR STTIE CF SM W (VW I1M-W CAs9W- CK OR I M CiAKr FW All duct has an r=6 IlL e618C 6C VW re K Kq=Dm vnwaaaR HATCHING LEf ND Hung" 5829F. r 455 SF. 139SF. 115F. 241OF. Z O Z Y C3 O O O LD 0 cvZ PQ a-I J J Q QD 4- LL Q Q 2 f::: lJ-- OLL- O Cn m LLI Z C] Z o w J Q CD Q O J O O QCkf mELJCn00 0 TAYLOR MORRISON THORNBROOKE S.F. t— DARLINGTON O E' LOT 294 Gl 1ST FLOOR WITH OPT: Ix 2ND LAV IN BATH 3 0o LLO ! Ill r + AA 3" WASTE STACK FROM 2ND FLOOR L TERMINATING TO THE 1ST FLOOR 3% A 3" &s. Paw cie.r ti vi TAYLOR MORRISON THORNBROOKE S.F. DARLINGTON LOT 294 2ND FLOOR WITH OPT: 2ND LAV IN BATH 3 a 3" WASTE STACK FROM 2ND FLOOR TERMINATING TO THE 1ST FLOOR K5 DESCRIPTION AS FURNISHED: Lot 294, THORNBROOKE PHASE 4, as recorded in Plot Book 8 ,, Pages 70 thru 71, Public Records of Seminole County, Florida. PLOT PLAN FOR/CERTIFIED TO: Taylor Morrison of Florida, I RECORLbUbFY Ok to construct Single Family home with setbacks andimpervious I N 00010 44 " area shown on plan. 40.00' Op TT\., 19.80' LOT 294 19.80' 5.33' 5.33' R>AC (2-TYP.) 5.00' 5.00' 15 7' COVERED of PATIO 14.3 5.00' 8" RECESS FOR POCKET SLIDER W PROPOSED RESIDENCE MODEL: DARLINGTON- W CLASSIC-C 2 CAR GARAGE RIGHT ^ LOT 295 LOT 293RCS 0 CO 1 00 5.00' 0 s o TENRYof 5. 00' 87' bvS WALK 21J' 16' 5. 0 0' I DRIVE 25. 20 25.20' 10' UTIL. ESMT. V 115.03 P 5' CONE. WALK N LOT AR LCULATIONS: LOT - 4.800 SOFT. LIVING a 1,467 SOFT. B.B.) S 00010 44 E I GARAGE - 455 SO.FT. 4O. DO' ENTRY - 71 SOFT. LANAI - 139 SOFT. BREEZEWAY - N/ A SO.FT. ROCKY GROVE LANE DRIVEWAY - 403 SO.FT. A/C PAD = 18 SOFT. 50' RIW) TRACT I WALKWAY - 70 SO.Fr. I IMPERVIOUS 54.6 x y QpS UTILITY dT ACCESS RIW - 2.623 SOFT. SOD 2177 SOFT. Q I U 1 N: PROPOSED - FINISHED SPOT GRADE ELEVATION RIW = 440 SOFT. PER DRAINAGE PLANS APRON - 110 SOFT. BUILDING V= PROPOSED DRAINAGE FLOW SETBACKS, *PLOT PLAN ONLY* SIDEWALK - 200 SO.Fr. S00 130 SO.FT. FRONT - 25' (NOT A SURVEY) LOT GRADINGTYPEAPROPOSEDF. F. PER PLANS - 24.5' REAR - I S' PROPOSED INFORMATION SHOWN AR SIDE a5.0' - 5,240 SOFT BASED PROPOSED GRADE PER CONSTRUCTION PLAN ++ SIDE CORNER - 10' ON SUPPLIED, PLAN DRIVEWAY 513 SO.FT. AND/OR INSTRUCTIONS PER SIDEWALK - 270 SO.FT, CUENT NOT FIELD I SOD 1307 SO.FT. CRUSE)VffE. M?-SCOTT & ASSOC., INC. -LAND SURVEYORS LEGEND - LEGEND P • PLAT PaJ_ , PONT ON LINE 5400 E. COLONIAL DR, ORLANDO. FL. 32807 (407)-277-3232 FAX (407)-658-1436 F . FIELDTIP• . TYPICAL ID. • IRON PIPE IRE • POINT or ROVERS[ CURVATURE C IRON ROD / % • PENT OO COi01RID CURVATURE MONOCM RA0. • RADIAL NOTM, 1. 1NE UNDERSIGNED DOES HEREBY CERTIFY IMT MS SURVEY IQETS 714E SrAM1ARD5 OF PRACTICE SET FORTH BY THE FLORIM BOARD OF PROFESSIONAL SUR4EUORS AND LDUPPERS W CNAPIER OI-17 FI.000A ADMWIS7 iron CODE PURSWUIr 1D SM710N 4)2.027. rLORATA STATUES SET SET IS. • RECOVERED •/0.t A39i AIR. NITNEts I In- ROC. • A. • PRINT Z UNLESS dBOSSED TIM SURVEYORS SIONATURE AND ORMW, RAW SEAL DO SURVEY UV OR COPIES ARE NOT VAUO J, TM Sy1My *As PREPARED /ROE TIRE IFORUAWN URN6NC0 M INE SURVEYOR. THERE MAY BE O?kW RESTRICTIONS P,O, I. • POINT OF COMMM E CALL. • CALCO.ATCD POINTO CCALCMSAC. •POINT OF COIOCNCCICM RM • ERIWDIT REFERENCE IOMMfM OR FiL9E11ENIS M1i AR OVEN M PATE BEE; A NOWIO[ROIO1Np M%!0'YOI[NTS IpYE BEER LOCATED UNLESS OI (ERVO E SHOWN. Cr. NTCRLDC rF. • FINISHED FLOOR ELEVATION 11ADIN6 SET1Apc IJNC NAIL LDISKPOINT-OF-WAY0. THIS SURVEY 6 PREPARED TOR THE SOLE BENEFIT Or THOSE COWRD 70 AND SNOUID NOT BE RWM UPON Or ANY OTNER &MTV R/ W R/VRISMNTVATLlL • DASE 0 004 MOM SHOWN MR THE LOCATION OF IUPROVEIIE IS NOMW SHOULD NOT BE USED TO REOORSIRUCT BOUNDARY UNEI WRIT ESNs. • CASENENrLL • DAu FARING 7 r ARE BASED ASSU'JW OATUAI AND ON INE LINE SHOWN AS BASE BEARWC (B.&) DRAIN. DRAINAGE UTILCL, . Y IS, 0"ATIOM IF SHOWN, ARE dLSEP ON NATIONAL GEDOEM DATUM Or 1929. UNLESS OTHERWISE NOTED. CHAINtffILI CHAIN FCNCC0. CERTIFICATE OF AUTHORIZATION No. 4390. VWT FENCE C/o • CORD TCNLY CONCRETE P.C. • POINT CURVATURE SCALE 1 I- ••• 20'----4 DRAWN W. P.T. • POINT OF TANGENCY R SC. cERnFlEC Br.• DATE ORDER No. RADIUS L • ARC LENGTH PLOT PLAN 02-28-17 798-17 C • e REVISED PLOT PLAN 05-31-2017 QL • CI® tD TEARING NORTH THIS BUILDING/ PROPERTY DOES. NOT UE WIININ— INE ESTABUSHEO 100 YEAR FLOOD PLANE AS PER RRM' X. CRUSEEVER, R.LS. / 4714 ZONE k MAP / 12117C 0035 F. JAMES W.SOD , R.LS 1 4801 RECORD COPY i L 'Z eei ciea eSE zvieEs,_q 2153 Premier Row Orlando, FL 32809 407-812-1822 Fax 407-812-7171 LOAD CALCULATIONS ONE FAMILY DWELLING WITH HEAT PUMP NEC CODE #D2 0) BUILDER TAYLOR MORRISON HOUSE PLAN DARLINGTON 2585 SOFT GENERAL LIGHTING X 3 VA PER SO FT 7755 VA 2 20 AMP APPLIANCE CIRCUIT AT 1500 VA EA 3000 VA 1 LAUNDRY CIRCUIT AT 1500 VA 1 RANGE AT NAME PLATE RATING OR COOKTOP AND OVEN 12000 VA 1 WATER HEATER 4500 VA 1 DISHWASHER 1200 VA 1 CLOTHES DRYER 5000 VA 1 DISPOSAL (1/3 HP) 246 VA VA VA SUBTOTAL OF GENERAL LOAD 35201 VA FIRST 10 KVA OF GENERAL LOAD AT 100% 10000 VA REMAINDER OF GENERAL LOAD AT 40% 25201 VA x . 4 10080 VA TOTAL NET GENERAL LOAD 20080 VA 2 TON HEAT PUMP #1 16.5 AMP X 240 VA = 3960 VA 2 TON HEAT PUMP #2 16.5 AMP X 240 VA = 3960 VA 5 KW ELECTRIC HEAT AT 65% 3250 VA 5 KW ELECTRIC HEAT AT 65% 3250 VA NET GENERAL LOAD 20080 VA NET TOTAL HEAT 14420 VA TOTAL LOAD 34500 VA CALCULATED LOAD FOR SERVICE 34500 VA 1240 V= 143.75 AMP a1SOAMPSERVICE 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: TB0294 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Taylor Morrison Project Name: TB0294 Model: Darlington Tampa, FL 33610-4115 Lot/Block: 294 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, 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 1 1 T10551730 1 C01 3/1/17 118 1 T1 05517471 F16 3/1/17 12 1 T10551731 1 CO2 1 3/1/17 119 1 T105517481 HR01 1 3/1/17 13 1 T105517321 F01 1 3/1/17 120 1 T1 0551749 1 HR02 1 3/1/17 1 14 I T10551733 I F02 1 3/1/17 121 1 T105517501 HR03 1 3/1/17 1 5 1 T10551734 1 F03 3/1/17 22 1 T1 05517511 HR04 3/1/17 6 IT10551735IF04 3/1/17 12423 T10551752 J01 3/1/17 I 7 IT10551736IF05 3/1/17 IT10551753IJ02 3/1/17 18 I T 10551737 I F06 1 3/1 /17 125 I T 10551754 I J03 1 3/1 /17 I 19 I T10551738 I F07 1 3/1/17 126 I T10551755 I J04 1 3/1/17 10 IT10551739IF08 3/1/17 127 IT10551756IJ05 3/1/17 111 I T10551740 I F09 1 3/1/17 128 I T10551757 I J06 1 3/1/17 112 I T10551741 I F10 1 3/1/17 129 I T10551758 I J07 1 3/1/17 1 113 1 T10551742 1 F11 1 3/1/17 130 I T10551759 I J08 1 3/1/17 1 114 1 T10551743 I F12 1 3/1/17 131 I T10551760 I J09 1 3/1/17 1 15 1 T10551744 I F13 3/1/17 132 IT10551761IJ10 3/1/17 16 IT10551745IF14 3/1/17 33 T10551762 J11 3/1/17 17 T10551746 F15 3/1/17 34 IT10551763IJ12 3/1/17 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource - Plant City. Truss Design Engineer's Name: Lee, Julius My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE' The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e. g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. a 17 " 1907 US DENS No 34869 cc TATE OF i Gi 41 NA Julius Lee PE N0.3 M MRek Usk Im FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: Lee, Julius March 1, 2017 1 of 2 RE: TB0294 - Site Information: Customer Info: Taylor Morrison Project Name: TB0294 Model: Darlington Lot/Block: 294 Subdivision: Thornbrooke Address: City: Sanford State: Florida No. I Seal# I Truss Name I Date 35 IT10551764IJ13 3/1/17 136 I T 10551765 I J 14 13/1/17 1 137 I T 10551766 I J 15 13/1/17 1 138 I T10551767 I J16 13/1/17 1 139 I T10551768 I J 17 13/1/17 1 40 IT10551769IJ18 3/1/17 141 1 T10551770 I J19 13/1/17 142 1 T1 0551771 1 R01 13/1/17 1 143 1 T10551772 I R02 13/1/17 1 144 1 T1 0551773 1 R03 13/1/17 1 145 1 T105517741 R04 13/1/17 1 146 1 T1 0551775 1 R05 13/1/17 1 147 1 T1 0551776 1 R06 13/1/17 1 148 1 T1 0551777 1 R07 13/1/17 149 1 T1 05517781 R08 13/1/17 1 150 1 T105517791 R09 13/1/17 1 151 1T105517801 R10 13/1/17 1 152 1T10551781 1 R11 13/1/17 1 153 1T10551782I R12 13/1/17 1 154 1 T 10551783 I R 13 13/1/17 1 155 1 T 10551784 1 R 14 13/1/17 1 156 1T10551785 1 R15 13/1/17 157 1 T 105517861 R F01 13/1/17 1 158 1T105517871 RF02 13/1/17 1 159 1 T105517881 V01 13/1/17 1 160 I T105517891 V02 13/1/17 J 161 I T 105517901 V03 13/1/17 1 162 I T10551791 1 VO4 13/1/17 1 2of2 o muss Truss Type ty Ply T105S1730 T80294 Cot GABLE t I t 1,336010D, Job Reference (optional) oumem rnsla we, lalnjla. rmnl l.ny, rgnea J.1=oo 0}t,(e 1 2 28 27 26 25 3 4 r "us Xpr Iv ruto Mrl eR Inausvms. e6. WOO mar wl IO:N:uu Zwl r Me 1 I D: Zl7yacit3rgt5yObDEG6&a0U16-vBhR4ZJ414GcnL9AIOoFwwDxwL51uU0xEG EIZHzf F3T 0148 Scale = 1:25.5 3x3 = 5 6 7 8 9 10 11 24 23 22 21 20 19 18 17 16 3x3 = 12 13 30 RCP 29 15 14 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 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) We n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) -0.00 17 n/a Na BCDL 5.0 Code FBC20141TP12007 (Matrix) Weight. 79 lb FT = 20%F, 1190E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purfins, 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(tlat) REACTIONS. All bearings 15-6-8. lb) - Max Grav All reactions 250 lb or less at joint(s) 26, 14, 25, 24, 23, 22, 21, 20, 19, 18, 17, 16, 15 FORCES. (lb) - Max. 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 Irom 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 sirongbacks, 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. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNWG • Vedly d1Wfi0 pnamerors Ind READ NOTES ON T10S AND hVICLUDED WTEK REFERANCE PAGE 007473 rev. 14110MIS BEFORE USE Design wild la use only vAm mnek9 connectors. Ihls design Is bled only upon poanoters shown, and is for m MOMdttal bidding component. not o truss system. Before use. the tiding dosigtel must verify the atjAftablliy of design poameten and poperty Incot otate Ink design Into the overall btJding design. Racing Indicated Is to pevent bucaing of I ndNldud miss web and/a chord members only. Aticfllon l temporary and permanent blocing MOW Is c ways ie"ed tot stability ail to pmeveni coUcgw with posfte pemond hW and ptopeny danage. Fa genetal gticknce iegadi ng the l bricatlon. storage, deivery. erection and brocng of tnraes and Was systems, seeANSVTPI I Quality Criteria. OSS-89 and SCSI BuDdtng Component 61104 Parke East Blvd Safely Infotmarian available Iom trim Plate IuDMe. 218 N. lee Sheet. StAle 312. Alexandda VA 22314. Tanga, FL 33610 Job rust ruts We ryPlyi TWSS1731 TB0294 CO2 Floor Truss t t 1,3360", Job Reference (optional) Dun— —JOu . ranpa,-0.'any.'W'wOO 0e e r.wry a mpr l V L i0 M. OR Inamu es. Inc. wear nwr vt I0;":w zu] r rage r ID217yactt3rgi5yObDEG6&a0Ut6-v8hR4ZJ414GcnL9AIOefwwDxyL5huU 1 xEGEIZHzIF3T Seale = 1:17.0 1 2 3 4 S 6 7 a 16 15 14 13 12 11 10 9 907 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 n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Ven(fL) rVa rVa 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(rL) 0.00 9 We rVa BCDL 5.0 Code FBC20141TPI2007 (Matrix) Weight: 45 lb FT = 204OF, 111' E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc pudins, except BOT CHORD 20 SP No.2(Ilat) end venicais. WEBS 20 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 9-0-7. Qb) - Max Grav All reactions 250 lb or less at joint(s) 16, 9, 15. 14, 13, 12, 11, 10 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8) 1) All plates are 1.5x3 MT20 unless othenNse Indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (l.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5)'Semi-rigid pitchbreaks with fixed heels' Member end lixlty model was used In the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Off (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 - Verfry design pannrerma and READ NOTES ON THIS AND INCLUDED IIBTEK REFERANCE PAGE MD7,073 rev. fal);IW IS BEFORE USE Deslgn valid rot use only with Mllek® conneclors. lnls design Is based only upon parameters Mown. and Is for an Individual Ixrldbng componenl. not o truss system. Before use. IN) lxltcing designer must verify the applicability of design Parameters gwtandIxoperlyincoote 0% design Into the overall building design. Bracing Irxkoted Is to prevent budding or bndNldual buss web and/or chard members only. Adclllonal temMory and perms nenf bracbng MiTek' Is always tecBLed for stability and to prevent collapse vAhn possible petsonal bn)tay and poperty damage. For general grlda nce teg scfbng the labWatlon. storage, delivery. erection and btctcbq or trusses atxt Inm syslems, seeANSVTPI I Quality Cdlorlo, DSB-69 and SCSI Binding Component 6904 Parke East Blvd. Safety Irdormatlon avcllable horn him Plate Institute. 218 N. Lee Sheet, Suite 312. Alexandria. VA 22314. Tampa. FL 33610 Job fuss runs We T105S1732 780294 1:01 FLOORTRUSS IS 17Job33601003Reference (optional) Dumers resrxuwe. rDrrye, '... ey, W.U.raaaoo 0. 1.8 H 260 1 1-0 30 = 2 us npr ra "'. —.0 m0mums, me 00 m , ur le"M:u, "D / re9e r 1 D:Zl7yacit3rgf 5yObDEG6BmOU16.OKFpl uKioOOTOVkNr59UT7IzNIGOdrY5SvzR6jzIF3S 2- 3-8 3x3 = 3 4 5 26- 0 0j„118 e = 1:26.0 3x3 = 3x4 = 6 7 8 3x4 = 3x3 = 3x3 = 30 = 3x3 = 3x4 = 15- 6.8 LOADING( psf) SPACING- 2-0.0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.67 Ven(LL) 0.15 12-13 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.75 Ven(TL) 0.20 12-13 925 240 BCLL 0.0 Rep Stress Incr YES WB 0.40 Horz(TL) 0.04 9 We n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 82 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 20 SP N0.2(llat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP No.2(Ilat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. ( Ib/size) 14=834/0.7.4, 9=834/0.7-4 FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1530/0, 3.4=-2021/0, 4-5=-2021/0, 5.6=-2021/0, 6.7=-1530/0 BOT CHORD 13-14=0/1191, 12.13--O/l839, 11-12=0/2021, 10-11=0/1839, 9-10=0/l l91 WEBS 2-14=-1390/0, 7-9_ 1390/0, 7-10=0/539, 6-10=-490/0, 6-11=0/502, 5-11=-293(0, 2-13=0/539, 3-13=-490/0, 3. 12=0/502, 4.12=-293/0 NOTES- ( 5) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 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.' WARNING - Vmfly desl9n peremsren and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE Y67473 rev. MI)S 01S BEFORE USE Design wild fat use only with Mnek8 conneclors. R* deslgn is based only Won parameters shown. and Is to an tWMdual buldblg component. not O Bus system. Befole use, the Ixackv doslw*l must verify that gXxkablilly of de*ln palameters and p eopedy Incoporate it* design Into the overall Wdhlg design. mocblg bldkated Is to prevent bucMblg of IndNksud mm web and/or chord members only. AdcIllonal lemporary and permanent braektg WOW It always i6*%ted for stabOlty of W to peveni collapse wllh possde reisorxf"aW properly darnage ra genetal guWalce iegadhg the falWatton. stoage, delNeM erection aW rvacblg of times and mm syslems seeANSI/1PI I Quality Criteria, DSB-89 and SCSI buildbtg Component 6904 Parke East BNd. Safely Information avaS[IDle from Inm Plate butlMe. 218 N. Lee SBeel, Sdte 312. Alexancida. VA 22314. Tango. FL 33610 Job rust uts Iwo1'4" ry TIOSS1733 TB0294 1:02 1:"OORTRUSS t 113MI014JobReference (optional) ouxaomPasn'Ource.Ion1pa. rtamury.ranoa;s4"t, 0.1.8 i i 2.6 0 1-3-0 1.5x3 II 7.5x3 = 1 5x3 = 3x4 = 1 2 vbw a Xpl 1v zwo aatex rnausines, inc. woo Mat of lb 44 of zal r rage 1 I D:Z17yactl3rgl5yObDEG6Buz0U16-OK FpluK)oOOTOVkNr59UT71_slHBdrd5SvzR61z1F3S t-11.12 2.6.0 01if8= d 1:26.3 1.Sx3 II 3x3 = 1 Sx3 II 1 Sx3 11 3x3 = 3x4 = 1.Sx3 = 3 4 5 6 7 8 3x4 = 3x3 = 3x3 = 30 = 30 = 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.58 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 WB 0.39 Horz(rL) 0.04 9 We Na BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 82 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(Ilat) TOP CHORD Structural wood sheathing direclly applied or 6-0-0 oc puffins, except BOT CHORD 20 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(llat) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (lbrsize) 9=814/0.3-8, 14=820/0-7.4 FORCES. (lb) - Max. Comp./Max. Ten -All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-1497/0, 3.4— 1960/0, 4-5=-1960/0, 5-6=-1960/0, 6.7_ 1513/0 BOT CHORD 13-14=0/1168, 12-13=0/1795, 11-12=0/1960, 10-11=0/1806, 9-10=0/1189 WEBS 2-14=-1363/0, 7-9=-1374/0, 7-10=0/515, 6.10=-464/0, 6-11=-14/453, 5-11=-261/0, 2-13=0/523, 3-13=-474/0, 3.12— 3/464, 4-12=-266/0 NOTES- (6) 1) Unbalanced Iloor live loads have been considered for this design. 2) Bearing at joint(s) 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should 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 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNUVG • Vadly d Wgn pw metes and READ NOTES ON TIM AND INCLUDED 6r/7EK REFERANCE PAGE A11F7473 mv. IMMIS BEFORE USE lydld la useefo only W& design Is notOnMl,c teersrsand ptolxdy arwtofo component. e1 must v he Idca1iINof design paameonU ntom n Into the o adlobusssystem. Belao use. Iho 1 bulding design. 8tocing Inckated Is to prevent bucMV of RwNldual lruaweb aid/a ctlad membws only. Addtkmd lempaay and permanent btocing MOW Is arways teed lot stability and to prevent collapse with posdAe personal Y11uy and poperty damage. For general gutdalce iegading the fabrication stotoge, delivery. eiectlon and txocing of Moses and truss systems. seeANSVWI I OuagM Cdtedo, D$6.89 oW BCSI Budding Component 6904 Parke East Blvd. Safety Information available Rom Inns Plate hutlMe. 218 N lee Sheol. Stlto 312, Alexandria. VA 22314. Tampa. FL 33610 Job ru Truss Type Gly ply TIOSS1734 T80294 F03 Frog Truss I 1 1 DRe0}E area (orlliorrel) CuaOWa roaracurce. pampa, mars eq. ram aaaoo 7.640*Apr rs [nrro nrrraa rra/smaa, rn[. Wed Wary r644v22Oi7 raper ID:217yacf13rgl5y0DDEG66uzOU165WpBVELLZhW KOIJZPpgt?Ll3G6czMFgEhZLe9zIF3R 0.1.8 I„I 1--" 2-0-0 1.11-12 2.6-0 OL1is Sea 1:26.3 1.5x3 II 1.5x3 = 1.Sx3 li 1.6%3 = 4x4 = 3x6 = 1.Sx3 11 1 5x3 11 3x3 = 4x6 = 1.5x3 = 1 2 3 4 5 6 7 e 17 3x3 = 4x4 = 3x4 = 3x3 = 4x6 = 3x6 = RP LOADING (psi) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr NO Code FBC2014/TPI2007 CSI. TC 0.98 BC 0.73 WB 0.59 Matrix) DEFL. in (loc) Udell Ud Vert(LL) -0.25 10-11 >706 360 Vert(TL) -0.36 10-11 >495 240 HOrz(TL) 0.04 9 n/a Na PLATES GRIP MT20 244/190 Weight: 82 lb FT = 20%F, 1 I%E LUMBER- BRACING - TOP CHORD 20SP No.t(flat) TOP CHORD Structural wood sheathing directly applied or 4-5-7 oc puffins, except BOT CHORD 2x4 SP SS(Ilat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ( Ib/size) 9=1201/0.3.8, 14=956/0-7-4 FORCES. ( lb) - Max. Comp./Max. Ten. - All lorces 25D (lb) or less except when shown. TOP CHORD 2-3=-1323/0, 3.4-2626/0, 4.5=-2626/0, 5.6=-2626/0, 6-7=-1811/0 BOT CHORD 13-14=0/772, 12-13=0/1870, 11-12=0/2626, 10.11=0/2536, 9-10=0/1032 WEBS 7.9=-1548/0, 2-14=-1191/0, 7.10=0/1237, 2.13=0/875, 6-10=-1151/0, 3.13= 867/0, 4.12=-339/0, 3.12=0/1022, 6. 11=-206/525 NOTES- ( 7) 1) Unbalanced floor live loads have been considered for this design. 2)' Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 523 lb down at 11-3-0 on top chord. The design/selection of such connection device(s) Is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 7) - This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Floor Live (balanced). Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 9.14-10, 1.8-100 Concentrated Loads (lb) Vert: 6=-523(F) A WARNING - Vadry d*dgn paramatw* and READ NOTES ON DO ANDWCLUDED NnEX REFERANCE PAGE 01167473 rov. 1803MIS BEFORE USE Design valid for use only vA91 Mllek8 connectors. 8ls design Is based only upon paameters slxmn. and Is tot an Individual bildfrng component not a buss system. Before use, the IxnO &V designet must verity the applicability of design pasatmeters and ptopedy hcogwtoto this design Into the overall building doslgl. Roca ng Indicated Is to prevent bucN6ng of trWNldual tits web tnd/a chord members only. Additional lempotay and permanent tracing MiTek' is a ways tegAed lot stability and to prevent collapse v4th possible personal "and property damage. lot general gJdsnce iegading the ktA' alloR slotoge, delivery. etectlon and baci ng of teases and tins systems, seeANSVrPI I Quality Cdlenb, OSS-89 and SCSI building Component 6904 Parke East Blvd. Safety Information available from truss Plate frssillute. 218 N. Lee Sheen. Sulte 312, Alexandda VA 22314 Tanga. FL 33610 Job fuss fuss I ype ty T10551735 T60294 f04 FLOOR TRUSS F t Job Refs ence (optional) ouwent reslaoume. latlpa, rem Bey, rlorlaa 00 r.b4ue NPl le zula Ml t extnausules. Inc. WOO Motu) 1 w4cwlzu3/ rage ID:Zl7yactf3rg15yObDEG6BuzOU16•sWpBVELLZhW KOIJZPpgj7Ll9n8etMKSEh2)_e9z1F3R 0.1.8 H 2-" 2-" 1 a4 1-" 1.Sx3 II 1.Sx3 = t.Sx3 = 3x3 = l.Sx3 II 1.5x3 II 3x3 = 3x6 II 1 2 3 4 5 6 7 S;ba1eA. 1:19 8 11-0.12 11 d•12 11.0.12 0 LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in (loc) 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(fL) 0.26 11-12 501 240 BCLL 0.0 Rep Stress Incr YES W B 0.29 HOrz(TL) 0.03 7 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 61 lb FT = 2V%F, I I%E LUMBER- BRACING - TOP CHORD 20 SP No.2(Ilat) TOP CHORD BOT CHORD 20 SP No.2(tlat) WEBS 20 SP No.3(flat) BOT CHORD REACTIONS. (Ib/size) 7=595/0-3.8.12=595/0-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1031/0, 3.4— 1031/0, 4-5=-1031/0, 5-6=-408/0, 6.7=-416/0 BOT CHORD 11-12=0/784, 10-11=0/1031, 9-10=0/784 WEBS 2-12=-915/0, 2.11=0/369, 7-9=0/615, 5-9=-598/0, 5.10=0/487, 4.10=-273/0 Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) 'Semi -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. Slrongbacks 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.' Y WARNING- Vestry de dpn panma ws and READ NOTES ON TM AND INCLUDED MITEK REFERANCE PAGE N67479 me I&MMIS BEFORE USE Design vdki lot use only vAth Mnekb connectors. Vft design Is based only upon parameters shown, and is lot an Individual building component, not o buss system. Beloto use. rho building dosignet must verily the aprtllcobillty of design i aaralers and Ixoroly Incogxxate this design Into the overall building design. boci ng Indicated Is to prevent buckling of trnmvkW Muss web and/ot chord members only. Additional lempotaty and permanent txaclng M iTe k' Is always teolrLed tat sidbiRty and to prevent collapse whh possible petsax!"and property, damage. Fa genetd gtkianco tegadli ng the faCd atlon. slotage, dellvety, etecilon and btocing or hisses anti Miss systems. seoANSVMI I Quality Cdhuro, DSB-89 and BCSI SuMng Component 6904 Parke East Blvd. Safety Information ovals d-le Mom teas Plate huOMe. 218 N. Lee Sheet. Sllte 3 1 Z Alexandria VA 22314. Tarrya, FL 33610 Job I russ russ I ype ry Ply TIOSS1736 TBO294 Fab I:LOORTRUSS 5I 1 733601a07 Job Reference (optionaq yn ++.w Nil r.ps I D:Z17yaclf3rgfSyObDEG6BuzOU16-KjNZIaMzJleBeoulz W ByYYrI DY_35n1OwDSYAcztF30 0-,-8 H 2.6-0 1.10.12 30 1.5x3 II 1.Sx3 = 1.5x3 = 3x3 = I.Sx3 II t.Sx3 II 3x3 = 1 2 3 4 5 r r r r LD B s„ — a 3x3 { 3x3 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udell Ud TCLL 40.0 Plate Grip DOL 1.0D TC 0.72 Ven(LL) 0.15 9-10 917 360 TCDL 10.0 Lumber DOL 1.00 BC 0.61 Ven(TL) 0.28 9.10 468 240 BCLL 00 Rep Stresslncr YES WB 0.27 Horz(TL) 0.02 7 n/a rVa BCDL 5.0 Code FBC2014/TPI2007 Matrix) LUMBER- BRACING - TOP CHORD 20 SP No.2(Ilat) TOP CHORD BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(Ilat) BOT CHORD REACTIONS. (lb/size) 7=603/0-3-8. 10=610/0.7.4 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1079/0, 3-4=-1079/0, 4.5=-1079/0 BOT CHORD 9.10=0/808, 8.9=0/1079, 7.8=0/827 WEBS 2.10=-943/0, 2.9=0/404, 5.7=-954/0, 5.8=0/499, 4.8=-295/0 e . 1:19.6 3x6 = PLATES GRIP MT20 244/190 Weight: 61 lb FT = 20%F, 11%6E Structural wood sheathing directly applied or 6-0-0 oc purfins, except end verticals. Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' A WARNING - Verity dadon Parna.taa and READ NOTES ON THIS AND INCLUDED AfiTEK REFERANCE PAGE M7I73 rev. IG03MIS BEFORE USE Design valid for rise only vAln Mllek0 cornrnectors. Itls design Is hosed only upon paameters shown and Is lot an Indlvldud LYuk*V component, not a liras system. Before use. the building designer must verity the aplxhcalAlty, of design paaneters and plop rly Incorlwrato this design Into the overall building design. Boeing tndlcated Is to prevent truckling of BxOvidual truss web and/or chard memlxn only. Aalallional tempaay and permanent lxaeting MiTek' Is always required for stariNly end to prevent cdkpse with posse personal Inf W and property damage. For general g /lane iegadtng the kttxicallon. storage, delivery, anectlon and Ixachng of trusses and truss systems seeANSVIPI1 Cualiy Crlteft DSB-89 am SCSI Building Component 6904 Parke Em Blvd. Safety INarmatlon avak"e horn Iran Rae I nsBMe. 218 N. lee sheet, Suite 312. Alexandria. VA 22314. Tanga, FL 33610 Job Truss Truss Type T10551737 TB0294 f06 FLOOR TRUSS 3Ply t jobReference(optional) ouwma ruuoumca, ia rya. rww —y. rw wa aaaoo HI 2-6-0 26-0 1111-8 1-3-0 2E-0 22—.6-0,, s nPi 1Y— 1. na sR muusurea, mc. urea mar— Ia.71.Vi CV , rage I D:Zl7yacff3rgf5yObDEG6Buz0U16-KINZiaMzJ?eBeoulz W ByYYrFxYYY5j4OwDSYAczfF30 1-9-8 I 2 scir. 1.50.8 3x3 = 3x3 = 30 = 4x4 = 3x6 FP= 2 3 4 5 6 7 8 9 3x3 = 3x3 = 30 = 10 11 12 13 14 3115 30 4 28 ap 26 25 24 23 22 21 20 19 18 17 16 3x3 = 3x3 = 3x4 = 3x6 = 3x6 FP = 3x3 = 3x3 = 3x3 = 3x4 = 3x4 = 4x4 = 11-3-4 29.10.8 1- Plate Offsets (X Y)-- 124:0-1-8,Edgel LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.93 Ven(LL) -0.19 25-26 >699 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.70 Ven(Q -0.37 25-26 >361 240 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.06 16 n/a n/a BCDL 5.0 Code FBC2014lrP12007 Matrix) Weight: 154 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(llal) 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, except 1-8: 20 SP No. 1(Ilat) end verticals. BOT CHORD 2x4 SP No.2(llat) 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 16-22: 2x4 SP No. 1(flat) 6-0.0 oc bracing- 24-25,23-24. WEBS 20 SP No.3(llat) REACTIONS. (Ib/size) 16=945/0.7-4, 23=1802/0.4-0, 26=498/0-7-4 Max Grav16=963(LC 7), 23=1802(LC 1), 26=588(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-992/165, 3-4=-992/165, 4-5=-992/165, 5-6=0/1022, 6-7=0/1022, 7-8=-1498/0, 8-9=-1498/0, 9-10=-2306/0, 10-11=-2715/0, 11-12=-2715/0, 12-13— 2715/0, 13-14=-1855/0 BOT CHORD 25-26=0/774, 24-25=-165/992, 23-24=-443/685, 22-23=0/956, 21-22=0/956, 20-21--WO07, 19-20=0/2589, 18-19-/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=0l734, 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 1.5x3 MT20 unless otherwise indicated. 3)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3-1 Od (0.131' X 3') nails. Sirongbacks 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.' V WARNING- Vedry desryn persnetms and READ NOTES ON THIS AND INCLUDED AMEK REFERANCE PAGE M11,7I73 mv. 160MIS BEFORE USE Design valkt for use only w18n Mileb® connectors. This design Is based only upon paamelers shown. and 6 for an individual buldbng component. not a Bus system. Before use. the building designer must vedly the applicability of design paameten and propedy bncogwrate, Ihk design Into the overall balding design. @acing Indicated Is to prevent budding of Individual fnns web and/or chord members only. Additional temporary and pemnanent bracing MiTek' 6 always rec"ed for sic"Ry aW to prevent co0c>pse with possUe personal"and property damage For general g ldance regadng the fa bacatlon, storage, delivery. erection and bracing of trusses and Inrs systems. seeANSVIWI Quality Criteria. DSB-89 and SCSI Building Component 6904 Parke East Blvd. Salary Information available from hnm Plate bnsilMe. 218 N. Lee Street, Sulle 312. Alexa drkt VA 22314. Tanga, FL 33610 Job Truss TypeN N T10551738 T80294 1:0-7. FLOOR TRUSS 1,2" 1 JobReference (optionall ounaers nstaource. r anpa, raun Lay, rronaa :tsaeo 0.1-0 H 24-0 2.611 1.64 2-0 1 2. 6.0 r. WU S API IV ZV1OW I OR rnaUS11186. InC WOO Mal VI 16:44 V4 ZU11 re98 I I D:Zl7yac113rgi5yObDEG6Buz0U16-ovwywwNb4Jm2GyTyxDiB4 mNO5yGHgBKXgIC52zIF3P 3x4 = 3x3 = 30 = 3x4 = 3x6 FP= 2 3 4 5 6 7 89 21 . 2-" 21 —aSW 1:50.8 3x4 = 3x3 = 30 = 10 11 12 13 14 3115 30 q 4' 29 26 25 24 23 2221 20 19 1B 17 16 3x3 = 3x3 = 3x3 = 3x3 = 3A FP = 3x4 = 3x4 = 3x3 = 3x3 = 30 = 3x6 = 13. 3.4 16.74 Plate Offsets (X Y)-- 119:0.1-8,Ednel LOADING ( psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.84 Ven(LL) -0.25 17-18 >784 360 MT20 244/19D TCDL 10.0 Lumber DOL 1.00 BC 0.86 Verl( I-) -0.38 17-18 >523 240 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(fL) 0.05 16 n/a rVa BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 154 lb FT = 20%F, 1141,E LUMBER- BRACING - TOP CHORD 2x4 SP No.1(11at) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 20 SP No. 1(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing, Except: 6- 0-0 oc bracing: 22-23,20.22. REACTIONS. ( lb/size) 16=826/0.7-4, 22=1796/0.4-0, 26=623/0-7.4 Max Grav16=856(LC 7), 22=1796(LC 1), 26=680(LC 10) FORCES. ( lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1359/0, 3-4=-1359/0, 4.5=-1359/0, 5-6=-1006/28, 6-7=0/1040, 7-8=0/1040, 8. 9=-1297/0, 9.10=-1297/0, 10-11=-2105/0, 11-12=-2105/0, 12.13=-2105/0, 13- 14=-1606/0 BOT CHORD 25.26-0/928, 24.25=0/1359, 23-24=0/1262, 22.23=-154R28, 21-22— 87/876, 20. 21=-87/876, 19.20-0/1727, 18.19=0/2105, 17.18=0/1930, 16.17--W1228 WEBS 7-22=-262/O, 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, B- 20=0/717, 10.20=-743/0,10-19=0l755, 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 miss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3.1Od (0.131' X X) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) ' This manufactured product is designed as an individual building component. The suitability and use at this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING - Varrly desrgn P0W Wan and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE M07479 rev, ,MIMIS BEFORE USE Deslg n valld for use only Win Mllek®conrwclors. fib~ Is based only upon paanetem shown. and is to an Individual bulding component, rot a truss system. Berge use, the IxAdtng de9gner must verify the of'.jAcabilily or design poiamelos and properly Incogwrafe 816 design Into the overall 1xticOng design. Bracing Indicated Is to prevent hwcWV or Individual truss web and/o chord members only. Additional temporary and permanernt broatff MiTek' Is atways tec}Led for s1rD9tfy and to pevenl collapse with possible perso ncl Injury and property damage. For gehaid guldo nce regarding the fabrication storage. delivery. erection and txackV of trusses and Inns systems. seeANSVTPl1 Quality Critefto, DSO-89 and BCS1 Building Component 6904 Parke East Blvd. Safety Infatuation ovdiable from truss Rate MlhAe. 218 N. Lee Sneer. Suite 312. Alexanddo. VA 22314. Telrpo. FL 33610 Job T fuss fuss I ype oty ply 710661739 TS0294 FOB Floor Truss t t 733601010 Job Reference (optional) n a ter$ rrtsrbource. I arrps. rent crly. sonaa ;r;uee 0.1-8 H 2t— -" 2I— 11-- 1 1 t 24 3x3 = 3x3 = 2 3 4 f 64u s Apt le zole eluex Inaustras. Inc. WOO slat of 16:44:05 Zen rage I I D:Z17yacit3rgt5yODDEG68uzOU16-G5UK7GNDicuvt6184xDOdzwb7McdtZeEgNXxeF Uz1F30 at— t1-" i 1-" a a seal.l:so.e 4x4 = 30 = 3x6 FP= 30 = 5 6 7 8 9 3x3 = 30 = 10 11 12 13 2914 26 q ro27 23 22 21 20 19 to 17 16 t5 3x3 = 3x4 = 3x6 FP= 4x4 = 3x4 = 3x3 = 3x3 = 3x4 = 3x6 = Plate Offsets (X Y)-- 118:0.1-8.Edgel, f22:0.1-8.Edge] LOADING ( pst) SPACING- 2.0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.89 Ven(LL) -0.20 23-24 >761 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 086 Ven(TL) -0.36 23.24 >418 240 BCLL 0.0 Rep Stress Incr YES W B 0.48 Horz(TL) 0.06 15 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 151 lb FT = 20**F, I I%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(11at) TOP CHORD Structural wood sheathing directly applied or 2-2.0 oc punins, except BOT CHORD 2x4 SP No.2(flat) and venicals. WEBS 2x4 SP No.3(Ilat) 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 1 5=893(LC 7), 21=1791(LC 1), 24=651(LC 3) FORCES. ( lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1231/0, 3-4=-1231/0, 4.5=-1231/0, 5-6=0/1048, 6-7=0/1048, 7.8— 1491/0, 8. 9=-1491/0, 9.10=-2351/0, 10.11=-2351/0, 11.12=-2351/0, 12.13=-1687/0 BOT CHORD 23.24=0/876, 22.23=0/1231, 21.22=-245/646, 20-21=0/1039, 19-20=0/1039, 18. 19=0/1912, 17-18=0/2351, 16.17=0/2049, 15-16=0/1287 WEBS 6-21=-281/0, 2-24=-102210, 2.23=-38/414, 5-21=-123310, 5.22=0/836, 4-22=-351/0, 13. 15=-1501/0, 7-21=-1681/0, 7-19=0V797, 9-19=-768/0, 13.16=0/637, 12.16_ 575/0, 12. 17_ 30/428, 9-18=01718, 10.18=-276/0 NOTES- ( 6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 1.5x3 MT20 unless otherwise indicated. 3) ' Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3-1Od (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.' Y WARNING- VeAry dedpn psrerasras and READ NOTES ON THIS AND WCLUDED WEEK REFERANCE PAGE N67473 rev. IMMIS BEFORE USE Design vdid for me only with Mnekb connectors. this design Is based only upon parameters shown. and Is for an i ndlUdstal building compwnenL not Wit aWassystem. Below use. the building deslgnet must verilyly theoiA)ficabl of design padmeters and ptopelly incorimoto this design Info Iho oveidl building design. bating Indicated It to reveni budding of WKRMuai truss web and/ot chord members only. Additional lempotory and peanononl bracing M iTek' Is always iocluked fa stability and to prevent Collapse wnh possible persond hjury and pioperly daimage. For genotai guidance regarding the IabilcalkxL storage, delivery, erection and biochnll of tnmes and inns systems, seeANSVTPI I Cua9ty Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallailbe Born truss Plate butlMe. 218 N. Lee Sheet. Suite 312. Alexanddn VA 22314 Tarrps. FL 33610 Job Truss oty ply T T80294 F09 Floor Truss 1 1 733601011 Job Reference (optiona(optional) 10551740 ate H 2$-0 2$-0 1 11 1.3-0 2.6 0 " 1 26 3x3 = 30 = 3x3 = 30 = 4x6 = 3x6 FP= 2 3 4 5 6 7 e 9 wv ;l"rrc. weenmryr ro«w Nrr roger ID:Zl7yac113rg15yObDEG6BuzOUf6-k12rLcOrewOmVGcKeelfABTmymw114 W gcBhCnxzfF3N 2I-2 if '6'0 t- 2.6° °-aBseal 1:so a 3x3 = 3x3 = 3x4 = 10 11 12 13 14 3115 30 4 29 25 24 23 22 21 20 t9 1e 17 16 3x3 = 3x4 = 3x6 = 3x6 FP= 3x3 = 3x3 = 30 = 3x4 = 3x4 = 04 = 10.10.7 29.10-e Plate Offsets (X Y)-- 124:0-1-8,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.88 Ven(LL) -0.22 17-18 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.98 VBrt(TL) -0.33 25-26 >384 240 BCLL 0.0 Rep Stress Incr YES WB 0.54 HOrz(TL) 0.07 16 n/a rVa BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 154 lb FT = 20%F, 11- E LUMBER- BRACING - TOP CHORD 2x4 SP No.l(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 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 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 lorces 250 (lb) or less except when shown. TOP CHORD 2.3=-859/305, 3.4=-859/305, 4.5=-859/305, 5-6=0/1198, 6-7=0/1198, 7-8=-1307/0, 8-9=-1307/0, 9.10=-2187/0, 10.11=-2698/0, 11.12=-2698/0, 12-13= 2698/0, 13-14_ 1851/0 BOT CHORD 25.26=-57l710, 24.25=-305/859, 23-24=-612/563, 22-23=0/728, 21-22=W728, 20-21--W1854, 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=-1 l62/0, 5-24=0/765, 4-24=-456/0, 14.16=-1632/0, 7.23= 1897/0, 14-17=0/720, 13.17=-660/0, 13-18=0/621, 7-21=0/956, 9-21=-908/0, 9.20=0/562, 10-20=-552/0, 10-19=0/561, 11-19= 316/0 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 1.5x3 MT20 unless otherwise indicated. 3) 'Semi -rigid pitchbreaks with Ilxed heels' Member end Ilxily 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 X) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING- Vedfy d4stpn Peramstws and READ NOTES ON THIS AND INCLUDED MlTEK REFERANCE PAGE M67473 tov. 002"1S BEFORE USE Design valld la use orgy with Niet9 connectors. this design Is based orgy upon paameters shown. and blot an in llUd al brAdbng component. not o truss system. Beloro me, the brAldhng deslgnet must verify the clpplkabllty of design Ixblamoters and lxopedy Incoq)uato this design Into the overall building design. Bocing Indicated Is to prevent buckling of Individual this web and/a chord members only. Add9orof Temporary and permanent bracfrng WOWIsalwaysrecpLedforsicm6ltyandtopreventedlapsovAhpossiblepersonalhMyandpropertydamage. Fa general gukl nee rogadfrng the kllxkcatlm sfotage. delivery, erection and broctrrg of trusses and truss systems. seeANSI/TPI I Quality CdbAa, DSB-69 and BCSI Bu9ding Component 6904 Parke East Blvd Solely Information avallable, from truss Rae Institute. 218 N. Lee Sheel. Srlto 312. Arexandda. VA 22314. Tampa, i. 33610 o ttss ruts ypey Ply TS0294 1::o Flow Ttnss 110 1 74] 6"', eference (optional) 1. -- —, a,.ya. r.., , —y. a1 H 2-6-0 1.9-0 , 2411 2-" 2-6-0_ 3x3 = 3x3 = 4x6 = 2 3 4 5 6 I D:217yaclt3rgf5yObD EG68uzOUf6-k12iLcOrcwOmVGcKeeifABTlLmzgl3YgcBhCnxzl F3N e. 1:50.7 30 = 3x4 = 3x6 FP= 3x3 = 30 = 40 = 7 8 9 10 11 12 13 14 3215 j qq 27 26 25 24 23 22 21 20 19 18 17 16 3x3 = 30 = 4x6 = 04 =3x6 FP= 3x4 = 30 = 30 = 04 = 3x6 = 3x4 = 8.10.7 _ 29-10.8 n_1.n_, 91-A.1 Plate Offsets (),Y)— 120:0-1-8 Edael LOADING (psi) SPACING- 2-0.0 CSI. DEFL in floc) Udell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.92 Ven(LL) -0.27 20-21 >926 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.80 Ven(fL) -0.43 20-21 >588 240 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.09 16 rVa We BCDL 5.0 Code FBC20141TP12007 Matrix) Weight: 155 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(llat) 'Except' TOP CHORD Structural wood sheathing directly applied or 2.2-0 oc puffins, except 1-8: 2x4 SP No. 1(flat) end verticals. BOT CHORD 2x4 SP No 2(flat) 'Except' BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing, Except: 16-22: 2x4 SP No. 1(flat) 6.0.0 oc bracing: 26.27,25-26,24-25. WEBS 2x4 SP No 3(fiat) 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. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-543/369, 3.4=-543/369, 4-5=0/1059, 5.6=0/1059, 6.7=-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=0Y2328, 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=-1863/0, 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 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means 6) CAUTION, Do not erect truss backwards. 7) 'This manufactured product is designed as an individual building component. The Suitability and use of this component lot any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNWO - Vatty dtdyn ponnatrrm 4Rd READ NOTES ON THIS ANDWCLUDED rtotEK REFERANCE PAGE 0167479 rev. 1t141 MIS BEFORE USE Design valkt fw use only w11A Mnek® con nectom mis design Is based only upon Mamelets snown. and Is la an Individual building component. not a tnas system. Before use. the IAAdbp designer must verily the a pAlca lAly of design paasneters and ptopetty Incorporate Ihk design Into the ovetall Bacblg In[9aated Is to buckilrV of Individual it= web and/ot chord membets only. Additional temMary and petrnanenl Iitacltig WOWbuldliVdesign. ptovent Is always requited leg stability and to paveni collapse Win possible personal Iryuy and popery damage. ra general guidance regaatrno the 6MM Parks Em Blvd. hflAcatlon. storage. delivery, erecilon anal txcbcbng of musses and m,ss systems, seeMSIM I Quality Criteria. DSB-89 and BCSI Building Component Tampa. FL 33610SolelyINomaflonavabablefromhugsBadebisBMe. 218 N. Lee Sheet. Suite 312, Alexandrkf. VA 22314. Job Truss Truss Type b Tt0551742 TB0294 Fit Flea Tmas tI t Job Ref e ence (opIOn80 ouwen rxs avxme, i airya, rwm a.n7, r wx a wsaoo o-t41 Hi 2-6-0 1 t 26 3x3 = 3x3 = 3x3 = 2 3 4 np. , inc. vxa —1v1 1 vi cvu rya I D:217yacff3rgf5yObDEG6Btu0U16-CUe4YyPTNE8c70BWCMGviO?119LC 1bGzllOUWIF3M ti--4-0 1 2 512 PA:2-q 1-11-0 r. Scat:1:50.9 3x3 = 3x3 = 3x6 FP= 3x4 = 3x3 = 5 6 7 e 9 10 11 12 13 14 3116 25 24 23 22 21 20 19 1s 17 16 16 = 3x3 = 3x6 FP= 3x6 = 30 = 3x3 = 3x3 = 3x3 = 6-10.7 17.4.12 29.10.8 1-1 — . n_c_. n IR Plate Offsets (X.Y)-- 118:0-1-8,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.60 Vert(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(I-) 0.03 16 n/a We BCDL 5.0 Code FBC2014lrP12007 Matrix) Weight: 152 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flaf) TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc puffins, except BOT CHORD 2x4 SP No.2(flat) end venleals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing REACTIONS. All bearings 0-7-4 except (t=length) 23=0-5-11, 19=0-5.11. Qb) - Max Grav All reactions 250 lb or less at joint(s) except 16=652(LC 13), 23=992(LC 15), 19=1324(LC 11), 26=345(LC 14) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2.3=-364/12, 3-4=0/334, 4-5=0/334, 5-6=-871/0, 6.7=-871/0, 7.8=-871/0, 8-9=0/521, 9-10=0/521, 10-11=0/521, 11-12=-1249/0, 12-13=-1249/0, 13-14=-1249/0 BOT CHORD 25.26_ 12/364, 24-25_ 12/364, 23.24=-12/364, 22-23=0/637, 21-22=0/871, 20.21=-26/674,19.20_ 26/674,18-19=0/764,17-18=0/1249,16-17=01879 WEBS 4-23=-281/0, 10-19=-282/0, 2-26=-422/14, 3-23=-623/0, 5-23=-827/0, 8-19=-870/0, 8-21=0/405, 5-22=0/348, 7-21 =-258/0,11-19=-111610, 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 wilh lixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (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.' WARNUIO - Verfry dedirn P&MMtem and READ NOTES ON TUB AND INCLUDEDWTEK REFERANCE PAQE 01197473 mv. 1692MIS BEFORE USE Deso vaiki for trio orgy Wirt Mllekb connectors, tills de*p It based only upon paameters shown. and is rot an My idu l IxAcling component. not a buss system. Before use. trio tx*dhg designer must verify the cgtlllccdAlty of design parameters and properly Incogbotale U* design Into the overall bulaing design. Bachg IsWlcafed Is to prevent bmMbmg of In ilvldtx0 trum web and/or chord members only. Adcltkaal temporary and permanent Ixacing MOW Is chvays regrLed lot st"ly arxi to prevent colkirAe with poste personal Injury and property damage. Fa general gtJdatce reWdlno time fabrlcatlon, storage. dellvery, election arxf braCbmg of tnises and in=systems- seeANSVIPIl Quality Criteria, DS111-89 and SCSI BuBmng Compornnl 6904 Parke East Blvd. Safety Information available from Inns Plate I stiMe. 218 N lee Skeet. Stile 312. AlexarWrla, VA 22314. Tamps, FL 33610 Job SS rus5 ype ty T10651743 TB0294 1:1-2 oorFlTruss 1 1 7336010U Job Reference (optional) Builders RwSource, Tampa, Plam City, Florida 33566 19. 12 1 1.SX3 II 6 2 34= 7 640 a Apt 19 2016 MTak IMustries. Inc Wed Mar 01 16.44:08 2017 Page 1 ID: Zl7yacif3rgl5yObD EG68uz0U16-ggASmIO68XGTkam)m3n8FcY7kZm2m4g73VAlrpzl F3L 3 1.5x3 II Scale . 1:10.0 3X3 = 3X3 = LOADING ( psp SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.79 Ven(LL) 0.00 5 "" 360 TCDL 10.0 Lumber DOL 1.00 BC 0.30 Vert(rL) 0.05 4-5 >929 240 BCLL 0.0 Rep Stress Incr NO WB 0.17 HOrz(TL) 0.00 4 We We BCDL 5.0 Code FBC2014/TP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP N0.2(flat) TOP CHORD BOT CHORD 2x4 SP No.2(llat) WEBS 2x4 SP No.3(llat) BOT CHORD REACTIONS. ( lb/size) 5=523/Mechanical, 4=66510-4.0 FORCES. (lb) - Max Comp./Max. Ten - All forces 250 (Ib) or less except when shown. TOP CHORD 3-4=-258/0 BOT CHORD 4-5=0/563 WEBS 2- 5=-684/0, 2-4=-684/0 PLATES GRIP MT20 244/ 190 Weight: 21 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 carries tie-in span(s): 11-4-0 from 0.9.0 to 3.10.8 3) 'Semi - rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss With 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE( S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads ( pit) Vert: 4- 5=-10, 1-6=-100, 3-6=-353 WARNING - VeANy design patametars and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE 1107473 rev. 14411 IS BEFORE USE Design vaitd la use only with Milek®conneclom W& design Is based orgy upon paamelem shown. and Is la an kidMdual "d W component, not a mass system. Below use. the bsLnet ding deagmust veritytheapplkablilly of design paamelem oW pproperly, hcorporato hm design Into tho overall blditV design. ®achg Indlcoled Is to prevent buekWV at kx2vidu l puss web and/or chord members only. Addillorx/ temporary and permanent biochg MiTek' It alh mys iegaLed la stability and to prevent colklixe wllh possible personal hW and property damage. Fot general gLkki nce iegadiro the labrlcatlm slaage. delivery, esectkrn and brachg of teases and teas systems seeANSVrPI I Quality Warta. OSB-89 and 6CSI BuMng Component 6904 Parke East Blvd. Safely Irdamatlon available nom It= Plate bsslMe, 218 N. Lee Smeel. Saite 312. Alexandria. VA 22314. Tanga. FL 33610 Job Truss Truss Type y 7106517" TB0M F13 Floc Truss 1 1 7336010tefe5 Job Rrence ror>tionall lamps, naml;rty,imionse;m t-10.8 1 1.5x3 II 2 3x3 = 7 6101 Apr 1D 2016 MTek Itatusttba. Inc. Wld Mar 01 16.M:082017 1%pa 1 ID:Zl7yacti3rgfSyObDEG6BuzOU16-WSmIG68XGTkamjm3n6Fc' Zre,. x73VAlrpzfF3L 3 1 Sx3 11 Scale . 1:10.0 3x3 = 3x3 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.77 Ven(LL) 0.00 5 "" 360 TCDL 10.0 Lumber DOL 1.00 BC 0.25 Ven(TL) 0.05 4-5 >962 240 BCLL 0.0 Rep Stress Incr NO WB 0.23 HOrz(TL) 0.00 4 n/a We BCDL 5.0 Code FBC2014/TP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.I (Ilat) TOP CHORD BOT CHORD 2x4 SP No.1(Ilat) WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. (lb/size) 4=648/Mechanical, 5=86310-7.8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1.5=-34210 BOT CHORD 4-5=0d753 WEBS 2-4=-904/0, 2-5=-904/0 PLATES GRIP MT20 244/190 Weight: 22 Ib FT = 20%F, 11%E Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (5) 1) Reler 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 stiongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3-1Od (0.131' X 3') nails. Slrongbacks to be attached to walls at their outer ends or restrained by other means. 5) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead+ Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Ven: 4-5=-10, 1.6=-449, 3.6=-100 WARNING- VMry design pasmlten and READ NOTES ON THIS AND INCLUDED NITEK REFERANCE PAGE f1D7473 mv. 1410112MIS BEFORE USE Design valid for use orgy wish Mnek® conrlectom nib design Is based only Won paameters shown. a d Is lot an Y1dMd al building component. not otatnmsystem. Befreouse. the btDdng designer must verily tine ar tkalAlly of design paaneters and ptoperiy incorporate M design Into the ovetc0 txAdilg design. Bracing lndcated b to rxeveni bucWV of Individual itm web a blot chord members orgy. Additional lemporay and permanent pacing MiTek' balwaysteyWedlotskrAlyandtopreventcollapsewithposdAepersonaliWyandpropertydamage. Foi genetal guidance tegadir g the lalxlcallon, storage. delivery. election and txacing of Inlses and dim systems. secANSVTNI Cully Criteria, DS849 and SCSI Building Component 6904 Parke East Bbd. Safety Information avallat le Rom Sim Plate Institute. 218 N lee Street. Suite 31Z Alexandria. VA 22314. Tanga. i. 33610 Job T Fuss TFUSS Type 0y Ply Tt0651745 780294 F14 Floor Truss 1 1 17336DIO16JobReference (oDuonaB CVzvCleres1.70mce, 18RWD. nam filly. rmIoa loon 0.1.8 i 1 1 2-6-0 1.3-0 1.Sx3 11 1 Sx3 = t.Sx3 = 3x4 = 1 2 r WIVe APIIe[VICMIIexlaausIn".Inc. Wea Malul It.44- ZVII rage ID:Zl7yactf3rg15yObDEG6BuzOU16-ggASm 1068XGTkampm3n8FcYDpZhdmOv73VA1rpzfF3L 1 1-5-4 ---- 1 We = 1:26.2 3x3 = 1.5x3 11 1.Sx3 11 3x3 = 3x3 = 4x6 11 3 4 S 6 7 8 9 4 9 R 3x4 = 3X3 = 3X3 = 3x3 = 3x3 = 04 = 1.SX3 II 14-&12 14 10 l2 1AA19 A Plate 0lfsets (XY)-- f9:0-3-O.Edgel LOADING (psi) 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 W B 0.42 HOr2(rL) 0.01 9 rUa n/a BCDL 5.0 Code FBC2014lrP12007 Matrix) Weight: 81 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc puffins, except SOT CHORD 2x4 SP No.2(Ilat) end venicals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (lb/size) 9=787/0.3-8, 16=787/0.7-4 FORCES. (lb) - Max. 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=-589/0, 8-9=-596/0 BOT CHORD 15.16=0/1112, 14.15=0/1687, 13-14--V1812, 12.13=0/1688, 11-12=0/1110 WEBS 2.16=-1298/0, 9-11=0/888, 7.11=-827/0, 7.12--W476, 6-12=-442J0, 2.15=0/482, 3-15=-431/0, 3-14=-41/383, 6.13=-43/386 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2)'Semi-ngid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 sirongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Off (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5) CAUTION, Do not erect truss backwards. 6) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' A WARNNG - Verfy design parametent and RE40WM ON tars AND MCLUDED la7EK REFERANCE PAGE MD-7473 rev. favi320rS BEFORE USE Design vdkt lot tiso only Win Mnek®conneclons. 9tkdeslgn Is (lased orgy upon paametots shown. and Is rot an YxiMdual Lidding component, not a hus system. Below use. the IxDdng designer must verify Iho appllicablly of design paraneters and pxopody Incoilmole mS design Into the overall txicang design. Bracing hxBcoled Is to Ixevent budding of kx*Adual mas web and/or chord members only. Actdllonal lem"ary and permanent btacbng M iTek' Is always iealubed lot stab0lly and to pievenl collapse wllh posaxe personal "and property danage. For genetal guktance tegadbng dare icbrlcatbR storage, delivery, etecllon atxl txaclrV of Masses and Miss sysfems. soeANSIMI I Quality Criteria. DSB-69 and SCSI Bultding Component 6904 Parke East Blvd. Safely IMorntaBon avdk"e from Inert Rate b110Me. 218 N. Lee Sheel. Suite 312. Alexaxtd4 VA 223)4. Tangs. FL 33610 JobTBO TruFISNSSJTFI- NSS ypety Ttfld51746 Tnrss 110 ip"t im"o, Job Reference (opWnal) 0.1-8 11 2-6-0 VIV 4. I i NID MIIaR IIIWSIIIOS. 111[ W=Mil VI 10"W[ ]f "901 ID:D7yac113rgl5yObD EG6Buz0U 16.9du2eOkvrOK MILvJnlNnp5HGzyeV OpG 19vsOFzIF3K 2.6.0 11.94 2.6-0 1 Scale . I W.5 1.Sx3 II 1.Sx3 = 4x6 = 1.Sx3 II 1.Sx3 = 4x6 = 34 FP = I.Sx3 11 1.Sx3 11 3x3 = 4x4 = 5x6 = 1.5x3 = 1 2 3 4 5 6 7 8 9 10 20 19 r r 17 16 15 14 13 12 3x6 = 4x4 = 04 = 3x3 = 3x8 MT20HS FP = Sx6 = 4x6 = 3x3 = 18.9.4 21 4R Plate Offsets (X.Y)-- 111:Edge,0-1-81, 116:0-1-8,Edgel LOADING (psf) SPACING- 2.0.0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.87 Ven(LL) 0.35 14.15 626 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.92 Ven(TL) 0.54 14.15 412 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO W B 0.76 Horz(TL) 0.08 11 rVa rVa BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 100 lb FT = 20%F, 11416E LUMBER- BRACING - TOP CHORD 2x4 SP SS(flat)'Except' TOP CHORD 1-3: 20 SP No.2(flat) BOT CHORD 20 SP SS(flat) *Except* BOT CHORD 11.13: 2x4 SP No.I (flat) WEBS 20 SP No.3(llat) REACTIONS. (Ib/size) 18=1151/0.7-4, 11=1521/0-4-0 FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3— 2301/0, 3-4— 2301/0, 4.5=-3769/0, 5.6=-3769/0, 6-7=-3769/0, 7.8— 3621/0, 8-9=-2325/0 BOT CHORD 17.18=0/1709, 16.17--WB84, 15-16=0/3769, 14-15=0/3851, 13-14=0/3329, 12-13=0/3329, 11.12=0/1313 WEBS 2-18=-1994/0,2-17=0/940,4.17=-926/0,4-16=0/1202,5-16=-397/0,9-11=-1971/0, 9-12=0/1606, 8-12— 1594/0. 8.14--0/463, 7-14=-366/0, 7-15=-446/477 Structural wood sheathing directly applied or 5.10.1 oc puntns, except end venicals. Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (8) 1) Unbalanced Iloor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with 3.10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect Truss backwards. 6) Hanger(s) or other connection device(s) shall be provided sulficlent to support concentrated load(s) 648 lb down at 14-9-0 on top chord. The desigrVselection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the lace of the truss are noted as front (F) or back (B). 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 11-18=-10, 1-10=-100 Concentrated Loads (lb) Vert: 8=-648(F) WARNING - Vary dadon paerrrstas and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE AID7473 mv. 100"1S BEFORE USE Design valld la use only w18n MllekS connectors. lints design Is based orgy upon paiameters shown and Is lot an h4clual IxAdng component. not a hus system. Below use. the IxMdn0 designer must verity the q)lAcal10ty of dedgri paameters and property hcogmote bnk design Into hne overall btldhlg design. Dating Indicated Is to peveni budding of Irxllvidual truss web and/a chord members orgy Addtlond temporary and permanent bracing MOWIsalwaysrecpAedgotstabilitycndtopreventcoltwithpossiblepersonalhliyandpropertydamage. The general guidance regadhg the krtldcatlon stotooe, delivery. erection arxJ brachp of lRases and mrss systems seeANSI/1PI I Cuaflly Cdtwlo, OS1I-69 and SCSI Su9dtrng Component 6904 Perks East Blvd. Safety Irdomatlon available hom truss Rate hstltute. 218 N. Lee Street. Suite 312. AlexarxIda. VA 22314. Tempe, FL 33610 , Job ss Truss Typerunsype tyT10661747 TB0294 1::-. Flm 1ply 1 Job1733601019ReferJobReference Uonal DYoo014 ro{1JgrIGe, renpe, r®m —y, rwr= J *o 2 1 0.1.6 H t.Sx3 II 1.Sx3 = 1.Sx3 = 1 3x3 = 1.Sx3 II 2 3 r.— s Wr .v —. —eR massmss. Inc. eras — v. .o:++.vs —. i raps . ID:217yaclt3rg15yObDEG6Buz0Uf6-9tkrzeOkvrOKMILvJnlNnp5Mdz4OV WvGlWsOFzfF3K 1.Sx3 11 3x3 = 4 S Scale s 1:18.2 3x3 = — 3x3 = 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 Ven(TL) 0.11 9-10 999 240 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 001 7 n/a We BCDL 5.0 Code FBC2014/TPI2007 Matrix) LUMBER- BRACING - TOP CHORD 20 SP No.2(Ilat) TOP CHORD BOT CHORD 2x4 SP No.2(llat) WEBS 2x4 SP No.3(Ilat) BOT CHORD REACTIONS. (Ib/size) 10=568/0-7-4, 7=568/0-3-15 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 23=-922/0, 3-4=-922/0, 4-5=-922/0 BOT CHORD 9.10=01736, 8.9=0/922, 7-8=01736 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 PLATES GRIP MT20 244/190 Weight: 55 lb FT = 20*SF, 11%E Structural wood sheathing directly applied or 6.0.0 oc puffins, except end vemcals. Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING. Vedly design pownstars and READ NOTES ON THIS AND INCLUDED NREK REFERANCE PAGE N967473 rov, 1d0302015 BEFORE USE Design tail for use only vAth Mnek® connectors. Ihls design Is used only upon paaneters shown. and Is la an IndMQ«y btAdblp component, not o buss system. Below use, the Ixldng designer must verily b* al:plk alAlry of designpaaneters and propeFly 11cog1orate this design Into the overall biding desIM. Biocing indicated Is to prevent buckling of WMducd truss web and/or chord members only. Additklnd lemporay and Mmanenl bracing M iT®k' Is d vdys regrbed for sk"lty and to prevent collapse with posstlW personal bhlrsy and property domage. For genwat guidance regatbhg the kAxlcatkxL storage, delivery, erection and biocing of Insses and tens systems seeANSVIPll Quality CAtwlo. DSO-69 and BCSI BulldbV Component 6904 Parke East Blvd. Safety Inlomtaton avaDable from 1nEs Plate badMe. 218 N. Lee Sheet. Srlle 312. Alexandria VA 22314. Tarrpa. FL 33610 Job fuss truss typety 710561748 T60294 HROt Diagonal Hip Giblet 110 1 im"o, Job Reference (optional) rsswotime, r anger, rrom t.ey, rionan .saes I."U It Apr IV L01e ?At OR InCUSUlee, aft. W!p Mar e1 1e:44.10 wul r rage 1 ID:L7yaclt3iglSyobDEG6BuzOUf6-d31DAzRMg9W B_tw5lUpcK 1 dW MNKxEzVPXpIPWIzIF3J 1.5-0 7-1-5 9-9.5 I to 7.1.5 2.8-0 scale. 1:21.0 2x4 II 36 = 3x6 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 VBn(LL) 0.15 5-8 771 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.78 Ven(TL) 0.48 5-8 243 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.16 Horz(TL) 0.01 5 n/a rVa BCDL 10.0 Code FBC2014/TPI2007 Matnx-M) Weight: 39 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 20 SP No.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 Upl1112=-143(LC 4), 5=-212(LC 8) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-1075/29, 2.3=-653/225 BOT CHORD 2-5=-311/612 WEBS 3-5=-662J387 Structural wood sheathing directly applied or 5.3.13 oc puffins, except end venicals. Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES- (8) 1) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 143 lb uplift at joint 2 and 212 lb uplift at joint 5. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8)'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Ven: 1-2= 60 Trapezoidal Loads (pit) Ven: 2=40(F=30, B=30)-to-9=35(F=27, B=27), 9=-5(F=27, B=27)-to-4=-147(F=-43, B=-43), 6-0(F=10, B=10)-to-5=-49(F=-14, B=-14) WARNING- Vetrry design perametant and READ NOTES ON THIS AND INCLUDED NREK REFERANCE PAGE M67473 rov. 140"15 BEFORE USE Design valid too the only vAth Mllekb connectors. this design Is based orgy upon paameten shown, and Is lot an hxlMdual txtldRlg component, nor o nuns system. Belote use, rho b ulldng designee mint verity the gTAlca illy of design paaneters and Ixopolly Incog)Nole this design Into the overall buck* design. Racing Rndcated Is to prevent buckling of IrdMtlexl Russ web ad/a chord membets only. Additional temporary and permanent txochrg MiT®k' Is ahvays tect bed lot stability ad to pievenl collapse with poshle personal "and pioperly damage. Foi general gtldance iegadrtd titor Imsrlcolbn staape, delivery, election and bracing of misses and inter systems seeANSVrPI I Quality Cdletlo, DSB-69 and BCSI BuBrflng Component 6904 Parke East Blvd. Safety Information available Rom trig Plate InstlMe. 218 N Lee Streol. Sulle 312. Alexadrkx VA 22314. Tangs. FL 33610 Job ru Tgrufss Type ty T70551749 Team HRo2 Diagonal HipGlydet t 1 6M'=b Reference (optional) Budder FoaSoutee. Tampa. Plam City. Fbnda 33566 7 640 o Apr 19 2016 Week Industries. Inc. Wed Mar Of 16.44:10 2017 Pago 1 ID:ZI7yacit3rg15y0bDEr6Buz0U16-d3IDAzRM99 W B_Iw5tUpcK 1 dXSNMgE??PXpf Pw1zIF3J 1-5-0 6.11.6 1.5.0 6.11.6 Scale . 1:17.9 30 11 2x4 = 2x4 ll as-5 a5 5 6-11.6 6.6.1 LOADING (psi) SPACING- 2-0-0 CS1. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.06 2-4 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.67 Vert(TL) -0.15 2.4 >513 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.00 Horz(rL) 0.00 4 We We BCDL 10.0 Code FBC20141TPI2007 Matrix) Weight: 27lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc purlins, except BOT CHORD 20 SP No.2 end venicals. WEBS 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (Ib/size) 4=293/Mechanical, 2=264/0-11-5 Max Horz2=120(LC 4) Max Uplilt4=-112(LC 8), 2=-105(LC 4) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ff Cat. 11; Exp B; Encl., GCpl=0.18; MW FRS (envelope) gable end zone: cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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 tit between the bottom chord and any other members 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 112 lb uplift at joint 4 and 105 Ib uplift at joint 2. 6)'Semi-rigid pitchbreaks With fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) *This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-5=-60 Trapezoidal Loads (pit) Vert: 5=0(F=30, B=30)-103=-104(F=-22, B=-22), 2=-2(F=9, B=9}10-4=-35(F=-7, B— 7) WARNING- Vadly dodgn paramotaa and READ NOTES ON TWOS AND INCLUDED AUTEK REFERANCE PAGE A07479 rov. JaMMfS BEFORE USE googy vAtle Idler nne ameterssMWn. oriel Is lot an Individual building Component. not oDesign1181010orgydesignpaanetosandpiopeilyIncotlwtotethisdesignIntotheoverallh system. lg must v I1e or Ily btLding design. Biochg ha0coted b to pievenl budding of IndNkhxd buss web aar/ot chord members orgy. Additional lempoiay and petmarasnl txochlg M iTek' Is always tegtLed lot stabBily aal to pievenl collclpse wllh possMa petsoaA hybay aal rxopedy danage roi general gtlrlalce tegaalitg the lalxlcaflm stooge, dorNeM erection ail biocfrlg or tnnsm aal Inns systems seoMSV1P1r Quality Criteria, DSO-89 and SCSI Building Component 6904 Parke East Blvd. Safely INamaflon avdki le from law Plate huBMe. 218 N. Lee Sheer. SJIe 312 Alexadrlo. VA 22314. Tanga. FL 33610 Job J ruse Truss Type tyPly TtOSSt750 780204 HR03 DIAGONAL HIP GIRDER 5 1 73360t02t Job Reference (optional) auras a fes1b*Utce. I a pa, rmni city, rpllai 3Jb66 7 640 s Apt le 2016 Men ek Industries, Inc. Wed Mat 01 16:44:11 2017 Page 1 I D:Zl7yactf3rgf5yObDEG6BuzOU16.5FsbOJS_RSe2bl VIRBKr1EAhDnfOzOLZmTOzS6zf F31 1 S-0 6.2.11 9-9.6 1.5-0 6.2.11 3-0 10 Scale . 1.23.1 2x4 II 3x6 = lxts = LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in roc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Ven(LL) 0.17 5-8 696 240 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(TL) 0.01 5 We We BCDL 10.0 Code FBC2014/TP12007 Matrix-M) LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 TOP CHORD BOT CHORD 2x4 SP N0.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 2=427/0.5.5, 5=600/Mechanical Max Harz2=217(LC 4) Max Uplilt2=- 111 (LC 4), 5=-253(LC 8) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-540/145 SOT CHORD 2.5=-293/489 WEBS 3.5=-530/351 PLATES GRIP MT20 244/190 Weight: 43 lb FT = 20% Structural wood sheathing directly applied or 5-3-13 oc punins, except end venicals. Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (8) 1) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph. TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCPI--O.18; MW FRS (envelope) gable end zone; cantilever tell and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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 lace of the truss are noted as front (F) or back (B). 8) *This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Unilorm Loads (pit) Vert: 1-2= 60 Trapezoidal Loads (plQ Van: 2=0(F=30, B=30)-Io-4- 147(F=-43. B=-43), 6=0(F=10, B=10)-to-5=-49(F- 14, B=-14) WARNING . VaW deeryn perametart and READ NOTES ON THIS AND INCLUDED WEEK REFERANCE PAGE NA7473 rya. 1002.201S BEFORE USE Design valid foe use only wpm MlleW connectors. this design is based only upon paametees shown. and is lot an Individual building component. not o fruits system. Belote use. the blllding deslgnet must verify the gX)llca:611y of design p oameten and peopedy incotloealo this design Into the ovetoll building design. Biachg Indicated Is to prevent bucking of Individual truss web and/of Chad members only. Addillorxb temporary and r-mTxw enl btacing MOWIsalwaysregaledlotsksbWryandtogeventcollapsewithposlbWpersonal "and property damage. Foe genera gnlaonce te"ding Ilya kltxicatkxv storage, delivery, erection and baling of tresses and miss systems seeANSVIVI l Quality Criteria, DSB-09 and SCSI BuIlding Component 6904 Parke East Blvd. Safety Information avr>Ocble from Inm Plate hstlMe. 218 N. lee Skeel. Suite 312. Alexandria VA 22314. Tan". FL 33610 Job T russ Truss Type oty ply T1055175t TOW94 HR04 Diagonal Hp Gudet f 1 1,33601022 Job Reference(optionall 13UKW a rmzource, snip", rani t.ny, rlDrraa J=Ibb r.61a a Apr IV M6 Ner ex InausirMs, 111C. Wed Mar 01 16:41:1 f Z017 Vag* 1 ID:Zl7yaclt3rgl5yObDEG6Buz0Ut6.5FsbOJS_RSe2bl VIRBKnEAADntrzONZmTOzS6zlF31 6.1.11 9.8.4 6.1.11 3-6-9 Scale . 1:23.1 2x4 11 Us = xo 6Ad Plate Offsets (Y Y)-- 11:0.0-S,Edgel LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Udell 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 Ven(TL) 0.48 4-7 239 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.18 Horz(fL) 0.01 1 n/a rVa BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 40111 FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 2x4 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 Upliftl=-31(LC 4), 4=-246(LC 4) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1.2=-531/138 SOT CHORD 1.4=-283/485 WEBS 2-4=-526/339 Structural wood sheathing directly applied or 5-8-3 oc puffins, except end verticals. Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (8) 1) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opst; h=2511; Cat. II, Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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 31 Ib uplift at joint 1 and 246lb uplift at joini 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 (B). 8) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Trapezoidal Loads (pit) Van: 1=3(F=31, B=31)-to-3=-145(F=-43, B=43), 5=0(F=10, B=10)-Io-4=-48(F=-14, B=-14) A WARNING- VeA/y design parameter and READ NOTES ON TMS AND INCLUDED UnEK REFERANCE PAGE M1F7473 rev. laWM1S BEFORE USE Design valid tar use only vAm Mnek®conneclors. Rt design Is Weed only upon parameters shown. and Is fa an hdlUdual buildingcomponent. not Wit ahimsystem. Before use. the IxAding designer must verify the q*AicabOty of design parameters and properly Incorfwrate ft design Into the overall txAdl ng design. Racing Indicated Is to prevent b ickli ng of In ividt." truss web and/or chord members orgy. Additional temporary and pemnanent txoctng Welk' It alwaysiofllAedtarsxlbUltyandtopreventcollarmewithpossiblepersonalInlrayandpropertydomago. For general guidance iegadtrIg the ldxlcatbn, storage, delivery, oteellon and bioci ng of Ames and Inas systems. seeANSU1Pl I Quality Criteria. DSB-89 am SCSI Building Component 6904 Parke East Blvd. Safety Information available born trig Rate InstlMe, 218 N. tee Street. Suite 312, Alexandria. VA 22314. Tampa. FL 33610 Job I russ I russ I ype ry T10551762 T80294 JO1 JACK -OPEN TRUSS 2 t 733601023 Job Reference(opbonan rsud"Is "61bource. Is"". rpm uiry, moos 33565 7 640 a Apr 19 2016 a91 OR IrtOuslttss, IIIC. WOO Mar 01 16:44:12 2017 Pegs 1 ID:Zl7yacff3rgf5yObDEG6Bru0Uf6-ZSPzbfTcCmmvDB4U?vr4PSI_3AC61vUL 7BW azIF3H 1-0-0 1.10.16 0-011-ta15 20 = LOADING ( psi) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 TCDL 10.0 Lumber DOL 1.25 BC 0.04 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC20141TP12007 Matrix) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. Obtsize) 3=36/Mechanical, 2=156(0-8-0, 4=18/Mechanical Max Horz 2=47(LC 8) Max Uplift3=-28(LC 12), 2=-87(LC 8) Max Grav3=36(LC 1), 2=156(LC 1), 4=37(LC 3) FORCES. ( lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. DEFL, in (loc) Vdefl Ud Ven( LL) -0.00 2 >999 240 Ven( TL) -0.00 2-4 >999 180 Horz( TL) -0.00 3 n/a We Scale . 1:7.7 PLATES GRIP MT20 244/190 Weight: 8 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc pudIns. 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=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Intedor(1) zone; cantilever left and right exposed ;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will tit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 28 lb uplift at Joint 3 and 87 lb uplift at Joint 2. 6) ' Semi -rigid pitchbreaks With fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) ' This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING - Veft de$Vn parameters and READ NOTES ON THIS AND INCLUDED AWTK REFERANCE PAGE,1494479 ray. laftW15 BEFORE USE Desligt valid lot use orgy vAh MilekO connectors. Iltft design Is based only upon paameters shown. and Is lot an Individual lwldhg component not a it= system. Bogota use, the 1xillcling designer must verily the cg4AIcc tAlly of design paamelers and poop Orly heoWote 0%design Into the overall bulling design. Btochg indicated is to prevent bucW67g of hxlviduxl hues web and/or chord membets only. Addtiond temporary, and p mmcff enl nracN WOW Is chvoys retpLed" sMilty abl and topreventcollapsewithpossepersonald "agxoperty coinage. Fot gionetal gukk=e reWdrtg he kMilcallon storage, delivery, erection and btachg of Mates and Inert systems, seeANSVWI I Quality Crlterto, DSB-69 and BCSI BuBmng Component 69N Parks Ears Blv& Safely Information avdtctAo from Truss Plate institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa. FL 33610 Job russ I russ I ype 0ry ply TWSS1753 TB11294 JiD2 JACK -OPEN TRUSS 2 1 1733601024IJobReference(optional) Buddets FiWSoutce, Tainpa, Plant Cay, Florida 33566 7 640 s Apr 19 2016 MTek Indushies. Inc Wed Mot 01 16:44:12 2017 Page 1 ID:Zl7yacfMgf5yObDEG6Buz0Uf6-ZSPzbfTcCmmvDB4U?vr4PS)_TABZIvUi 78W_azfF3H 14-0 2.10.1 S 100 2•ta15 1 l 2x4 = 2•tals 2•tats LOADING (psi) SPACING- 2-0-0 CSI. DEFL in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.07 Vert(TL) -0.01 2-4 >999 180 BOLL 0.0 ' Rep Stress Incr YES WB O.DO HOrz(TL) -0.00 3 n/a We BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10.15 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=54/Ivlechanical, 2=202/0-8-0, 4=25/Mechanical Max Harz 2=61(LC 8) Max Upli113=-42(LC 12), 2=•108(LC 8) Max Grav3=54(LC 1), 2=202(LC 1), 4=50(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCPI=0.18; MW FRS (envelope) gable end zone and C-C 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 20.0psl 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 42 lb uplift at joint 3 and 108lb 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 "RNWG - VMIy dedgn paratnet" and READ NOM ON TM AND INCLUDED AU7EK REFERANCE PAGE I1167473 mv. 140MIS BEFORE USE Design valid tot use only vAm Mllek®comnectors. This design Is based My upon paamelets shown, and Is lot an rxlMOLKA building component. not a frig system. Before use. the bkAickV destgnet must vedty the cp:plk;atdlly of design lolorneters and ptopetty, lncoq: sate this design Into the ovesdl bidding design. etockng Indk:aled Is to pxeveni bucking a kndNklury truss web and/ot chotd members only. Additional lempotay and permanent bia N M iTek' 6 always isciuked we stability aW to prevent coil wish possible personal"and properly damage. rot genetal gJdance tegadi ng the fabticatkxL stoic*&, dellvW, etectlon and bracing of tnges and trig systems seeANSVIPN Quality Cdledo, DSB-99 and BCSI Building Component 6904 Paske East Blvd. Safety information avc0atAe hom puss Rate Institute. 218 N. Lee Sheol. StAle 312 Alexandria. VA 22314. Tampa, FL 33610 Job Puss Truss Type typly TIOSS1754 T80294 J03 JACK -OPEN TRUSS 2 1 733601025 Job Reference loDGonall a"V• '^ Y. rww+e auaov i."v s npr iv [atb Mrr OR rnausums, inc. WOO M8r V1 1D:44:I2 Zen Ya9e 1 IDZ17yacfl3rg15y0bDEG6BuzOUf6-ZSPzbfTcCmmvDB4U?vr4PSjxOA9mivUL 78W_azfF3H 1-0-0 4.10.15 1-0-0 4.10.15 Scale. 1.12.7 2x4 = 4-10.16 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. 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 MT2O 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.25 VBn(Q -0.06 2-4 >869 ISO BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 rVa Na BCDL 10.0 Code FBC2O14/TPI2OO7 Matrix) Weight: 17lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10.15 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. Qla/size) 3=124/Mechanieal, 2=272/D-8.0, 4=45/mechanical Max Horz 2=91(LC 8) Max Uplifl3=-88(LC 12), 2=-118(LC 8) Max Grav3=124(LC 1), 2=272(LC 1). 4=90(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown NOTES- (7) 1) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=2511; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Intedor(1) zone; cantilever left and right exposed ;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 2O.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 88lb 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.' WARNNG - Vorty de d9n Par ~W$ end READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE N2167473 rev. 1462M1S BEFORE USE. Desl®n valid for use orgy w1m hVeRS connectors. Inls design is Ixned only upon paaneters snovm and Is poi an IndpUdurg txf c*V component nor o Wan system. Before use. the lx>IAng designer must verily the ap p kabiity of design pmanelefs and property Incorporate this design Info the overall IxBding design, hochG Indicated h to pxevenl btxkW 0 of Individual foss web and/or chord members only. Additional tempaay, and permanent tX0Clr g M iTek' Is sways required fa slabWty and to provens collapse wOh possible personal I>luy and property damage. For general Guidance regarding Me lclxkalktn slorage, delivery, eroclan and bracing of trusses and Mar systems, seeANSI/iPl1 Quality CNedo, DS1111-89 and SCSI Building Component 6904 Parks East Blvd. Safety Information available from Suss Plate In slitu e. 218 N. Lee Street. Sulle 312. Alexandria VA 22314. Tarrga, FL 33610 Job Truss Truss Type oty T10551755 T80294 J04 JACK -OPEN TRUSS 4 1 1733601026JobReference bona tsuaaers rast'ource. r am", rant uay, raneo 33666 7 6408 Apr 19 2015 Mrl ex rnGUStrree, Inc. Wed Mar 01 16:44:13 2017 Page I ID:217yaclf3rgfSyObDEG6BuzOU16-1 ezLp4UEz4umrLlgYcNJyfFOeaOARMksDnt3X t ztF3G t-0-0 7-0-0 1-0-0 7-0-0 Scale: 3/4'.1' In 3x4 = 7-0-0 LOADING (psi) SPACING- 2-0.0 CS1. DEFL. in loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Ven(LL) -0.08 24 >976 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.49 Ven(TL) -0.25 2-4 >321 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 We rVa BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 23 lb FT = 204b LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=177/Mechanical, 2=352/08.0, 4=79/Mechanical Max Horz 2=121(LC 8) Max Up11113=-112(LC 12), 2=-135(LC 8) Max Grav3= 177(LC 1), 2=352(LC 1), 4=123(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Opsh h=2511; Cat. II; Exp S; Encl., GCPI=0.18; MW FRS ( envelope) gable end zone and C-C Intedor(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This I uss has been designed lot 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 glider(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 3 and 135 lb uplift at joint 2. 6)'Seml- rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this 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.' V ""NO - Verity dos/pn P1MWtMa and READ N07ES ON W S AND INCLUDEOWTEK REFERANCE PAGE m117473 rev. 1863MIS BEFORE USE Deslpl valkl for use only with MBek8 connectors. M cresl®1 Is Lxaed only upon paamelers shown. and 6 for an 6x1M ival IxAdbng component. not a bus system. Before Lite.r se. theIxApdestgnetmust verily tho q7l)lk;alNlty of design parameters aW Ixoperiy IncorlmOte 0* design Into Ilse overall txdd g design. @achg Ixlicated b to prevent bucWV of InUlvlduor Inns web and/or chord members only. Addrkxxf lemporay aW permanent txocbv M iTek' It always reclubed tot WbOBy C W to prevent coticpse with posble petsorxtl IyW acl rxoperty danaNe. For gerwral gJdance regadng the lakWalbn storage, delivery. erectkxn aril bracbng of musses and InPA system; seeANSVIPII Quality Cdteft DS849 and SCSI Building Component 6904 Parke East Blvd. Safety Inlarrrwllon avalk"o from bum Rate butlMe. 218 N. Lee Sheet. Su lle 312, Alexandria. VA 22314. Tornpa. FL 33610 Job rust I rust I ype yPly T10551756 T80294 JOS JACK -OPEN TRUSS t im"', Job Reference(optional) rusno0un:O. r arrpa. r'1an11ray, mnae 3JJ66 I bIV 0 APO 1 a ZV16 MI I OR IAOu51tla6. 11K. WOO Mar Ol 16:44'13 ZV17 P898 1 ID:Zl7yacti3rgtSyObDEG6B11zOUf6-1 ezLplUEz4umrLfgYcNJylF9UeXRRMksDnt3X1 zIF3G 10.0 a 10.1 s 100 ato-ts LOADING (pst) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 SPACING - Plate Grip DOL Lumber DOL Rep Stress Incr Code FBC2014f rP 20 = 2.0.0 CSI. DEFL. in loc) I/dell Ud 1.25 TC 0.09 Ven(LL) 0.00 4 999 240 1.25 SC 0.03 Ven(TL) 0.00 4 999 180 YES WS 0.00 Horz(TL) 0.00 2 IVA n/a 12007 Matrix) REACTIONS. (lb/size) 3=-6/Mechanical, 2=137/0.6-15 Max Horz 3=39(LC 12) Max Upli113=-6(LC 1), 2— 82(LC 12) Max Grav3=35(LC 16), 2=137(LC 1) FORCES. (lb) - Max CompJMax. Ten. - All forces 250 (lb) or less except when shown. Scale . 1.6.9 PLATES GRIP MT20 244/190 Weight: 5 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 0-10-15 oc puffins. BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph, TCDL=4.2psl; BCDL=6.Opsf; h=2511; Cat. II; Exp B; Encl., GCpl=0.18; MWFRS (envelope) gable end zone and C-C Intenor(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 lot 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 tit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6 lb uplift at joint 3 and 82 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.' WARMING - VM/T dedon Parowters and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE N967473 m: /d4A"IS BEFORE USE. Design valid la use only with MllekO connectom ifs design Is based orgy upon parameters shown and Is got an Individual building component. not a hues system. BOlo1e tare. the building desigm must verify the applicability of design pal asW popery Incogmole this design Into the oveidl building design. Bracing Indicated Is to pevenl bucaing of IndMdud hum web and/ot chard members orgy. Additional lemporary and permanent bracing MiTek' Is always requited to stablity and to pevent collapse wllh possmle peisaxf k*ffy and ptopedy drmage. Fa generai guldahco regadhhg One Wbnlatllm stotogo, delivery. etecilon and btachlg of musses aril taus systems. seeANSI/TPI I Quality Criteria, DSB-69 and SCSI Building Component 6904 Parks East Blvd. Safety Irgurmdton available Rom Rlas Plate IssIIMe. 218 N. Lee Sheet, Suite 312. Alezarndda. VA 22314. Tamps. FL 33610 Job T FUSS russ ype bply T10551757 760294 J06 JACK•OPEN TRUSS 2 1 1733601028JobReference tiona Buddem FirstSource, Tanpe. Plant Coy. Florida 33566 7.640 s Apr 19 2016 WiTek Induslnes, Inc Wed Mar 01 16:44:14 2017 Page 1 ID:ZI7yacfr3rglSyObDEG6Buz0Uf6-VgXkOLUskNOdSV E16KuYUtoKu_st Ap_?SRdd3TzIF3F 1 O-0 2.10.15 I 0 0 2.10.16 Scare: rat• 2x4 = LOADING (pst) SPACING- 210 O CSI. DEFL. in loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Ven(LL) 0.00 2-4 999 240 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 rVa BCDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. Ob/Slze) 3=54/Mechanical, 2=202/0-8-0, 4=25/Mechanical Max Harz 2=82(LC 12) Max lJpltit3=-52(LC 12), 2=-62(LC 12) Max Grav3=54(LC 1), 2=202(LC 1), 4=50(LC 3) FORCES. (Ib) - 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.Opst; h=2511; Cat. II; Exp B; Encl., GCpi=0.18: MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide will lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 52 lb uplift at joint 3 and 62 lb uplift at joint 2. 6)'Semi-rigid pitchbreaks With fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' A WARNaG - 10a ty design panmstm end READ NOTES ON THIS AND INCLUDED AMEK REFERANCE PAGE M67473 row. rav"IS BEFORE USE Design valld lot use only %Win Miler conrwctom. R t design Is based only upon paanetefs stwv^ and is to an I MAclual Lxddkng component, not a Iftss system. Belote use. the, IxDc6ng designer must vedly the app1loal billy of design paametem and p fopedy Incotpotale M design Into the ovetall btddbng design. Racing Indicated Is to pfevenl budding of individual (russ web and/of chord membets only. Additional temporay and permanent aacing MiTek' is always fegulled tot stability and to prevent collapse wBh possible persax! IdAy and pfoperty damage. rot genefal gnldanco fegading the fatxlcatlon, slotage. delivery. erecilon and blacln0 of misses and msssystems seeANSI/TPII Quality Cdteflo, DSB-69 and BCSI Building Component 6904 Parke East Blvd Safety INormatlon available born true Rate Inslltu le. 218 N. Lee Street. Sudte 312, Alexandfla. VA 22314. Taff". FL 33610 Job i fuss truss type oty Ply T1OSSMS TBO294 J07 JACK -OPEN TRUSS 2 1 733601029 Job Reference(optionalf Uuwam f aat'"tce, 18nps. rant Gay. taaaa 3mbb / b4U a Apt 1B ZU16 Mtr OK rneUSUraS, rtlC. WOO Mat Ul 16:44:14 2017 1'4190 1 ID:Z17yaclt3rg15yODDEG68uzOU16-VgXkOLUskNOdSVEt6KuYUtoGd-p3Ap_?SRdd3Tzf F3F 1-0.0 S-0-0 20 = LOADING (psi) SPACING- 2.0.0 CSI. DEFL. in loc) Udell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Ven(LL) 0.03 2-4 999 240 TCDL 10.0 Lumber DOL 1.25 SC 0.26 Vert(TL) 0.07 2-4 820 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 HOrz(TL) 0.00 3 We rVa BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=127/Mechanlcal, 2=276/0.8.0, 4=46/Mechanical Max Horz2=128(LC 12) Max Uplift3=-106(LC 12), 2=-70(LC 12) Max Grav3=127(LC 1), 2=276(LC 1), 4=92(LC 3) FORCES. (lb) - Max. CompJMax. Ten - All forces 250 (lb) or less except when shown Scale. 1:17.3 PLATES GRIP MT20 244/190 Weight: 18 Ib FT = 20% 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; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst: BCDI2=6.Opsf; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Intedor(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown: Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide will 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 106111 uplift at joint 3 and 70lb 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.' V WARNING- Vally design pan motme and READ NOTES ON THIS AND INCLUDED NREK REFERANCE PAGE N1117473 At: IMMAIS BEFORE USE Design valkf lot use only wllh Mnek®connecloss. 11nts design is based only tpon paamelets shown. and h la anhldMdtal btAding compornent. not a hues system. Befote tsso. Me btlldnp deslgnet must verity the at4slicabIlry of design Ixaametets and popefly Incoriwtate Inks design Into the overall MAdt ng design. 9ackV Indicated a to prevent bucl2V of hndNkNal Itus web and/ot chord rnernbers only. Adallknnal temporary and ptsrmanenl doting MiTek' It always tegrbed for stability anxt to pevenr collapse wth possible personal Iniury and poperly damage. Fot gemai guidance regaalng the fabrication storage, dellvery, erectlon and bracing of mares and Ines systems seeANSVIP11 Quality Criteria. DSB-69 and BCSI BuUdhng component 6904 Parke East Blvd. Safety Inlormanon avallabte ham hng Rate Institute. 218 N. Lee Sheer. Stlte 317 Alexcinal . VA 22314. Tmspa. FL 33610 Job I russ Truss Type oty Ply TtOSst7s9 TB0294 JOB JACK -OPEN TRUSS I t 173360030JobReference tiona auoasre rrrsrxures. r arrya, dram LeT, rronaa auee 1.540 a Apt IV zots nut sru marrsurss. runt. wea noel of 16:44:14 zvt I reps t ID:D7yaclt3rg15yObDEG6BuzOUf6-VgXkOLUskNOdSVE16KUYUtoKY IOAp_9SRdd3TzIF3F t t-0-o0-0 oaafs o•to-,s LOADING (psi) SPACING- 2-0.0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 TCDL 10.0 Lumber DOL 1.25 BC 0.01 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014fTP12007 Matrix) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=-11/Mechanical, 2=134/0.4-0, 4=9/Mechanlcal 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. CompJMax. Ten. - All forces 250 (lb) or less except when shown. Seals .1:8.9 20 = o-lM DEFL. in (loc) Udell Ud PLATES GRIP Ven(LL) -0.00 2 >999 240 MT20 244/190 Veri(%) -0.00 2 >999 180 Horz(fL) -0.00 3 n/a We Weight: 5 lb FT = 2M9 BRACING - TOP CHORD Structural wood sheathing directly applied or 0-10-15 oc puffins. BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph: TCDL=4.2psh BCDL=6.Opsf; h=251t; Cat. II; Exp 8; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) zone; cantilever tell 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 nonconcunent with any other live loads. 3) ' This truss has been designed for a live load o1 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 11 lb uplift at joint 3 and 57 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' A WARNING - Verily dedpn pawmfore and READ NOTES ON TM AND INCLUDED NITEK REFERANCE PAGE Mo-7473 rev. 1003MIS BEFORE USE Design valid lot use only uAth MI109 connocton. This design Is bused only upon paametets shown. and Is lot an Individual buBding component, nor a hugs system. Below we. the building deslgnet must vedly the oppilcabliry of closlgn parameters and property hcorpaate hk design into the overall building design. eachg lrxlcated Is to provenl Iutcklbng of Individualal tons web and/a chord members only. Additional lernpotary, aril permanent btocing M iTek' Is always iequ ked for stability and to prevent collapse with possible personal Ivry and property danage. For general guidance tegadng the labricalbn slaage. del". etectiDn and tuachg of musses aid this systems, seeANSI/TPI I Quality Criteria. DSB-89 and SCSI Bullding Component 6904 Perks East Blvd. Solely Information ovdldrle Dom hug Plate Institute, 218 N. lee Sheet, Suito 312, Alexandria, VA 22314. Tango, FL 33610 Job I Fuss truss type Oty ply T10551760 7SO294 J09 JACK -OPEN TRUSS 10 1 1733601031 ' Job Reference tiona sudden FxelSource. Iarnpa. Ptsm cty. Ronda &ztib 7 640 a Apt 19 2016 10117ek IndaSUISS. Inc. Wed Mat 01 16:44:iS 2017 Pago 1 ID:Zl7yactf3rgfSyObDEG6Buz0U16-zl56EhVV Vh9U4eo3g 1 Pnl4LV3OC6vGEgg5MAbvzIF3E 1-0-0 2.10.1S 110 2.10-15 2x4 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Udell 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 V@rt(TL) 0.01 2-4 999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 3 We n1a BCDL 10.0 Code FBC20141TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. Qb/size) 3=65/Mechanical, 2=193/0.4.0, 4=27/Mechanical Max Horz 2=82(LC 12) Max Upli113=-57(LC 12), 2=-58(LC 12) Max Grav3=65(LC 1), 2=193(LC 1), 4=54(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All lorces 250 (Ib) or less except when shown. Scale: I *.1' PLATES GRIP MT20 244/190 Weight: 11 lb FT = 20°b BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10.15 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Opsf; h=25fh 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 57 lb uplift at joint 3 and 58 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) *This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNWG - VMry design pwwratws and READ NOTES GN TNtS AND /NCLUDED WrEK REFERANCE PAGE M967473 iov. IDO MS BEFORE USE Design wild tot use only with Mllek0 colvnecton. Itnk design Is posed only upon paianefen shown. andis ra an indIvldtkf txddbV component. not o Russ system. Befae use. the IxAkNV dmignei must vedy the aprAlcaltlity of dosltyl Ixnanoten and lxopetly Incoilwtote this design Into the ovoiall building doses. Biocing bWlcolod Is to rxevenl buckling ngof IngNkhlal truss web anal/oi chord mem eis only Additional lempaay and pofmanent Ixa cirng MiT®k' Is always ie"ed fa stability and to prevent collapse with possible personal lVnay anncl properly d[mage. Fot geineul giM.kme tegadng One kSx caWn. stotoge, delivery, eiect$o n aid biocing of trusses and Inns systems, seeANSVMI Quality Cdfado, DSIt-69 and SCSI Building Component 6904 Parke East Blvd Safety Information ova liable hom huss Plate hnsllMe. 218 N. Lee Sheet, Stlte 317 Alexcoci , VA 22314. Temps. FL 33610 Job I fuss truss type city ply T10551761 TOW94 J10 JACK -OPEN TRUSS 10 1 113360,032 Job Reference(opbonart Builders FeslSource, Tampa, Plant City, FWido 33566 7.640 s Apr 19 2016 MTak Industries, Inc. Wad Mar 01 16:44:16 2017 Page 1 ID:Zl7yacit3rg$SyObDEG6Buz0Uf6 z156EhVVVh9U4eo3gIPh14LRxO98vGE9g5MAbvzfF3E t o0 4.10-Is 1 0-0 4.10-I5 2x4 = 4.10.15 Stale. 1:17.1 LOADING (psi) SPACING- 2-0-0 CS1. DEFL. In loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) 0.03 2-4 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.27 Vert(TL) 0.07 2-4 780 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horl(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 17lb FT = 204b LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=132/Mechanical, 2=266/0-4-0, 4=47/Mechanical Max Horz2=126(LC 12) Max Upli113=-107(LC 12), 2_ 67(LC 12) Max Grav3=132(LC 1), 2=266(LC 1), 4=94(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10.15 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Ops1; h=2511; Cat. II; Exp B; Encl., GCPI=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever felt 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 lit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 107 lb uplift at joint 3 and 67 lb uplilt 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.' Y WARNING - Verily design peremotara and READ NOTES ON THIS AND INCLUDED N)TEK REFERANCE PAGE 1107472 rev. MI XIMIS BEFORE USE De*p valid lot use only vAh1 MneW connectors. This desIM Is based only upon paamelers shown, and Is for an I ndlUdllal balding component, not a hues system. Before use, the IxatOng designer must verify the applicalAlty of design paiameters and property Incorporate Ihh design Into the overall b lcllrV design. Bracing Indicated I1 to prevent bwkWV of Individual truss web and/or chord members only. Additional temporary and pomnanont txacing MOW Is ahways regaled I" skUllty and to prevent collapse with posmle personal "and properly damage. For genefal guidance legattrlg the klbflcatkxl, stotoge. delivery. erection and brachng of busses and Inns systemL seoANSVTP11 Quality Cdtarb, DSBa9 and SCSI Building Component 6904 Parka East Blvd. Surety information ovallable from In>s Plate Iru11Me. 218 N. Lee Sheet, Suite 312, Alexandria. VA 22314. Tanga. FL 33610 Truss ty JJob T70651762 7BO204 ill 17; 12 1 1733601033JobReference o ional lrw bra F rrS1]awte. l ampa, !'lard Gay, F OW2 33b66 7.640 a Apr 19 2016 MTak InMrSid/S. Inc. Wed Mar O1 16 44.16 2017 Page 1 ID:Z 7yacif3rgf5yObDEG68uzOU16-RDIURIW7G?HLioNFEIwOZltxAoRlelUlv16k8MzfF3D 3x4 = LOADING (pst) SPACING- 2.0-0 CSI. DEFL. in loc) Well Ud TCLL 20.0 Plate Grip DOI 1.25 TC 0.70 Ven(LL) 0.10 2-4 777 240 TCDL 10.0 Lumber DOL 1.25 BC 0.53 Vert(fL) 0.28 2-4 291 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (IWze) 3=181/Mechanical, 2=347/0.4-0, 4=83/Mechanicat Max Horz2=172(LC 12) Max Uplilt3=-133(LC 12), 2=-78(LC 12) Max Grav3=181(LC 1), 2=347(LC 1), 4=127(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. Scale. 1:22.2 PLATES GRIP MT20 244/190 Weight: 24 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins. BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph, TCDL=4.2pS1; BCDL=6.Ops1; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C 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 nonconcunent 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 133 lb uplift at joint 3 and 78lb 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- VNity design pentrtletNa and READ NOTES ON THIS AND INCLUDEDWTEK REFERANCE PAGE 6167479 mv. 16MMIS BEFORE USE Design valid lot USB orgy wllh MlleM CM%SCIOM lhlt design B based ONY upon parameters ltnawfn. and IS too an haBNQxO buldN component. not o tnm system. Before use. the Miring deslgteo must verily the q:1lBcalAlly of design paarneters cold poa)edy hcorp"ate fib design Into the overall t)trdng design. Bracing hdicated Is to prevent bucldhg of Individual ill=web and/a chord members orgy. AddBonci temporary and permanent bachg MOWIsalwaysteciLtedlotsk"Ity and to prevent collapse with possible person[9 hitay and property damage. For genii guidance tegadrV the lait-ACOUM staaage, delivery. eseellon cold baring of inssses and fnoss systems seeANSVIPI I Quality CdtNb, OSB-89 and SCSI Buwhg Component 6904 Parke East Blvd. Safety INorm ilon avdlcmle from trig Plate iuBMe. 218 N Lee Sheet. Stile 312. Alexandria. VA 22314. Tampa, FL 33610 Job I rus Truss Type oty ply T10551763 T80294 J12 Jack -Open Truss 1 I 1 1733601034JobReference o ions Cumin s hrral5ource. rart4s, mart tray, hronas :i:ib66 1.64u a Apr 1v 2016 Mrr ex rnousu sa, inc. woo Mar of 16:44:16 zol r rags 1 ID.ZI7yach3rgfSyObDEG68uzOU16-RDIURt W7G7HLiioNFEI%*ZIte90OVedulv16k8MzIF3D 4.1.7 7.0-0 4-1-7 2-110-9 Seale a 1:22.4 3x4 = 3x6 II 3x4 = 4-1.7 7-0.0 a-1.7 9-tAA Plate Offsets (Y Y)-- 15:0-44,0-1-81 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in floc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Ven(LL) 0.02 1-5 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.58 Ven(TL) 0.05 1-5 999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.42 Horz(Q 0.01 4 IVA rVa BCDL 10.0 Code FBC20141TP12007 Matrix) Weight: 40lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=1138/0.8-0, 4=1008/Mechanical Max Horz 1=149(LC 8) Max Upliftl=-260(LC 8), 4=-305(LC 8) Max Gravl=1254(LC 15), 4=1102(LC 15) FORCES. (lb) - Max. CompJMax. 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=426/1279, 2-4=-1457/399 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-9 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (9) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf: BCDL=6.Opsi; h=25111; Cat. II; Exp B; Encl., GCpi=0.18: MW FRS (envelope) gable end zone; cantilever left and fight exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 260lb uplift at joint 1 and 305lb uplift at joint 4. 6) Girder carries tie -In span(s): 15-8-0 from 0-4-0 to 6-4-0 7)'Seml-ngid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) *This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead Roof Live (balanced): Lumber Increase=1.25, Plate Increase--1.25 Uniform Loads (pit) Van: 1-3=-60, 1-6=-291(F- 271), 4-6=-20 WARNING - Verrly deatgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MB-7473 rev. IOWWIS BEFORE USE Design valid lot use only %,Ath M1109 connectors. D* design Is based only upon parameters showrx and b lot an bxlMduxl btddbV component nor o bust syatesm. Before use. the building designer must verily the gVillcabbity of design parameters and properly bncoq)orato tinb design Into the overall building design. ®aclg indicated b to prevent bwkili rig of IrWlvkhxtl toss web and/or chord members only. Additional tempotay and permanent dacig M!Tek' Is aAvays recluffelrl lot stability and to prevent collapse wllh possible personal In ry and pope" damage. rot general guidance tegadirg tine labdcalbn storage, delivery. eresctlon aril IAaci g of nusses and toss systems. seeANSI/TPI I Quality Cdlodo. DSB49 and SCSI Building Component 6904 Parks East Blvd. Srbey information available Dom true Plate InstltuAe, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tanga. FL 33610 Job T russ Truss Type oty Ply T1055t7W TS0294 J13 Jack -Open Truss 1 1 173310,035 Job Reference tional oud"rs "rabource. ranipa, riani Gay, hro m :t rba6 d.btu a Apr iv zut6 as ex rnausines, lOc was Men V1 lb M:la zul / rage l ID:Zl7yaclf3rgf5yObDEG6BuzOUf6-RD1UR1 W7G?HL1oNFEhvOZIte?oMZecdlvl6kBMzfF3D 4.1.7 7-0.0 4.1.7 2.10.9 Scale . 1:22.4 3X4 _ 3x6 11 3x6 = a -tar .tao Plate Onsets (Y Y)-- 15:0-4-8.0-1-81 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Ven(LL) 0.02 4-5 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.83 Ven(TL) 0.05 4-5 999 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.50 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 40 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-11 oc puffins. BOT CHORD 2x6 SP No.2 SOT CHORD Rigid ceiling directly applied or 10-D-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 1=845/0-4-0, 4=1326/Mechanical Max Horz 1=149(LC 8) Max Upliltl=-213(LC 8), 4=-432(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1442/348 BOT CHORD 1.6=-407/,1236, 6-7=-407/1236, 5-7=-407/1236, 5-8=-407/1236, 4.8=-407/1236 WEBS 2.5=-333/1323, 2-4=-1535/506 NOTES- (9) 1) Wind. ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Opsl; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide will lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 213 lb uplift at joint 1 and 432 lb uplift at joint 4. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection 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 3.0-0, and 1334 lb down and 397 lb up at 5-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). 9)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Van: 1-3= 60, 1.4=-20 Concentrated Loads (Ib) Van: 6=-111(F) 7=-191(F) 8=-1334(F) WARNING - Vaft dadpn paranetws and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE N67473 mv. faV2101S BEFORE USE Dospn vdld for use only Win Mllekb connectors. IIYs design Is based only upon parameters shvO n, and Is for an kndMdud building compornent nor a hue system. Before use. th0 building designer must verify the Ly dcal111ry of design p mameters and popedy Incorporole itnk design Into the overall building design. Racing frndcaled Is to prevent buclding of Individual tons web and/or tined members orgy. Additional temporary and permanent bracing M iT®k' Is always requ/od for stability and to preveni collapse with possible personal "and property damage. For general gnirtance iegad I ng tine labricalktrn, storage, del". erection and bracing of muses and truss systoms. seeANSVFPI I Quality Cdtedo. DSB-69 and BCSI Building Component 6904 Parks East Blvd. Safety Intomnatron ava0dtle from truss Nate I ssllMe. 218 N Lee Street. Suite 312, Alexandria, VA 22314. Tarrnpa. FL 33610 Job cuss ruse lype ry Ply TIOSS1766 T80294 1"14 1,-ack-Open Truss 1 1 11331110JobReference tiona Buddem FimlSource, Tanya. Plant Cry. Fbnda 33666 2x4 = 2.10.15 2.10.15 2.10.15 7.640 s Apr 19 2016 MTsk Industries. Inc. Wed Mar 01 16:44:17 2017 Page 1 ID:Zl7yacf I3rgf5yObD EG6BuzOUf 6-W PDSINXI01 PCJyyR nSRF6VOgsBuT NAk R8 PrHgozl F3C Scale: 1'- V LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Ven(LL) -0.00 1-3 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.09 VBn(TQ -0.01 1-3 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) -0.00 2 We Na BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 9 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 2x4 SP No.2 BOT CHORD Rigid ceding directly applied or 10-0.0 oc bracing. REACTIONS. (lb/size) 1=111/Mechanical, 2=84/Mechanical, 3=28/Mechanical Max Harz 1=65(LC 12) Max Uplift I=-16(LC 12), 2=-67(LC 12) Max Grav1=111(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=4.2psl; BCDL=6.Opsf: h=25th, Cat. If. Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone: cantilever tell and right exposed :C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0pst on the bottom chord in all areas where a rectangle 3.6.0 tall by 2.0.0 wide Will lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 16lb uplift at joint 1 and 67lb uplift at joint 2. 6)'Semi-rigid pitchbreaks With fixed heels' Member end fixity model was used in the analysis and design o1 this truss. 7) *This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING. Verrry design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE M07a73 rev, r603"fS BEFORE USE Design v lld rot use only with Mllet9 connectors. This design Is based only upon paaneters shown and is for an IntlMWx1 building component. nor a huss system. Before we. the building designer must vedty the appllcabIlty of design ppaameters and Ixoperly kncorpaale this design Into the overall building design. Brocing tracaled Is to buckling of Indlvidual truss web and/or chord members only. Addiflonal lemppaay ad permanent bracthg M iTek' prevent It always negrLed for sktAly and to prevent collapse with possible personal knLay and property damage. For genetal guidance tegading the Iabrtcatkpn. Storage. delivery, erection old bracing of tnases and tries systoms, seeMSVTPl1 Quality Criteria. DSB-69 and SCSI BuBdbng Component 6904 Parks East Blvd Safety Information avallable from trig Plate Institute. 218 N. lee Street. Srlte 312 Alexandria. VA 22314. Tarlrpa. FL 33610 Job Truss Truss Type ty T10551766 02BT84 its Jack -Open Truss 110 1 6"7 eference(optional) admen s rusnbource. Ian". rram ssy, rarao asses r.e4u s Apr io zu16 be i sK inausuws. Inc. woo war o1 ie:44:i t zoi r rage 1 I D:217yacf f3rgf5yObD EG68uzOU16-wPDseNXI01PCJyyRnSR F6VOmOBrPNAkRBPrHgozl F3C 4.10.15 4.10.15 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TIC 0.41 Ven(LL) 0.03 1-3 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.28 Ven(TL) 0.08 1.3 730 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 2 n/a rVa BCDL 10.0 Code FBC2014trP12007 Matrix) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 1=191/Mechanfcal, 2=144/Mechanical, 3=48/Mechanical Max Horz 1=109(LC 12) Max Upli1t1=-29(LC 12), 2=-114(LC 12) Max Grav1=191(LC 1), 2=144(LC 1), 3=96(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. Seale . 1:17.1 PLATES GRIP MT20 244/190 Weight: 16 lb FT = 20°b BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10.15 oc puffins. BOT CHORD Rigid telling directly applied or 10.0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25fl; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed:C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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 29 lb uplift at joint 1 and 114 lb uplift at joint 2. 6)'Seml-rigid pitchbreaks with fixed heels' Member and fixity model was used in the analysis and design of this truss. 7)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' A WARNING- VWW design perameten and READ NOTES ON TNIS AND INCLUDED AMEK REFERANCE PAGE MD-7473 mv. 160VAIS BEFORE USE Deslgn vc old to use orgy wpm Mnek0 connectors M design Is dosed orgy upon pcnamelers shown. ad Is lot an hdlvldts l br IldhV component. not o in= system. Below use. the 1stLdn tty, aomgdeslgnetmustveritythear)rAlcalof design petens aci popserry Incogotate this design Into the ovetdl building design. Bochg Indicated Is to prevent buctatng of hxBvklW buss web and/or chord members only. Adclltlonal temporary ad ponna enl bracing MOW 6 akvays recpAed tot OcltAity and to preveni co9apse wtih posbie pemonai May ad properly danage rot general gulWnce tegading tine fabrication slaage, delivery. erection and bracing of hoses and truss; systems seeANSVIPI I Quality CdNHW DSB-89 and SCSI BYBdlrV Component 6904 Perks East Bkrd. salary Information avagable horn truss Plate hnsBMe. 218 N. Lee Street, Suite 312 Alexandria. VA 22314. Tampa. FL 33610 Job Truss truss type ty Py T10551767 T80294 J16 Jack -Open Truss t 1 11,3360,0 Job Reference(optional) Builders FeslSource. Tarrpa. Plant Coy. Florida 33566 7 640 s Apr 19 2016 MTek Industries. Inc wed Mat Of f 6.44.18 2017 Page 1 ID: Zl7yacfMgf5yObDEG68uzOUf6-ObnEslXNncX3x6XeLAyUllyl TbFz6dzbN3bgCEzIF3B 2x4 = 0- 10.3 0- 10.3 0. 10.3 0. 10.3 Scale - 1.6 9 LOADING ( pst) SPACING- 2-0-0 CSL DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.01 Ven(LL) -0.00 1 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.01 Vert(TL) -0.00 1 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a rUa BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 3 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-10.3 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ( lb/size) 1=32/0.3-4, 2=24/IvMechanical, 3=8/Mechanical Max Horz 1=22(LC 12) Max Upliltl=-3(LC 12), 2=-21(LC 12) Max Gravt=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. NOTES- ( 7) 1) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph, TCDL=4.2ps1; BCDL=6.Opsf; h=2511; Cat. II, Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS lot reactions shown: Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0.0 wide will lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3 lb uplift at joint 1 and 21 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.' WARNWG - Vertry design puuneters and READ NOTES ON Tuts AND WCLUDED WTEK REFERANCE PAGE 1107173 mv. laca s BEFORE USE Design valld lot use only with MOek®conneclors 11Ys design is based only upon Witameters mown, and Is for an Individual building component, not a buss system. Before trse, the building designer must verily the al4libabllry of design parameters and pooperly Itcorparate thts design into the overall trirLng design. Bachg Indicated Is to prevent bucatng of Individual hues web and/ot chord members only. Addtlorxrl Iemparary and pertnanenl b iacbng WOW is always rer8lred too stubbly and to prevent collapse wim possible persorxb k#jry and property damage. For general guidance regarding the kIIrlcatlom storage. delivery, erection and tracing of trusses and Russ systems. seeANSV1Pll Quality Criteria, DSB-69 and SCSI Building Component 6904 Parke East Blvd Safety information avdlcbte Rom truss Rate hutitute, 218 N. Lee Sheel. Suite 312- Alexandria VA 22314 Tampa. FL 33610 Job Truss Truss Type ry 176T1a558 TB0291 J17 Jack -Open Truss 1Ply t 733601039 Job Reference(optional) aUltaers I-nib"ource, r amps. Plant Gay, I -Was :r ibbb 7.640 It Apt IV 2r/16 Mlt eK Industries. Inc. Wed Mar 01 16 44:16 2017 Pape I ID:Zl7yacf13rgf5yDbDEG6BuzOU16.ObnEsiXNncX3x6XeLAyUgyOpbEr6dzbN3bgCEziF3B 2x4 = 2.10.3 2.10.3 2.10.3 F's-73111M LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Udell 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 Ven(TL) -0.01 1-3 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(fL) -0.00 2 n/a rVa BCDL 10.0 Code FBC2014/rP12007 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 pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=106/0-3-4, 2=80/Mechanical, 3=27/Mechanical Max Horz 1=65(LC 12) Max Uplilll=-14(LC 12), 2=-65(LC 12) Max Gravl=106(LC 1), 2=80(LC 1), 3=53(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; VUII=139mph (3-second gust) Vasd=108mph; TCDL=4.2psl; BCDL=6.Opsl; h=25ft; Cat. II; Exp S; Encl., GCPI=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever felt and right exposed ;C-C lot 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 20.0psi 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 14 lb uplift at joint 1 and 65 Ib uplift at joint 2. 6)'Semi-rigid pitchbreaks With fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNWO - Veft design pwameters and READ NOTES ON THIS AND WCLUDED AMK REFERANCE PAGE M67473 rev. fAOT 101S BEFORE USE Design val W lot use only w1m Mnek® connectors. INs design It based only upon p®ameters sown. and Is rot an hdMcAal 1xAding component. not d buss system. Beloro use. the btAc%V design must vedty the ar4A0ca4Alty or design poaneters and Ixopeily incotlmole INs design Into to overall t"ding design. Bracing Indicated Is to prevent budding of Individual Inns web and/or chord members only. Additional lernMary and permanent blaeing M iTek' Is always tecllted for stability and to prevent colkpse wnh possible personal Infury and ptoperly damage. rot general guidance tegad9ng me klbllcatton. storage, delivery. election and btacbg of misses and htR systems seeANSI/iPI I Quality Crlterla. DSB-89 and ICSI building Component 6904 Parke East Blvd. Safely Information available Rom truss Rate institute. 218 N Lee Street. Suite 31Z Alexandria VA 22314. Tampa. FL 33610 Job I ruse truss type Qty Ply T10551769 TOW94 All Jack•OpenTruss 1 t 1733601040JobReference tiona BuNdets FxstSource. Tampa. Plant City. Fboncla 33566 4 4 2x4 = 4.10.3 4.103 7.640 a Apt 19 2016 h61 ek IndUltines. Inc. Wed Mat 01 15:44:18 2017 Vag* 1 I D:D7yaclt3rgi5yObDEG6Buz0Ul6.ObnEsIX NncX3x6XeLAyUljyxXbBv6dzbN3bgC EziF3B Scale . 1:17.1 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Udell 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 W B 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 15 lb FT = 20% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 1=186ID-3-4, 2=140/Mechanical, 3=47/Mechanical Max Horz 1=109(LC 12) Max Upliftl=-27(LC 12), 2=-112(LC 12) Max Gravl=186(LC 1), 2=140(LC 1), 3=93(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-3 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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 27 Ib uplift at joint 1 and 112 lb uplift at joint 2. 6)'Semi-rigid pitchbreaks with Ilxed heels' Member end lixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING - Vedy dedgn pnantehn and READ NOTES ON THIS AND INCLUDED WTEX REFERANCE PAGE N367472 rev, 1002MIS BEFORE USE Design vaki for use only vAth Mnekb connoctors. this design Is based only upon paometers grown, and Is rot an 6Wlvldual bolding componen1.11ol o hum system. Belote Lae, the Ixddnp deslgr3t must verify the arx)[1cabiify of dedi;in Ixaanelers acl Ixopedy Wogsoiafe Snk desgn Into the overall buldrg design. ®acing IrWlcated is to buckw* of VxWkW truss web and/a chord members only. Addliona temporary aW pearKMIll biocbng MiTek' prevent is always tegLed fa stab611y aW to prevent collapse with posdt le pwsonal IWy a cl property cl mage. rot gamut guidance feguic" fine lcixbcatim storage, dellvM, erection and btadng of trusses and buss systems. seeANSVTP11 Quality Cdlerld, DS9-69 and SCSI BuBNng Component 6904 Paske East Blvd. SaNly Informatlan available Dom Truss Rate Institute. 218 N. Lee Street. Sidle 312. Alexandilm VA 22314. Tampa. FL 33610 Job russ truss type ty Ply 710551770 780204 J19 Jack -Open Truss 1 1 733601041 Job Reference(optionall tlusders rasl5outce, r amps, Prent uM, Flonaa a3bba 7 640 6 Apr 19 2016 bat eK industries, Inc. wad Mar 01 16-44:19 2017 Page 1 I D: Zf/yacit3rgt5yObD EG6BuzOU16-soKd32Y? YwtwZG6gvlTjB WVOB?Sxr4 DkbjKOkgzlF3A 6.11.4 6-11-4 30 4 6. 11.4 2t r.a Scale . 1:22.2 Plate Offsets (Y Y)— 1:0-1-11.0-1-8) LOADING ( psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Veri(LL) 0.11 1-3 713 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.54 Veri(TL) 0.28 1-3 288 180 BCLL 0.0 ' Rep Stress Incr YES WS 0.00 HOrz(fL) 0.00 2 We rlla BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 22 lb FT = 204'0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. ( Ib/slze) 1=270/0-3-4, 2=183/Mechanical, 3=86/Mechanical Max Horz 1=155(LC 12) Max Uplift I =-40(LC 12), 2=-135(LC 12) Max Gravl=270(LC 1), 2=183(LC 1), 3=128(LC 3) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- ( 7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsl; h=251h Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Intedor(1) zone; cantilever left and right exposed ;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opst on the bottom chord In all areas where a rectangle 3-6-0 tall by 2.0-0 wide will lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 40 lb uplift at joint I 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 miss. 7) ' This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNWG - veilry d Aesrynparmrwtsn and READ N07E5 ON 7XK ANOWCLbDE0 4rREK REFERANCE PAGE rr137473 rtv. 140320r5 BEFORE USE Design vaki tot use only wlm Milekb connectors This deslan Is based Orly upon poaneters shovan. a Cl is lot an kx#Wductf lxedbV component, not o truss system Before use. the IxEdbnp designer must vedly the gybOcabOty of design paaneters and lxopedy Incorpaofe this design Into the ovetail bJdblo design. BiockV ballcoted Is to prevent bucldIrV of bWkAtlrrd truss web and/or chord members only. Addllond temporary and pemnanenl lxockV MOW Is aNvays recaLed for stability ax1 to prevent coBglse with possible personal kduY and property damage. For genera gulclance tegaickv Me to rIcatlom stotage. delivery. etectlon and brocbng of fosses (W tnrss systems seeANSVIW I Qud9y, Cdterb, OSS-89 and SCSI BuBmng Component 6904 Parke East Blvd. Safety information ovroable born Inds Plate InsOMe. 218 N. Lee Street. Silte 312. AlexancIft VA 22314. Ten". FL 33610 Job Truss fuss I ype oty Ply T1055177t 780204 ROt Hal Hip Truss 1 1 7336010421JobReference(Optional) 9utltrers FUStSSU(ce. lamps, Plant GAY, Handle 33565 1.540 a Apt le ZU16 nil ex InaUSHISS. Inc. WOO Met el 15:44:1V Zen f rage 1 I D:Z17yaclt3rg15y0bD EG6Buz0Ut6-soKd32Y?YwtwZG6gvtTl BwVOV?N MrwskblKOkgzl F3A 1-0-0 7-0-0 to•S-8 14.2.8 7-" 3.5.8 3-9-0 Seale . 1:26.3 Sx6 = 3x4 = 20 = 3x6 = 3x8 = LOADING (psi) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 100 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/TP12007 CSI. TC 0.76 BC 0.89 W B 0.66 Matrix) DEFL. in Ven(LL) 0.09 Ven(TL) -0.36 Horz(TL) 0.05 loc) Well Ud 2-7 >999 240 6-7 >452 180 6 rVa n/a PLATES GRIP MT20 244/190 Weight: 63 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.1 'Except' TOP CHORD Structural wood sheathing directly applied or 3-0-5 oc puffins, except 3.5: 2x4 SP No.2 end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7.1-0 oc bracing. WEBS 20 SP No.3 REACTIONS. pb/size) 2=1082/0.8-0, 6=1302/Mechanical Max Horz2=123(LC 4) Max Upl1112=-372(LC 4), 6=-428(LC 4) Max Grav2=1082(LC 1), 6=1355(LC 18) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2521/649, 3.4=-2282/655 BOT CHORD 2.7=-653(2312, 6.7=-573/1569 WEBS 3-7=0/512, 4.7=-118/853, 4-6=-1797/698 NOTES- (11) 1) Wind: ASCE 7-10, Vutt=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Ops1; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1 60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psi bottom chord live load 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 lit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of wllhstanding 372 lb uplift at joint 2 and 428 lb uplift at joint 6. 7) Girder carries hip end with 0-0-0 right side setback, 7-0.0 left side setback, and 7.0.0 end setback. 8)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 685 lb down and 161 lb up at 7-0.0 on bottom chord. The design/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) Ven: 1-3=-60, 3-5=-133(F=-73), 2-7=-20, 6.7=-44(F— 24) Concentrated Loads (lb) Ven: 7=-513(F) WARNING- Vadfy design peremotwit and READ NOTES ON TH S AND INCLUDED Ar7TBK REFERANCE PAGE A07173 rev. 1402MIS BEFORE USE Design Wld la use only with Mllek® conrleclors. this design Is Lased only upon paanetefs shovAl. and It lot an IndlWdtal bold rig component, not a buss system. Bolote Lae. the IxAdhg destgnet must vedty One gtpllcal Ally of design paalnelets and Ixopefly Incorl"ale Will; design Into the oveidl biding design. ho ci ng Indicated Is to prevent bucklnng of Individual hues web and/or chord members onh. Adytlonal lempotary and pemnanent bractrg MiTek' Is always fegtbed lot sl billy and to prevent collapse with possble personal r#," and property donage. rig genefaf Ouldnce Iegac&V the labdcalbn staage, debvW. e+ecfbn and bating of busses and miss systems. soeANSVVI I Quality Criteria. DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety INamaBan ova0cmle nom truss Rafe nnsBMe. 218 N. Lee Sheet. Suite 312, Alexadda. VA 22314. Tempe. FL 33610 Job TrUSS Truss Type ly TSM94 R02 Kali Hip Truss III' 1 6104,TtOSSt772eferenceoptional) tsusaars Fustbourca. I arnpa. rmm V%•hlona&jjbtb r.o V shpr v:w:N cV-r ys. ID:Z17yacit3rgf5yObDEG6BuzOU16-K u?HOZd)DnmAOhOTaw2EEPo6aJsugN4xH7zlF39 t-0-0 7.2.7 9-0-0 14-2-8 1 0 0 7.2.7 1.9.9 S2 8 30 = 3x4 = 2x4 11 Jab Scale. 1:26.4 3x4 11 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 YES Code FBC2014/TP12007 CSI. TC 0.57 BC 0.54 WB 0.94 Matrix) DEFL. in Vert(LL) 0.07 Vert(TL) -0.17 Horz(TL) 0.03 loc) Udefl Ud 2-7 >999 240 2-7 >963 180 6 rl/a We PLATES GRIP MT20 244/190 Weight: 62 Ib FT = 20°b LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 51.2 oc puriins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. (lb/size) 2=633/0.8-0, 6=545/Mechanical Max Horz2=152(LC 8) Max Uplift2=-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=4.2psf; BCDL=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 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 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will 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 lixity model was used in the analysis and design of this truss. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING- Verity dasrpn peranatsn and READ NOTES ON THIS AND INCLUDED AUTEK REFERANCE PAGE 1107473 rvv. 140WO15 BEFORE USE Design valid for use orgy calm Mflek® connectors. Ihta design Is lased only upon geometers shown. and Is for an Individual lauding component, not a bus system. Before use. the building desigm must verily the gAxlcd7Bly of design p 3eneters and property Incortmole Ihk design Into the oveall bU1Mg design. Mating Indlcated Is to txevent budding of Individual Muss web and/or chord members only. Additional temporary and permenenl Ixacing MiTek' Is always recplted for slabli ty arxf to prevent collapse wllh posmle personal "and property damage. For general guidance tegeaing the fatxlcallon. storage, delivery. erecllon and tracing of Musses and Inns systems. seeANSVVI I Quality Criteria, DSB-69 and BCS1 Building Component 6904 Parke East Blvd. Safety IrgormarW anaitalxe non Ins Rate Institute. 216 N. Lee Sheol, Stile 312. Alexandria, VA 22314. Tamps. FL 33610 Job fuss piss I ype Oty Ply T10551773 T80294 R03 special Truss 1 1 1733601044JobReference (optimal) Budden FaelSource, Tampa, Ptah City. Flooda 33566 1640 a Apr le gum rA r ax incruelture, inc. woo Met Oh h6:44:2V zuh r rape h ID:ZI7yacit3rgl5yObDEG6BuzoUf6-K_u?H02dlDnmAOhOTaW2EzPivaMiugN4xH7zf F39 rt-O-Q fi-9.14 10-0-0 16.4-0 20.8-0 21,-0'o 25-0-0 30-0-0 31-0-0 1-0-0' 6-9.14 3.10.2 5-0-0 4-4-0 0.4-0 4-0-0 Scale . 1:54.4 4x6 = 3x6 = 3x8 = 4x6 = 3x8 = 2x4 II 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 FBC2014frP12007 CS1. TC 0.52 BC 0.87 W B 0.75 Matrix-M) DEFL. in (loc) Well Ud Ven(LL) -0.18 13-16 >999 240 Ven(rL) -0.49 13-16 >516 180 Horz(TL) 0.03 8 rVa n/a PLATES GRIP MT20 244/190 Weight: 154 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-6 oc purlins. BOT CHORD 2x4 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. 8-12: 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=812/0-8-0, 11=2642/0-8-0,8=467/0.8.0 Max Horz2=-111(LC 9) Max Uplitl2=-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=-1026/238, 3-4=-738/171, 4-5=-752/160, 5.6=-165f708, 6-20=-165f7O8, 7- 20=-165f708, 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=-1481723, 6-11=-343/223, 7-11=-1291/443, 5-13-0/260, 3- 13— 333/246, 5-11-1370/378 NOTES- ( 11) 1) Unbalanced rool live loads have been considered for this design. 2) Wind: ASCE 7-10, Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psl; BCDL=6.Opsf; h=2511; Cat. II; Exp B; Encl., GCpl=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide will tit 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, 818 lb uplift at joint 11 and 190 lb uplift at joint 8. 7) Girder carries hip end with 5-0-0 right side setback, 22.0.0 left side setback, and 5-0.0 end setback. 8)' 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) 325 lb down and 91 lb 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 Continued on Dacle 2 V WARNING - Vapty detlQn pammerten and READ NOTES ON THIS AND INCLUDED AB7EN REFERANCE PAGE MD-7473 rev. I&MW IS BEFORE USE Design valid lot use orgy with MrleM connectors. D* deslpl Is based only upon paamefels sThOWIL and Is lot an Individual iXAding component. not a him system. Below too. the, bAtbg designer must verity the app:llrsclAlly of design p aiametefs and properly incorporate this design Into the overall building design. boclg Indicated a to buciatng of Intlhddud tftn3 web and/ot chord members only. Additional temporary and pefmanonl bracing MiTek' preventis always ieglbed for sktAty, and to prevent collgxo with possmle personal "and property damage. rot general ghldahce regarding the k9XICollon. storage. delivery. erection and lacing of teases and IFUS systems. SeeMSUTPI I Quality Cdterlo, DS111-69 and SCSI BuOding Component 6904 Parke East Blvd Safety Information ovtBcdte from truss Rate Inslikne, 218 N. lee Street. SJte 312, Alexandria. VA 22314. Tattlpa. FL 33610 Job I cuss runs ype Oy N Ti OW 773 T80291 R03 SpseialTruss 1 1 733601014 Job Reference (optional) CYrroom fastboutce, Iaripa, riam crry. HOnoa 33bob i e4v s Apr i v zv16 tru r ex mousures. me woo mar u1 16 44 zu zul r rage z ID,ZI7yaclf3rg15yObDEG6BuzOU16-K u'?HOZdJDnmAOhOTaW2EzPjvaMiugN4xH7zfF39 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced). Lumber Increase=l 25, Plate Increase=1.25 Uniform Loads (pit) Vert. 1-4=-60, 4-5=-60, 5-20=-60, 7-20=-95(F=-35), 7-9=-60, 14-21= 20, 10-21=-32(1`_ 12), 6-10=-20 Concentrated Loads (lb) Van: 10— 233(F) 21— 1027(F) WARNING - Vedfy dedgn ja mmotln and READ NOTES ON THIS AND INCLUDED MITEK REPERANCE PAGE MD7173 rev. 16113MIS BEFORE USE Design valid for use only with Mllek® connectors. Wits design Is based only upon paameters shown, and is lot an htfividuW bola ng component, not a bill system. Before use. the irBdrlg designer must vedfy, the q)pIlcaMily of design paanelers and 11rolmly heoiTmate this design Into the overall btldhg design. Biochg hdcated Is to prevent buculng of Individual inns web and/oi chord members only. Additional temporary and permanent bracing M iTek' Is always tegsNed for stability and to prevent conapse wllh possible personal"and property damage. too general guidance iegadrt0 he fabrication storage, dellvery, weellon and bracing of musses and muss systems seeANSVTPI I Quality Cdterto, DSB-89 and SCSI Building Component 6904 Parke East Blvd Safety Information ava9al11e from Truss Male Institute. 218 N Lee Sleet, Suite 312, Alexandria VA 22314. Tarrpa, FL 33610 Job rUS Truss Type ory ply TIM1774 T80294 R04 COMMON TRUSS 3 1 733601045 Job Reference tiona Bandon Fu6tSoUrCe. Tanga. Punt city. Flood& 33566 r.b4U S Apr le LVIb MII ex InauSlrreS, Inc. W ea Mar V I I M ZI ZVI r rage 1 ID:Zl7yac113rg15yObDEG6Buz0U16-oASNUkaF4 xvdoZGD01 W BGLaSLp2WJxv131 pUpZziF38 t-0-0 6.9.13 10-8-0 14.6.3 21-4-0 1-0-0 6.9.13 3.10-3 3.10.3 6.9.13 Scale . 1:38.3 4x6 = lg 31t6 = SIM = 3x6 = LOADING (psi) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 WEBS 2x4 SP No.3 SPACING- 2-0.0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014lrP12007 REACTIONS. (lb/size) 6=853/0-8-0, 2=914/0-8.0 Max Horz 2=121(LC 16) Max Upliit6=-194(LC 13), 2=-224(LC 12) CSI. DEFL. in (loc) Well Ud PLATES GRIP TC 0.35 Vert(LL) -0.16 7-10 >999 240 MT20 244/190 BC 091 Vert(TL) -0.44 7-10 >586 180 WB 0.24 HOrz(rL) 0.04 6 n/a rVa Matrix-M) Weight: 91 lb FT = 2MI, BRACING - TOP CHORD Structural wood sheathing directly applied or 4.8-4 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) 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=4.2psf; BCDL=6.Opsf; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interfor(1) zone; cantilever left and right exposed ,C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psl on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 194 lb uplift at joint 6 and 224 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) *This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARMWO • Verily dedgn Parametare and READ NOTES ON THIS AND WCLUDED WTEK REFERANCE PAGE tI1114473 nv. 1603101S BEFORE USE Design valid lot use orgy vAth MnekO connectors. This design Is based only upon paanetets shmm and is tot an Individual b1lding component, not a DIm system. Before use. the balding designer must verity the cpa11kd111y of design patometels and property Incogborafo this design Into the ovetdl taking design. 8naicing Indicated Is to rwctlh>0 of Individual truss web and/or chord members only. Additional lempotay and permanent btoci ng MOWprevent Is always tegJred lot sla"Ity, and to prevent calque wllh possible personal Inky and property damage. For genera gultlalce teWdIng the 6904 Parka East Blvd. fabrication storage, delNety, erection and btacing of trusses awl buss system; seeANSVTPt1 Quality Criteria. DSB-89 and BCSI Building Component Tenpa. FL 33610SafetyinformationavailableDomtrussRateInstlMe, 218 N. Lee Street. Sulle 31Z Atexandrta. VA 22314. Jobas fuss I ype 0y T10SSMS T80294 R06 COMMON TRUSS 6 1 1133601046JobReference Lone Budders FirstSoutce. Tarnpa. Plant Cay. Fonda 33566 7.640 s Apr 19 2016 Wok Industries. Inc. Wed Mat 01 16.44.22 2017 Page t I D:217yacli3rg15yObDEG6BuzOU16-GNOli4burr t UOjrPa91 OpZ7d8COn2OABHhZ2L7zfF37 1-0-0 6.9.13 10-8-0 14-63 21.4-0 . 22.4-0 7 0 6.9.13 3.103 3.10.3 6.9.13 ' 1-0-0 Scale . 1:38.4 4x6 = g 3x6 = 698 = 3x6 = 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 YES Code FBC2014/TP12007 CSI. TC 0.35 BC 0.91 WB 0.24 Matrix-M) DEFL. in Ven(LL) -0.16 Vert(fL) -0.43 HOrz(TL) 0.04 loc) Well Ud 8-11 >999 240 8-11 >593 180 6 n/a Na PLATES GRIP MT20 244/190 Weight: 93lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-7 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=913/0-8.0, 6=913/0-8.0 Max Horz 2= 111 (LC 12) Max Uplift2=-224(LC 12), 6=-224(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1269/299, 3.4=-9761229, 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=-3351252, 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=4.2pst; BCDL=6.0psi; h=2511; Cat. 11; Exp B; Encl., GCpi=0.18: MWFRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) - This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members. 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' A "AINWG - VMIy dadpn paramNevs and READ HOPES GN TM AND WLUDEO MITEla REFERANCE PAGE AM7473 rev. 14WOO1S BEFORE USE Design vdkd lot use only with MllekO conneclors. This design b based orgy upon parameters shown, and h la an Individual bWd01g component. not a buss system. Before use. the building dent" must verify the gslxkalxllty or design parameters and property hcoilmole 0ls design Into the overall building design. 11fochg et9coled b to prevent buckling of hdMdud turns web and/a chord members only. Additional lempaay and to nt bracing WOW Is aMrays ret}bed for stability and to prevent collapse wbh possible personal hluy and property damage. For 1 wmal guidance regadng 8no fabrication. storage, dellvesy, erection and braclrlg of busses and truss systems seeANSVTPI t Quality Cdtwict. DSB-69 and BCSI Building Component 6004 Parke East Blvd. Solely Information avaDtrile from truss Rate hsOMe. 218 N. Lee Street. Suite 312, Alexandrim VA 22314. Tanya. FL 33610 Job I russ ruse ype ryPly TIOSS1776 T80294 R06 Common Truss 1 1 1733601047JobReference Lone Budder FkstSouree, Tango. Plant Coy. Fbtida 33566 7 640 s Apr 19 2016 MTak Industries, Ine Wad Mar 01 16:44:23 2017 Page 1 I D:Z17yac tf3rgi5yObDEG6BuzOU16-kZa7vObWcB9L 1 tObBjYtMmgsLeyVntBK W LlbtSzf F36 1-0-0 10.8-0 21.4-0 22-4-0 1.0-0 10.8.0 10-8-0 1-0-0 Scale . 1:39.6 4x6 = 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) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Ven(LL) -0.00 12 n/r 120 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.05 Ven(TL) 0.00 12 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 12 n/a r1/a BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 110lb FT = 204b LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. OTHERS 20 SP No.3 REACTIONS. All bearings 21.4.0. lb) - Max Horz2=-111(LC 13) Max Uplift All uplift 10D lb 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, 18, 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.Opsf; h=2511; Cat. II; Exp B; Encl., GCpl=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 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) 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 nonconcurent With any other live loads. 8) ' 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 100lb uplift at joint(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.' A WARNWG - Veft design parameters and READ NOM ON M S AND WCLUDED WMK REFERANCE PAGE No-7473 rev. t6WW I$ BEFORE USE Design vdkl for use only wlm MflekS connectors. iNs clesign k based orgy upon pmameters Shown. and is fa an hdNkAxD bxAdhg comporlenl, not wtoBusssyslosn. Before use, the building designer must verity the oWicc dAlly of design paanefers ad pnopetty hcogwrofe this design Into the overall Ixiding design. Bracing Indicated Is 10 prevent bucahg of hdlvkW truss web axi/ot chord memlxsrs only. Additional tempaay and r"nnanenl bnmhg M iTek' Is always requbed lot sl&Alty and to prevent collapse with possible persaxll"ad ptorx:rty danage. For general guidance tegadhg lire ktx1cotlon, storage, detNery. etectlon and Meting of himes and tnra systems, seeANSI/TPl1 Quality Crl#wM. DSB-89 and SCSI Building Component 6904 Parka East Blvd. Safely Infotrnalion ovallable born truss Rate IrutlMe. 218 N. Lee Street, Site 312. Alexasdrla. VA 22314. Tampa. FL 33610 Job I cuss I n ss I ype oty Ply- T10551777 7BO294 R07 Hip Truss 1 t iU46 Job Reference (optional) JobR tsuaders Fuslbource, lamp", mn: Gay. FbnEe 33566 7.640 a Apr 19 2016 k47ek Induslrres, Inc. Wed Mar 01 16 44 23 2017 Page 1 ID: Z17yaclf3rgl5yObDEG68uz0Uf6-kZa7vObW c89L 1 K)bBjYfMmggrcmXng3K W LlbtSzl F36 1- 0-0 7-0-0 a-0-0 15.8-0 16.8-0 1- 0-07-0-0 1.8.0 7-0.0 1-0.0 Scale . 1:29.6 Sx6 = Sx6 = 30 = 3x6 11 3x6 II 3x4 = 7-" a &-0 t 5-0.0 7. M n 1 A.A 7JL n Plate Offsets (XY)-- 12:0.0-12.Edael.[3:0-3-0.0.2-01,14:0.3-0,0-2-01, 15:0.0.12,Edge] LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.13 2-8 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.81 Ven(rL) 0.28 2-8 663 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.27 Horz(TL) 0.06 5 n/a rVa BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 62 lb FT = 20°b LUMBER - TOP CHORD 2x4 SP No.1 'Except' 3. 4: 20 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 2=1281/0-4.0, 5=1281/0-4-0 Max Horz 2=-77(LC 13) Max Uplift2=-398(LC 8), 5=-398(LC 9) Max Grav2=1367(LC 15), 5=1367(LC 16) FORCES. ( lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2476/665, 3-4=-2075/614, 4-5=-2476/665 BOT CHORD 2-8=-521/2154, 7-8=-516/2120, 5-7=-523/2156 WEBS 3-8=-183/865, 4-7=-183/865 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-10 oc purtins. BOT CHORD Rigid telling directly applied or 7-9-12 oc bracing. NOTES- ( 11) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=2511; Cat. II; Exp B. Encl., GCpi=0.18: MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent With any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplilt at joint(s) except (jt=lb) 2=398, 5= 398. 7) Girder carries hip end with 7-0-0 end setback. 8)' Semi-rigid pltchbreaks With fixed heels' Member end fixity model was used in the analysis and design o1 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 8-8-0, and 715 lb down and 200 lb up at 7-0-0 on bottom chord. The desigNselection 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 + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3-60, 3.4-133(F=-73), 4-6=-60, 2.8- 20, 7-8=44(F-24), 5-7-20 L: ominuea on Daae z WARNING- Vadfy des4n pammetme And READ NOTES ON THIS AND INCLUDED AWEK REFERANCE PAGE MD-7473 rev. 1802WIS BEFORE USE Design ntdkl tot use orgy with MnekD connectors lints design Is based only t p01n pmaneters shown. and Is tot an Individual btdc* g component. nDl o buss system. Before use. the Ixilding deslgnel must verify the cpplicat1111y of design p arnefers and ptopedy Incogxxate Ontt design Into the overall txawg design. &acing Indicated Is to prevent IxscMlng of Individual tons web a cl/a chord members only. AdcBllorxf lernpotay and permanent lxaaing WOW IsalwaysregaledforstabilyandtopreventcollapsewithpossiblepersorxiBrayandpropertyainage. ra general oukk rice regarding the lablcatim storage, delivery. etechon and bracng of masses and miss systems, seeANSVTPl1 Quality Criteria, DSB-89 and SCSI building Component 6904 Parke East Blvd. Safely IMormoWn avallable horn Inm Plate InsOMe, 218 N. Lee Sheet. Suite 31Z Alexandria. VA 22314. Tempe. FL 33610 N66 I ruse I ype oty Ply 710551777 TS0294 R07 ftTruss t 1 173M,048 Job Reference (optional) tsusa&rsruswoutco. ramps. Flora uy.I-W=:saebb LOAD CASE(S) Standard Concentrated Loads (Ib) Ven: 8=-513(F)7=-513(F) r.WY s Apr tY ZVI0 MI arc Inausmas. Inc. was Mar vl 1b:44'zd ZVt r Fags Z ID:Zl7yacf t3rgl5yObDEG6Buz0Ut6-kZa7vODW c89L 1 tOb8jYlMmggrcmXng3K W LlbtSzf F36 WARNING - Verlty desgn Paamotws and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE A/67173 rev. 1603W IS BEFORE USE Design vclkl la use only wpm Mllek® connectors. Ihts design Is based only upon paanelets shown, and 6 for an Indh4ciu l lxRdttg component, not a fruss system. Before use. the trLdnp designer must verify the alAxIccL111y of design, polaneters and pxopetty Incorrorate, this design Into the ovetall Hiding design. ®acing Indicated Is to prevent huckling of Individual Wss web and/or chord members only. Additional lemrMary and permanent txacbng M iTek' Is ahvays teed for stab9pty, and to prevent collapse with pontAe petson l Injury and property danage. For general guidance regadng the klxlcall m, storage. delivery, erection and lroctrtp of games and buss systems. seeANSI/WI I Quality, Cdtalo. DSB-89 and SCSI Building Component 6904 Park& East Bivd. Safety Inlamaiton avillable from Iris Rate Institute. 218 N. Lee Street. Suite 312. Alexandra. VA 22314. Tornpa. FL 33610 Job I cuss Truss Type oty ply T1055177B 7BO294 ROB COMMON TRUSS 4 1 173360t049JobReference (Optional) BuikWs RislSance. Tampa, Plant City. Fb1Wa 33566 7 640 a Apt 19 2016 MiTak Industries. Inc Wed Mat 01 16 44.24 2017 Page 1 ID:Zl7yacff3rgf5yObDEG6BuzOUl6-Ct8W6mc8NSHCf1 ol03uu_Cr9DBtWJETI 290uzfF35 1-0-0 7.10-0 15-8-0 1.0-0 7.10-0 7.10-0 Scale - 1.28.7 4x6 = 3x6 = 2x4 II 3x6 7.10-0 7.10-0 15-" 7.10-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Lid 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 Vert(TL) -0.29 4-5 >636 180 BCLL 0.0 ' Rep Stress Incr YES W B 014 Horz(TL) 0.02 4 n/a rVa BCDL 10.0 Code FBC2014/TP12007 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 Harz 2=93(LC 16) Max Uplift4=-137(LC 13), 2=-172(LC 12) FORCES. (lb) - Max. CompJMax. 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 root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opst; h=2511; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and lorces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent With any other live loads. 4) * This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide Will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 100lb uplift at joint(s) except 61=1b) 4=137, 2=172. 7)'Semi-rigid pilchbreaks with fixed heels' Member end lixily 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- Vwffy design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE UP-7473 rev. 1402WIS BEFORE USE Deslgrl vaild for use only w11h Milek®conneclors thh design Is based only upon paameters stwwrl, and Is la an Individual building component, nor a him system. Before use. the IxAdhp designer must verify the aplllcabllly of dedgin ixaaneters and peop etly hnconpaate this design Into the overall building design. Racing Indicated Is to prevent buOWing of Individual truss web and/or chord members only. Additional temporary and permanenl bating M iTek' Is always iequhed tot stability and to prevent collapse wllh possible personal Iniuy and property damage. For genes l guidance iegac2W It* fabfcarlon, slotage, delivery, etectlon and bracing of tames and trim systems. seeANSI/TPI I Quality Cdterlo, DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Safety information avdrable ham trim Plate Institute. 218 N. Lee Sheet. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 runs russ ype tyT10551779rT80294R09Hq)Truss 1 1 733601050 Job Reference (optional) tsumers I-usibourca, Iarrg8, rtant nary, Mr08 33. as •Wr • • > - - i v • Y ID:Z17yacff3rgf5yt>11DEG6Buz0U16-C16W6mc8NSHC11 oiQ3uu_Csr06eW7li290uzfF35 t- 0 0 3 I1 4 12 4 9 177 7 7 23-0-0 26-0 1231-0-0 1- 0-0 3.11d 3-012 Sal-9 52.13 5d-9 34}12 3-ttd 1-0-0' 6x8 = 4x10 = 2x4 II ex10 = M= Scale . 1 53.5 2x4 3 2x4 B v1 2 EJ i tole o 13 21 _ 3x8 - 010 = 7x14 MT20HS = 6x8 = 30 = 4x10 = 20 11 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/TP12007 CSI. TC 0.78 BC 0.82 WB 0.90 Matrix- M) DEFL. Ven( LL) Ven( TL) Horz( TL) in ( loc) Well Ud 0. 30 12-14 >999 240 0. 75 12-14 >478 180 0. 15 9 n/a we PLATES MT20 MT20HS Weight: 188 lb GRIP 244/ 190 187/ 143 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 2.2-0 oc puffins. 4. 7: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-10.1 oc bracing. BOT CHORD 2x6 SP 240OF 2.0E WEBS 1 Row at midpi 5-15 WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 2=2163/0.4-0, 9=2687/0-8-0 Max Horz 2=76(LC 8) Max Uplif12=-420(LC 5), 9=-509(LC 4) FORCES. ( lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=A339/914, 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=-55t0/1104 BOT CHORD 2-15=-814/3855, 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=-60741 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.Opsi; h=25I1; Cat. 11. Exp B; Encl.. GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except Qt=lb) 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 Continued on Me 2 Q WARNDIG - Verily "n parameters Old READ NOTES ON TMS AND INCLUDED WTEK REFERANCE PAGE AlD7473 rev. 100"IS BEFORE USE Design valid la use only with Mllelrb connectors, ihis design Is lased orgy upon pmamelers shown, and Is la an 1rx2% Axt b u11dlrV component, not ao aWassystem. Below t. Iho brlldrlg "not must verily the cy4tlkdhlly of design pxsanelers and properly Wogrorale ft design Into the overall txAcbV design. Bating halcated Is to bud0ing of bndk4dual huss web and/or chord members only. Addllond temporary and permanent blsoclrV WOW preventIs always rooALed to stability and to prevent collapse with possible personal " OW property damage. For genetc0 gtldahce regadrV the fattrlcatbrL storage. delivery. erection and btacbV of trusses and truss systems seeANSVIPII Quality Cdterb, DSB-69 and BCSI luM ng Component 6904 Parks East Blvd. Saey Information avallable from Truss; Plate Inutile. 218 N. lee Sheel. Suite 312. Alexandria VA 22314. Ton". FL 33610 Job T russ Truss Type Qfy ply T10SS1779 780204 R09 Hip Truss 1 1 733601060 Job Reference(optionali relaaource, ramps, n m t.uy, rorwa raaoo 1.04U S APr 1Y ZVle tar OR rrlaestrres, M YYsa Msr e1 1e:44:z4 Zel / Vag* z ID:L7yaclf3rgfSyobDEG68uz0U16-CIBW6mc8NSHC11 a03uu_CsrO6eW7LTl 290uzfF35 LOAD CASE(S) Standard Uniform Loads (pit) Vert: 1.4=-60, 4-20=-60, 7-20= 133(F_ 73), 7-10— 60, 2-21— 20, 11.21=-45(F=-25), 9-11=-20 Concentrated Loads (Ib) Ven: 11=-513(F)21=-1102(F) Y WARNING - Veft design perarneters and READ NOTES ON THIS AND INCLUDED W7EK REFERANCE PAGE 011217173 rev. 1002MIS BEFORE USE Design wild too use only with f4lekO conneclom Bnls design Is txsed only upon paamelers sown. and is for an Individual txddbV componenl, not o ouss system. Before use. the IxlkOmp designer must verily the appticolAly, of design paameters and ploperty, Incorporole ft design Into the ovowll lxAdntp design. ®octng tndlcated Is to pxevent 1xrcabt0 of Individual it= web and/or chord members only. Addlllona l temporary and permanent boadne MiTek' Is always oegWed for slablIlty and to prevent collapse with possMe personal "and properly damage. Far general guidance regmalt ng the k>t)Wotbn storage, delivery, etectbn and Lxoain0 of Misses and tnrss systems seeANSVWI I CuaOy Criteria, OSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety INarrnaeon avc0able from Ines Plate fttlbAe, 218 N. Lee Skeet, Suite 312 Alexanalft VA 22314. Tarrpa. FL 33610 o toss russ ypeTB0294710551780 R10 HIP TRUSS 1201y t 1,33601', Job Reference lion tsueaem raalt"rea. l anpa. Font uay, mr10a 335titi 1 640 a APO IV 2a15 lye I all InOUStOraa, InC. WOO Mar e1 16:44.25 2017 raga I 7 ID:217yaclf3rglSyObDEG6BuzOUf6-hyluK6dm81P3HBZ_F8a7RB161OToFgidenfyKzIF34 r1- 0-0"-6 B-0-0 15-0-0 21.00 23-510 30-0-031-0-0 1V6-" 2•S10 6-0-0 6-00 ?•S70 6-"1-0-0' 44 = 3xB = 4x6 = Scale . 1:53.5 o O 3x6 = 3xB - 3x4 = 3xB = 34 = 2x4 11 9 0 0 1 S-0-0 21-0-0 30-0-0 A. Mn A.m.A A.n.n A.m.n Plate Offsets (XY)-- 12:0.2-8,0-1-81,18:0-2.8.0-1-61 LOADING ( psf) SPACING- 2-0.0 CST. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Ven(LL) -0.12 10.19 >999 240 MT20 244/190 TCDL 100 Lumber DOL 1.25 BC 0.76 Ven(TL) -0.35 10.19 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.51 HOIZ(TL) 0.11 8 n/a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix-M) Weight: 148 Ib FT = 20°6 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.8-15 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9.6-8 oc bracing. WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 2=1260/0-4-0, 8=1260/0.4.0 Max Horz 2=96(LC 16) Max Uplilt2=-242(LC 12), 8= 242(LC 13) FORCES. ( lb) - Max. CompJMax. 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 root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Opst; h=25ft; Cat. 11; Exp B; Encl , GCpt=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces 8 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.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 Wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 01=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.' WARNING - Vertly dedgn parameters and READ NOTES ON TM AND INCLUDED WTEK REFERANCE PAGE 1107479 rev. IS931015 BEFORE USE Design valid for use only wllh kAllek®conneclors Ills design Is Iced only upon parameters shown, and Is for an YWNklual buldllg component. not a buss system. Before tee. the building designer must verily Brie o"Alcal:llty of design parameters and lAopeny lncogwrate this design Into the overall b ldliV design, Racing tndlcated Is to prevent buoMing of Individual tries web anal/a chord members only. Adaltlontl lempotary and pennanenl tocruv WOW Is atways lectured for stability and to prevent collatx9e wllh possible personal 11 sy and popery, damage. For general guidance regarding Brie fa rlcatbn storage, delivery, eiecllon and txoclng of Itrsses and Ines systems. seeMSVIPI I Quality Criteria, DSB-69 and BCSI Bul ding Component 6904 Parka East Blvd. Sorely Intormatlon available from In= Rate Institute. 218 N. lee Street. SJIe 31Z Alexandria. VA 22314. Tampa. FL 33610 Job I ruse Truss Type Oty ply T10SS1781 780294 Rif HIP TRUSS 2 11 1733601062JobReference bona BuddeM Frrsltioutce, Tampa, Plant Cry. Fonda 33566 7.640 s Apt 19 2016 MtTek Industries, Inc. Wed Mar 01 16:44:26 2017 Page 1 ID:Zl7yacf31gi5yObDE G6BuzOU16-98GGXSeOv3XwuLOApi6MzPI94gkG_DOmC IXF Um zl F33. rt-0-0, 7.6.0 114}0 to-" 22{>0 30-0-0 31-0-0 1 0 0 7.60 3-0-0 8-0-0 3.6-0 7.6-0 3x6 Zr tOx10 MT18H 30 = l0x10 MT18H 2x4 // 20 \\ 4x6 = 3x4 = 10-0-0 J 1-0 q t 9-0.0 20-0 Q 30-0-0 10-0-0 1 0 90 1-0-0T 10.0-0 3x6 Scale . 1:53.5 Mb Lb 01q 0 Plate Offsets (Y Y)-- 2:0-2-9.0-1-81.19:0.2-9.0.1-81 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Ven(LL) 0.54 11-13 672 240 MT20 244/19D TCDL 10.0 Lumber DOL 1.25 BC 1.00 Ven(fL) 1.14 11-13 316 180 MT18H 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.16 Horz(TL) 0.08 9 n/a rVa BCDL 10.0 Code FBC20141TP12007 Matrix-M) Weight: 136 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2'Except' 4-7: 2x6 SP N0.2 BOT CHORD 2x4 SP No.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 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 1-4-12 oc bracing. Max Horz2=113(LC 12) Max Uplift2=-264(LC 12), 9=-264(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1902/399, 3-4=-1701/391, 4-5=-1531/376, 5.6=-1337/375, 6-7=-1531/376, 7-8=-1701/392, B-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 root live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Opsi; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent with any other live loads. 6) ' This thus 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, with BCDL = 1O.Ops1 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding I OD lb uplift at joints) except (jt=lb) 2=264. 9=264. 8)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 9) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING- Vedly deargn parameters and READ NOTES ON TM AND INCLUDED MREK REFERANCE PAGE f107472 rev. 160Y101S BEFORE USE Design vdid for use only wIm MlleW connectors D* des4g n 6 Lxwd only apron paramelen shown. aril h for an bWMtAral txAdlng componenl, not a truss system. Before use, the IxMcWV designer must verily the 4TtlkdAly of design lmamotos and popery Incogwtote Intr design Into the ovosdl btddng design. 9acing Indicated Is to prevent buckling of Ottllvkfucl toss web and/or chord members only Addticnd temporary and permanent bracing M iTek' Is always lectured for sk"lly arW to prevent collgxe with possible personal N>Y and properly damage. ror general guidance tegadng the labrkcallon, storage, delivery. erection and brocsng of tnnses and mars systems, seeANSI/IPI I Quality Critarb. OSS-89 and SCSI BuDmng Component 6904 Parks Eons Blvd. sorely Ini ormallon ovdb:"e Dom truss Pate Institute, 218 N. lee Street. Sulle 312, Alexandria VA 22314. Tampa. Fl. 33610 Job I cuss ype ty T WSM 7a2 T80294 Rt2 HIP TRUSS 2 t 7336ReferJobReference ,aria Builders FhstSoutco. Tampo, Plant Coy, Fbndo 33566 7.640 a Apt 19 2016 W&K InduSMOS, Inc. Wed Met 01 16:44:27 2017 Page 1 ID:Zl7yactf3rg15yObDEG6BuzOU16-dKpelneOgNtnW UjMNZdbWcgMRD45ttawRyGpODzlF32 7-0-06. 0 7. 6.0 13-" 17-0-0 22-6-0 30-0-0 1z3t-0.0 7- 5.6-0 4-0-0 5-6-0 7.6-0 Scale . 1:53.5 3x6 3x6 // 3x6 \\ 3X6 zz 0jo C 36i 3x4 = 46 = 3x4 = 3x6 10-0- 0 13-0 0 17-0-0 2(?O 0 30-0-0 to." 3- 0-0 4-0-0 3-0-0 10.0-0 Plate Offsets () , Y)-- 12:0-2-9,0.1-81. 14:0.3-O,Edge), 17:0-3-0,Edael, 19:0-2-9,0-1-81 LOADING (psi) SPACING- 2.0.0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20. 0 Plate Grip DOL 1.25 TC 0.89 Ven(LL) -0.45 11-13 >808 240 MT20 244/190 TCDL 10. 0 Lumber DOL 1.25 BC 0.97 Ven(TL) -0.90 11-13 >399 180 BCLL 0. 0 Rep Stresslncr YES WB 0.23 Horz(TL) 0.08 9 We n/a BCDL 10. 0 Code FBC2014/TPI2007 Matrix-M) Weight: 133 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2'Except' 4-7: 2x4 SP No.t BOT CHORD 2x4 SP No 2 'Except* 2-12: 2x4 SP No.t WEBS 2x4 SP No.3 REACTIONS. (lb/ size) 2=1260/0.4.0, 9=1260/0-4-0 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. Max HorZ2=- 134(LC 17) Max Uplih2=- 284(LC 12), 9=-284(LC 13) FORCES. (lb) - Max. Comp./Max. Ten - All forces 250 (Ib) 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=- 1750/397, 8-9=-1977/410 BOT CHORD 2-13=-382/1679,13-20=-132/1200,12-20=-132/1200,12-21— 132/1200,11-21=-132/1200, 9-11=- 266/1679 WEBS 8- 11=-341/293, 3.13=-341/293, 5-13-149/610, 6-11 =- 150/606 NOTES- (8) 1) Unbalanced root live loads have been considered tot 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; MWFRS (envelope) gable end zone and C-C Interior(1) zone: cantilever tell and right exposed ;C-C for members and forces & MWFRS tot reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsl on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0ps1. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (t=lb) 2=284, 9=284. 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.' WARNWG - Vefly deergn perometes *Ad READ NOTES ON TM AND 11110CLUDED WTEK REFERANCE PAGE N117I73 rov. MUMPS BEFORE USE Design vald lot use only vAth Mlek® connectors. 0* design Is based only upon paanetets shotm and Is to an Individual buldhlg component not a teas system. Below use, the btDdtg d reslgnet mustvedly the al)rAlca:/11y of design pars ameteand properly Incopotatethis doslgn Into the oveta. biking de*M. litactng Indicated Is to bucMing of tndnddual tuns web and/ot chord members only. Additional tempotay and permanent bating WOW prevent is always regJredIon stab0tiy and to ptevenl colieVse with posble personal Ivry and property damage. rq eenotal guidance tegading the fabrlcallon, stotoge, deWety, erection and brochng of trusses and lion systems. seeANSU1PI I Quality Cdledo, 05I-69 and BCSI Building Component 6904 Parke East Blvd. Safety INormation available hom him Plate I nstlMe. 218 N. Lee Sheet, Sulle 312. Alexandit VA 22314. Tompa. FL 33610 Job T russ truss type r871 T T80294 Rt3 COMMON TRUSS t631733600S4JobReferenceDona a rasiaaume. tamp*, rom buy. ronoa J.1600 r.64e a Apt lti 2016 welt InOOslnes, Inc. WOO Mat 01 16:44:27 2017 Page 1 ID:Zl7yac113rgf5yObDEG6BuzOUf6-dKpelneOgNlnW UjMNZdbWcgNID4ziePwRyGpODzIF32 I"Inrt-0-0 7.6-0 15-0-0 22.6-0 30-0-0 3I'D 7.6.0 7 6-0 7.60 780 1k-0.0 4x6 = 6 Do 12 Scat* . 1:63.3 3x6 = 3x4 = 4x6 = 3x4 = 3x6 = 10-0-0 20-0-0 30-0.0 10-0-0 1041.0 11A." Plate Offsets (Y Y)-- f2:0.2-8,0-1-81,f3:0-4-0,D-3-01,(5:0.4-0,0.3.01,16:0-2-4,0-1-81 LOADING (psi) SPACING- 2-0-0 CS1. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Ven(LL) 0.40 8-10 897 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.97 Ven(TL) 0.73 8-10 495 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.31 Horz(TL) 0.08 6 n/a rVa BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 137 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2'Except' 2.9.2x4 SP No.1 WEBS 20 SP No.3 REACTIONS. (Ib/size) 2=1260/0.4-0, 6=1260/0.4-0 Max Harz 2=-153(LC 13) Max Upllfl2=-299(LC 12), 6=-299(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2042/462, 3-4=-1800/445, 4-5=-1799/446, 5.6=-2041/463 BOT CHORD 2-10=-453/1750, 10-17- 157/1150, 9-17=-157/1150, 9-18=-157/1150, 8.18=-157/1150, 6-8=-302/1749 WEBS 4.8=-193/697, 5-8=-435/337, 4-10=-192l702, 3.10=-435/337 NOTES- (7) 1) Unbalanced roof live loads have been considered for [his design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Opst; h=2511; Cat. II; Exp B. Encl., GCpi=0.18; 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 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3.6-0 tall by 2-0-0 wide Will lit between the bottom chord and any other members, With BCDL = 1 O.Opsl. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=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.' WARNING • VMty design pararnetas and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE Aflf 7473 iev. IOD212OIS BEFORE USE Design valid tot use orgy with Mnekb corvmclors. This design Is lased only trlaan "amelem shown. and Is tot an Indh4" lauding component, not a it= system. Betoie Lae. the building designer must vedty the C"Aledllily of design paanetom and poperly Incog>oiato Ihh design Into the overall building design. ®acing Indicated Is to pevent btc101 n0 of rndlvldual trios web and/dn chord members only. Additional temporary and permanent txoc*v MiTek' Is always ieclLiked tot sk "ly and to pevenf co0gxe wllh possible peisonrl"and ploperty danage. Fa gerord gsWance tegad i ng 010 ldalcalbn stotoge, dollvery. otecOon and bracing of misses and Mas systems, seeMSVTPI1 GLta01y Cdtab, DSB-a9 and SCSI Building Component 6904 Paike East Blvd. Safety Information availdle Ban Tnas Rate Institute, 218 N. Lee Sheel, Stile 312. Alexandilo, VA 22314. Tatripa, FL 33610 o ruse ruse we ty y TIOSst7&1 TB0294 JR14 Ispftlool'I'lu" 1 1 733601065 Job Reference(optional) Budders FastSource. Tampa. Plant City. Fbrida 33566 7.640 s Apr 19 2016 k0ek Industries, Inc. Wed Mar 01 16:44:28 2017 Page 1 I D: Zl7yacit3rg$SyObDEG6BuzOUf 6.5XNOy7f eRgneBelZxGBg3gNV RdRf SwB3gcOMZf zl F31 34-0 7-0-0 13.10.0 20-8-0 21.10-0 25.3.5 30," 31-0-0 1-0 0 3d-0 3-0 6.10-0 6.10-0 t-2-0 3•S5 4 e-11 100' Scale . 1:54.4 5x6 = 3x4 = 06 11 6x8 = 7 010 = 6x8 = 700 = 6xe = 6xe = 3x8 7-0.0 i 13-10.0 20-8-0 21-10-0 30-0-0 7.0.0 6-10.0 6-10.0 ' 1- . 9.2.0 Plate Offsets (XY)-- 12:0-5-0.0-1-71,r4:0-3-0.0-2-71.1s:0-4-0.0-2-81,r9:0-2-10,0-1-81,(13:0-3-8.0-4-121.114:0-4-0.0-3-121 LOADING (psi) SPACING- 2-0-0 CS1. DEFL. in (Ioc) Well Lod PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Ven(LL) 0.32 13 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.94 Ven( L) -0.78 13 >464 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.91 Horz(TL) 0.17 9 We rVa BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 185 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied. 4-6: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 7.2.2 oc bracing. BOT CHORD 2x6 SP No.2 *Except' WEBS 1 Row at midpi 5.14 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 Upl1112=-675(LC 8), 9=-447(LC 8)- FORCES. (lb) - Max. CompJMax. 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=-43381997 BOT CHORD 2-14=-1251/5060, 14-20=-1676(7058, 13-20=-1676/7058, 12.13=-1056/4680, 11-12- 105614680, 9-11-839/3850 WEBS 4-14=-337/1944, 7- 11-799/3384, 6-11=-3199/881, 5-14- 2433/707, 5-13=-21/453, 6-13=-695/2760 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VulI= 139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Opsf; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed, Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6.0 tall by 2.0-0 wide will lit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 01--lb) 2=675, 9=447. 7)'Semi-rigid pilchbreaks With fixed heels' Member end fixity model was used in the analysis and design of [his truss. 8) Hanger(s) or other connection devices) 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 lace of the truss are noted as front (F) or back (B). 10) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard Continued on Dose 2 0 WARNING - VMly dsslyn paranrNers and READ NOTES ON TM AND INCLUDED M/rEK REFERANCE PAGE M67473 rev. 1002MIS BEFORE USE Design valid lot use only wllh Mllekb Connectors. this design, Is based only tpon patameters shown. and Is to an IndlNdtxl building Component. nota ets and Incorporate Ode design Intotheovotdlkrissystemdnner . Befote toe, the buLgdesigmustverilyIneal)rAlcolAlly of design poanetproperly buldtV design. f3ocing bxflcaled Is to Ixevenl bucldIrV of Individual it= web and/ot chord members only. Additional temporary and Mrnanent bracIrV M iTek' Is always ie"ed lot slaffiBily and to prevent collapse with posslAe personal Intury and poperly allanage. nor genital gtltlonco negatldlrV the Ia bFicalton. stooge, del". erection and bacb,g of tnoses and muss systems. see/WSVTPII Quality Criteria, DSB-89 and ,CSI Building Component 6904 Parke East Blvd Safety Intonation awSable loom Inns Rate Institute. 218 N. lee Skeet. Stile 31Z Alexandria. VA 22314. Tampa. FL 33610 Job I russ Truss Type ty Ply TIOSS1784 780294 R14 SpactalTruss 1 1 173301065JobReference Lone Buddats Fattsource. Tarps, Plant Gay, Fonda 33566 7 54U S Apt 19 ZU15 a6I all InGUS1I118. Ill. WOO Mar el 16:4476 ZGl r 1-696 Z ID:D7yacil3igl5yObDEG6BuzOU16.5XNOy7loRgneOelZxG8g3gNV RdRISwB3gcOMZIz1F31 LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Veil: 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) Ven: 14— 513(F) 13— 1326(F) WARNING - Vadfy design pnamatwo and READ NOTES ON TNtS AND INCLUDED WTEX REFERANCE PAGE AI1117473 rev, IMMiS BEFORE USE Design valid far use only Win Mnek,9 connectors. This design Is bred only upon paameters spawn, and is lot an Individual IxAdbV component, not a truss system. Before Lae. Ito IxAUng designer must verify the ar)pIlcablly of design losa meters and properly hcoriotote this design Into the overall building design. Lacing Indicated Is to prevent budding of trxlk4dual teas web an dlot chord members only. Additional lempaaty and permanent boating MiTek' Is chve ys ie%*ed for s1d791ty and to prevent collapse with possible personal Inf W and property damage. rq genetai gL/rWoe reg®citng the 6904 Parka East Blvd. fabrIcallon, storage. delivery. otoctlon and Ixocfrng of trusses and miss systems, seeANSI/1PI I Quality Criteria, OSS-69 and SCSI Building Component Safety information avallatble from Ines Plate institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tartpa. FL 33610 Job russ russ ype ry Ply TIOSS1785 Tfi0294 15J.. H4 Truss 1 733601066 Job Reference eons Builders FapSowce, Tamps, PtW Cry, WM 33566 7 640 a Apr 19 2016 Mrek Industries, Inc. Wed Mar 01 16 44:29 2017 Pape 1 ID:ZI7yacif3rg15yObDEG6BuzOUf6-ZlxOATgHC_vVbtlUzl3b1 wgOi nOBXOCuGmw55zfF30 1-0-0 7-0-0 9.4-0 16.4-0 1-0-0 7-0-0 2.4-0 74)-0 Scale . 1:29.0 5x6 = Sx6 = 3it6 = 3x6 II 3x4 = US II 3k6 = 7-0-0 9 4-0 164-0 7JLn 1701 7J1A1 Plate Offsets (Y Y)-- 13:0-3-0,0.2-01.14:0-3-0,0-2-01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL, in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Verl(LL) 0.17 5-6 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.91 VBrt(TL) 0.34 5-6 561 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.27 Horz(TL) 0.07 5 n/a rVa BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 63 lb FT = 20°b LUMBER - TOP CHORD 2x4 SP No.1 'Except' 3-4: 2x4 SP N0.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. pb/size) 5=1268/Mechanical, 2=1351/0-4.0 Max Horz2=85(LC 12) Max Upl1115=-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=-56U2278, 7-8=-560/2243, 6-7=-560/2243, 5.6=-567/2279 WEBS 3-8=-175/886,4-6=-169/873 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rlgld ceiling directly applied or 7-5-15 oc bracing. NOTES- (12) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph: TCDL=4.2pst, BCDL=6.Opsf; h=250; Cat. II; Exp B: Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas Where a rectangle 3-6-0 tall by 2-0-0 Wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) o1 truss to bearing plate capable of Withstanding 100 lb uplift at joint(s) except 01=1b) 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 200lb 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 (B). 12) 'This manufactured product Is designed as an individual building component. The suitability and use of this component lot any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-60, 3-4=-133(F=-73), 4-5=-60, 2-8= 20, 6-8=44(F=-24), 5-6=-20 Continued on Me 2 V WARN1vG - Verity design permanen and READ NOTES ON TUBS AND INCLUDED MIlEK REFERANCE PAGE M67473 rev. 01113 IS BEFORE USE Design valid tot rise orgy v4Bn MrlekS connectors. rlls design Is Wsed only upon praanelers shmm and Is for an knrnvtduxl Ixfiding component. not t' O Bras system. Before use, the building designer must verify the appilcabllly of design pxaamolers and prop erty Ineorxxote this design Into the oveiclp building design. ®ockng Indicated h to piovenl bucMing of Individual Buss web axVot chord momt>ets only. Additional lempoiay and permanent lxo^kng MiTek' Is always ieyW ed lot stability and to prevent collapse with possble personal InjW and property damage. For general gildance regadrng the t lxicatkxL storage, delivery, erection and Ilrackng of tnisses and Insssystems. seeANSVTPII Quality Clferia, DSB-89 and BCSI Building Component 6904 Parks East Blvd. Safety Information avrllable from truss Rate IrnsllMe. 218 N. lee Street. Srdte 312- Alexand ta. VA 22314. Tampa, FL 33610 Job ulss runs ype ty y T80294 R15 H Titisa 1 1 6,05.TIOSS1786eference(optional) Buildeta FIs:Source. Temps, Plara City, Florid 33566 LOAD CASE(S) Standard Concentrated Loads (Ib) Ven: 8=-513(F) 6=-513(F) 7 640 s Apt 19 2016 MiTek Industries, Inc. Wed Met of 16 M 29 2017 Page 2 ID.Z17yacif3rgf5yObDEG6Buz0U16-74xOATgHC_vVlotlUzf3b1 wgOl nOBXOCuGmw55zf F30 Q WARNING • V dfy dsadyn Psnvrwtaa and READ NOTES ON THIS AND INCLUDED WYEK REPERANCE PAGE 1107473 rev. I&VIW IS BEFORE USE Design vdld lot use only vAm Mnek® connectors. Ihls design E based only upon paaneters sMwn. and is lot an Individual biding component not a buss system Belae use. the building designei must verity the applicabilly, of design paaneters and ptopetty Incorpoiate this design Into the overall biding design. Racing Indlcated Is to prevent bucidIng of Individual buss web and/or cnad members only. Addliond tempoiay and permanent biacbng M iTek' Is always tegWed too stability and to pievent collapse with possible petsonrl"and pooperty damage. too genefd guidance iegadng tiw fabrication. slotage. delivery. eivellen and btacing of mores and Iniss systems, seeANSI/TPI I Quality Ci tetb, DSS-89 and SCSI Building Component 6904 Paike East Blvd. Safely Information avallable Dom Muss Plate Institute. 218 N. Lee Sheet. Suite 312. Alexandria. VA 22314. Tampa. FL 33610 Job Truss russ ype ly Ply T10551786 T80294 RFO1 FlatTtuss t 2 lJoNelofse7relce lions Butldem FvslSource. Tartpd, Plant Cay. Florida 33566 7.540 a Apt 19 2015 Mil ak Induslltea, InC Wad Met 01 16.44 29 2011 Yoga 1 ID:Z 7yacH3rgl5yObDEG6BuzOUf6•74xOATgHC_vV1otlUzl3b1wqu1sLBVECuGmw55z1F30 24.12 4.1•t2 6.1.12 e-8-4 11.2.11 13.2.11 15.9.3 18.5.7 2.1.12 2-0-0 2-0-0 2 6 8 2 6 8 2-0-0 2 8 2$ Scale e 131 5 3x4 - 30 = 3x4 = 5 6 7 19 a 20 9 30 = 3x6 = 11 a 1a 1c 1A 3x4 = 3x4 = 30 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in Qoc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Ven(LL) 0.06 12 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.60 Ven(rL) 0.15 12 983 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.41 Horz(TL) 0.04 11 n/a We BCDL 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 venicals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6.0.0 oc bracing. REACTIONS. All bearings 6-0-0 except Qt=length) 11=0.4.2. Qb) - Max Uplilt All uplift 100 lb or less at joint(s) except 11=-175(LC 4) Max Grav All reactions 250lb or less at joint(s) 18 except 11=1475(LC 1). 17=972(LC 1). 16=372(LC 1), 14=2771(LC 1), 14=2771(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 6-7=-4442/266, 7-19=-4442/266, 8-19= 4442/266, B-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 10d (0.131'x3') nails as follows, Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 20 - 1 row at 0.9.0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except it noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vull=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Ops1: h=151t, Cat. If: Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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 psi bottom chord live load nonconeurrent with any other live loads. 9) ' This truss has been designed lot a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-0-0 wide will tit between the bottom chord and any other members. 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 Continued on Dacia 2 WARNING • Verily dadgn parameters and READ NOTES ON THIS AND INCLUDED WEK REFERANCE PAGE M67473 rev. faW001S BEFORE USE DeLVn valkl tot use only w181 MnekO connectors. IW des n Is lased only upon paaneters shown, and Is lot an Ix1MtlLxl building component, nol a buss system. Bolan Lae. the building deslpnet must verify the gllllk:attllty of de*p pacmlefets and Ixapetty hlcor otole this design Into the overall buldltl0 design Backhg hdicated Is to blrCMfrhg of tndNldLlal hum web anti/a chord memrlets only Additional lempotary and petrnahent btaclrV MiTek' laovent Is always tecrtled lot skahllty and to plevenl collapse wtlh possible petsontf Injuy araf property damage. For genexl guidance tegadfrhg tho 6904 Parke East Blvd. Iaxpeatbn stotage, dellvety. etectlon and lxacfrhp of teases and miss systems. seeANSVVl I Quality Criteria, DS8.89 arW SCSI Building Component 22314. Tanpa. FL 33610SafetyInformationavdlablefrombussPlateinstitute. 218 N. Lee Sheet, Suite 312. Alexandria, VA Job T rums Truss Type ry ply T1055t786 T80294 Rf01 Flat Truss 1 2 Job Reference(optional) tsurluars Fastsource, Ian". Plant uIty, rands 3W66 LOAD CASE(S) Standard 1) Dead + Root 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=-2C Concentrated Loads (Ib) Ven: 20=-845 7.640 s Apr 19 2016 Mil ek Industries. Inc. Wed Mar 01 16:44:29 2017 Page 2 ID:Z17yacf13rgtSyObDEG6Buz0U16-Z1xOATgHC vVIotlUzf3blwqulsLBVECuGmw55z1F30 WARNING - Vertly dscipn paranWers and READ NOTES ON THIS AND MLUDED MIFEK REFERANCE PAGE t117Q3 mv. 1603MIS BEFORE USE Design voild too tree only with MOekb connectors. This design Is based only upon paiameters shown. and Is for an Individual Ixtldhg component. not o htaS system. Before use. the IxBCing designer must verify Ina c"Alca bllty of design parameters and ploperfy, Incontmate IM design Into the overall txldhng design. Bracing Indicated Is to rxevenl Welding of IndMtlual huss web and/or chord members only. AW Ilonal temporary and permanent txocing M iTek' Is always iegLMed lot stability and to prevent co0apse vAlh possible personal Intuy and piopeM damage. For genetai gtldance regarding it* KtlxleatbrL storage, deflvery. erection and txochng of trusses and miss systems, seeANSVIPI I Quality World, DS11-0 and SCSI Building Component 6904 Parke East Blvd Satery, Information avc0alble horn buss Rate hnsOMe. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tartps. FL 33610 Job N55 ruse Type y Ply ilOSS1787 780294 RF02 Hall Hip Truss 1 1 733601058 Job Reference (optional) Rudders FestSoutce, Tamps. Plain Cey. Florida 33566 7 640 a Apr 19 2016 keTek industries, Inc. Wed Mar 01 16.44.30 2017 Page 1 ID:Zl7yacti3rg15yObDEG6BuzOU16.1 vVnNphvzl l MNySx2hA18FSw3RAOwILM7wVTdYzIF3? 1-0-0 7-" to-4-0 13-0-0 IS-10.7 18.2.10 TO-0.9 1-0-0 7-0.0 3 4-0 3 4-0 2.2.7 2-4-3 2•6-16 tOx10 MT18H= axe = 20 II Seale - 1:38.1 oxo - 3x4 = 3x4 = O19 - 3x6 = 2x4 II 3r® = 2x4 II 3x4 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Ven(LL) 0.07 13-14 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.73 Ven(TL) -0.20 13-14 >795 180 MT18H 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.74 HOrz(TL) -0.02 17 n/a We BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 113 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 4-1-15 oc puffins, except 1-4: 2x4 SP SS end verticals. SOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-4.7 oc bracing. WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No.2 3-7.5 REACTIONS. (IWsize) 11=1469/0.4.15, 2=-525 0.8.0, 17=2571/0.11.5 Max Harz 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=-1232141, 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=1726M, 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=4.2psf; BCDL=6.Opsl; h=151h Cal. II; Exp B; Encl., GCpi=0.18: MW FRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 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 nonconcunent with any other five 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 fall 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 loads). 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 [his component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard Continued on Daae 2 A WARNING- VmOy design Powneters and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE N07473 rev. 169MIS BEFORE USE Design valid for use only with Mllek® connectors. D* design is bcaed only upon parameters shave. and Is for an indNduxd buk b10 component, not o trim system. Before use. the lxtdng designer must vedfy Ih0 g1{xM;obllty of cleslgl parameters and goperty Incorpaale W& deslpn into the overall bu ldl g drdlgm 6rocing Indicated Is to prevent blcldbg of trxllvldudd mm web and/or chord members only. AWfional tempaay and permanent brocN WOW Is sways teclrLed lot sk bB0y and to prevent collapse with possIlAe persorxf Inury and property damage. For genetol guidance tegacfbg It* folxlcallon. stotoge, delivery. erection cM Uocbmg of trusses and min systems seeANSVIPI I curry Cdledo. DSB-69 and 8CS18uilding Component 6904 Plate East Blvd. Smey Irdarmation avallatAe from hum Plate Institute. 218 N. Lee Street, Suite 312. AlexaWda VA 22314 Tampa. FL 33610 Job Truss I fuss ype y T80294 RF02 Kau HipW t 1 73.... 8 tjJobReference (optional) auoaers "stbortrce, van". rmm Ley. Aortae 33e66 LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Ven: 1-4=-60, 4-6=-60, 7-10=-156, 2-11— 20 Concentrated Loads (lb) Vert: 10=-347 18-200 19-134 20— 193 21=-266 r.640 s Apt 19 2016 MI I ex Inausttms, Inc. WOO Mat el 16.44 30 2017 rage 2 ID:217yaclt3rgfSyObDEG68uz0U16.1 vVnNphvzl I MNVSx2hA18FSw3RAOwILM7wVTdYzIF3? V WARMING- Vadly dealpn pnameten and READ NOTES ON MIS AND INCLUDED AU EK REFERANCE PAGE A07472 tarv. iMMIS BEFORE USE Design vdkl la use only with Mnekb connectors. 8ls design Is Lamed orgy upon paanetefs s1rown, and Is la an IndMdrty NAdtrlg component nor a buss system. Be1010 use. the IxOmng designer must verily the q)l)bccU811y of design palanotefs and property Inconpaate ft design Into the overall building design. Dochg Ina9cated b to prevent bucl&Q of tlldiVldlldi bus web and/a chord members only. Additional temporary and permanent ddclng M!Tek' Is c ways IeglLed for skri0ly and to prevenl coBgxe wllh possible personal Hay anal properly damage. For general glldance, regarding Doe, tabelcolim storage, delivery. erectkan and bracing of busses and truss systems seeANSVTPl1 Quality Cdtarb, OSB-89 and SCSI BuUmng Component 6904 Parke East 8W. Safety Inforlltolan ava8dlo from truss Plate In sIllute, 218 N. Lee Street. SJte 312. Alexandria. VA 22314. Tampa. FL 33610 Job Truss Type oty T105617BB T80294 VO1 VALLEY TRUSS 3 1 733601059 Job Reference(optional) Builders FustSource. Tanve, Plant Coy. Florida 33566 24}0 2-0-0 2x4 , LOADING (psi) SPACING- 2.0.0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 TCDL 10.0 Lumber DOL 1.25 BC 0.13 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 BCDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 1=54/1-10.0, 2=55/Mechanical Max Horz 1=30(LC 12) Max Upliftt=-9(LC 12), 2=-24(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 7.640 a Apt 19 2016 MrTek Industries. inc. Wed Mar Of 16:44:31 2017 Page 1 I D:Zl7yac113rgISyObDEG6BuzOUi6-V639a9iXpbAD7618cOhXgS7EArg6fVBV MaFO9_ziF3_ Scale . 1:7.9 DEFL. in (loc) Well Ud PLATES GRIP Ven(LL) -0.01 3 >999 240 MT20 244/190 Ven(TL) -0.01 3 >999 180 Horz(TL) -0.00 2 n/a n/a Weight: 5 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2.0.0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4 2psf; BCDL=6.0psl; h=251h Cat. 11; 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 & 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 20.0pst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 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.' V WARNING - Verify dedgn pruometere end READ NOTES ON THIS AND INCLUDED MITEN REFERANCE PAGE MD-7473 rev. flaWAIS BEFORE USE Design vclkt for trio only calm MllekO connectors. Ms design 6 based only upon Parameters shown. and Is rot an hdMdual biding component. not a hiss system Before use. rho IAAdhg designer must vedty trio cy)ltllcalllly of da BSlgnpametersand properly hcorporote Otis design into the overall buldtrg design. Bracing indicated Is to prevent bucking of halvldurl hues web ad/or chord members only. Additional temporary ad permanent bachg MiTek' is always ieoyi6ed lof skriOlty and to prevent collapse with posble personal hltoy and property damage. For general guidance regading Ote fabFic- atbn stooge, del", erection and lradng of trusses and Inca systems, seeANSI/TPl I Quality Cdletb, DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallamle hom Trim Rate hnstlMe, 218 N. Lee Sheer. Stile 312 Alexandria VA 22314. Tarnpa, FL 33610 Jobruss russ ype y TtOSSt7B9 TBO294 V02 VALLEY TRUSS 3 1 1 6",eference(optional), builders Fdstsource, Ianipa. Flint Gdy, Fiona 3W66 r.64e s API le Ze161AI ex rndusirles, I11C. WOO Mer u1 1b:44:J1 lul r rage 1 I D: Zl7yaclt3rgf5yObDEG68uz0U fB-V639a9tX1bAD?6l6cOhxgS? E6rgtf VRV MaF09_zl F3_ 2.11-ti 4-0.0 2•tt•1 t-0-tS Scale. 1:13.0 20 i 2x4 11 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Ven(LL) 0.00 3 n/r 120 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.08 Vert(rL) 0.00 2 n/r 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Hor2(rL) 0.00 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Mainx) Weight: 13 lb FT = 20% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP N0.3 REACTIONS. (lb/size) 1=71/3-11-8, 5=198/3.11-8 Max Horz 1=71(LC 12) Max Uphft5=-76(LC 12) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0.0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.0psf; h=2511; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Intedor(1) zone; cantilever left and right exposed ;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 76 lb uplift at joint 5. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' A WARNX6 - Vmrry ded9a pemnwMre ertd READ NOTES ON THIS AND 01CLUDED WTEK REFERANCE PAGE rMA7473 rev. 1617"IS BEFORE USE DeslM valld for use only with tv91ekS connectors. B* design k based only upon parameters sllowrl. and 6 tot an IntllNWxd bluldirlg component. not a buss system. Before use. the Milk&& doslnetgmust verify the g411cab liby of ck ag 1 pametersandopedyhcogwrale 61k design Into the overall btldlrlg design. Mochg Indicated Is to prevent buckilr* of kxlNkAxl buss web and/or cblotd members only. Adalttoflal temporary and pesmalenl bxackV MiTek' It always reed for stability arlrl to ptoveni collg3se wllh possible, persorxr k*ffy and property danaoe. For general guidance tegadtrlg five fabrication stolage, delivery, erection arxl bulc1W of trusses and tr n systems, seeANSVTPI I Quality Cdterb. DSB-69 and BCSI BuBmng Component 6904 Parke East Blvd. sorely IMormatlon available from truce Plate fr1stlMe. 218 N. Lee Street. Srlle 312. Alexandria VA 22314. Tarsspa. FL 33610 Job I runs Truss Type ry ply T10551790 780294 V03 Valley Truss 1 1 1733601061JobReference(optionalI Rudders FinaSource. Tangs. Plant Cay. Fonda 33566 7 640 a Apt 19 2016 k0ak Indusines. Inc. Wed Mar 01 16:44:31 2017 Page 1 I D:Zl7yact13rgtSyObDEG6Buz0U16•V639agiXtbAD?6t 6cOhXgS?FvrijfvBVMaF09_ziF3_ 2-0-0 4-" 2" 2-0-0 3x4 = 2 Scale. 1:7.8 g 0 2x0 i 2x4 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.03 Ven(LL) n/a We 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 SC 0.15 Ven(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a rVa BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 10lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0.0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. 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. CompJMax. Ten. - All forces 250 (lb) or less except When shown NOTES- (8) 1) Unbalanced rool live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.01>sf; h=25ft; 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 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 psi bottom chord live load nonconcuneni with any other live loads. 5) ' This truss has been designed for a live load at 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide Will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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 WARNWG. Vatly dadon puennters and READ NOTES ON TNts AND INCLUDEDWTEK REFERANCE PAGE W 7473 rev. rMMIS BEFORE USE Design valid too use only With M1109 con nectom W& design Is Lxsed only upon parameters snows aid Is to an hdlNduat txAdhg component, not o tnas system. Before use. the IxAd hg designer must verify the glpUaalAlly of design paometers and poptMy, Incorpoote 0th destpn Into the overall btAdhg design. Ikochg Dedicated Is to pevemt bucldDng of Dndlvldud puss web and/o chord members only. Addiflond temporary and permanent txacW MOW It ahvays requited too stoUlty and to pevent callgne with possbfe personal spay and property damage. roo general guidance ieg iding the natxlcalloix storage, delivery. erection and txoci ng of hisses and thus systems. seeANSVTPI I CuaBly Cdtub. DSB-69 and SCSI Buffeting Component 6904 Parke East Blvd Salary Intormallon avaSdble Dam drum Rate D1sOMe. 218 N Lee Streel. Suite 312. Alexandria. VA 22314. Ternpa. FL 33610 Job Truss Truss Type oty Ply T1oss17e1 780294 VO4 Valley Truss t 1 I 733601062 Job Reference (optional) Builders FitstSource. Torrpa. Plant City. Florida 33566 7.640 a Apr 19 20161+4Tok Industries, Inc. Wed Mar 01 16W 32 2o17 Page 1 ID:Z17yacit3rg15yObDEG6Buz0U 16-zldXoVi9UvI3dGcKA6CmDgYPJE?TOy11bE_ahozI F2z 3312 6.7-8 3312 3312 20 i 2x4 11 4x6 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Ven(LL) n/a We 999 TCDL 10.0 Lumber DOL 1.25 BC 0.12 Veff(TL) n/a We 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.03 Horz(fL) 0.00 3 n/a We BCDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.3 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 Uplilll=-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. 2x4 Scale . 1:13.5 PLATES GRIP MT20 244/190 Weight: 20 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.0pst; h=2511; Cat. 11; Exp B; Encl., GCpl=0.18; MW FRS (envelope) gable end zone and C-C Interlor(1) zone; cantilever left and right exposed ;C-C tot members and forces & 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 20.0psl on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 38lb 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 particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' V WARNING - VeAry desfyn panunersrs and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE r>m7473 mv. 1667rl IS BEFORE USE Design vtlld for use only with Milek® connectors. D* design Is based only upon paaneters shown, and Is for an Individual bidding component. not Witoheatsystem. Before use. the btDdnlg designee must verify the of4ftab11N of design paamelers and Ixope"y Incoilwrate this design Inlo the ovondl Waiting design. @acing Incilealed Is to ixevent budding of Individual that web and/or Chord Members only. Additional lempoiary and permanent biochlg Welk' is always lectured lot stability and to prevent collapse wllh possible personal " and properly damage. For general guidance teomcIV the klxlcatim storage, delivery, erection and bae4ng of messes and truss systems. seeANSVMI Quality Criteria. DS8-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avalltble from Trig Rate InsdMe. 218 N. Lee Sheet. SJIe 312. Alerran ria. VA 22314. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets ore indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-r/ ldr For 4 x 2 orientation, locate plates 0-144, from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: Notional Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths Drawings not to scale) 2 TOP CHORDS C O U a- 0 r— JOINTS ARE GENERALLY NUMBEREDAETTERED 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 ANSIrrPI 1 section 6.3 These truss designs rely on lumber values established by others. 2012 MiTek® All Rights Reserved mm W1 0 MiTek 0 MIek Engineering Reference Sheet: Mil-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability brocing for truss system, e.g. diagonal or X-bracing. Is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stock materials on inadequately braced trusses. 4. Provide copies of this truss design to the buitding designer, erection supervisor, property owner and all other interested parties. S. 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 rioted, moisture content of lumber shall not exceed 19`X, 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-structurol consideration and Is the responsibility of truss fabricator. General practice Is to comber for dead bad deflection. 11. Plate type. size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects. equal to or better than that specified. 13. Top chords must be sheathed or purllns provided at spacing Indicated on design. 14. Bottom chords require lateral bracing of 10 ft. spacing, or less, if no ceiling is Installed, unless otherwise noted. IS. Connections not shown ore the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of on engineer. 17. Install and bad vertically unless Indicated otherwise. 18. use of green or treated lumber may pose unacceptable environmental. health ar performance risks. Consult with project engineer before use. 19. Review all portions of this design (front back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. Q-AA-AA 7L1-A7-AA e—C-no 1 I 1 I i EIRNG WALL I I M 1 1 O-AA-AA i i I Iwwwwwww.i r, 1 I N 1 1 1 J16 D J17 J18 J19 J11 JII J10 JJ09J08 I 1 I 1 a 3 3 DEAKWG HEIGHT 56HEDUF 9 4 20'-3/4- RECORD COPY I I Hanger List H1 HTU26 H2 THA422 NOTES: U) REFER 10 HID 91(RECOMMEIDATIONS FOR HANDLIN6 D15TALLATION AND TEMPORARY DRACII6 ) REFER 10 EN6INEERED DRAWIN65 FOR PERMANENT DRACIN6 REONRED 2) ALL TRUSSES ("LUPIN6 TRU%E5 UNDER vALLET FRAMII6) MST DE COMPLETELY WIEO OR REFER 10 DETAIL VV5 FOR ALTERNATE DRACM REQUIREMENTS 3) ALL VALLEYS ARE 10 DE CONVENTIONALLY FRAMED DY DIILDER. 4.) ALL TRUVAS ARE DE516NED FOR 7 o c MAIOMM SrA(IN6, UNLESS OTHERWISE NOTED 5) ALL WALL5 SHOWN ON PLACEMENT PLAN ARE CON51DERED TO DE LOAD DEAM UNLESS OTHERWISE NOTED. 6.) 5Y17 TRUS5E5 ML151 DE INSTALLED WITH THE TOP DEIN6 UP 7.) ALL ROOF TRUSS K"ER5 TO DE SIMPSON HTU26Ui.E550THERWISENO1ED. ALL FLOOR TRUSS HANKR5 TO DE 5I.1P5014 THA422 UNLESS OTHERWISE NOTED. D) DEAMMEADERA.INTEL (OR) TO DE FURNISHED DY MDEII 5HOP DRAWING APPROVAL TITS LAYOUT 155 TIE SAE $AM FOR FADRR.ATION OF ING TftW5 AW VOWS ALL PREY1M ADDIECIUTAL OR OKI O IM LAYOUIS REVIEW MO APrWVAL Of 1%LAYOUT WST ORD DE RIUKD DEFORE ANY I(I MS WILL DE DUCT. VECrY ALL TIM 10 PFM AMMI CHNUFIS THAI WILL RESUtTSANED1EXTRACHAOSTOYA1 FPAvc lypw 1j q„ Buildersg7 FirstSource Orlando PHONE. 407-851-2100 FAX: 407-051.7111 Plant City PHONE 813.759.5951 FAX: 813-752-1532 Taylor Morrison I. Darlinaton C Lot IOU NT- 11-20-15 Rick RECORD COPY City of Sanford Building and Fire Prevention i6W 99 q Product Approval Specification Form Permit # # 1 7- 1 9 0 7 ;0\`DING 0po Project Location Address 4-7*Rocky Grove Lane As required by Florida Statute 553.842 and Florida Administrative Code 9N-3, please provide the information and product approval number(s) on the building components listed below if they are to be utilized on the construction project for which you are applying for a building permit. We recommend that you contact your local product supplier should you not know the product approval number for any of the applicable listed products. Be aware that windows, skylights, and exterior doors must be tested in accordance with the Florida Building Code, Section 1714.5. More information about Statewide Product Approval can be obtained at www.floridabuilding.org. The following information must be available on the jobsite for inspections: 1. This entire product approval form 2. A copy of the manufacturer's installation details and requirements for each product. Category / Subcategory Manufacturer Product Description Florida Approval # include decimal) I. Exterior Doors Swinging herma Tru Swinging Ext. Door (front door) FL15225-113 Sliding MI Windows Sliding Ext. Door (Standard SGD) FL15332.09-R2 Sectional Arnarr Garage Doors Sectional Ext. Door (Garage SF) FL5302.10-116 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 3540 ser. Frame Fixed Glass FL18644.04 Awning Pass Through Projected - Mullions MI Windows mullion - vertical FL18504.2 Wind Breaker Dual Action Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # including decimal) 3.Panel Walls Siding Soffits Alpha Aluminum, Inc. Soffits FL12019-R5 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4.Roofing Products Asphalt Shingles Roofing Shingles FL16305-R4Atlas Underla ments InterWrap, Inc. Underlayments FL15216-R2 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and 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 li hts Skylights Other 7. Structural Component Wood Connectors Anchors Truss Plates MiTek Industries Truss Plates FL2197-RS 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 T ture Applicant's Name Please Print) June 2014 Yf•r I-CY Aft. AN. 7f•r Aflta11.•O• Tr,1• t 4 " f4.4/. f.1• i y i P U I rtwlr 1 l 1 p°'^M I • am= 1 4 I wtww I Irrrow' I trafra3e I1 ° ° tls+et• I UUW tTeaacmo j DINING 1 IQTaiB4 je1•-1• g aFAMILY_ROOIM LI2-dray VO E sDfP O! I si nA G r-/• nAl ca 1 ter f,• c r4u f 4 )mt I j cm as I ) fa• 1 f1 awro I L'w s.Ta I tuxSKMAT Aoa)PDt / aid i_ Ni A.faalaac * o RO I oaaE•De roI4A6 tP /PtG 1 na:Iar— I 14 m^ aar YI• na.KDAIr aen aDr 3f r•)rma ofrorr r---1 r---1 I r••uvnc 1 Ir••u••.c IAroas2r[ avalfai at l I maafll.all ICgMDRICIat I laartcu I Iratal 1 L---J L --- J WMuMIISTER r-P MI QG I I I I rLAW 1 r-1 RI. T. I I I I I I u'a OPT. POCKET SLIDER IfAt. N'.)d r1• 1 EI Ecroa f•rAgf•1' ar M. BATH O tr,-i•.w•-r• r r-1• MT = r-o MI QC I ao AX& as ramaaau arr f•7 91 em m o&& r-------- ar I I I I u,2naELau• I I 1 T1 I it GWG2DE-ax i If %I •'-1' Rr. Nt. IMI•tR If mort EII IIFd Kalb sg1 am I 1 tt. I sl • trr aft M MLS PWDB. ataaflfrcD[ I al f.r m IDNDrB - IJ Tq, n o , I to 6CK1f74Af118rI10R110. f—r a>oac 1f. TYPICAL MASONRY WINDOW SCHEDULE WINDOW WIDTHS 7Ic W V 31' SY10• V 31' SY WINDOW CAU-OLFF5 L9 Tb Ow n5H 3TsH 3Y 094 U 54 3354 p5r aI u N 5N N hl 34 5HI0Z63' IS W I5 fH 3659 iP 3 tb 5H Tb SN )b SH OC. VEREY MAS V OFEINGS FAQ All b VaA CIHOCD SAS Arm 16TALLATM MY VAKT FER 14WfACRMAID WECHCA1Ktt'i Z RM TO RM FLAYS FOR STYLE OF RWM Oil) T5WE IVY SHCA,fE M- C".ORTOW UA55• FG) At[ Im mWit ADRsor ay." w LLCMTON rID NRf" A • 31f affaaa" Imm? c bm t" kau$ wf ao wAwd •r . us. rie.00• m n41t0RM / l[IDawaa .n. va+.mo .uw wnrw m•veae•I p1 + 0 C) Y ) P ` a ttea•La wI IIDfLSIDt / Y 0 000 O ce 00 Lf rcwmr• rn O rFACRCDdr1r HATCHING LEGEND sua a:u ® O 1 MAN FLOOR 14615F. UPPER FLOOR 11155F. 25§5j TOTALLIVING25825F. GARAGE 4555F. raz LANAI 1395F. Mw/LOW PUV xoafs ENTRY 115F. 701AL $ a FT. 32415F. MAIN FLOOR PLAN NOTES 2A1 w" tr. )O GARAGE RIGHT Fl n 616. 1 1p WtA-)hpt _.,I hoLk,L"TL 11 MGiLLX.YO YfIf DE LtDOGa 4lafRa' i WAMM" Ot W aR amm"to" ro rAalliaMMaKMMIPataA ia. M" t, nm Avg w iw*waootaN im+ i,wamtucauntautm maws[ XMM o aoai wu M FUM aaow dlt P AJAMPMWCMOMiAJ "MOM vc+aovs uc ta, twat r, tacs a >,f it,3fDXO7tfSltllLA- ffl mOG11YW ImI tI MiAafRN3QOlMusAV ttcwGw" w nc iwiri r avi ie mo a¢ - axis eusm I q eovanmiarwr nowAwa a, tn N.TJ6. L100 lIL wf .IJC. UtF M% 1U111YID CO 1 r O Ln W 0 2 Z m 0 _ Z ) O 0 5; 7 o 0 N aJ -- 2585 DAi UPPER FLOOR PLAN NOTES 2BI W" vr. t•r GARAGE RIGHT Florida Building Code Online Rc)N-T -t5LoR Page 1 of 3 Business & Professional Regulation AM, & pWMXnqua eas some I Lao in I use Reylw.nm : nor Topics I suave svrchaMe ! Statt & FMs I PubkolJons I Fac SUIT I eels see rap I unkS I Sa'Ch I Bus nes < l ! Product ApprovalPro#essi riaUSER: MIX User Regulation PrWLXI Aeerevat M.eme > Product dr AeOlkatleA Srertn > AdMlrar 0A IKl i Application Dowl FL Jt FL35225-R3 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission If necessary. Comments Archived Product Manufacturer Address/ Phone/Email Authorized Signature Technical Representative Address/ Phone/Email Quality Assurance Representative AddressJPhone/ 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 Therma- Tru Corporation I IS Industrial Drive Edgerton, OH 43517 419) 298-1740 rickw@rwbldgconsultants. com Vivian Wright rickw@rwbldgconsultants. com Exterior Doors Swinging Exterior Door Assemblies Certification Mark or LISting National Accreditation & Management Institute Ryan J. King, P.E. Validation Checklist - Hardcopy Received Standard 101/ 1.S.2 ASTM E1886 ASTM E1996 ASTM E330 TAS 201, 202, 203 Method I Option A 06/ 13/2015 06/ 28/2015 Year 1997 2002 2002 2002 1994 https:// www.floridabuilding.orglpr/pr app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZIQ... 7/20/2015 Florida Building Code Online Page 2of3 Date Pending FSC 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 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 IS225.1-68 (6'8 Door Products), INST FL15225 R3 it INST 15225.1-68.odf 15225.1-80 (8'0 Door Products) and INST 15225-68M (6'8 FLIS225 113 It INST 15225.14O.odf Door Products Direct to Masonry) for installation FLIS225 R3 11 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 FLM25 R3 AE Eval•15225:1-68.odf FLIS22S R3 AE EVAL 15225.1-80.odf FLIS225 R3 AE EVAL 15225-68M.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 15225.2 NAMI certs.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: Yes 12/31/2021 Design Pressure: N/A Installation Instructions Other: See INST IS225.2-68 (6'8 Door Products) and INST FLIS225 R3 11 INST 15225.2-68.odf 15225-68M (68 Door Products Direct to Masonry) for FLIS225 R3 11 INST 15225.68M.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 FL1522S R3 AE EVAL 15225.2-68.odf FLIS225 R3 AE EVAL 15225-68M.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 FL15225 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 (68 Door Products), INST FL15225 R3 11 INST 15?3$,3-68.0f 15225.3-80 (8'0 Door Products) and INST 15225-68M (68 FLIS22S R3 If INST 15225.3-80.odf Door Products Direct to Masonry) for Installation Fr tS225 R3 II INST 15225-68M.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 "]' part Created by Independent Third Party: Yes number doors and sidelites, which have been stained or Evaluation Reports painted within 6 months of installation - Excludes Opaque FLIS225 R3 AE EVAL 15225.3-68.odf Benchmark Door Panels.) FLIS22S R3 AE EVAL 15225.3-80.odf FI 152?S R3 AE EVAL 1522.5-68M.odf Created by Independent Third Party: Yes 15225.4 d. 'Premium Series' and Benchmark by Therma-Tru' 6/8 and 8/0 Opaque and Glazed Steel Door with and without Sidelites. Inswing and Outswing Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLI522S R3 C CAC 15225.4 NAMI certs.odt 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 (6'8 Door Products), INST FL15225 R3 11 INST 15225.4.68.odf 15225.4-80 (8'0 Door Products) and INST 15225-68M (61 FLIS225 R3 H INST 15225.4-SO.odf Door Products Direct to Masonry) for installation FL15225 R3 If 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 EVAL 15225.4-68.odf FL15225 R3 AE EVAL15225.4-80.odf FLIS225 R3 AE EVAL15225-68M.odt Created by independent Third Party: Yes 115225.5 I e. 'Smooth -Star' and "Benchmark 16/8 and 8/0 Opaque and Glazed Fiberglass Door with and IbyTherma-Tru" without Sidelites. Inswing and Outswing https://www.floridabuilding.org/pr/pr_app_dti.aspx?paratn=wGEVXQwtDgv3yV VKJZ 1 Q... 7/20/2015 Florida Building Code Online Page 3 of 3 Limits of use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A Other: See INST 15225.5-68 (6'8 Door Products), INST 15225.5-80 (8'0 Door Products) and INST 1S225-68M (618 Door Products Direct to Masonry) for Installation instructions. Note - Glazing Shall comply with ASTM E1300- 04. (This product approval requires the use of "J" part number doors and sidelites, which have been stained or painted within 6 months of installation - Excludes Opaque Benchmark Door Panels.) Certification Agency Certificate Quality Assurance Contract Expiration Date 12/31/2021 Installation Instructions FLIS22S R3 It INST 15225.S-68.odf' FLIS22S R3 11 INST 1S22S.S-80.odf FLIS22S R3 II INST 15225-68M.odf Verified By: Lyndon F. Schmidt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports FLIS225 R3 AE EVAL 15225.5-68,Ddf FLIS225 R3 AE EVAL 1522S.S-80.Ddf FLIS225 R3 AE EVALIS22S-68M.odf Created by Independent Third Party: Yes 115225.6 I 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 Therma-Tru' with Transoms Limits of use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A Other: See INST 15225.6-68 (61 Door Products) and 15225.6-80 (8'0 Door Products) for installation instructions. Note - Glazing Shall comply with ASTM E1300-04) Certification Agency Certificate FLIS225 R3 C CAC IS22S.6 NAMI certs.0df Quality Assurance Contract Expiration Date 12/31/2021 Installation Instructions FLIS225 R3 11 INST IS225.6-668,odf FLIS225 R3 11 INST 2S.6-80.odf Verified By: Lyndon F. Schmidt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports by Independent Third Party: Yes E- O Contact Lis :: 1940 North Monroe Street. Tallahassee R 32392 !hone: 11So•487. 1824 The State of Florida Is an AA/EEO employer. Coovllont 2002.2011 State of Florida.:: Privacy Statement :: Acressibatty Statement :: Refund Statement Under Florida law, email addresses are public records. It you do not want your e-mail address released In response to a public -rem s request, do not send electronic map to this entity. Instead, contact tha Onlce by phone or by traditional mail. If you have any questions, please contact 850.487.1395. -Pursuant to Section 45S.27S(1), Florida statutes, effective October 1, 2012, Ikensees licensed under Chapter 455, F.S. must provide ilia Department with an small address d they have one. The smalls provided may be used for ofr2ial communkation with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department loth an email address which can be made available to We public To determine If you ate a licensee under Chapter 45S, F,S., please click b=. Product Approval Accepts: ui® Cre ItME https://w%vw.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yV VKJZ l 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/Sm'ooth Star Glazed Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Benchmark by Therma-Tru Series Glazed Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330 The "Notice of Product Certification" is only valid If the NAMI Certification Label has been applied to the product as described within this document. The certification label represents product conformity to the applicable specification and that all certification criteria has been satisfied. This product has been approved for listing within t'r NAM tmI's Certificatioa Program is accredited b The American National Standards Institute (ANSI). NAMI sCertiliedProductConfigurationLtstin at Inswing or Outswing w v . amicer ica Glazed or Opaque ion— . Maximum Size Design Pressure Pos/ Neg Missile Impact hated Test Report Number Comments X I/ S Opaque 3'0" x 8'0" 47/47 No NCTL-210-1940-1.2.3.4/TTF-257F Sin le X O/ S Opaque 310" x 8'0" 47/-47 No NCTL-210-1940-1.2.3.4/T7F-257F Sin le XX 1/ S Opaque 6'0" x 8'0" 40/40 No NCTL-210-1940-1.2.3.4rrTF-257F Double Standard Aluminum Astra al XX O/ S Opaque 6'0" x 8'0" 40/-40 No NCTL-210-1940-1.2.3.4/I I F-257F Double Standard Aluminum Astragal XX 1/ S Opaque 6'0" x 810" 47/47 No NCTL-210-1940-1.2.3.4/ rF-257F Double Coastal Aluminum Astragal XX O/ S Opaque 6'0" x 8'0" 47/47 No NCTL-210-1940-1.2.3.4/ITF-257F Double Coastal Aluminum Astragal OXO/OX/ XO I/S Opaque Door 5'4" x 8'0" 40/40 No ETC-01-741-10593.0/L-2173rffF-257F Sin le w/Sidelites Glazed Sidelites OXO/OX/ XO O/S Opaque Door 514" x 810" 40/40 No ETC-0I-741-10593.0/L-2173/ITF-257F Single w/ Sidelites Glazed Sidelites OXXO US Opaque Door 8'4" x 800" 40/-40 No ETC-0tandard Double w/ Sidelites Glazed Sidelites Aluminum Astragal Standard AluminumAstcaalOXXOO/ S Opaque Door 8'4" x 800" 40/40 No ETC-01-741-10593.0/L-2173=F-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/ITF-257F Double w/ Sidelites I Glazed Sidelites Coastal Aluminum Astragal OXXO O/ S Opaque Door 8'4" x 8'0" 47/47 No ETC-01-741-10593.0/L-2173/ITF-257F Double w/ Sidelites Glazed Sidelites Coastal Aluminum Astragal WA 11A' 49 National Accreditation & Management Institute, inc./4794 George Washington kytem l1na7ca, .ice 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: 10/152003 Butler, IN 46721 Expiration Date: 12/312021 Revision Date: 02/242015 Product: FiberClassic Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Bencbmark by Therma-Tru Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330/E33 I ITAS202 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 R, ..:,... AIAMile r-..,ieeoiinn Prnvrnm is arrredited by The American National Standards Institute (ANSI). NAn71"s l-eril"CU rrouuct a.M.m At" Inswing iv--- Glazed Design Missile Test Report Number Configuration or or Maximum Pressure Impact OutswinE O a ue Size POSINeg Rated Comments X 1/S Opaque 310" x 6'8" 67/-67 No ETC-01-741-10703.0/L-2097/ITF-253F Single X O/ S Opaque 3'0" x 6'8" 67/-67 No ETC-0 I -741-10703.0/L-2097=F.254F Sin le XX 1/S Opaque 6'0" x 6'8" 40/-40 No ETC-0I-741-10703.0/L-2097/1TF-253F Double Standard Aluminum Astragal XX O/S Opaque 6'0" x 6'8" 40/40 No ETC-0I-741-10703.0/L-2097f TF-254F Double Standard Aluminum Astragal XX I/S Opaque 6'0" x 6'8" 47/47 No ETC-0I-741-10703.0/L-2097/rTF-253F Double Coastal Aluminum Astragal XX O/S Opaque 610" x 6'8" 47/47 No ETC-01-741-10703.0/L-2097/TTF-254F Double Coastal Aluminum Astragal OXO/OX/XO 1/S Opaque Door 504" x 6'8" 40/40 No ETC-01-741-10593.0/L-2097/ITF-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-2097/iTF-254F Single w/Sidelites Glazed Sidelites OXXO S Opaque Door 8'4" x 6'8" 40/-40 No 53F ETC -Standard Doublew/ SidelitesGlazedSidelitesAluminumAstragalStandard Aluminum AstraalOXXOO/S Opaque Door 8'4" x 6'8" 40/ 40 No ETC-01-741-)0593.0/L-2097/TTF-254F Double w/Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO I/S Opaque Door 814" x 6'8" 47/47 No ETC-01-741-10593.0/L-2097=-253F Double w/Sidelites Glazed Sidelites Coastal Aluminum Astragal OXXO O/S Opaque Door 8'4" x 6'8" 47/47 No ETC-0I-741-10593.0/L-2097/TTF-254F Double w/Sidelites Glazed Sidelites Coastal Aluminum Astragal v National Accreditation & Management Institute, Inc.l4 94 George Washington iriemorroyrr1uyra, •1% Tel: (804) 684- 5124/Fax: (804) 684-51223/// NAM AUTHORIZED SIGNATURE: NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: N1005330-RS 108 Mutzfeld Road Certification Date: 10/15/2003 Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: FiberClassic/Smooth Star Glazed Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Benchmark by Therma-Tru Series Glazed Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330/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 r ..-- i+_...:n-_.:-_ o-....-..... A. . —41P.A by T6. Am.riwan No#innaI St9ndards Institute 1ANSM NAMI'S Certified rrOAUCt LIStln at Inswing ww%vajamicernmcnuvn.cum. Glazed 1-ia a cau....v...... Design Missile Test Report Number Configuration or or Maximum Pressure Impact Outswinit opaque Size Pos/Nez Rated Comments X 1/S Glazed 3.0" x 618" 47/47 No NCTL-210-1940-1.2.3.4/fTF-256F Single X O/S Glazed 310" x 6'8" 47/47 No NCTL-210-1940-1.2.3.4/rTF-255F Single XX l/S Glazed 6'0" x 61" 40/40 No NCTL-210-1940-1.2.3.4/ITF-256F Standard Aluminum Astragal Double XX O/S Glazed 610" x 618" 40/40 No NCTL-210-1940-1.2.3.4/f TF-255F Standard Aluminum AStra al Double XX US Glazed 610" x 618" 47/47 No NCTL-210-1940-1.2.3.4/TTF-256F Coastal Aluminum Astragal Double XX O/S Glazed 690" x 618" 47/47 No NCTL-210-1940-1.2.3.4/ITF-255F Coastal Aluminum Astragal Double OXO/OX/XO I/S Glazed Door 5'4" x 698" 40/40 No ETC-0 1-74 1 -11 008.0/L-2 15 1 rM.256F Single w/Sidelites OXO/OX/XO O/S Glazed Sidelites Glazed Door 5'4"x 6'8" 40/-40 No ETC-01-741-11008.0/L-2151/I-fF255F Single w/Sidelites OXXO US Glazed Sidelites Glazed Door 8'4" x 6'8" 401-40 No ETC-01-741-I 1008.0/L-2151/fTF-256F Double w/Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO O/S Glazed Door 814" x 6'8" 40/40 No ETC-01-741-11008.0/L-2151/TTF255F Double w/Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO I/S Glazed Door 8'4" x 618" 47/47 No ETC-0 1-741-11008.0/L-21 5 1 MF-256F Double w/Sidelites Glazed Sidelites Coastal Aluminum Astragal OXXO O/S Glazed Door 8'4" x 6'8" 47/47 No ETC-01-741-11008.0/L-2151/fTF255F Double w/Sidelites Glazed Sidelites Coastal Aluminum Astragal i /H VA IIA71 National Accreditation & Management Institute, Inc./4794 George Washington Memor a y ayes Tel: (804) 684-5124/Fax: (804) 684-5122 NAMI AUTHORIZED SIGNATURE: NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: N1005331-115 108 Mutzfeld Road Certification Date: 10/15/2003 Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: FiberClassic/Smooth Star Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Benchmark by Therma-Tru Series Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330/E331/TAS202 The "Notice of Product Certification" Is only valid If the 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 V N ' "M. t'on tom NAMI's Certification Pr ram is accredited b The American National Standards Institute (ANSI). NAM I s Certified Product Configuration LUshn at Inswing or Outswine www. amcc Ica Glazed or O a ue Maximum Size Design Pressure Pos/Nez Missile Impact Rated Test Report Number Comments X 1/S Opaque 3'0"x 6'8" 67/-67 No ETC-01-741-10702.0/L-2096/TTF252F Single X O/S Opaque 3'0"x 6'8" 67/-67 No ETG01-741-10702.0/L-2096/1TF25IF Single XX I/S Opaque 690" x 6'8" 40/40 No ETC-01-741-10702.0/L-2096/1TF252F Double Standard Aluminum Astragal XX O/S Opaque 6'0"x 6'8" 40/40 No ETC-01-741-10702.0/L-2096rffF251F Double Standard Aluminum Astraaal XX 1/S Opaque 600" x 6'8" 551-55 No ETC-0 1 -74 1 -11 008.0/L-215 I rrTF252F Double Coastal Aluminum Astragal XX O/S Opaque 6109vx 698" 55/-55 No ETC-01-741-11008.0/L-2151/I-I'F25IF Double Coastal Aluminum Astragal OXO/OX/XO I/S Opaque Door 5'4" x 6'8" 40/40 No ETC-01-741-11008.0/L-215I/T-TF252F Sin le w/Sidelites Glazed Sidelites OXO/OXXXO O/S Opaque Door 5'4" x 6'8" 40/-40 No ETC-01-741-11008.0/L-2151%TTF2S1 F Single w/Sidelites Glazed Sidelites OXXO I/S Opaque Door 8'4" x 6'8" 40/-40 No ETC•O1-741 2F Double w/Sidelites Glazed Sidelites d AluminumAstragalStandardAluminumAstra al OXXO O/S Opaque Door 8'4" x 6'8" 40/-40 No ETC-01-741-11 1 F Double w/Sidelites Glazed Sidelites alAluminumAstragalStandardAluminum OXXO 1/S Opaque Door 8'4" x 6'8" 55/-55 No 15ETC-01-741-11008.0/L-2151/1TF252F Double w/Sidelites 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•215InW251F Double w/Sidelites Glazed Sidelites Coastal Aluminum Astragal VA 23072NationalAccreditation & Management Institute, IncJ4794 George Washington Memorta y/Hayes, Tel: (804) 684-5124/Fax: (804) 684-5122 NAMI AUTHORIZED SIGNATURE: THERMANTRU 0 THERMA TRU DOORS I I Iwcuei"1 O".. CuoC*TON. ON 4ee17 Smooth -Star" and "Benchmark by Therma-Tru" 6'8" SINGLE AND DOUBLE OPAOUE OR GLAZED PANELS ' W/ & WIOUT SIDELITES INSWING / OUTSWING INSULATED FIBERGLASS DOOR WITH WOOD FRAMES General Notes 1. This product onchonng drawing has been developed in compliance with the 5th Edition 20141 Rondo Building Code (F8CI excluding the 10gh Velocity Hurricane Zone'. See the Certification Agency Certificate for sties. specifications and ratings. 2. Product anchors shall be as bled and spaced as shown on details. Anchor embedment f ba oteriot shall be beyond wall dressing. slucco foam. brick and other wall IO5.S0' MAC OVERALL WME WIDTH 1 2 3 3 3 S 11 I I. 11 rw 1 A '1 i. A i 8 8 8 6 6• 8 DOUBLE W/ SIDEUTES OXXO MAX OESION PRESSURE 55.0 -SS.O o se m coverings. -+{ 37-W MAX. OVERALL 3. Wood screws shall be installed following installation inshuct'Ions of ANSI/AF&PA NOS 2012. I WIDTH All other fastener types to be installed fdbwig fastener manufacturer's Installation instructions. FA FA 4. Fastener embedment depths, edge distances and center -center distances shall be as 4 specified by the fastener manufacturer but In no instance shall they be less than shown in S this drawing. O S 5. Where shims are used, they must be a'ripid / stiff" material that complies with the 3 requirements of the FBC. 6. Positive and negative design pressure requirements for use with Itds drawing steal be detertrilled by others for specific jobs In accordance with the goverrkg code. S -, ". -, iti; i ii F - i' ' i 7. Site conditions not covered by this drawing are subject to further engineering ants. rANF OF COMENR lNffrR I DESCRIRION I fvvicd elevotbm design pressuret i general notes 2 Buck andoA 3 Rarrle anChOft 4 hame anch*ft 6 bil of materials 5 HadmIal 6 verticalcross sections 6 Vai km doss sections SINGLE X MAX DESIGN PRESSURE 67.0 -67.0 6B.S? MAX. OVERALL. wD1H S 3 S •.` 1 1 v SINGLE W/ SIOCLIIES OX0 MAX DESIGN PRESSURE 40.0 -40.0 DOUBLE XX MAX DESIGN PRESSURE 55.0 -55.0 LOCI MAWWAII M!G I1EfID MOAT RWIIII MI"I11IE fEIIft 710 OEAWdr S3W MAX. OVERALL WIDTH SINGLE W/SIDEL[TE DX are 2 21 t. MAX DESIGN PRESSURE 40.0 -40.0 N.T.S. o.a Ir,. 1X CIK W. LFS w.uc NO; FL- 15225.5- SHR r OF 0 11 `MULUON I I `MULLION 11 i *•••• 4 MASONRY 4 11 SHOWN FOR MASONRY; 11 SHOWN FOR I1 ttttl..$ MASONRY REFERENCE I I REFERENCE 1 I i$ t. OPENING TYP. HEAD OPENING Np II OPENING $$ II EAD11 Bga•WkJAMBS & JAMBS, B JAMBS 11 3 n 2X BUCK I I _ 2X BUCK V g 2X BUCK J n j1 J 11 MULLION I 1 v I I a ; I I SHOWN FOR I I m II 06 rod II REFERENCE II is 11 I I I I x dN DOOR SINGIF W/SIDELFIES BUCK ANCHORING BUCK A NCHORRIING BUCK ANCHORING T 4. ,. 1.j MASONRY OPENING 1Fs I. 27( buck min. S.G. t GSS. 2X BUCK N ANCNO N I. Concrola onehor Iocorl" of me comers may be od)Ated to m *fciln the min. edge detonco to inortaloinh. 2 ConcreteorrAor locoriwe rated .MAX ON CTi-tI r must be adAntod to me dntcin the mtn. edpo dettmo to mortor Jdnb, 0dW7bnd cgwete onUas may bo reaut'ed to onwo Me IMAX ON C&OW denomion ore not oaeoeded. Conte onc? w tows: ANCHOR ANCHOR MIN. MIN CIARANCE EIC IMiiSONRit MIN. GIEARANCE IO ADJACENT 1YIE SItEEMBEGMFM fiOfiE ANCHOR 1/r 1.1/P T 1A W EtCO 1/ C UL11tACON i II SHOWNFOR J1 MULUONFOR II TYP. HEAD 11 D7YP• II REFERENCE SHOWN REFERENCE II do JAMBS ASTRAGAL HEADeSHOWNFORJAMBS 9 II La REFERENCE 9 2X 1III( 9 a BUCK r I II r II ai ^ i B 11 I! ASTRAGALII U a U Cd I I IISHOWN FOR I I REFERENCE II ci e o U i. I I U I I II oAm 2 21 12 Is four N.T.S. II lK II DOUBLEDOOR DOUBLEW/ SIDFLITES o wro BUCK ANCHORING MASONRY BUCK ANCHORING OPENING FL-15223.5- 68 a 0' 'E' C.F14-3 F-J' 1 II I MULLION SHOWN FOR IV!_ REFERENCE A W/2X OUCK INSTALLATION O 0 W/1X BUCK INSTALLATION C; TYP. HEAD 6: JAMBS 18 16 16 t2 iu 5 N IN 12 2 r 2N y PAIRS C• IYP. a 3 TYP. 3 • --I rf rn - O T T La uW C U CS SEE DETAIL '4' o SEE U 1 6L__ 1 r r 7 r I —rf-& 7 7 6 F w/2X BUCK IZLLUON ' INSTALLATION r p o SHOWN FOR _ ° W/IX BUCK - ry m' REFERENCE. 9 INSTALLATION O1 2X BUCK INSTALLATION ^ JTAM0HEAD h O _ _ % 0 3d IX BUCK INSTALLATION a (j rP. HEAO 3 JAMBS — p r SEE c I o 5 _ DETAIL ' 11 1 in5DETAIL '? VIEW ' C'-'C" SINGE DOOR W/SIOELITES VIEW t'-'E' .. NEW 'O•- O' SINGLE DOOR W/SIDEUTE VIEW 9'-'RSINGLE DOOR VIEW A•- A' gmw v/ Oma" CONRIIfIJm rASTOM1S. M / JO fr1P. ALL scram w a" Art COWNATKINS) SIDELITE NOTES: 1• rho sidelite is direct set into the jamb with (12) 08It Z' pfh. wood screws. there are (4) at each vortical jamb. 6om the top down at OLS . 31 . 48.S' & 6C. there are (2) of the header at 4' from the outside comers of the home. there are (2) of the sill C from the outsfdo comers. 2. For optional sldeft conshuction with ttoples. sidellte Is direct set Into the jamb with (4) r45- X 1-3/ i 16 go. staples along each)amb (6' from ends and equally spaced thereafter). CONCRETE ANCHOR NOTES: 1. Concrete anchor tocatiorts at the corners may be adtusted to maintain the min. edge distance to modarp(nts. 2. Concrete anchor locations noted as MAX. ON CENTER' must be odjusted to maintain the min. edge distance to mortar joints, additional concrete onchw may be required to ensure the'M". ON CENTER' dimension are not exceeded. 3. Concrete anchor table: ANCHOR ANCHOR MIN. MIN. CLEARANCE MIN. CLEARANCE TYPE SdF EMBEOMEM I'd MASGNRN EDGE r0 AQ/ ACENT ANCHOR ffw . t/ 1' t•l/f r TAPCON rtW • TAPCON 3/ t' 1.11 r 1.1/r W/2X BUCK 2 INSTALLATION g W/ IX SUCK It INSTALLATION DETAIL ' 8' j)ETAIL '2' W/2X SUCK 2 INSTALLATION W/ IX SUCK INSTAWTIO 32 1 C t DETAIL ' 1' 00, 161 O01 000Fi 413! y u 3-N° 2 2 t 12 WAU N. T.S. 3 mc. •r. JK v on, rrc LFS earA° so, FL-15225. 5-68 c s=_La G E' C. 7. 4=r 3 I 7 1 f-3. SEE NOTE 3 U A W SHEET 3 SEE DETAIL "3" N 0 9 W IN J U MUwoN n ASTRAGAL Q[ SHOWN FOR U SHOWN FOR _ REFERENCE A REFERENCE ONLY - U U 16 t8 16 U 16 c t2 5 ' 5 - u1? VIEW 'C'-'C• OOUBLE DOOR W/SIDELITES IN noN PAIRS 30 of TYP. X BUCK I r OALLATION X BUCK N"' _ Z' - ALLATION 4HEAD N SEE OrTNL 6 1y/2X BUCK A3.1NSTALLATION 4j4tit t 1 o = j W/1X BUCK 9 ASTRgGgIJ INSTALIATION 46 N j p SHOWN FOR ;TYP. HEAD & o ai pl s tti REf ETIEn - Ji SEE DETAIL '4' o - a o SEE 16 ; 16 DETAIL o \ r' + L=ff= 5 - I - ' W T-- IV _ cm gm VIEW -E'-T DOUBLE DOOR A VJEW A A r11 vow W/W/ wrow CORMAPM sapim m OOM aw CONNCCIIOIDAt) W/2X BUCK 2 INSTALLATION W/Ix BUCK INSTALLATION 12 1 C w/2X BUCK Item DESCRIPTION Material A JiVIO x 2-1/2 P H W OD SCR W STEEL g j#Io X - FH WOOD SCREW STEEL C 70 X 1 PFH WOOD SCREW STEEL 7 10 x 314 LG. SCREW Hine to rome STEEL 10 x 2 LG. PFH WOOD SCREW STEEL 3 8 x - i 2 I.G.WVOU ZiLKEW STEEL 4 1 4 x 2-3 4-PFH, ELCO OR ITV CONCRETE SCREW STEEL 5 1 4 x 1-3 4 ITIN 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 7 4 x 3-1 4 ITW PFH CONCRETE SCREW STE L 13 MASONRY - 3000 PSI MIN. CONCRETE CONFORMING TO ACI 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 CONCRETE 16 1 4 X 2-I 4 PFH ITW CONCRETE SCREW 20 HEADER JAMB SUGAR PINE SG >= O.J4 WOOD Zt 3 4 THK. PRESSURE TREATED SIDELITE PADSTEELWOOD 30 1 2 X 1 X 25 GA. CORRUGATED FASTENER INSTALLATION 3 t 0 r S W/1X BUCK 11 Q OETNL -I" INSTALLATION ` 3 i P[TA •3- _ B ATTACH ASTRACALTHROW BOLT STRIKE PLATE TO FRAME o h AS SHOWN. t C - u wu 2121112 3 scnr. N.T.S. e t ora.sr. JK m DETAIL '4 cw. ar.. LFS ; ORMW NO; FL-15225.5-68 a swu -14- or-L G W. 13 sA ' 13 :' j ttEtENiii iaS d 4 1X BUCK q g d A. 2X BUCKS+ INTERIOR EXTERIOR 1.25 d N A H INTERIOR EXTERIOR INTERIOR EXTERIOR u 1 HEAD JAMB /-2-*N HEAD JAMB 3 HEADJAMB ; 7N oin whg sho n S fm s ho n S ii d*Vg shown I 2X BUCK ^ tLNR INTERIOR A R 4 ix R EXTERIOR : 0.1 S MIN. GSINK ^- ' 2S MAX. SHIM SPACE SFUM SPACE 1.IEMS. MM. EMe. I u EMO 1YP. aim 2121112 scut N.T.S. i ON, W. JK n 4 VERTICAL SIDE JAMB S VER CAL SIDE JAMB LFS S thvov4rq shuts S lA wood home o L-1 22 a Ina Alp ^ FL-15225.5-68 n 0 if to g j N @9-s szzsl N con am 0 E S!7 .y it tt 2, ME uoµo raju03 d gmqnOJ2 NOU339SSOa31V;)La3A 9 F:-:: T. j NOL73S SSOND 1V7118 SOM31NI uo!mm — &v4Ao /711\ NOUWS SSOa71VOUI13A S 60133L I SOIN31NI U 3= 3018312 uoIas'&l-D NOL33S SSOND 1VDU13A L sola31X3 uO WIf169U0 Bl M9Jl ( NOU-33S SSOa731 La3A 4 oAO lut» I 9 Nouw u= 1V ua3n 1 SOISKNl THERMAITRU 0 THERMA TRU DOORS t 1 a 1.0406 111AL aw.. C—ate Ow. C" 435, 7 Smooth -Star" and "Benchmark by Therma-Tru" 87 SINGLE AND DOUBLE OPAQUE OR GLAZED PANELS W/ 6 W/OUT SIDELITES INSWING / OUTSWING INSULATED FIBERGLASS DOOR WITH WOOD FRAMES General Notes IOSOVERALL FRAME WIDTH t SQ MAX.2 S• 3 11 jl Ir_-]1 It _L r__1 r- II 11 u n 1e 1 T eW W. u a 11 11 I II 11 1 1 I 1 I 1 1 1 11 Ir 11uit 11 I 11 1 It= J Irk :r =11 ii 1(_yl C=1 I. This product anchoring drawing has been developed In compliance with the 5th Edition 2014) Florida Building Lode (FBC) excluding the ltilgh velocity Hurricane Zone'. See the Cerlificoflon Agency Certificate for saes, specifications and ratings. 2 Product anchors shall be as listed and spaced as shown on defogs. Anchor embedment to base material shall be beyond wall dressing, stucco, foam, brick and other wall 3. Wood screws shall be installed following installation instructions of ANSUAF&PA NOS 2012. All other fastener types to be installed following fastener manufacturers instalotion instructions. 4. Fastener embedment depths, edge Qrstances and center -center dotancos shag be as specified by the fastener manufacturer but in no instance shall they be less than Mown In this drawing. S. Where shims are used, they must be 0'T191d / stifr material that complies with the requirements of the FBC. 6. Positive and negative design pressure requirements for use with this drawing shag be determined by others for specific jobs in accordance with the governing code. 7. Site conditions not covered by this drawing are subject to further engineering analysis. TAIMOf COMEMS SHEET• DESCRIPTION 1 Typicat elevations. design Dreamers a general notes 2 Buck am 3 Fr. D 4 frame Onchodrig a UM of material S Hokontal a vertical cross sectkms 6 Vertical Crest sections 68. 50' MAX. OVERALL WIDTH t S S S R= I rr-----;, l II 11 11 11 II 1 11 111; 1 11 I 11 1' It 11 11 I I 1' ' 1 111 11 11 11 1' 11 ,1 6 6 A 6-J 6 6 6 6 6 6 6 6 8 DOUBLE w/SIDEUrES OXXO SINGLE w/SIOEUTE5 OXO MAX DESIGN PRESSURE I Lac[ NARDMARE moG A sEf1Et MAX DESIGN PRESSURE 47. 0 47.0 ANIO TSIGNATUKSNIMutCH 40.0 40.0 RIM Uf &GNA/URE SWUM DEANOU 37. 50' MAIL OVERALL WI91Ft SO' I/MAX.OVERALL WIDTH S3. 07 MAX. OVERALL WIDTH F 31S 3 5 S 5 S T- 1 1 II• S ti=J; ;tia; 3 5--, , r-YI r-YI r-, t- 71 i-YI I 11 ,1 1, 1, ,1 11 11 11 11 11 111 I1r111 11N. 11 11 11 11 11 1 1n RI, 1 1, ;1 11 11 11 11 11 1 ;1 11 elr ii 11' e__ __ 11 11 e1r ,r A 4 3 S 11 11 Q 5-7. i-71 1 1 I 1 r f; rl 11 6 e 8 6 B 6 8 8 8 6 6 6 SINGLE X DOUBLE XX SINGLE w/SIOEUTE OX MAX DESIGN PRESSURE MAX DESIGN PRESSURE MAX DESIGN PRESSURE 67.0 - 67.0 47.0 47.0 40.0 -40.0 11311 i e u 2 T 12 i N.T. S. We. JK m n: LFS 3 15225.5- 80 a 75 ,. --1 r- ' T. MASONRY OPENING TYP. HEAD JAMBS 2x BUCK N (j d SINGLE DOOR BUCK ANCHORING 11 I I I MULLION MASONRY 4 11 SHOWN FOR OPENING lyp II REFERENCE I IHEAD JAMBS II II 11 11 2X BUCK II II II MASONRY OPENING NOTES, 2x BUCK 1. 2i buck min. S.G. 2 OSS. CONCRETE ANCHOR NOTES: 1. Concrete anclw locaftm of the Caner may be odtucted t0 maintain the min. edpe dbtanco to mach Joinh. Z Concrete anchor locations noted as'T.IAX. ON CENTEIr must be 0OAted to maintain Me mh edge dklance to nwtor jdnb. oddtkmd connote anchors may be roqubod to eravo the MAX. ON CENTER' dmorulm ors not eacooded. 7. Concrete onehor table: ANCHOR ANCHOR MEN. MIN. CLEARANCE MIN. CLEARANCE ME EMBEDMENT TO MASONRY rO AWACENT TYPE' EDGE ANCHOR nw a TA CON yr I.1 /r r r UCCOON I/r 1.1/r 1. r UITRA i nu Td 4- 4' II II MASONRY 4 II II OPENING TYp II II HEADII II JAMBS Il II II II II II 2X BUCK I I I MULLION SHOWN FOR REFERENCE 11 11 11 II II SINGE W/SIDELITE RACK ANCHORING 4 I TYP. HEAD 1 JAMBS 1 ASTRAGAL 1 SHOWN FOR 1 REFERENCE 1 i 1 1 1 1 1 t 1 1 DOUBLE DOOR BUCK ANCHORING rL 0 siNGLF W/SIDELITES BUCK ANCHORING 48 MASON 1 rL I RY aIIRII I I' 1 I II II MULLION 4 I I SHOWN FOR I MULLION 11TYP. II REFERENCE I SHOWN FOR HEAD 1 REFERENCE 11 JAMBS p II I II II I II II I II II ASTRAGAL II I I IN- SHOWN FOR I I 11 I REFERENCE II II I II 11 1 it II I II II I II II II I B II II W/SII)FLITFSDOUBLE G BUCK ANCHORING Gon u twsr: 2 21 suu: N.T, cc sr ow n. L FL-15225. E' 0. C. 3- 7sF+--I F--3' II I II I I 31 MULLION ' I1SHOWNFORIII111 _ REFERENCE A W/21( BUCK INSTALLATION v 9 W/1X BUCK INSTALLATION TYP. HERO h JAMBS H 7 1 1 I. MULLION 1 SHOWN FOR REFERENCE 2X BUCK INSTALLATIO 1X BUCK INSTALLATIO HEAD 6: JAMBS INSTALLATION DETAIL W TYP. HEAD h -I' v JAMBS o SEE pp 17 .6. 7 G1 N 16 Ig N 6 I SEE to Wo a o < IB t6 + o DETAIL n 1 - • a - to 12 iii S iii t? •4• ul all DETAIL C. D. E. C. .D. A. VIEW * C,-*C• SINGIF DOOR W/SIOELfIES NEW VIEW b"--0- SINGLE DOOR W/SIDELRE VIEW R'-"R' SHOW M/ OM" COML14AMD rASMWM 9M # A (M. Au SIMM To aoo• co•eeratl SIDEUMMARWDARE NOTES: 1. The SideQfe Is direct set Into Iho Jamb with (12) h8 x 7 pfh. wood screws. There ore (4) of each 0 vertical Jamb, from the top down at 13.57. 31'. 48.5- A 66". There are (2) at the header of C from Me outside comers of Me home. There are 12) of the s0. 4'trom the outside comers. 2. For opfianol sidelife construction with staples, sideQfa is dsecf set into the Jamb with (S) rrii X 1 C 1-3/ 4' 16 go. staples along each Jamb (6" horn ends and equally spaced Mereoffer). 3. Latch, deadbolt and hinge locations vary. See Codiflcoffon Agency Certificate and corresponding test reports (or speclfrc dimensions and design pressure rothos. 1 CONCRETE ANCHOR NOTES: I. Concrete anchor Iocatfons at the tamers may be adjusted to maintain the min. DETAIL '4' edge distance to mortar joints. 2. Concrete anchor locations noted as "MAX. ON CENTER' must be adjusted to maintain the min. edge detonce to mortorjolnfs, additional concrete anchors may be required to ensure the MAX. ON CENTER' dimension ore not exceeded. A A 3. Concrete anchor fable: ANCHOR ANCHOR MIN. MIN. CLEARANCE MIN. CLEARANCE I 1 EDGE TYPE STIEEMBEDMENTi0EI/ TO ADJACENT EDGE ANCHOR A A i CON• 1/ y7 1-1/4- Y 1 •/1P 1. 1/ 4' 3' 1•I/? DETAIL 'I' TAPON b' i1' SINGLE DOOR VIEW ' A" -A' L 1 e- M I 1i n a9,2121112 VeALC N T. S. 9 M er JK e chr. p: LFS ; olu•+a w. a FL-15225. 5- 80 u nos -L OF e 1 III 11 SEE DETAIL .3' SEE 111 A III SEE NOTE 3 1 II SHEET 3 1 9 1 MULUON 1 SHOWN FOR REFERENCE ASTRAGAL 1 SHOWN FOR _ T — REFERENCE 1 ONLY B _ B 1 16 I6 16 - 16 5 10 12 ILAAc III 1 111 VIEW "C"-"L" nnIrR1I F DOOR W/SIDEITFS W/1K BUCI INSTALLATIO TYP, HEAD k JAMBS SEE DETAIL 4- 0H on Z W W 4- 3- 4 Item DESCRIPTION Material q 10 x 2- I Z P H WOOD SCREW STEEL — a 1 STEEL C 10 X t PFH WOOD SCREW STEEL 1 10 x J 4 L H W SCR Hm a to rome STEEL 4 1 4 x 2-3 4 PFH ELCO OR ITW CONCRETE SCREW STEEL 1 4 x 1-3 4 ITW PFH CONCRETE SCREW STEEL 1 4 x 3-3 4 ITW PFH CONCRETE SCREW S I EEL t0 8 X H STEEL 11 3 16 x 3 IT1V-1 4 PFH CONCRETE SCREW STEEL 12 t a x 3-1/4- ITW PFH CONCRETE SCREW STEEL 13 30 OORYHOLLOW BLOCK CONFORMI- 3000 PSI MIN. NG TO ASTM C90 RMING 70 ACI CONCRETE I6 1 4 X 2-1 4 PFH TTW CONCRETE SCREW L 20 HEADER JAMB PINE SG >- 0.42 W000 21 3 4 THK, PRESSURE TREATED SIOELITE PAD WOOD JO 2" X I' X 25 GA. CORRUGATED FASTENER STEEL 3" yin tw= 30 WS V yI^ 4 3 V. w 21c BUCK A SEE DETAIL 1 I ALIAnt1N .OETiUI e a to DETAIL1 W/tx BUCK 1 INSTALIATIDN n Lj 1 TYP. HEAD 4< ` p 1 JAMBS ASTRAGAL- I c SHOWN FOR REFERENCE c _ + ONLY1t6 1 t6 1 L - A" V VIEW A A W W/ OPPWAL OOIOlwAnv FAST04M ird j fr1'. YL sonurt To 000R arrs cow«¢rays> r"- 49 tI 0 DETAIL 3' ATTACH ASTRAGAL THROW BOLT STRIKE PLATE TO FRAME AS SHOWN. L .. ANIF F F 9 O a Z u yro 2121112 sou: N.T.S. g DK. wf. JK m cm. w LFS 3 iL- 15225.5-80 it Sol t13 Vr 4t Pi 21Z u 13 dtv1CK4 I x SUcx A 2X BUCX INTERIOR EXTERIOR d I.2S* c ci A t* HEAD JAMS - INTERIOR EXTERIOR INTERIOR EXTERIOR bo/-2'\H(mEwAoDVJshAoMmS /I'NHEAD JAMBIsla TOwkodftowftm f 2X BUCK INTERIOR 4 A EXTERIOR SKM SPACE I. I mm Lv MIN. EW ro. 41 VERTICAL SIDE JAMB To2Asub.bmk ftwft shown INTERIOR EXTERIOR O. IS MIN. 0.25 MAX. 519M SPACE S'\ VERMAL SIDE JAMS VT.wwdf.m kav" shown S— 0. 35• f j 2/ 21/12 N.T.S. ft. JK 45225. 5-80 r or INTI 1 VERTICAL CROSS SECTION 6tswinq5onngwanon 4 VERRCAL CROSS SECTION k,vbvwhQcoftlQmlwm INTERIOR pi INTERIOR EXTERIOR O =V INTERIOR r y3r E d' V nn 20 _ L i d xtg: 13 21 12 `n 13 3 VERTICAL CROSS SECTION ? 6 EXTERIOR 2 VE IC L CROSS SECTION 6 OAS^9 c^ EXTERIOR E n S VERTICAL CROSS SECTION 6 qv ' D emromi m EXTERIOR m n INTERIOR 6 VERTICAL CROSS SECTION 6 Ov1 np cwrwo"" ANNE h a Z N. T.S. to JK e rr LFS = t o, n 15225. 5-80 c THERMAITRU THERMA TRU DOORS 1 la INOY@TI , on.. (00[ -. aH 43517 61 811 SINGLE & DOUBLE OPAQUE OR GLAZED DOORS W/ & W/OUT SIDELITES OUTSWING DIRECT TO MASONRY INSTALLATION General Notes I. This product anchoring drawing has been developed In compliance with the Sth Edition 2014) fiorido Bugding Code (P8C) excluding the'Hlgh velocity Hurricane Zone'. See the Certification Agency Certificate for sizes. specifkotim and ratings. 2. Product anchors stall be as listed and spaced as shown on details. Anchor embedment to bole material stag be beyond wag dressing. stucco. foam, brick and other wag coverings. 3. Fostener embedment depths. edge distances and center -center distances shag be as specified by the fastener monufactwer but in no hstance stag they be less than shown in this drawing. 4. Where shims are used. they must be a 11gid / stiff material that complies with the requirements of the IBC. 5. Positive and negative design pressure requirements tot use with this drawing shou be determined by others for specific lobs in accordance with Me governing code. 6. Silo conditions not covered by this drawing ore subject to further engineering analysis. TAMEOPCONfEIIR SHEEP ll DESCRIPDON I I elCvahonL de u as a notes 2 lot cross 3 varitcoE „ass settMOSOM 4 Ftorla one S faints a a o mat rIOSSO' MAX. OVERALL FRAME WIDTH I1 2 r KA t jl 1 4- It r p11 1 1 1 1 1 1 1 1 1 1 11 11 1 1 1 O 2 1' 1 1' 1 1' I 11 11 11 r '-Y. 1 , I 1 11 1 1 it 1 1C' it 1' YIle 009aewISMIM0 xo MAX DESIGN PRESSURE 55.0 -55.0 37-0' MAX OVERALL WIDTH 1 2 3' 1! !1 1! !1 SML1 x MAX DESIGN PRESSURE sr,1111roe— +S5.0 -55.0 s cWers"a +65.0 -65.0 74-0' MAX. F OVERALL WIDTH 1 2 no= xx MAX DESIGN PRESSURE 55.0 -55.0 SINCU wi MGM oxo MAX DESIGN PRESSURE SS.O -55.0 S30 MAX. OVERALL tAnOTtI 1 2 3 i 1 saouwrsmalsxox MAX DESIGN PRESSURE 55.0 -55.0 OCx NARDWAK Mw A IMIS RM=ff SIGIIASURE SEMIS LAMM 10"CU SIGNAnME SUM lea GEAAOOLf FL-15225-68M c 1"W -L OF -1- 12 INTERIOR EXTERIOR v 1 HORIZONTAL CROSS SECTION 2 a9,°i16` pb nW-fi I r, n INTERIOR NH EXTERIOR 2 HORIZONTAL CROSS SECTION y a i-6i_n,9 flBurotion. C E H INTERIOR d EXTERIOR H 3 ORIZONTAL CROSS SECTION y 16 bwv 9. vlpuo wn INTERIOR I • t EXTERIOR I e 4 HORIZON L CROSS SECTION 06,-/M16dI79t bgurotlon C I 'AllAll INTERIOR I EXTERIOR 5 HORIZONTAL CROSS SECRON 609/ Id'lambWad u i= C. w JK e a«. a: LFS wmac mo: a R-15225-58M c DW -2 o A10"M Sir MN. a EXTERIOR W INTERIOR T VERRCAL CROSS SECTION I „n ISMAX MW.- 1--1 EXTERIOR INTERIOR 2 VERTICAL CROSS SECRON 3 a9pu Its g ,gaofion INTERIOR EXTERIOR S VERTICAL CROSS SECTION 3 ONc t con 4-51ion EXTERIOR I I siS VERTICAL CROSS SECTION 3 OAR" fin, - EXTERIOR 4 VERRCAL CROSS SECRON J Orsl con.iton G iR% sf 4q dim as INTERIOR EXTERIOR 6: / O. j utsv' IT'• 1 rl 1 1 , ' 69/16' HEM TYP. ®HEAD I r Ml1WOJ SHOWN FOR REFERENCE _ + 1 uus = O VIEW ' C-T' SINGLE DOOR W/SIDEUIES r r I01 O SEE DEIAIL' S o c \ SEE DI: IAIL'! VIEW' E'-'E' VIEW"D='D" CONCR ANCM NO ' I. Conoelo anchor Wations at the come" may be c4ustod to molntoh the Min. edge dbfanco to Molar joints. 2 Concreto onrhorbcotiom noted as MAX. ON C&%%r mud be o*Wed to moMoh the min. edge datooce to morto Phts. additional convete anchor rroY be required to ensue the MAW. ON C84W dOwntfon oro not exceeded. 3. ConCrotO OnehOr robre: ANCHOR ANCHOR AIM. MM. CLEARANCE MfN. CtEA ANCE EM8E6MEN iO/ Ny4SONf1' tOAli!!CEM rypE sr" EDGE ANCHOR 11W I/C 1.1/f T TCONeELCO MIA 3/ 1V 1.1/E• ASSNOMM AS$"OWN AECONe SfIrd" NOt: 1. the te Is d4ecf set Info the jamb with (12) 08 x 2' pRf. wood screws There ae (q of each ve" kol jamb. from the top down at 13.5 : 3I .4oX 6 66. there ore (21 of the header of 4" ham the outside comers of the home. there am (2) of the s8. I' from the ouhlde comers. iv% x itsD 91hrHEAD ew. to 1• H,ni I Is TYP.0 HEAD F 9/1CHEAD wo D MI6'HEAD TMOHEADMLUtOH SHOWN FOR y n I L• 49/ISHEAD v o REFERENCE G 69/I6'1AMB - y R u O G 9/I6'1AMB- M. 0JAM6S IYP. 0 JAMBS T H 49/16'JAMB _ H 49/)6'JAMB_ o 16 SEE 111 12 I; 5 DEIARza r 1 9.. . A A SINGLE DOOR W/SIDEUM VIEW T-B" SINGII DOOR VIM A'• A" A 1 W. FL- 15225-68M I I 0 VIEW "C•'C 1 1 SB DETAIR V 519/16' HEAD TYP. 0 HEAD 1 1.9/16'HEAD ASTRAGAL 1 MULLION SHOWN FOR 1 SHOWN FOR REFERENCE 1 RfffR84CE ONLY 1 1 1 1 S j 5 11Af \ DOUBLE DOOR W/SIDEUIES t^ 1 r 6.9/16' JAMS tYP. 0 JAMSS 4.9/I6" JAMS 99,TF 17, SEE J t OETALL-S p h 1 VIEW T -"F' BILL OF MATERIALS RJA A tlBGTIPRON IAATEM C 1 /4' MAX. SHIM SPACE 0 1 /4' X 2-34" ELCO ORITW PFH CONCRETE SCREW STEEL E MASONRY - 3000 PSI MIN. CONCRETE CONFORMING TO ACI 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 CONCRETE F 1/ 4'x-14"ELCO00ITW PFH CONCRETE SCREW STEEL G 3/16' X 2-3/4" ITW PFH CONCRETE SCREW STEEL H 3/16' X 2-1 /4" ITW PFH CONCRETE SCREW STEEL S 1 4" x 1.3/4' ELCO OR ITW PFH CONCRETE SCREW STEEL 11 3/16- x3.1/ Tom PFH CONCRETESCREW STEEL 12 4' " R 0W PFH CONCRETE SCREW 1i 16 P X2./ 4F1(IWCONCRETESCREW 1 STEEL 24A9 X 3/4 PFH WS STEEL 26 A9 X I" PFH WS STEEL 27 1 A 10 X F37rpFm WOOD SCREW STEEL SEE DETAIL V R o / e ASTI1AGAl p 4. 9Ik 1 SHOWN FOR 0 REFERENCEONLY 06-9/ 1CJAMS I 1 TYP. • JAMBS 14A/ 16" JAMS 1 1 1 1 5 1 S e 1 1 DOUBLE DOORm 1A ON 11APPRI. M. t-- so SEE DETAIL T n•• W b ` Vl•• • yqyy1 V: T o JJ 40 da Illogic t; n' 1' IMog dd e1 VIEW "V- A" ID tl+ i 61IIr it E DETAIL I" ATTACH ASTRAGAL THROW BOLT STRIKE PLATE TO FRAME AS SHOWN. 3< N j a Z f t2 21 12 40 N.T.S. a w ar A J IAa1NC Ws FL-15225- 68M user a G R W R W Building Consultants, Inc. B Consulting and Engineering Services for the Building Industry IC P.O. Box 230 Valdco, FL 33393 Phone 813.659.9197 Florida Board of Professional Engineers Certificate orAuthoritation No. 9813 Product Category Sub Category Manufacturer Product Name Thermo Tru Corporation Smooth -Star' and "Benchmark by Therma-Tru" Exterior Swinging 118 Industrial Dr 8'8 Single 6 Double Opaque or Glazed Panels w/ 6 w/o Sidelites Doom Exterior Door Assemblies Edgerton, OH 43517 Inswing I Outswing Phone 419.299.1740 Insulated Fiberglass Door with Wood Frames Scope: Product Evaluation report issued by R W Building Consultants, Inc. S Lyndon F. Schmidt, P.E. (System ID 01998) for Therma Tru Corporation, based on Rule Chapter No. 61G20-3, Method 1A of the State of Florida Product Approval, Dept. of Business 3 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 produd or in any other entity involved in the approval process of the product named herein. Umltatlons: 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 AFBPA NDS 2012. AN 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 / stV material that compiles with the requirements of the FBC. 6. Positive and negative design pressure requirements for use with drawing FL-15225.5.68 shall be determined by others for specific jobs in accordance with the governing code. 7. Site conditions that deviate from the details of drawing FLA 5225.5.68 require further engineering analysis by a licensed engineer or registered archited. Supporting Documents: 1. Test Report No. Teat Standard ETC-01-741-10702.0 ASTM E330-02 / TAS 202-94 ETC-0 1 -74 1 -11008.0 ASTM E330-02 / TAS 202-94 TEL 01460147 ASTM E330-02 / E 1886-02 / E 199"2 2. Drawlno No. Prepared by No. FL-15225.548 RW Building Consultants, Inc. (CA 09813) 3. Calculations Prepared by Anchoring RW Building Consultants, Inc. (CA #9813) Sheet 1 of 1 Testing Laboratory Slaned by ETC Laboratories Wendell W. Haney, P.E. ETC Laboratories Joseph L. Dolden, P.E. Testing Evaluation Lab. Lyndon F. Schmidt, P.E. Sinned & Sealed by Lyndon F. Schmidt, P.E. Sinned & Sealed by Lyndon F. Schmidt, P.E. ttssttl)r r a rrri any*`' , .. •'1 ! T , A ri .' i s.\,mow J r. •' '',•` Lyndon F. Schmidt, P.E. FL PE No. 43409 2/6/2015 R R W Building Consultants, Inc. W B Consulting and Engineering Services for the Building Industry C P.O. Box 230 Valdco, FL 33595 Phone 613.659.9197 Florida Bond of Professional Engineers Cenificele of Aulhoriation No. 9913 Product Sub Category Manufacturer Product Name Category Therms Tru Corporation Smooth -Star" and "Benchmark by Therma-Tru" 1ExteriorSwingingII8IndustrialDr8'0 Single 6 Double Opaque or Glazed Panels wl 6 w/o Sldelites 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 fl 1996) for Therms Tru Corporation, based on Rule Chapter No. 61G20-3, Method to of the State of Florida Product Approval, Dept. of Business b Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial Interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. Umltadons: 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 NDS 2012. All other fastener types to be installed following fastener manufacture' s Installation instructions. 4. Fastener embedment depths, edge distance and center -center distances shall be specified by the fastener manufacture, but in no instance shall they be less than shown in drawing FLA 5225.5-60. 5. Where shims are used, they must be a 'tigld I stiff' material that complies with the requirements of the FBC. 6. Positive and negative design pressure requirements for use with drawing FL-15225.5-80 shall be,determined by others for specific jobs in accordance with the goveming code. 7. Site conditions that deviate from the details of drawing FLA 5225.5-80 require further engineering analysis by a licensed engineer or registered architect. Supporting Documents: 1. Test Report No. ETC- 0 1 -741-10593.0 ETC- 01-741.10703.0 NCTL 210.1940.1,2,3,4 TEL 01460147 2. Drawina No. No. FL-15225.5-80 3. Calculations Anchoring Test Standard ASTM E330-02 I TAS 202-94 ASTM E330-02 I TAS 202-94 ASTM E330-02 I TAS 202-94 ASTM E330-02I EISS"2I E1996-02 Prepared by RW Building Consultants, Inc. (CA #9813) Prepared by RW Building Consultants, Inc. (CA t19813) Testing Laboratory ETC Laboratories ETC Laboratories NCTL Testing Evaluation Lab. Signed by Mark 0. Passero, P.E. Wendell W. Haney, P.E. Barry Portnoy, P.E. Lyndon F. Schmidt, P.E. Slaned & Sealed by Lyndon F. Schmidt. P.E. Stand S, Sealed by Lyndon F. Schmidt, P.E. c . V , o Y 'QrFt+ •° ' Lyndon F. Schmidt. P.E. FL PE No. 43409 Sheet 1 of 1 21V2015 R R W Building Consultants, Inc. W Consulting and Engineering Services for the Building Industry B A P.O. Dos 230 Vahico, FL 33395 Phone 813.639.9197 Florida Board of Professional Engineers Cenifiale of Authoriiarion No. 9813 Scope: Product Evaluation report issued by R W Building Consultants. Inc. d Lyndon F. Schmidt, P.E. (System ID A 1998) for Therma Tru Corporation, based on Rule Chapter No. 61G20-3, Method 1A of the State of Florida Product Approval, Dept. of Business 8 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. Umitallons: 1. This product anchoring has been developed In compliance with the 5th Edition (2014) Flodda'Builoing Code (FBC) structural requhements excluding the "High Velocity Hurricane lone'. See the Codification Agency Certificate for sizes; specifications and design pressure ratings. 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing, stucco, foam, brick and other wall coverings. 3. Wood screws shall be installed following Installations instructions of ANSI AFBPA NDS 2012. All other fastener types to be Installed following fastener manufacturer's installation instructions. 4. Fastener embedment depths, edge distance and center -center distances shall be specified by the fastener manufacture, but in no Instance shall they be less than shown in drawing FL-15225-08M. 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-WM shall be determined by others for specific jobs in accordance with the governing code. 7. Site conditions that deviate from the details of drawing FL- 15225-68M require further engineering analysis by a licensed engineer or registered architect. Supporting Documenfs: 1. Test Report No. Test Standard TEL 01460145 ASTM E330-02 / E1886-02 I E1996-02 ETC 01-741-11006.0 ASTM E330-02 / TAS 201. 202, 203-94 2. Drawing No. Prepared by No. FL-15225-MM RW Building Consultants, Inc. (CA 09813) 3. Calculations Prepared by Anchoring RW Building Consultants, Inc. (CA #9813) Sheet 1 of 1 Teslina Laboratory Sinned Testing Evaluation Lab. Lyndon F. Schmidt, P.E. ETC Laboratories Joseph L. Dolden, P.E. Slanod 8, Sealed by Lyndon F. Schmidt, P.E. Sinned 3 Sealed by Lyndon F. Schmidt, P.E. tOtlLlttl/r kn 41,1609 w_ STATE OF i "F' • 4 Q Ft 0 •' C9 0NA; Lyndon F. Schmidt, P.E. FL PE No. 43409 21MM NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REOUIREMENTS OF THE FLORIDA BUILDING CODE. 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERL`! TRANSFER ALL LOADS TO STRUCTURE FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENC!NEER OF RECORD. 3. 'X BUCK OVER MASONRY/CONCRETE IS OPTIONAL. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENC:NEER OF RECORD. 4. ALLOWABLE STRESS INCREASE OF 1 /3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR. CALCULATIONS. 5 FRAME MATERIAL: EXTRUDED ALUMINUM 6063-75. 6 UVITS MUST BE GLAZED PER ASTM E1300-04 WITH SAFETY CLASS. 7. APPROVED iNPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WINO BORNE DEBRIS REGIONS 8 SHIM AS REOUIP.ED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM SHIM WHERE SPACE OF 1/15' OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIN STACK TO BE 1/4 S. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EQUAL OR GREATER THAN 1.0 DO NOT REQUIRE WATER INFILTRATION RESISTANCE. OVERHANG RATIO - OVERHANG LENGTH/OVERHANG HEIGHT. 10. FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 11. FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16' TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4' MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION D_faLS. 12. FOR ANCHORING INTO METAL STRUCTURE USE #10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACTT:EVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 13. ALL FASTENERS TO BE CORROSION RESISTANT. 14. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURERS 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 0=0.42 B. CONCRETE - MINIMUM COMPRESSIVE STRENGTH OF 3.192 PSI. C. MASONRY - STRENGTH CONFORMANCE TO ASTM C-90. GRADE N. TYPE 1 (OR GREATER). 0. METAL STRUCTURE: STEEL 18GA. 33KSI OR ALUMINUM 6063-T5 1/8" THICK MINIMUM TABLE OF CONTENTS SHEET NO. DESCRIPTION 1 I NOTES 2 1 ELEVATION 3 - 9 1 INSTALLATION DETAILS Rems.okS VSCII/now DATE APPROVED ADDED CHARTS 03/06/12 R L REVISED PER NEW TESTING 10/15/13 R.L. ADDED FLING_ INSTALLATIONS 12/06/13 R.L. REVISED INSTALLATION OfAILS 08/05/15 R.L. 23 -Ll1, `S I- SIGNED: T 0/27/20T 5 MI WINDOWSe DDOORS LLClt llftO i,,/ oLAKESIDE PARKWAY FLOWER MOUND, TX 75028 C ENS+ bOi SERIES430/440 XIX SCD 143" x 9REINFORCED D NOTES Fi* y= • i,tATokwr. owe " o. OS 005 lpRtOp: seALT NTS O^ E 02/23/09 S""T II OF 9 6' MAX - rI S" MAX L 17' MAX O.C. 96" - MAX FRAME HEIGHT 143' MAX FRAME WIDTH SERIES 4301440 XIX SGD EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING 140.0PSF NONE SEE CHARTS di AND 02 FOR OTHER UNITS RA77NOS AMION5 REV 1 DESGi3n0N DATE APPRDVCO A ADDED CI -ARTS 03/06/12 R.L. 5 REVISED PER NEW TESTING 10/15/13 RA C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. 6" MAX CHART NI 0 REVISED INSTALLATION DETAILS OB/05/15 R.L. WHERE WATER INFILTRATION RESISTANCE IS REOVIREO SEE NOTE 9 SHEET I Design pressure chart (psn Fmrre Single Parisi and Total Froma VNdth (In) Fbght m) 30.0 1 36.0 42.0 1 47.7 D0.00 10a,00 126" 143.00 Pos Meg POs Meg POS Meg pas I Meg 04.0 40.0 60.0 40.0 57,8 60.0 52.0 40.0 480 a8.0 40.0 60,0 40.0 54.6 40.0 49,9 40.0 45.0 9z0 40. 9. 4.0 1. 40.0 1 40. 42.3 96.0 40.0 6 0.0 49.0 40.0 40.0 40.0 CHART/2 WHERE WATER INFIL TRA 770AI RESISTANCE IS NOT REOUIRED SEE NOTE 9 SHEET 1 Design pressure chart (p4 Frane Sngb Panel and 7o1a1 Frarne WWn (in) might in) 30.0 1 36.0 420 47.7 108.00 726.00 143.00 Pasoa Nag I Pas I Meg Pos Neg a" 60.0 60.0 57.9 57.9 aB.0 88.0 60.0 60.0 54.6 E.4 4.D 4. 820 59,6 59.8 61. 1. 42.3 42. 96.0 6 56.6 49.0 c9.D e0.0 40.0 CHART A 3 Number olanchor locations required Frorre SbVe Panel and Twat Frans Width (In) Helghl 30.0 1 36.0 42.0 47,7 In) 90.0 708.0 126.0 143.0 HAS Jamb HAS Jamb HdS Jamb HAS Jamb 84.0 6 6 7 6 8 6 9 6 88.0 6ftS 7 6 B 6 9 6 920 6 7 6 a 6 9 a 96.0 8 7 6 a 6 9 8 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGD 143" x 96" REINFORCED ELEVATIONS QW-.V: tnrD No. F.A. 08-00503 SCALE NTS o,1E 02/23/09 s"`-r 2 OF 9 SIGNED: 1012712015 1 /2" MIN. EDGE OIS'ANCE 1 MIN. WOOD FRAMING OR 2X BUCK MBEQMEM EEBY OTHERS I - i J II MAX. I SHIM IIO WOOD I SPACE SCREW 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS EXTERIOR II 11 11 11 11 11 INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES., 1. INTERIOAAND EXTERIOR FINISrIES. BY OTHERS, NCT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH AS TM E2112 1 3/8' mx EMBEDMENT 1/ 2" MIN. EDGE DISTANCE p10 WOOD SCREW BE SET IN F APPROVED MIN. MENT WOOD FRAMING OR 2X BUCK BY OTHERS L 1/4" MAX. SHIM SPACE R[ v DC= F-110M OAK A PRom A I A00E0 CHARTS 03/06/12 R.L. B ' 4EVKE0 PER NEW TESTING 10/15/13 R.L. C ADOEO F, WCE INSTALLATIONS 12/06/13 R.L. 0 1 REVISED INSTALLATION DETAILS 03/05/15 I R.L. JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS LLC 1900 LAKESIDE PAP. -(WAY FLOWER MOUND. TX 75028 SERIES 430/440 XIX SGO 143" x 96" REINFORCED FRAME INSTALLATION DETAILS ORA. M: pnG NO. F. A. 08-00503 r"' NTS 5'Tr 02/23/09 1 r'=LT3 OF 9 SIGNED: 1012712015 J\` J\5 C E 11,9 9,p s 0 TOF ;4, l0R10P G'• 3/4- MIN. EDGE DISTANCE METAL II I 1/4' MAX. STRUCTURE _ SHIM SPACE BY OTHERS J, I- T SI ` y10 SMS OR SELF DRILLING SCREW I EXTERIOR I INTERIOR I TO BE SET IN 3ED OF APPROVED LLANT 1D sms OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS 3/4- LAIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATfON NOTES: I. INTERIOR AND EXTERIOR FINISHES. BY OTHERS. NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E1112 rI 3/4' MIN EDGE DISTANCE 010 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS L 1 /4' MAX. SHIM SPACE RENSIDNS REV DES:RJ"QN I DATE •PPRDVED A ADDED CHARTS 03/06/12 R.L. 8 REVISED PER NEW TESTING 110/15/13 Rw. C ADDED FLANGE INSTALLATIONS 12/06/13 j R.L. 0 REVISED INSTALLATION OETNLS 08/05/15 R.L. JAP48 INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES A30/440 XIX SGD 143" x 96" REINFORCED FRAME INSTALLATION DETAILS DRANM. DwC NO. F.A. 08-00503 NTS 10.. 02/23/09 1 SNES A OF 9 SIGNED: T olvv015 P&MRS 2 1/2" MIN. m °SCRG"If DATE APPPWTy iEDGE DISTANCE A ADDED CHARTS ! 03/06/12 R.L. B P.EVISED PER NEW TESTING 1 1/4" MIN. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. EMBEDMENT 1 1/4" MIN. F 4" MAX. 0 REVISED INVALLAPON DETAILS 08/05/15 R.L. CONCRETE/ EMBEON.EN SHIM SPACE MASONRY - BY OTHERS 1 2 1/2 MIN. OPTIONAL EDGE DISTANCE •ir F IX BUCK INTERIOR O 8ET PROPERLY 1/4' MAX. SECURED r SHIM SPACE 3/16" TAPCON .a SEE NOTE 3 SHEET I n 1 3/16" TAPCON • , ` , a CONCRETE/MASONRY aBYOTHERS i EXTERIOR I I INTERIOR SI_L TO BE SET IN EXTERIOR A 9EO OF AIPROVEO 3/16" TAPCOf2 SEALANT JAMB INSTALLATION DETAIL OPTIONAL 1X BUCK CONCRETE/MASONRYINSTALLATION MASONRY TO 3E PROPERLY SE CONCRETE SEEE 14NOT0TE3 SHEET 1 BY OTHERS ! NOTES. i 1 1/4" MIN. 1. INTERIOR AND EXTERIOR FINISHES, BY O IHERS, EMBEDMENT NOT SHOWN FOR CLARITY 1 2. PERIMETER AND JOIM SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 VERTICAL CROSS SECTION CONCRETE/ MASONRY/NSTALLATION 2 1/2 MIN. EDGE DISTANCE S ! SIGNED: 1012712015 MI WI9ooOLAKEs D D DOORS LLC 51R!!C/OY i ARKWAYFLOWER MOUND, TX 75028 `,••OEN p SERIES 430/440 XIX SGD _ 1r• 0 yc 143" x 96" REINFORCED y'G S` FRAME INSTALLATION DETAILS 13 , TAT OF MAIM owc No. Iea 0' OF•'[ ORIO • 2 F A. arE 08- 00503 0 1 NC'\\` NTS 02/23/09 5 OF 9 RL ONS 1/2" MIN. RN OESCRIMM" DATE I APPRO-MDEDGEDISTANCE A AODEC CHARTS 03/06/12 P.L. 8 REVISED PER NEW TESTING 10/15/13 R.L. i 3/8" MIN. C ADDED FLANGE 1NSTALLATIO.4S 12/06/13 R.L. IOOD FRAMING EMBE MENT OR 2X BUCK D REv15ED 1IISTALLATION DETAILS 05/05/I5 R.L. BY OTHERS J i 3/8" MIN. 1/4" MAX. 1 1/4• EMBEDMENT F SHIM SPACE MAX. 1 SPACE T— INTERIOR Ot/2` MIN. 110 WOOD EDGE DISTANCE SCREW I / II I Fo] r EXTERIOR I INTERIOR i-' I y10 wood Fill I 1 SCREW — R110 WOOD J 11 SCREW SILL i0 3E SET IN L_ A BED OF APPROVED SEALANT WOOD FRAMING EXTERIOR OR 2X BUCK 8Y OTr.ERS WOOD FRAMING JAMB INSTALLATION DETAIL0, 4 _ I OR 2X BUCK WOOD FRAMING OR 2X BUCK INSTALLATION BY OTHERS T 3/8" MIN. EMBEDMENT 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION 1 SIGNED: 10/27/20I5 Ml WINDOWS AND DOORS LLC 111111II/I/ 1900 LAKESIDE PARKWAY \\\\\5 f:' LOQj/i FLOWER MOUND, TX 7502E \J•GENS+F.9,ii SERIES 430 440 XIX SGDI. *• NOTES: 143" x 96"/ REINFORCEDNOTSRIORANRCLARlOAFINISNES, BY OTHERS, FLANGE INSTALLATION DETAILS v' uoTSHOWNFoaCLARITY. o • TAT OF 2. PERIMETER AND JOINT SEALANT SY OTHERS TO BE 01•lwTl. py Np, R v , n•• P \\ DESIGNED IN ACCORDANCE WITH ASTM E2112 i Fs • OR% .. G\ \\ 1 NTS DATE 02/23/09 08 SOOr63OF 9 D i/B,CNAj1rc\\\\ METAL STRUCTURE BY OTHERS 10 SMS OR S=LF DRIWNG SCREW METAL STRUCTURE SY OTHERS tX 7 EHlOR n wn 3/4" MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL STAUCTURE INSTALLATION NOTES: 1. WTERIOA AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 3/4' MIN. EDGE DISTANCE I 1/4' MAX. SHIM SPACE I OR 3/4" MIN. LUNG EDGE DISTANCE I 010 SMS OR SELF DRILLING SCREWS L TO BE SET IN BED OF DROVED SEALANT METAL STRUCTURE BY OTHERS 1/4" MAX. I SHIM SPACE RMSIONS It& 06CRIt:10N GATE MPROM A ADDED CHARTS 03/06/11 RAL 8 RMSEO PER NEW TESTING 10/15/13 R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 R L 0 1 ?MSED INSTALLATION DETAILS 108/05/15 R.L. JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND. TX 75028 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS OIGWN• OI+C W. F.A. 08-00503 V-A'E NTS °"Z 02/23/09Ism-7 OF 9 SIGNED: 1012712015 u1luull i 0,- 4TA;..-0:'40F OF''c OR10p • ? ssYONA I1S G` CONCRETE/ 2 1/2" MIN. MASONRY EDC_ DISTANCE EY OTHERS A 1 1/4- WIN. EMBEDMENT i OPTIONALf 1x BUCK U TO BE PROPERLY SECURED E NOTE 3 f SHIM SPACE SHEET 1Ujli Ijp l IyW 3/16• TAPCON EXTERIOR 3/16" TAPCON -\ MASONRY/ CONCRETE BY OTHERS INTERIOR 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 7/4- MAX. Ir SHIM SPACE OPTIONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 RMSMnS IIFV OCS:ItICTIDN WTC I PPPOv D A ADDED CM13tTS 03/06/12 i R.L. B REVISED PER NN+ TES"ING t0/t5/13 R.I. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. I D I REVISED MSTALLATION DETAILS 05/05/15 R.L JAMB INSTALLATION DETAIL CONCRE7EWSONRY INSTALLATION T 1 1/4• MIN. 1.INTERIOR AND EXTERIOR FINISHES. BYOTHERS. EMBEDMENT NOT SHOWN FOR CLARITY. i I e • • Z PERIMETER AND JOINT SEALANT BY OTHERS TO BE e DESIGNED IN ACCORDANCE WITH ASTM EZT 12 VERTICAL CROSS SECTION 2 1/2' MIN. CONCRET&NUSONRYINSTALLATION EDGE DISTANCE J SIGNED: 1012712015 MI WINDOWS LLC 1IR 1900 LAKESIDE PARKWADOORY S to 9 i FLOWER MOUND. TX 75028 1 r •GEN,pF SERIES 430/440 XIX SGD 1k• o 6611sn6a*= 143- x 96- REINFORCED o FLANGE INSTALLATION DETAILS r- , TAT OF ;i DRAW DtrG r0. P(v 'Po•'O(OR10?'•-,c F•A• 08-00503 D iss/ONAt E G` rxc NTS D'Tc 02/23/09 s"cr8 OF 9 111I1110" 1 5/8" MIN. EDGE DIST. TRIM INTERIOR MASONRY/CONCRETE — BY OT'riERS HOOK STRIP — a 1 1/4' MIN. EMBEDMENT t —r 1X BUCK BY OTHERS. lX BUCK TO BE PROPERLY SECURED I h 3/16' EXTERIOR — PANEL INTERLOCK HOOK STRIP INSTALLATION MASONRY/CONCRETE INTERIOR TRIM METAL STRUCTURE - 3Y OTHERS TRIM. --, INTERIOR HOOK STRIP REVISSMS REV OESCIRP11011 DAr, APPROWO A AOOEO ChARTS 03/06/12 RL 8 REVISED PER NEW TESTING , 10/15/13 R.L. C 1 ADOEO FLANGE INSTALLATIONS 12/06/13 R.L 0 i REVISEO INS7Kt.00N DETAILS 08/05/15 . R.,- 3/4" MIN. EDGE OIS"ANCE R 10 SELF DRILLING SCREW 1/2' MIN. PANEL EDGE DISTANCE EXTERIOR INTERLOCK HOOK STRIP INSTALLATION METAL STRUCTURE 1 3/8' MIN. EMeEDMENT I HOOX STRIP plo WOOD 1 I 1 SCREW EXTERIOR lul PANEL INTERLOCK HOOK STRIP INSTALLATION 2X SUCKAVOOD FRAMING NOTES: 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY 07HEAS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER, MOUND. TX 75028 SERIES 430/440 XIX SGO 143" X 96" REINFORCED HOOK INSTALLATION DETAILS aA„ r: me No. F. A. 08-00503 C" NTS BAT' 02/23/09 1"E•T9 OF 9 SIGNED: 10/27,2015 R1 l lLlo//i i0 5 * Z- A AT E OF ; w rco•' 10R%0 , • ? ONA 11 G\ r Florida Building Code Online e( C ! CSF Page l of 4 I OEMBusiness & Professional Regulation i, Nolldit Dot mij aeis Home I "a in I user aepluwuon i Hot Togo I svbn+l Surcharge slats a Fans : PublicalJona I me sun I nos site Map 1 Unks I search I usines ,,, Product ApprovalProtsslUSER: ftW LOW Regulation Prods n Annroval Menu > hedon or Andkatien Search > Annlicaftn UM > Appiitadlon Detall FL # Application Type Code Version Application Status Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Emall Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida Ucense Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence FL5302-R6 Affirmation 2014 Approved Amarr Garage Doors/Entrematic 165 Carriage Court Winston-Salem, NC 27105 336)251-1309 danny.joyner@amarr.com Brandon Gentle brandon.gentle@amarr.com Brandon Gentle 165 Carriage Court Winston-Salem, NC 27105 336)251-1308 brandon.gentle@amarr.com Danny 3oyner Amarr Garage Doors 165 Carriage Court Winston-Salem, NC 27105 djoyner@amarr.com Exterior Doors Sectional Exterior Door Assemblies Evaluation Report from a Florida Registered Architect or a Ucensed Florida Professional Engineer Evaluation Report - Hardcopy Received Thomas L Shelmerdine PE-0048579 Intertek Testing Services NA Inc. - ETUWarnock Hersey 01/01/2016 Steven M. Urich, PE i Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard X"a 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=wGEVXQwtDqunL7seVZMF... 7/20/2015 Florida Building Code Online Page 2 of 4 Documentation from approved Evaluation or Validation Entity Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products 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. Yes ' No N/A Method i Option O 03/30/2015 03/30/2015 03/31/2015 FL V Modell, 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 FL5302 R6 11 IRC-6009.110.I I Drawlno 7-10 FL.odf Verified By: TOM SHELMERDINE OD48579 Impact Resistant: No Design Pressure: +19.1/-22.6 Created by Independent Third Party: Yes Evaluation Reports Other; Design Pressure +19.1/-22.6, Not for use in HVHZ. Glazing option shall not be used in wind-borne debris region FLS302 R6 AE IRC-6009-110-11 Report 7.10 FLodf Created by Independent Third Party: Yes unless structure is designed as partially enclosed or door is a replacement door. 5302.2 Stratford (M600); Heritage (M950); Owg. 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 FL5302 R6 1[ IRC-6009-100-11 drawing 7-10 sealed.odf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports Other: Design Pressure + 15.6/- 18.7,Not for use in HVHZ. FL5302 R6 AE IRC-6009- 00-11 report 7-10 sealed.pdf Created by Independent Third Party: YesGlazingoptionshallnotbeusedinwind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. 5302.3 Stratford (M600); Heritage (M950); Oak Summit (M650) Dwg. IRC-6009-120-15,Thru 9' wide. Limits of Use Installation Instructions Approved for use in HVHZ: No EL5302 R6 II IRC-6009-120.15 Drawing 7-10 FLodt Approved for use outside HVHZ: Yes Verified By: TON SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +22.8/-26.9 Evaluation Reports Other: Design Pressure +22.8/-26.9, Not for use in HVHZ. FL5302 R6 AE IRC-6009-120-15 Report 7-10 FL,ndf Glazing option shall not be used In wind-borne debris region Created by Independent Third Party: Yes unless structure Is designed as partially enclosed or door Is a replacement door. 15302.4 I Stratford (M600); Heritage (M950); I Owg. IRC-6009-130-15, Thru 9' wide. IOakSummit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No FL5302 R6 11 IRC-6009-130-1S Drawino 7.10 FL.pdf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +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 Reps 7-10 FLodf Glazing option shall not be used In wind-borne debris region Created by Independent Third Party: Yes unless stricture Is designed as partially enclosed or door is a replacement door. 5302.5 Stratford (M600); Heritage (M950); Dwg. IRC-6009-140-15, Thru 9' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No FL5302 R6 11 IRC-6009-140-IS Drawing 7-10 FLodf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +31.0/-35.1 Evaluation Reports https://www.floridabuilding.org/pr/pr app_ tl.aspx?param=wGEVXQwtDqunL7seVZMF... 7/20/2015 Florida Building Code Online Page 3 of 4 Other: Design Pressure +31.0/-35.1, Not for use in HVHZ. FL5302 R6 AE IRC-6009-140-IS Regort 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 endosed 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 FLS362 R6 It IRC-6009-150-SS DrawMoJ-it) FL.gdf 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 FL.odf Glazing option shall not be used in wind-borne debris region Created by Independent Third Party: Yes unless structure is designed as partially enclosed or door Is a replacement door. S302.7 Stratford (M600); Heritage (M950); Dwg. IRC-6009-169-15,Thru 9' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No FLS302 R6 11 IRC-6009.169-15 Drawina 7-10 FL.Ddf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +4S.3/-51.2 Evaluation Reports Other: Design Pressure +4S.3/-51.2, Not for use In HVHZ. FLS302 R6 AE IRC-6009-169-1S Report 7• f0 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. 5302.8 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 FL5302 R6 11 IRC-6016-100-1S Drawinu 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: +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 (1,1950); Dwg. IRC-6016-110-15, 10' Thru 16' wide. Oak Summit (M650) Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +18.3/-20.8 Other: Design Pressure +18.3/-20.8, Not for use In HVHZ. Glazing option shall not be used in wind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions EL53A2 R6 II IRC-6016-110-IS Drawino 7-10'FLodf Verified By: TOM SHELMERDINE OD48579 Created by independent Third Party: Yes Evaluation Reports Created by Independent Third Party: Yes S302.10 Stratford (M600); Heritage (M950); Dwg. IRC-6016-120-15, 10' Thru 16' wide. Oak Summit (M650) Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +21.8/-24.8 Other: Design Pressure +21.8/-24.8, Not for use in HVHZ. Glazing option shall not be used In wind-borne debris region unless structure is designed as partially enclosed or door Is a replacement door. Installation Instructions W302 R6 II IRC4016-120-IS Drawing 7-10 FL.odf Verified By: TOM SHELMERDINE 0048579 Created by independent Third Party: Yes Evaluation Reports FLS302 R6 AE IRC-6016-120-IS Reoort 7-10 FL.odf Created by Independent Third Party: Yes 5302.11 Stratford (M600)• Heritage (M950); Dwg. IRC-6016-130-15, 10' Thru 16' wide. Oak Summit (M650) Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25.6/-29.1 Other: Design Pressure +25.6/-29.1, Not for use in HVHZ. Glazing option shall not be used In wind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions FL5302 R6 11 IRC-6016-130-IS Drawing 7-10 FL.odf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: Yes 5302.12 Stratford (M600); Heritage (M950); Dwg. IRC-6016-140-17, 10' Thru 16' wide. Oak Summit (M650j https://www. floridabuildi ng.org/pr/pr_app_dtl.aspx?lnaram=wGEVXQwtDqunL7seV ZMF... 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 OG48579 Created by Independent Third Party: Yes Evaluation Reports FL5302 R6 AE IRC-6016-140.17 report 7-10 seated.odf Created by Independent Third Party: Yes 15302.13 I Stratford (M600); Heritage (M950); I Dwg. IRC-6016-140-24, 10' Thru 16' wide IOakSummit (M650) Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant No Design Pressure: +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 FL5302 R6 II IRC-6016-14 -24 drawing 7-10 sealed.odf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports FL5302 R6 AE IRC-6016.140-24 renort 7-10 sealed.odf Created by Independent Third Party: Yes 5302.14 Stratford (M600); Heritage (M950); Dwg. IRC-6016-145-24, 10' Thru 16' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No EL5302 R6 11 IRC-6016-145-24 drawina 7-10 sealed.odf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +31.9/-37.2 Evaluation Reports Other: Design Pressure +31.9/-37.2, Not for use In HVHZ. FL5302 R6 AE IRC-6016-145-7.4 report 7-1Q 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 E S302 R6 II IRC-6018-110-15 Drawing 7.10 FL.aQj 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. W302 R6 AER@ort 7-1Q FL,odf Glazingoption shall not be used In wind-borne debris region Created by Independent Third Party: Yes unless structure is designed as partially enclosed or door is a replacement door. 5302.16 Stratford (M600); Heritage (M950); Dwg. IRC-6018-120-15, 16'2 thru 18' wide Oak Summit ( M650) Limits of Use Installation Instructions Approved for use In HVHZ: No FLS302 R6 It IRC-6018-120-15 Drawing 7-10 FL.odf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE OG48579 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-IS Report 7-10 FI_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. DacY Mtal Conti : 1940 Moth Horti a Street, Tallahassee FIL Phone: aSO!eM• 1011 The State of Fonda is an AArEE0 employer. COorAdht 2007.2013 State of Florida.:: Pirklift Ststemerill. :: Accessibility Statement :: netund Statement Under Florida law, email addresses are Public eco. s. It 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 850.487.1395. -Pursuant to Section 4S5. 275(1), Rorlda Statutes, effective October 1, 2012, licensees licensed under Chapter 05, F.S. must prowde the Department with an mall address It they have one. The emalls provided may be used for official communication with the 0cen3ee. However ema0 addresses are oubhc record. If you 00 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 It you arc a licensee under Chapter 45S, F.S., please dick b=. 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E FF 0 0 film®® EFii[3®® 7fli®©[= Ji Q 3 tF mF i EaQSi[F id'7 TRUCTURAL SOLUTIONS, P.A. tructural Engineering • Investigations • Consulting GARAGE DOOR STATIC PRESSURE TEST REPORT Garage Door No.: IRC-6016-120-15 Test Date: 11/8/2012 Project No.: 12-114 Design Pressures: 21.8 psf, -24.8 psf Report Date: 12/6/2012 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; Any Roof Slope; Enclosed Building Exp. B 30' MRH Exp. C. 15' MRH Exp. C, 25' MRH Exp. D,15' MRH Exp. D, 25' MRH 155 m h 141 mph 134 mph 128 mph 122 mph Witnessed By: Brandon Gentle - Amarr Garage Doors; Thomas L. Shelmerdine, PE - Structural Solutions, P.A. Description of Test Specimen: A 16-0" wide x T-0" high residential steel sectional garage door, one section wide by four sections high, each section being 2" thick by 21" 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 Testing: This test was conducted at Amarr Garage Doors in Winston-Salem, NC, which is accredited by the American Association for Laboratory Accreditation, Certificate #2595.01. The specimen was tested for static pressure structural performance in substantial conformance with the procedures described in DASMA 108 "Standard Method for Testing Sectional Garage Doors - Determination of Structural Performance Under Uniform Static Air Pressure Difference", and ASTM E330 "Standard Test Method for Structural Performance of Exterior Windows, Curtain Walls, and Doors by Uniform Static Air Pressure Difference". Both positive and negative pressures were tested. The specimen was installed in an enclosure measuring approximately 5' deep, 9' high, and 25' long. The enclosure was framed with shop welded structural steel square tubing and covered with 3/4" thick plywood. The door was covered with 2 mil plastic sheeting to prevent leakage of air pressure. One pressure blower was attached to the enclosure with flexible ducting to provide the positive and negative pressures. Pressure transducers connected to a computer were used to measure and record the pressures in the enclosure. Test Procedure: The specimen was subjected to the above pressures for the following durations. Positive pressure was applied on the exterior face of the door fast, and then negative pressure was applied. Step 1: Preload the door to 50% of the Design Pressure and hold for 10 seconds. Step 2: Unload the door for 1 to 5 minutes. Step 3: Load the door to 100% of the Design Pressure and hold for 60 seconds. Step 4: Unload the door for I to 5 minutes. Step 5: Load the door to 150% of the Design Pressure (which equals 100% of the Test Pressure) and hold for 10 seconds. Step 6: Repeat 1 through 5 above for negative pressure. Observations: No failures occurred as a result of the noted loadings. The door remained operable after both positive and negative tests. Summary: A 16-0"xT-0" Model 600 as described on drawing IRC-6016-120-15 meets or exceeds the testing criteria as described above. By comparison to the construction of the 16'-0"x7'-0" Model 600, the following doors also meet or exceed the above testing criteria, when constructed in accordance with drawing IRC-6016-120-15: 16' x 7' Model 950 doors (which are constructed of thicker 24 gauge steel in lieu of 25 gauge steel) 16' x 7' Model 650 doors (which have the "Oak Summit" embossment pattern in the skin) dseoeca Model 600,650 and 950 doors with widths up to 16'-0" and heights up to 14'-0" `°° SHED DPro Short, Long, Flush, and Oak Summit Panels, which are alternate embossment patterns in the skin E iv 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 U• (J0, r0 V ••O/ lcglassminimum - meets ASTM E1300-04) may be installed in 1 section Submitted By: s7 i QLE/ rt 1,J e14L V STRUCTURAL SOLUTIONS, P.A. (Florida: dba Structural Solutions of North Carolina, Inc., Finn #29412) Thomas L. Shelmerdine, PE (NC PE #14654; Florida PE #0048579) 5921-G West Friendly Avenue a Greensboro, North Carolina 27410 • (336) 856-2686 • Fax (336) 856-2687 • NC Finn #C-1096 Florida Building Code Online FL17676.2 77 Page 1 of 4 Business Professional Regulation II r rMr io D2pMWtd Busines dal BCIS Home I Log In I User Reglstratbn d Product Approval usfR: i Hot Topics ( Submit Surcharge Stats 6 Facts I publications I FBC Stan { BCIS Site Map Links ( SWIM Professi public user Regulation Product Aooroval Menu > fkoduu or Aoolkatbn SearN > Application List > Application Detail FL * FL17676-R2 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email MI Windows and Doors 650 West Market Street Gratz, PA 17030 717)365-3300 Ext2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Category Windows Subcategory Single Hung Compliance Method Certification Mark or Listing Certification Agency American Architectural Manufacturers Association Validated By Steven M. Unch, PE 14 Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard AAMA/WDMA/CSA 101/I.S.2/A440 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 12/03/2015 Date Validated 12/04/2015 Date Pending FBC Approval Date Approved 12/06/2015 Year 2008 https:Hfloridabuilding.org/pr/pr_app_dti.aspx?param=wGEVXQwtDgvFGYZsjrZFR6f G I... 5/26/2016 ELEVATION 2' typ. 2' lyp TT Max. 1_ go m k*'k*CLEARANCE ALL FOUR SIDES) 1* WHICH HEAD' DETAIL FLASH BY OTHI Anchor See Section Del iIZE HEADER AS NEEDED CAULK UNDER NAILING FIN ENTIRE PERIMETER BEFORE FASTENING. Min Edge 7/16" SHIM ASFREQUIRED Min Edge 7/16} SHEATHING Q11111" JAMB DETAIL 6 x 1-5/8' SCREW (SHOWN WITH J' SHEATHING) MUST ACHIEVE 1-1/4" PENETRATION INTO STUD.s SILL DETAIL Notes: 1. Installation depicted based off of structural test report #82133.01-109-47. 2. Wood screws shall satisfy the National Design Specification for Wood Construction for material type and dimensional requirements. 3. Wood buck installations are assumed 2x S—P—F (G-0.42) or denser. Buck width shall be greater than the window frome width. Tapered or partial width bucks are not allowed. Wood buck shall be secured to the structure to resist all design loads. 4. Wood screw lengths shall be sufficient to guarantee 1-1/4' penetration into wood buck. 5. Maximum shim thickness of 1/4- permitted at each fastener location. Shims shall be load bearing. non — compressible We. 6. These drawings depict the details necessary to meet structural load requirements. They do not address the air infiltration, water penetration, intrusion or thermal performance requirements of the installation. 7. Installation shown is that of the test window for the size shown and the design pressure claimed. For window sizes smaller than shown. locate fasteners 2' from corners and no more than 8" on center. Design pressures of smaller window sizes are limited to that of the test window. SIZE AND DESIGN PRESSURE CHART FASTENER TYPE AND SPACING SHOWN WILL ALLOW DESIGN PRESSURES UP TO +40.10/-50 UNITS UP TO 36' x 84' SEE TEST REPORTS FOR INDIVIDUAL UNIT SIZE AND APPLICABLE DESIGN PRESSURE LIMITATIONS) axe INSTALLATION INSTRUCTIONS Qc FASTENER SCHEDULE — FIN — Willi n am M.R. 12-14-09 1° Windows & Doors 3540 Single Hung ilamlb NONE I orI Gratz, PA Ok "" 3540-3240 SH FIN — J A Ir Validator / Operations AdminlsImtor) MI Windows 8 Doors, LLC P.O. Box 370 Gratz, PA 17030-0370 Attn: Rick Sawdey AAMA CERTIFICATION PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION The product described below'is hereby approved for listing in the next issue of the AAMA Certified Products Directory. The approval Is based on successful completion of tests, and the reporting 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 need published AAMA Certified Products Directory. SPECIFICATION RECORD OF PRODUCT TESTEDAAMANVDMA/CSA 1011I.S21A440-08 LC-PG40'-914x2134 (36x84W Negative Design Pressure = -50 psi COMPANY AND CODE CPD NO. SERIES MODEL & PRODUCT DESCRIPTION MAXIMUM SIZE TESTED MI Windows & Doors, LLC 3540 SH (FIN) FRAME SASH Code: MTL 7158 PVC)(O/X)(IG)(INS GL) 914 mm x 2134 mm 867 mm x 892 mm REINF)(71LT)(ASTM) 3'0"x 7'0") 2'10" x 2'11") 2. This Certification will expire July 27, 2020 (extended from July 27, 2015 per AAMA 103-14a) and requires validation until then by continued listing in the current AAMA Certified Products Directory. 3. Product Tested and Reported by. Architectural Testing, Inc. Report No.: B2133.01.109-07 Date of Report: August 16, 2011 Date: April 16, 2015 Cc: AAMA JGS ACP-04 (Rev. 1111) Validated for Certification h' 4W- 14te'd4[aboratories, Inc. Authorized for Certification T Arreri Architectural Manufacturers Association Florida Building Code Online Page 2 of 4 Summary of Products Fl A Model, Number or Name Description 17676.1 3540 SH 36x74 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 11 Install - 3540 SH 36 x74 Fin.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.2 3540 SH 36x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 36x84.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.3 3540 SH 40x66 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 40x66.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/26/2016 Design Pressure: +35/-45 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 fI Install - 3540 SH Fin 40x66.pdf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.4 3540 SH 44x63 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x63.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +40/-47 Installation Instructions Other: R-PG40. Units must be glazed in accordance with FL17676 R2 It Install - 3540 SH Fin 44x63.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.5 3540 SH 44x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/01/2017 Design Pressure: +35/-47 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 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 Thud Party: 117676.6 13540 SH 144x84 Fin Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30/-30 Other: LC-PG30. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x84.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions Verified By: American Architectural Manufacturers Association Created by Independent Third Party: https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG I ... 5/26/2016 y Florida Building Code Online Page 3 of 4 IEvaluation Reports Created by Independent Third Party: 17676.7 3S40 SH 52x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3S40 Fin 52x84.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25. Units must be glazed in accordance with FL17676 R2 Il FL17676 RI 11 Install - 3540 SH Fin ASTM E1300-04. 52x84.Ddf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.8 3540 SH 36x74 finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 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 11 08-01252E 7.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511854B 12S2.Ddf Created by Independent Third Party: Yes 17676.9 3540 SH 36x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x84.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40 FL17676 R2 II 08-01372 511989.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE S11989 3540 FLS 36x84.Ddf Created by Independent Third Party: Yes 17676.10 3540 SH 44x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 44x72.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-47 Installation Instructions Other: LC-PG35 FL17676 R2 11 08-01247B 10.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511849B 1247.Ddf Created by Independent Third Party: Yes 17676.11 3540 SH 48x96 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3S40 FLS 48x96.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +30/-30 Installation Instructions Other: LC-PG30 FL17676 R2 11 08-013718 11.Ddf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988B 1371.Ddf Created by Independent Third Party: Yes 17676.12 13540 SH 52x62 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x62.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/27/2017 Design Pressure: +35/-35 Installation Instructions Other: R-PG35 FL17676 R2 11 08-02269A 12.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports https:Hfloridabuilding.org/pr/pr_app_dti.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 4 of 4 FL17676 R2 AE 513015A 2269.odfIICreatedbyIndependentThirdParty: 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 3540 FLS 52x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant. No 04/12/2017 Design Pressure: +30/-30 Installation Instructions Other: R-PG30 FL17676 R2 If 08-02270A 13.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 513016A 2270.odf Created by Independent Third Party: Yes 17676.14 3540 SH 52x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25 FL17676 R2 11 08-01514 512141.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 512141 3540 Fls 52x84.odf Created by Independent Third Party: Yes 17676.15 3540 SH 48x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC(12775)A2726.01-109-47- Approved for use outside HVHZ: Yes R2 C7326.01 3540.AWS.IG.FIN.48x72.R35.(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 fI Install Instructs - 3540 SH FIN 48x72 (As Tested).odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.16 3540 Triple SH 108x74 Fin Frame Triple CHS Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 CHS Fin 10804.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 11 Install - 3540 SH CHS Fin 10804.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Contact Us :: 1940 North Monroe Street. Tallahassee FL 323" Phone: 850-487.1024 The state of Florida Is an M/EEo employer. Copyright 2007.2013 State o! Florida.:: Prlvaev Statement :: Accessibility Statement : • Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mall address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any Questions, please contact 850.487.139S. •Pursuant to Section 455.27S(t), Florida statutes, effective October 1, 2012, licensees licensed under Chapter 4SS, F.S. must provide the Department with an email address 0 they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please dick b=. Product Approval Accepts: CreditSAFE https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG i ... 5/26/2016 Florida Building Code Online FL17676.9 Page I of 4 r W- FMRJO D°M"(d mBaSItoe I Log In I User R VVIIbn Hot Topks I SuDmlt Swcbarge I Staa 6 FactS I Publkallo I FBC Slab ( SCIS Site Map Links Seareh I Busines Professi - a1 product Approval I i®jUSER: PuDBt User Regulation V ProOutt Aooreval Mer1u > Ptodue m Aoolkatbn Sesnr > Application List > Application Detail FL # FL17676-R2 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717)36S-3300 Ext 2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Single Hung Compliance Method Certification Mark or Listing Certification Agency American Architectural Manufacturers Association Validated By Steven M. Urich, PE CJ Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year AAMA/WDMA/CSA 101/I.S.2/A440 2008 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 12/03/2015 Date Validated 12/04/2015 Date Pending FBC Approval Date Approved 12/06/2015 https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 2 of 4 Summary of Products FL p I Model, Number or Name Description 17676.1 3540 SH 36x74 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 It Install - 3540 SH 36 x74 Fm.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.2 3540 SH 36x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 36x84.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.3 13S40 SH 40x66 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 40x66.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/26/2016 Design Pressure: +35/-45 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 40x66.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.4 3540 SH 44x63 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x63.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +40/-47 Installation Instructions Other: R-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 44x63.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.5 3540 SH 4402 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/01/2017 Design Pressure: +35/-47 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 44x72.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 117676.6 13540 SH 1 44x84 Fin Frame I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30/-30 Other: LC-PG30. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x84.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions Verified By: American Architectural Manufacturers Association Created by Independent Third Party: https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG I ... 5/26/2016 Florida Building Code Online Page 3 of 4 Evaluation Reports Created by Independent Third Party: 17676.7 3540 SH 52x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 52x84.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25. Units must be glazed in accordance with FL17676 R2 11 FL17676 R1 II Install - 3540 SH Fin ASTM E1300-04. 52x84.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.8 j 3540 SH 36x74 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x74.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-01252B 7.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511854B 1252.odf Created by Independent Third Party: Yes 17676.9 3540 SH 36x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x84.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other:LC-PG40 FL17676 R2 II 08-01372 511989.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 3S40 SH 4402 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 44x72.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-47 Installation Instructions Other: LC-PG35 FL17676 R2 11 08-01247B I0.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511849B 1247.odf Created by Independent Third Party: Yes 17676.11 3S40 SH 48x96 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 48x96.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +30/-30 Installation Instructions Other: LC-PG30 FL17676 R2 11 08-01371B II.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988B 1371.Ddf Created by Independent Third Party: Yes 117676.12 13540 SH 152x62 finless Frame I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-35 Other: R-PG35 Certification Agency Certificate FL17676 R2 C CAC APC 3S40 FLS 52x62.odf Quality Assurance Contract Expiration Date 08/27/2017 Installation Instructions FL17676 R2 11 08-02269A 12.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports https:Hfloridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 4 of 4 FL17676 R2 AE 513015A 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 HVHZ: No FL17676 12 C CAC APC 3540 FLS 52x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +30/-30 Installation Instructions Other: R-PG30 FL17676 R2 11 08-02270A 13.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 513016A 2270.odf Created by Independent Third Party: Yes 17676.14 3540 SH 52x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25 FL17676 R2 II 08-01514 512141.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 512141 3540 Fis 52x84.odf Created by Independent Third Party: Yes 17676.15 3540 SH 48x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC(12775)A2726.01-109-47- Approved for use outside HVHZ: Yes R2 C7326.01 3540.AWS.IG.FIN.48X72.R35.(0720161 Impact Resistant: No Rev.odf Design Pressure: +35/-35 Quality Assurance Contract Expiration Date Other: R-PG35. Units must be glazed in accordance with 07/20/2016 ASTM E1300-04. Installation Instructions FL17676 R2 II Install Instructs - 3540 SH FIN 48x72 (As Tested).odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.16 3540 Triple SH 10804 Fin Frame Triple CHS Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 CHS Fin 308x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH CHS Fin 108x74.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Next i :: 1940 North Monroe Street. Tallahassee FL 32399 Phone: 850.487.1824 The state of Florida Is an AA/EEO employer. Copyright 2007.2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a puds blic-recorrequest, 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 850.487.139S. -Pursuant to Section 455. 275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 45S, F.s must provide the Department with an email address if they have one. The emalls provided may be used for official communication with the licensee. However emall addresses are public record. If you do not wish to supply a personal address, please provide the Department with an entail address which can be made available to the public. To determine if you are a licensee under Chapter 4SS, F.S., please dick b=. Product Approval Accepts: m Credi SAFE https: Hfloridabuilding. org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG I ... 5/26/2016 Velidatm / Operations Administrator) MI Windows & Doors, LLC P.O. Box 370 Gratz, PA 17030-0370 Attn: Rick Sawdey AAMA CERTIFICATION PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION ICI The product described belowis hereby approved for listing in the next issue of the AAMA Certified Products Directory. The approval Is based on successful completion of tests, and the reporting to the Administrator of the results of tests, acoompanied by related drawings, by an AAMA Accredited Laboratory. 1. The listing below will be added to the next published AAMA Certified Products Directory. SPECIFICATION RECORD OF PRODUCT TESTEDAAMAIWDMAICSA101/1.S.21A440-08 LC PG40•-914x2134 (36x84}H Negative Design Pressure = -50 psf COMPANY AND CODE CPD NO. SERIES MODEL & PRODUCT DESCRIPTION MAXIMUM SIZE TESTED MI Windows & Doors, LLC 3540 SH (FINLESS) FRAME SASH Cade: MTL 7157 PVC)(O/X)(IG)(INS GL) 914 mm x 2134 mm 867 mm x 892 nun REINF)(71LT)(ASTM) 3'0" x 7'0") 2110" x 2'11") 2. This Certification will expire July 27, 2020 (extended from July 27, 2015 per AAMA 103-14a) and requires validation until then by continued listing in the current AAMA Certified Products Directory. 3. Product Tested and Reported by: Architectural Testing, Inc. Report No.: 81910.01-109-07 Date of Report: August 15, 2011 Date: April 16, 2015 Cc: AAMA JGS ACP-04 (Rev. 1111) Validated for Certification h, 4-k j!=jZte'd[aboratories. Inc. Authorized for Certification T Ameri Architectural Manufacturers Association 36" MAX. _ FRAME WIDTH 1 4" MAY..if 1 ANCHORS TO BE 0/EQUALLY SPACED. SEE ANCHOR CHART SHEET I FOR UNIT SIZE AND ANCI+OR QUANTITY O / 8MAX. FRAME HEIGHT X J_ A" MAX. t 1 SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW EXTERIOR VIEW DESIGN PRESSURE RATING I IMPACT RA 17NG 40. 01-50.OPSF NONE Number of anchors rmmwqulnd at each famb Helpnt on) Panel w1021(in) 243 30A T 3Q.0 24. 0 2 1 2 1 2 30A 2 2 2 36. 0 3 3 3 42. 0 3 3 3 4E. 0 3 3 3 54. 0 3 3 4 60. 0 4 4 4 06. 0 4 4 4 72. 0 4 4 5 a7BA 4 4 5 E4A 4 5 5 TABLE OF CONTENTS SHEET r40. DESCRIPTION ELEVATIONS. ANCHORING LAYOUTS AND NOTES 2 — 3 11NSTALtATION DETAILS aC:, gONS oe rnn,wv are I •ovcovcn NOTES: 1) THE PRODUCT SHOWN HEREIN IS DESIG14ED AND M;d+UF;,CTURCO TO COMPLY KITH REQUIREMENTS OF THE FLORIDA BUILDING CODE. 2) WOOD FRAMING AND MAS014RY OPENING TO BE DESIGNED AND ANCHORED 10 PP. OPERL( TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASO111R? OPENING IS THE RESPONSIBILirf OF THE ARCHITECT OR ENGINEER OF RECORD. 3) iX BUCK OVER MASONRY/CONCRETE IS OPTIONAL. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORO. 4) ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD OURAIION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCUL ATIONS 5) FRAME MATERIAL: EXTRUDED RIGID PVC. 6) SASH UNITS MUST BE RONFORCEO WIT-, GVL-451-020 STEEL REINFORCEMENT. MEETING RAILS MOST BE *REINFORCED WITH P.F-104S-020 STEEL REINFORCEMENT 7) UNITS MUST BE GUAZED PER ASTM E1500-04. 8) APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT 1.1 WIND BORNE DERRIS REGIONS. 9) SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MJ,XIMUTA ALLOWABLE" SHIM STACK 10 BE 1/4-. 10) FOP. ANCHORING INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 5/ 8" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 11) FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE j8 WOOD SCREW WITH SUFFICIE1li LENGT-i TO ACHIEVE A 1 S/16- MINIMUM EMBEDMLNi INTO SUBSTRATE LOCATE ANCHORS AS SHOWN 114 ELEVATIONS AND INSTALLATION DETAILS. 12) ALL FASTENERS TO BE CORROSION RESISTANT. 13) WSTALIA710N ANCHORS SHALL BE INSTALLED I:N ACCORDA(4CE WITH ANCHOR. MANUFACTURER' S INSTALLATION INSTRUCTIONS. AND ANCHORS SHALL NOT BE USED IN SO8STRAT-S WI(h '.iRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A WOOD - MINIMUM SPFCIFIr. GRAVITY Or G-O 4) B. CONCRETE — MINIMUM COMPRESSIVE SIRENGTH OF 3.192 PSI. C. MASONRY — STRENGTH CONFORMANCE TO AST61 C-90. GRADE N. TYPE I (OR GREATER). SIGNED: 1012112011 DOORS M650IwDOWESTM11111 fLLIowq i REDSTREETGRANTZ. PA 17030-0370 J\5 CENSoc,./ 0 SERIES 3540 FINLESSPVCSINGLEHUNGWINDOWSTEELREINFORCED — NON — IMPACT 36" X 84 ELEVATION. ANCHORING LAYOUT AND NOTES O'GTr l TAT OFe` ii3O s'r NA 11T*c•G\`` ORAWNV. L. I7n.. No. OB 72 aEv T( SN NTS aTc10/17/11 1 OF 3 2Y DUCV/NOOD I"R4IJING BY OTHERS. 2X BUCK TO BE PROPERLY SECURED I FL4NOE TO BE r T SET IIJ BED OF J APPRGVEO SEALANT J.4 HIM l HEM 10 BE 5V 1 IN A BED OF APPROVED C-NSTr•.U:n0N SELA4T REVrOti3 Mscwlloh I 3/iE" MIN. 1/4" I2A. EMBEDMENT SHIM r FS VIOOD SCREW INTERIOR 2Y. BUCK/ Y:OOD FNAMIIJG 0.1 BY OTHER.-- 2:• BUCK( TO EXTERIOR'—`11RA INTERIOR BE r'R:)PERLY SECURED EXTERIOR I' r i{ FL4ru;E TO OI2SE"r IN FBEDOF SILL TO BE SM IN APPROVED SEALANT HORIZONTAL CROSS SECTION J011, 0 BED OF APPROVED 2X BUCXhVOOD FRAMING INSTALLATION CONSTRUCTION ADHESIVEVLANGEf0BE — I / 1/4- Mnv,. SEI IN BED 0r \ I SHIM APPROVED SEALANT 71:711 r 2X BUCK/WOOD FRAMING BY OTHERS, 2X BUCK TO VERTICAL CROSS SECTION BE PI:0'3ERLY SFCURED 2X BUCK/WOOD FRAMING INSTALLATION NOTE: INTERIOR AND EXIERIOR FINISHES, BY OTHERS NOT SHOl.tN FOR CLARITY. DAIE 1 •PVk?,ED MWESTWINDOWS DOORS LD 650MARKET GRANTZ, PA 17030-0370 q.. v\ GEN,gF ,iP 0 SERIES3540FINLESSPVCSINGLEHUNGWINDOWSTEEL REINFORCED - NON -IMPACT 36" X 84 0 4 For", INSTALLATIONDETAILSD , TATL S/ ONA owchD. PE`, 06 II I 11aG N GIE 50 1372 SGVLX. NTS 10/17/11 2 OF 3III MA',r,.yNY/COf1CRL1E , BY OTHEPS ' OPTIONAL IX BUCK BY n OTIiF_NS, T}: BUCK TO BE T'ROPEP,LY SECURED. SEC ••_, .- 1,401E 3 SHEET I ;L..•=_. I ` rLAN(.0 TO BC - 6 I; 4" MAX. J SETIN OED OF &JJI SHIM APPRCT: EIt SEALANT HEAD f9 8E SET I11L.. NnBEGOFAPPROVEDCONSTRUCTION SEALANT EXTERIOR IL'!29W1I 4CA INTERIOR G7I SILL 10 BE SET 111 i BED OF APPROvI'O CONSMUCTION ADHESIVE FLNGE TO BE — _ 1/4" MAX I_ iIN BED OF NOC O i SHIm APPP, OVEO SGdANT OPTIONAL IX BUC. 8 r a• ' / L< ONRv/{ OTJL'RCTE OTHERS, 1X BUCK 10 BE • 91 OTHERS PROPERLY SECURED. SEE MOTE 3 SHEET i j VERTICAL CROSS SECTION MASONRYtCONCRETE INSTALLATION nn ro; Ev I oE:.Ckr.Ih)N arc eoanuto 1 i/4` MIN. _ _ _ _ 1/4" F.14.'<. EMBCDMENI I I SHIM IAPCON tAASONRY/ CONCRETE UY OTtIERS-- I nINTERIOR 2 S/9' MIN. (j EDGE UIS1. U FYI-- 1 , OPTIONAL 1X BUCK BY --'' ! EXTERIOR OTHERS, IX BUCK, TO BE P. OPEPLY SECURED SEE FLANGE 'TO 8E kOTE 3 SHEET 1 CET IN EF_Ci OF APPP. OvEO SEALANT HORIZONTAL CROSS SECTION MASONAWCONCRETE INSTALLATION NOTE: INIEPI•JR AND EXTERIOR FINISHES, Bl T)ThER`. NOT SH,'aWN FOR CLIRIT!. DOORS M1WAR1ReI`J0 ET 650EST STREETGRANTZ. PA 17030-0370 g v,•\ G MS4.1•,S0C,6o*= SERIES 3540FINLESSPVCSINGLEHUNGWINDOWSTEELREINFORCED - NON -IMPACT 36" X 84 INSTALLATION DETAILS k6 E TAT Of4: O•• o• c uo. FE. V.Ln 08-01372 1 SS/<OR o aG\e IENA1N`\\ SCucarcSwc13OF3NTS10/17/11 3 OF 3 L. Roberto Lomas P.E. 1432 Woodford Rd L.ewisvillc. NC 27023 336-945-9695 rilomas@lrlomaspc.com Manufacturer: Ml Windows and Doors 650 West Market Street Grantz, PA 17030-0370 Engineering Evaluation Report Product Line: Series 3540 Finless PVC Single Hung Window— Non -Impact Report No.: 511989 Compliance: The above mentioned product has been evaluated for compliance with the requirements of the Florida Department of Community Affairs for Statewide Acceptance per Rule 9N-3. The product listed herein complies with requirements of the Florida Building Code. supporting Technical Documentation: 1. Approval document: drawing number 08-01372. titled Series 3540 Finless PVC Single Hung Window — Non- Impad, signed and sealed by Luis Roberto Lomas P.E. 2, Test report No.: B1910.01-109-47, signed and sealed by Michael D. Stremmel, P.E. Architectural Testing, Inc. York, PA AAMA/WDMA/CSA 10111.S.2/A440-05 Design pressure: +40.101-50.13psf Water penetration resistance 6.06psf 3, Anchor calculations, report number 511989-1, prepared, signed and sealed by Luis Roberto Lomas P.E. Limitations and Conditions of use: Maximum design pressure: +40.01-50.0 psf Maximum unit size: 36" x 84" Units must be glazed per ASTM E 1300-04. Frame and sash material: Extruded Rigid PVC. Sash stile and rails and fixed meeting rail reinforcement: Roll formed steel. This product is not rated to be used in the HVHZ, This product is not impact resistant and requires Impact protection in wind bome debris regions. Installation: Units must be Installed in accordance with approval document, 08-01372. CertiAcation 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). toff 5 P. I I Ll0 E NSF•'9` TAT 0 F • tc, v 0NAl1?` rilt Luis R. Lomas, P.E. FL No.: 62514 11107/2011 Florida Building Code Online Page 1 of 4 FL17676.16 i ProfessionalBusiness & Regulation r fI011daBusDpMMtd SOS Home I tog In I user Registration Hot Topics Submit Sab urchargeislat. a Facts I Publi ort ( rac stag I BdS Site Map I Links I search I mes/ Professi lia, ®product Approval USER: Publk User Regulation Prn luct Approval Menu > ProOuct or Aoolkatbn SlarM > Aoollratbn List > Application Detail FL # FL17676-R2 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/ Phone/Email Authorized Signature Technical Representative Address/ Phone/Email Quality Assurance Representative Address/ Phone/Email MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlingeromiwd. com Brent Sitlinger bsitlinger@mlwd. com Category Windows Subcategory Single Hung Compliance Method Certification Mark or Listing Certification Agency American Architectural Manufacturers Association Validated By Steven M. Urich, PE R' j Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard AAMA/ WDMA/CSA 101/I.S.2/A440 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 12/03/2015 Date Validated 12/04/2015 Date Pending FBC Approval Date Approved 12/06/201S Year 2008 https: Hfloridabuilding.org/pr/pr app_dti.aspx?param=wGEVXQwtDgvFGYZsjrZFR6f G 1... 5/26/2016 Florida Building Code Online Page 2 of 4 Summary of Products FL # Model, Number or Name Description 17676.1 3540 SH 36x74 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH 36 x74 Fin.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.2 3540 SH 36x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 36x84.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.3 13540 SH 40x66 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 40x66.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/26/2016 Design Pressure: +35/-45 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 11 Install - 3540 SH Fin 40x66.pdf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.4 13540 SH 44x63 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x63.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +40/-47 Installation Instructions Other: R-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 44x63.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 117676.5 13540 SH 144x72 Fin Frame I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-47 Other: R-PG35. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x72.odf Quality Assurance Contract Expiration Date 08/01/2017 Installation Instructions FL17676 R2 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 I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30/-30 Other: LC-PG30. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x84.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions Verified By: American Architectural Manufacturers Association Created by Independent Third Party: https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG I ... 5/26/2016 Florida Building Code Online Page 3 of 4 Evaluation Reports Created by Independent Third Party: 17676.7 3540 SH S2x84 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 11 FL17676 RI II Install - 3540 SH Fin ASTM E1300-04. 52x84.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.8 3540 SH 36x74 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35 FL17676 R2 ll 08-01252E 7.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511854B 1252.odf Created by Independent Third Party: Yes 17676.9 3540 SH 36x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40 FL17676 R2 11 08-01372 511989.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE S11989 3540 FLS 36x84.odf Created by Independent Third Party: Yes 17676.10 3540 SH 44x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3S40 FLS 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-47 Installation Instructions Other: LC-PG35 FL17676 R2 11 08-01247B I0.Ddf 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 11 08-01371B 11.Ddf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988B 1371.odf Created by Independent Third Party: Yes 17676.12 13540 SH S2x62 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x62.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/27/2017 Design Pressure: +35/-35 Installation Instructions Other: R-PG35 FL17676 R2 11 08-02269A 12.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fC I ... 5/26/2016 Florida Building Code Online Page 4 of 4 IFL17676 R2 AE 513015A 2269.odf ICreatedbyIndependentThirdParty: Yes 17676.13 3540 SH 52x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure- +30/-30 Installation Instructions Other: R-PG30 FL17676 R2 II 08-02270A 13.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 513016A 2270.odf Created by Independent Third Party: Yes 17676.14 3540 SH 52x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other:R-PG25 FL17676 R2 II 08-01514 512141.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports R2 AE 512141 3540 As 52x84.odfFL17676 Created by Independent Third Party: Yes 17676.15 3540 SH 48x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC(12775)A2726.01-109-47- Approved for use outside HVHZ: Yes R2 C7326.01 3540.AWS.IG.F(N.48x72.R35.(072016) Impact Resistant: No Rev.odf Design Pressure: +35/-35 Quality Assurance Contract Expiration Date Other: R-PG35. Units must be glazed in accordance with 07/20/2016 ASTM E1300-04. Installation Instructions FL17676 R2 11 Install Instructs - 3540 SH FIN 4802 (As Tested).odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.16 3540 Triple SH 30804 Fin Frame Triple CHS Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 CHS Fin 108x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH CHS Fin 108x74.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: salt Contact Us •: 1940 North Monroe Street. Tallahassee FL 32399 Phone, 850.487.1824 The State of Florida Is an WEED employer. Coovrfaht 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 -rem ds "quest. do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any Questions, please contact $SO 487.1395. 'Pursuant to Section 45S.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter aSS, F.5 must provide the Department with an email address If they have one. The enalb provided may be used for offldal communication with the 0oernsee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please dick ()M . Product Approval Accepts: ES CreditSAFE https:Hfloridabuilding.org/pr/pr_app_dti.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG I ... 5/26/2016 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 Pnmducts Directory: The approval Is based on successful completion of tests, and the reporting io 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 TESTEDAAMAWIIDMAICSA10111.S. 2IA440-08 LC-PG35 4731x1867 (108x74) Negative Design Pressure = -50 psi COMPANY AND CODE CPD NO. SERIES MODEL & PRODUCT MAXIMUM SIZE TESTEDDESCRIPTION MI Windows & Doors, Inc. 3540 TRIPLE SH (FIN) FRAME SASH Code: MTtL 10817 PVC)(O/X.O/X.O/X)(IG) 2731 mm x 18W mm 860 MM X 919 mm SINS GL)(REINF)(TILT)(ASTM) 9'0" x 6'3") 2'10" x 3'0") 2 This Certification will expire April 12, 2017 and requires validation until then by continued listing In the current AAMA Certified Products Directory. 3. Product Tested and Reported by. Architectural Testing, Inc. Report No.: C7327.01409-47 Date of Report: May 7, 2013 Date: May 8, 2013 Cc: AAMA JGS ACP-04 (Rev. 1111) Validated for Certification h' 4UL j! o=jd*te`d61L;aboratories. Inc. Authorized for Certification American Architectural Manufacturers Association 2' typ.. 2' typ TT 2' o.c. max. L n A-'LA.CLEARANCE ALL FOUR SIDES) WHICH ELEVATION 108' S THING Min Edge Distance JAMB DETAIL HEAD DETAIL fLWHI of ml Anchor See Section Details) a Min Edge &' SIZE HEADER AS NEEDED Caulk under ENTIRE perimeter of Nailing fin before fastening. j6 x 1-5/9' SCREW (SHOWN WITH 1/2' SHEATHING) MUST ACHIEVE 1-1/4' PENETRATION INTO STUD. . SILL DETAIL Notes: 1. Installation depicted based off of structural test report C7327.01-109-47. 2. Wood screws shall satify the National Design Speeifieation for Wood Construction for material type and dimensional requirements. 3. Wood buck installations are assumed 2x S—P—F (0-0.42) or denser. Buck width shall be greater than the window frame width. Tapered or partial width bucks are not allowed. Wood buck shall be secured to the structure to resist all design loads. 4. Wood screw lengths eholl be sufficient to guarantee 1 —1/4' penetration into wood buck. 5. Maximum shim thickness of 1/4' permitted at each fastener location. Shims shall be load bearing, non — compressible type. 6. These drawings depict the details necessary to meet structural load requirements. They do not address the air infiltration. water penetration, Intrusion or thermal performance requirements of the installation. 7. Installation shown is that of the test window for the site shown and the design pressure claimed. For window sizes smaller than shown, locate fasteners approx. 2' from comers and no more than 12' on center. Design pressures of smaller window sizes are limited to that of the test window. SIZE AND DESIGN PRESSURE CHART FASTENER TYPE AND SPACING SHOWN WILL ALLOW DESIGN PRESSURES UP TO +35/-50 UNITS UP TO 108' x 74' SEE TEST REPORTS FOR INDIVIDUAL UNIT SIZE AND APPLICABLE DESIGN PRESSURE LIMITATIONS) MwMei Vila INSTALLATION INSTRUCTIONS FASTENER SCHEDULE — FIN— M M 20-09V.M.R. 8—* AM1O 3540 Single Hung NONE 1 cr1 Windows & Doors Gratz, PA Continuous Head and Sill oftft " 1 3510 SH CSH FIN — 9 NOTES: 1 THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE. 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF TIIE ARCHITECT OR ENGINEER OF RECORD. 3. 1X BUCK OVER MASONRY/CONCRETE IS OPTIONAL 4. WHERE SHIM OR BUCK 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 BUCK THICKNESS IS 1-1/2" OR GREATER, BUCK SHALL BE SECURELY FASTENED TO MASONRY, CONCRETE OR 07HER STRUCTURAL SUBSTRATE. WINDOW UNITS MAY BE ANCHORED THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. 6. WHERE IX BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 7. BUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT IS PROVIDED. B. FOR FIN INSTALLATION SHIM AS NEEDED. FOR FRAME INSTALLATION SHIM AS REOUIRED AT EACH ANCHOR LOCATION WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM SIACK 10 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 E 1300-04. 13. APPROVED IMPACT PROTECTIVE SYSTEM 1S REOUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 14. FOR ANCHORING THROUGH FIN INTO WOOD FRAMING OR 2X BUCK USE p6 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. TABLE OF CONTENTS SHEET NO. 1 DESCRIPTION NOTES ELEVATIONS INSTALLATION man I Rev I oExmvlo. I naE I APPROWD 15. ALL FASTENERS TO BE CORROSION RESISTANT. 16. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD — MINIMUM SPECIFIC GRAVITY OF G-0 42 17. GEOMETRIC SHAPES ARE ALSO APPROVED. APPROVED GEOMETRIC SHAPES DIMENSIONS SHALL NOT EXCEED INSCRIBED DIMENSIONS OF APPROVED RECTANGULAR ASSEMBLY SHOWN IN SHEET 2. GEOMETRIC SHAPES ARE NOT LIMITED TO SHAPES SHOWN HEREIN. 18. THIS PRODUCT ALSO IABEI.ED UNDER THE FOLLOWING NAMES: 350OPW, 3500T, 350OSDUTES, 3500SP, 3540PX. 3540T, 3540SDLITES. 3540SP, 3250PZ, 32501, 325OSDUTES. 3250SP, 3240PW. 3240T, 3240SDILITES, 3240SP, 3500HPPW, 3500HPT, 3500HPSDLITES, 3500HPSP, 358OWP, 3580T, 358OSDLITES. 3580SP, S-350OPW, S-3500T, S-35DOSDILITES, S-3500SP, S-3540PW. S-3540T, S-354OSDLITES. S-3540SP, M-350OPW, W-3500PW, W-3500T, W-3540PW. W-3540T, W-3540SDILITES. W-3540SP, 1255PW, 1255SP, 128OPW, 910SP. 1255HPPW, 1255HPT, 1255HPSDLITES AND 1255HPSP. t V 61 SIGNED.0211712016 DOORSM6501WEST IR AILoMARKED GRATZ, PA 17030-0370 TREET```J`S r,•v GENS ,tP 5SERIES3500FIXEDWINDOW 96" X 60" NON -IMPACT NOTES 5100 OAT4OF GumORlN`, ss 10NA 111 Wwm: 08-02859N.C. Ow 2 arc -- NTS 02/04/16 1 OF 3 2' I FI HI 96- MAX. FRAME WIUIH MAX lU" MAX O.C. 2' MAX 2 10" MAX O.C. AX. AMC IGHT l- SE' FO OF r SERIES 3500 FIXED WINDOW 2' MAX J EXTERIOR VIEW FIN INSTALLATION DESIGN PRESSURE RATING IMPACT RATING 50.0/-60.OPSF NONE NOTES: 1. MAXIMUM O.L.O.: 92' X 56' 2. (2) 1' X 1/8' WEEPSLOT AT 2' FROM EDGE OF SILL FACE CHART kl Haight CHART 01 2 NUMBER ANCHORS IMMSIahS I m I rwscavllaM I ar< I APva MG MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ. PA 17030-0370 SERIES 3500 FIXED WINDOW 96" X 60" NON —IMPACT ELEVATION d1AWN: 7NON.G. 08-02859 scat NTS I GATE 02/04/16 1 -"EL'2 OF 3 SIGNED: 0211712016 1 APPNOVEU SEALANT BEHIND FIB A6 WOOD SCREW 3/8' MIN EDGE DISTANCE EXTERIOR 3/8' MIN EDGE DISTANCE 6 WOOD SCREW APPROVED SEALANT HEHINU FIN INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION WOOD FRAMING BY OTHERS 1/4' MAX. SHIM SPACE 1/4" MAX SHIM SPACE WOOD FRAMING BY OTHERS 16 WOOD SCREW 1 1/4" MIN EMBEDMENT APPROVED SEALANT BEHIND FIN 3/8" MIN EDGE DISTANCE 1/4' MAX SHIM SPACE INTERIOR EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR ZX BUCK INSTALLATION oNs emmipTc" DAIC I APPRmw NOTES: I. INTERIOR AND EXTERIOR FINISHCS, BY OTHERS, NOT SHOWN FOR CLARITY. WOOD 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE FRAMING DESIGNED /N ACCORDANCE WITH ASTM E2I I2 'mow L F y t h I J Z BY OIHEHS 1 b 11 D 14 SIGNED: 02117/2016 MIWINDOWSIWDOW DOORS 111 ItL0l / EST MARKET TREET GRATZ, PA 17030-0370 J\ S . SERIES 3500 FIXED WINDOW GENy*.• s S. 6 *- 96" X 60" NON —IMPACT FIN INSTALLATION DETAILS r0 07G'T EV. ATOFtD\ moo no. a[v DO, e• 00"' 08- 0 n859 F attISMENTS02/04/16 3 0 3 Florida Building Code Online 18504.2 Page I of 3 SCIS Home I Log In ( User Registration i IHotTopics ( Submit Surcharge I Suits a Facts I Publications FSC star SOS Site Map Links searchdDj ' Product Approval USER: Public User16 p a e1are r RrL1cNAuu Product Approval Menu > Product a Aoeliratbn Seam > Application list > ApplioUon Detail FL A FL18SO4 Application Type New Code Version 2014 Application Status Approved Comments Archived O Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717)365-3300 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 C Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Luis R Lomas the Evaluation Report Florida License PE-62S34 Quality Assurance Entity Architectural Testing, Inc. Quality Assurance Contract Expiration Date 12/31/2018 Validated By Steven M. Urich, PE G Validation Checklist - Hardcopy Received Certificate of Independence FL18504 RO COI FL COI.Ddf Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code 1710.5.3 Product Approval Method Method 2 Option B https://floridabuilding.orglprlpr_app_dti.aspx?param=wGEVXQwtDgs9%2f%2ftCOhpJQgi... 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 1 M-1926 Horizontal Mullion Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: N/A Other: Maximum Span - 156-3/8', Impact Resistant up to Wind Zone 3 M-1926 Horizontal Mullion Single, Twin or Triple with Transom Installation Instructions FL18504 RO II M-1926 Horizontal08-01455A.Ddf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL18504 RO AE 512079A.odf 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 FLIS504 RO I1 M-1926 Vertical 08-01445A.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Maximum Span - 84', Impact resistant up to Wind FL18504 RO AE 512069A.Ddf Zone 3. Created by Independent Third Party: Yes 18504.3 M-2285 Horizontal Mullion M-2285 Horizontal Mullion Single, Twin or Triple with Transom Limits of Use Installation Instructions Approved for use in HVHZ: No FL18504 RO II M-2285 Horizontal 08-01834A.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R. Lomas PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Maximum span - 120', Impact resistant up to Wind FL18504 RO AE 512521A.Ddf Zone 3. Created by Independent Third Party: Yes 18504.4 M-2285 Vertical Mullion M-2285 Vertical Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL18504 RO 11 M-2285 Vertical 08-01833A.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Maximum Span - 84', Impact resistant up to Wind FLIS504 RO AE 512520A.odf Zone 3. Created by Independent Third Party: Yes 18504.5 M-2302 Horizontal Mullion M-2302 Horizontal Mullion Single, Twin or Triple with Transom Limits of Use Installation Instructions Approved for use in HVHZ: No FL18504 RO II M-2302 Horizontal 08-01456A.odf Verified By: Luis R Lomas PE-62514ApprovedforuseoutsideHVHZ: Yes Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Maximum Span - 156-3/8% Impact Resistant up to FL18504 RO AE 512080A.Ddf Wind Zone 3. Created by Independent Third Party: Yes 18504.6 M-2302 Vertical Mullion M-2302 Vertical Mullion Limits of Use Installation Instructions Approved for use In HVHZ: No FL18504 RO II M-2302 Vertical 08-01447A.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Maximum Span - 84', Impact resistant up to Wind FL18504 RO AE 512071A.Ddf Zone 3. Created by Independent Third Party: Yes Bads Neat Contact Us :: 2601 Blair Stone Road. Tallahassee Ft. 32399 Phone: 850-487.1824 The state of Florida Is an AA/ECO employer. Copyright 2007.2013 State e( FlorMa.:: 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 mail. If you have any questions, please contact 850.487.139S. *Pursuant to Section 4SS.27S(t), Florida Statutes, elfectIve October 1, 2012, licensees licensed under Chapter 4S5, F.S. must provide the Department with an email address 8 they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to https://floridabuilding.orglprlpr_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 Depanment with an email address which can be made aval&atde to the public. To determine If you are a licensee under Chapter 455, F 5., please dick a=. Product Approval Accepts: o® Credit Card Sate https://floridabuilding.orglprlpr_app_dti.aspx?param=wGEVXQwtDgs9%2Plo2ftCOhpJQgi... 9/6/2016 NOTES. 1) THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH RCOUIREMENTS OF THE I'LOR10A BUILDING CODE. 2) 11100D 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. WINO LOAD DURATION FACTOR Cd=16 WAS USED FOR WOOD ANCHOR CALCULATIONS. APPROVED IMPACT PROTECTIVE SYSTEM IS NOT REQUIRED rOR THIS PRODUCT IN WINO BORNE DEBRIS R=GIONS UP TO WIND ZONE 3. 5) DESIGN PRESSURE AND INSTALLATION DETAILS SHOWN IN THIS DOCUMENT APPLY ONLY TO MULLION. WINDOWS MUST BE APPROVED UNDER SEPARATE APPROVAL. 6) SINGLE WIN00WS TO BE MULLED ARC NOT LIMITED TO THOSE SHOWN IN THIS DRAWING. WINDOWS MUST BE MANUFACTURED BY V..1 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 MA'f BE USED IN 1101412ONTAL 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 TO BE INSTALLED. SEC FORMULA FOR TRIBUTARY WIDTH. 3) LOCATE MULLION SPAN (UNIT FEICHT) 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. MULLICN RATING MUST BE EOUAL OR GREATER THAN REQUIRED DESIGN PRESSURE OBTAINED IN STEP 1. TRIBUTARY W,IIDiH ® w1 1 W2 2 REIAS O"S AV ' OESCMP710fi OAIE I APPROV[0 A I REVISEO INSTALLATION OETAILS 08/07/IS 1R.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 INSIALLATION DETAILS SHEET 3. 2) FOR ANCHORING INTO CONCRETE USE 1/4" iAPCON WITH SUFFICIENT LCNGTH 10 ACHIEVE A 1 1/4' MINIMUM EM13EOMENI WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN I:1 INSTALLATION DETAILS SHEET 4. 3) ALI_ 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 CRAVTTY OF 0=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) #10 r 1 1/4' SELF DRILLING SCREWS PER CUP. SCREWS MUST BE FIELD INSTALLED. HOLES FOR SCREWS ARE NOT PRE -DRILLED BY MANUFACTURER. TABLE OF CONTENTS ISHEETNO.1 DESCRIPTION NOTES coNricuRATIONS AND OP CHART INSTALLATION DETAILS MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 M-1926 - VERTICAL MULLION 83" MULLION SPAN GENERAL NOTES DRAWN. OaC NO V.L. 1 08-01445 KALE NTS 0"E 01 / 1 1 / 12 1 S"EET I OF SIGNED: 0810712015 R . 11/0/i ii TAT 6E0 ; ` FS:ORIOP toA• 07 3/8" COMBINCD w10T11 wl-1r- w2 E3 FRAME HEIGHT WINDOW WINDOW MULLION SPAN) ! / J FF HE ML Sc 107 3/8" COMBINED WIDTH wt ~II w2 83" LWFRAME HCIGHi WINDOW MULLION SPAN) COMBINED WIDTH W 1 --I r w2 nME IW+T WINDOW WINDO ` r l WINDO LLION AI j wt --I'-- w2 107. 3/8" lliv- Devon Prox - rwng (Pd) Units anchored Into wood ftmfnq Mulllon span pn) Tributory 1&13 23.30 width (In) X00 4200 4A00 SZ13 00 130.0 130.0 130.0 130.0 130.0 130.0 37.38 130.0 130.0 127.2 127.0 127.0 127.0 49.63 120.7 94.3 77.9 73.8 72 / 72.0 6200 92.4 70.8 58.0 51.5 48.8 47.4 65.63 86.5 65.8 51.7 47.3 44.4 43.0 7200 17.8 58,7 45.6 41.4 38.5 37.0 64.00 621 45.0 33.1 29.1 20.3 24.9 107 3/ 3" COMBINED WIDTH FRAME Lw I.Do, HEIGHT MULLION SPIN) t07 3/8" " COMBINED WIDTH W1 I- W2 83" / WNDOW l FRAME / HEIGHT MULLION SPAT) / / J w I --I F--- w2 107 3/8" COMBINED WIDTH AEVIS*NS REv DESCR MIN DAIC I APP110VE0 IAREVISEDINSTALLATIONDETAILS08/07/15 R.L. 107 3/8" COMBINED WIDTH W2 83" / J WINDOW J FRAME ! / HEIGHT WINDOW MULLION SP1N> w l --I F- w2 107 3/8" COMBINED WIDTH ' APPROVED CONFIGURATIONS MULTIPLE LINKS MAYBE MULLED TOGETHER AS LONG AS COMBINED WIDTH DOES NOT EXCEED 107 3/8" AS SHOWN HEREIN. Design Pamno raring (039 aUnitsanchoredIntomemoi M Mulllon wan On) TrlbutarywldM 16.1a 2330 3600 1200 n 4500 Oita 2100 130.0 130.0 130.0 130.0 130.0 130.0 37.38 130,0 130.0 130.0 130.0 130.0 130.0 48.63 130.0 130.0 130.0 130.0 130.0 130.0 OZOD 130.0 115.4 87.8 79.3 73.9 71.5 U63 130.0 96.6 7Z9 85.5 80.5 55.2 72.00 99.3 72.4 54.0 4B.1 44.0 42.0 84.00 02.1 45.0 33.1 29.1 28.3 24,9 LARGE AND SMALL MISSILE IMPACT, LEVEL D. WIND ZONE 3 DIMENSIONS IN CHART ARE FRAME DIMENSIONS AND DO NOT INCLUDE FLANGE SIGNED: 08M7,12015 DOORSMIWARET650ESTSTREETGRATZ. PA 17030-0370 v,•v 0 N8 ,JT 0 6u M-1926 - VERTICAL MULLION*• 83" MULLION SPAN CONFIGURATIONS AND DP CHARTS D • TAT OF • tr,` DFA". DNO N0 rtA 08-01445 SCALE NTS 104n 01/11/12 S"W2 OF 3 2 1/2" MIN EDGE DISTANCE 1" MIN SEPARATION MASONRY/CONCRETE BY OTHERS 4 • , 1 1/4" 4 ` MIN. EMBEDMENT J J 1/4" TAPCON SECTS796 CI-IP SECT M-1926 MULLION SECT5796 CLIP 1 #iO WOOD SCREW l I I 1 3/8 MIN. I /2 MIN _ _ - WOOD FRAMING/ 2X BUCKEDGEDISTANCE BY OTHERS VERTICAL CROSS SECTION MASONRYiCONCRETE AND WOOD FRAMING INSTALLATION 3 3/4" 1.. 1 3/8 3/6 2" L 7/8" Im SECT5796 CLIP FOR CONCRETE INSTALLATION ALUMINUM 6063•T5.125' THICK 2% 01/4" 3 3/4" 2 1/4" - 3/8" 7/ 18- r 2X 01/4" L I 7/8" 1 1I/ I J r8" RCWSIGNS OCSCFNPno" are I AVPROvEo ROASEO INSTALLATION OETAILS 08/07/ 15 1 P..L. SECT5796 CLIP MT000022 CLIP FOR WOOD FRAMING INSTALLATION 160A (.069) GALVANIZED STEEL ALUMINUM 6063-T5.125' THICK 2 3/4" —•{ I I/8 I. SECT M-1926 MULLION ALUMINUM 60G7-T5 125' THICK SECT5796 OR MT000022 CLIP SECT5796 OP. - MT000022 CLIP CLIP INSTALLATION MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 M-1926 - VERTICAL MULLION 83" MULLION SPAN INSTALLATION DETAILS oRA:YN. Dwo 40 V.L. 1 08-01445 SCALE NTS 0A1E 01 / 1 1 / 12 S"EET 3 OF 3 SIGNED: 0810712015 N 9 IR .. ILI04fk\ TAT 6EOF ;ej 4oFS :c OR10 Gi'` ONA' I a\ L. Roberto Lomas P.E. 233 W Main St Danville, VA 24541 434-688-0609 rllomas@lrlomaspe.com Manufacturer: MI Windows and Doors, Inc. 650 West Market St Gratz, PA 17030 Product Line: W1926 - Vertical Mullion Engineering Evaluation Report Report No.: 512069A Compliance: The above mentioned product has been evaluated for compliance with the requirements of the Florida Department of Business and Professional Regulation for Statewide Acceptance per Rule 61G20-3.005 method 1(d). The product listed herein complies with requirements of the current Florida Building Code. Supporting Technical Documentation: 1. Approval document: drawing number 08-01445 revision A prepared, signed and sealed by Luis Roberto Lomas P.E 2. Mullion analysis report No. 512069-1 prepared, signed and sealed by Luis Roberto Lomas P.E. Limitations and Conditions of use: Maximum design pressure: refer to design pressure charts in approval document. Maximum single window unit size: 52 1/8" x 84" Window units attached to mullion must have their own separate approval. This product is not rated to be used in the HVHZ. This product is impact resistant and does not require impact protection in Wind -Borne Debris Regions, up to Wind Zone 3. Design pressure of mulled units shall be controlled by the lesser design pressure of the assembly components; 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). l of l 01111111/111// 051 TAT OF •h= i0 c s :c 0 R1 P GC Luis R. Lomas, P.E. FL No.: 62514 08/ 07n015 Florida Building Code Online Page 1 of 2 rc r Ft,Ilnr:amrh td SCIS Home I Log In I User Replstr&Uon i Hot Topics I SLAimh Surcharge I Slats a Faas i Put Nations FOC SUN I BGS Slle Mao I Links Search BusinesProfessiI'all ProductApproval j J USER: ftaK ter Regulation e% Pledutt Anoroval Mery > Eroduct or Aowcatlun search > Aeakealbn List > Applleatlon Deten FL # FL12019-RS Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer American Construction Metals Address/Phone/Email 5140 W Clifton Street Tampa, FL 33634 813)884-0444 lyle.pestow@aan-metals.com Authorized Signature Vivian Wright nckw@rwbldgconsultants.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Emall Category Panel Walls Subcategory Soffits Compliance Method Evaluation Report from a Florida Registered Architect or a licensed Florida Professional Engineer V- 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. Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Product Approval Method Standard Year ASTM E330 2002 Method 1 Option D https://w,A,v. floridabuild ing.orglprlpr_app_dti.aspx?param=wGEVXQwtDquJEQf8P6a6FJ... 7/20/2015 Florida Building Code Online Page 2 of 2 14 Date Submitted 04/30/2015 Date Validated 04/30/2015 Date Pending FBC Approval 05/10/2015 Date Approved 06/22/2015 Summary of Products FL It i Model, Number or Name Description 12019.1 Triple 4' and 'Quad 4' O.Ot2' Thick Aluminum Soffit - Full Vent and Center Vent Limits of Use Installation Instructions Approved for use in HVHZ: No FL12019 RS It 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 FL12019 RS AE F4ai 12019.I.edf- specific application and for any other additional use Created by Independent Third Party: Yes limitations and installation instructions. NCttl Contact Us :: 1940 Honk Monroe Street-'hQahassee Fl. 32M Phone: 65O-487-1824 The State of Florfda is an AA/EEO employer. Caernaht 200 .2U13 State of Ftmlda.:: Privacy Statement:: Access0lity Statement :: Refund StateffW Under Florida Law, !mall addresses are pubic records. It you do not want Your a -mall address released inresponse to a "Ic-reords request, do not send electron mad to this entity. instead, contact the office by phone or by traditional mall. It you have any questions, please contact 050.487.1395. 'Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455. F.S. nest provide the Department with an !mall address 0 they have one. The !malls 0104loe0 may be used or official communkallon with the licensee. However enact addresses are public necoM. 11 you do root wish to supply a personal address, please provide the Oepadnem with an emaa address which can be made available to the public. To detemYne it you are a 0censee under Chapter 455, F.S ,please dick here . Product Appro(vallAA¢epts: Crc it'ArFE https:// www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDquJEQf8P6a6FJ... 7/20/2015 o ACNr AMERICAN CONSTRUCTION METALS S140 We3f CIIBon Street Tampa, F[ 33634 TRIPLE 4" & "QUAD 4" ALUMINUM SOFFIT GENERAL NOTES 1. This product has been evaluated and is in compliance with the 5th Edition 12014) Rorido Bulding Code excluding the "High Velocity Hurricane Zone" (HVHZ). 2. Product anchors shall be as fated and spaced as shown on details. Anchor embedment to base material shol be beyond wall dressing or stucco. 3. Site conditions not covered by this drawing are subject to further engineering analysis. 4. Wood/CMU wall construction, by others, must be designed property to receive loods from the sotld and/or 2" x 7 batten strips. S. Aluminum soffris shall conform to the requirements of FBC Section 1404.5.1 and labeled according to FBC Section 1710.9 TANA OF CONIEM WWI! I DESCRIPTION 1 Typicd elevotlons b qTeral notes 2 Panel details 3 Sand detolls & des n pressures 4 SofUt details b design pressures 5 Soffit details, design pressures & bill of materials TRIPLE 4 {T4] 744 21D1151R M) T44:4 JA131IKQn QUAD 4 Q4 044012I011rTHM aA014ID13S'1HQc1 M.In: JK a om m: LFS 3 ausan w: a FL-12019.1 P r+— IT 1 — 4'b•ORIr F I AlrmLnum SOFFIT AIR FLOW TABLE AIR FLOW AIFL:SOFFIT jl% rrP[ 30fFIr T mE s. r carol very 3.81 2.71% 11. 74 8.15% 11.74 8.16% 3. 69 2.56% ifu,r.a r 3.69 2.68% I r-1r -i AISS l CMAHNEL m= 14 . 37 1 AT R O RIB AND END DETAILS I? COVERAGE 4' P(ICH IVId" 25/8, :L aAVAtAatronowen d iRI REF) ) orCOVERAGE Ar 4. 00' PRCH p 267 --F— I f lourfxl 09000011 to 00000— 14 0 0 0 a 0: 00000 n n n n n n LOUVER PAnSN (FULL SCAM 4 LOUVERS OU: ECiION AS RIBS(E — I L 0 i VIEW' A-A(E4 xxSCALES d FULL VIEW - WIDE ATIERN louvud formed In coma ratl! on de rlha) I? S" 1 X ri L00a000- 1 0 0 0 0 0— f r0 0 0 0 0 0 I 0000000000 0 0000° oa00o°J LOUVER PATIERN LOUVERS FORMED IN SAME DIRECIION AS R16S) j 0.388' VIEW' A-A" (4 x14 xSCALE) S d fULL VENT -HARROW VENT MTTERN LounnRormedinnmedirxlbnmr3a) n o. fL- 12019.1 ar or —1. A---j—ROOFOVERHANG ROOF FRAMING ALUMINUM I FASL7A TRIM SOFFIT (MU OR WOOD SEEDEIAIL'A' FRAMED SEE DETAIL - B' SIDE VIEW - SINGLE SPAN w/F-CHANNEL Shown w/ Ullartramov to dlew) SINGLE SPAN LENGTH A' DESIGN PRESSURE MO POSMVE NEGATIVE B- 70.0 141.0 10, 60.0 60.0 17 50.0 50.0 14' 38.5 38.5 I4' 30.0 30.0 DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD DETAIL " B " F-Channel J%* nq SPAN ' A ' ROOF OVERHANG ROOF OVERHANGSPAN • A - {j udVYtdd i N-N Y 1 ciROOFROOFi r' T a mFRAMINGFRAMING ••••.••••• V Z ALUMINUM l FASCA S i v TRIM S 9 • SOFFIT ( MU DR 1 . SOFFIT (MU OR V yWOOD 6 SEEDETAIL'CFRAMED SEE DETAIL -A' ipMED S' P SEE DETA0.' D' SEE DETAIL C' SIDE VIEW - SINGLE SPAN w/3-CHANNELS SIDE VIEW - SINGLE SPAN I CHANNEL Shown w/ bur frBnft om0ever) (Shown w/ trmitraminy onli ewm) TRIM NAIL ATTACHED THROUGH FASCIA 0 I li O.C. MAX. STAPLES INSTALLED 0 BID OF PANEL AND B" MAIL O.C. - r SEE DETAIL'1', SHEET 5) I _ 1/! lMAX. IF- 6 DETAIL" A " Fascia STAPLES INSTALLED 0 24' O.C. (INTO WOOD) ON f•CHANNEL LEG OR T•NAIL 017O.C. ONTO WOOD OR MASONRY) STAPLES INSTALLED 017 O.C. IINTO WOOD) IN FZHANNEL SLOT OR 7-NAIL 017 O.C. INTO WOOD OR MASONRY) NOTE: FOR SQUARE CUT OVERHANG. TRIM BOTTOM OF FASCIA FLAT AGAINST PANEL STAPLES LOCATED 24' O.C. WTO FRAMING vir -- MAX. I" MAX. O' STAPLES INSTALLED 017 O.C. (INFO WOOD) IN J{HANNEL SLOT OR T-NAIL 017 O.C. DETAIL " D " J- Channel Foscio STAPLES INSTALLED 0 I7D.C. (INTO WOOD) IN J-CHANNEL SLOT OR T-NAIL 012.O.C. INTO WOOD OR MASONRY) STAPLES LOCATED l J 24' O.C. INTO FRAMING % % I + 1' MAX. ) DETAIL" C" J- Channel am 0-: JK SUBSTRATE NOTES: Lw. or. LFS 1. WOOD SUBSTRATE G - 0.42 OR BETTER mu«wo w 2. MASONRY SUMTRATE:3A00PSI CONCRETE (ACI301) FL-12019.1 OR HOLLOW BLOCK (ASTM C90). S-W , a 1 II SPAN " A ROOF OVERHANG SPAN ' A ' ROOF OVERHANG SEE NOTE 2 ROOF ROOF RAMING FRAMING ALUMINUM ALUMI!R1H FASCIA fASC1A—` 9 TRIM TRIMIFCMUOR CHU OR WOODTS — WOOD SOFFIT) FRAMED FRAMED SEE DECAIL" E' J/ SEE DETAIL • SM DETM' G - SEE DETAIL' E- SIDE VIEW -SINGLE SPAN w/F-CHANNEL SIDE VIEW -SINGLE SPAN w/3-CHANNEL Shown w/ vualframUq overhang) (Shown w/ UusyfraNnl overhang) TRIM NAIL ATTACHED THROUGH FASCIA O 1 B O.C. MAX. STAPLES INSTALLED END OF PAPH AND IT, MAX. O.C. f DETAIL-J ". SHEET 5) 1!B' MAX. — DETAIL " E " fascia NOTE: FOR SQUARE CUT OVERHANG, TRIM WROM OF FASCIA FLAT AGAINST PANEL S 1I1_ "Ll DETAIL" F" F-Channel STAPLES INSTALLED 0 24' O.C. (INTO WOOD) ON K~NEL LEG OR Mad O IT O.C. INTO WOOD OR MASONRY) CONNECTOR NOB: i 1. WOOD FRAMING AND CONNECOONS TO BE OBIGNED A/ll BY THE ARCHITECT OR ENGINEER OF RECORD 2.12d COMMON NAIL OR 3/1 C OW TAPCON CONCRETE SCREW IMIN. 1.1J4' EMBEDMENIT 0 2,r ON CENTER SINGLE SPAN LENGTH A" OESION PRESSURE (SF) POSMVE INEGARVE B' 70.0 141.0 10" 60.0 60.0 1T• 50.0 50.0 14" 36.s 1 -38.5 14" 30.0 30.0 STAPLES LOCATED 2t' O.C. INTO FRAMING C3 STAPLES INSTALLED O ITO.C. (NTO WOOD) CI )•CHANNEL SLOT OR T44ML O I T O.C. pNfO WOOD OR MASONRY( STAPLES INSTALLED O S WOOD) 6 ............. G ZR IT O.C. pNTO IN F-0"NEL SLOT OR k T.NAIL O 12 O.C. -------------- z IWO WOOD OR MASONRY) 2 S 8 11 u 1/B'IAAX. ftm E 9 09 Out N.T.S. ° I•MAx woos an JK a SUBSTRATE NOTES: O.K. IT. LJS 3 1.WOOD SUBSTRATE:G=0.42OROMER DETAIL"G 2. MASONRY SU651RATE:3M PSI CONCRETE (ACI301) FT.-12019.1 O OR HOLLOW BLOCK (ASTM C901. J-Channel s>,rcr 4 or _5 0 REM I DESCRIPTION MATERIAL 1 FASCIA .0215' THK. AL 3105 - HI 4 ALUMINUM 2 J CHANNEL .0158' THK. AL 3105 - H24 ALUMINUM 3 FCHANNELAISSTHK.AL. 3104-H19 ALUMINUM 5 QUAD 4 PANEL 1.0115 OR .013S' THICK AL. 3105 ALUMINUM 6 TRIPLE 4 PANEL 1.0115 OR .013S" THICK) AL 3105 ALUMINUM 7 B15x13/f'TRIMNAIL S.S. 8 IF GA. X 1/4" SS STAPLE / 7/F MIN. EMBEDMENT) STEEL 9 7' X 7' BATTEN STRIP IG=A2 OR BETTER) WOOD 10 APA D.C. GROUP 1 EXT. )5/37' PLYWOOD OR BETTER WOOD 11 097' DIA. I -NAIL / 51W MIN. EMBEDMENT) STEEL 12d X 31/r IX2 VERDCAL H.D. GALV. STEEL FRAMING (G>-0.421 COMMON NAIL 0 24" O.C. ATTACH w/ 23d w/ 13/4" MIN. FMB. COMMON NAZIS 0 TOP 10 ROOF FRAMING DETAIL" H " 12d X 3.1/4" HD. GALV. STEEL COMMON MAIL 0 24" O.C. w/ 13/4- MIN. 84. STAPLES INSTALLED 0 STAPLES INSTALLED END OF PANEL AND END OF PANEL AND S MAX O.C. - H' MAX. O.C. SEE DETAIL 'J I -- -- --- (SEE MAIL "J9 5 6 DETAIL "I" C. MAX L)VAIL " J " ROOFCVERHANG SEE DETAIL -A SHEET 3) TWIN SPAN LENGTH w/CONTINUOUS BATTEN A. DESIGN PRESSURE (PSI) POSITIVE NEGATIVE T4" 70.0 70.0 1e" 66.5 66.5 20' 60.0 60.0 27' 54.5 54.5 24' 50.0 50.0 SPAN ' A " o` SEE DETAR.' B' SHEET 3) s E g o It o u oNi Im V %.L SPAN SIDE VIEW - DOUBLE SPAN w/BATTEN Shown w/ WuWflmming a"Llver) SPAN ' A ' ROOF OVERHANG SEE DETAI"G" SHEET 4) ROOF FRAMING SEE NOTE 2 1 1 t I I I 1 Emu OR WOOD SffDFTALL'I' 8 11 FRAMED SEE DETALL' A ISHEEI 3) CONNECTOR NOTES: 1, WOOD FRAMING AND CONNECTIONS TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD 2.12d COMMON NAIL OR 3/16- ITW TAPCON CONCRETE SCREW MIN. 1.114- EMBEDMENT) ® 24' ON CENTER SIDE VIEW - DOUBLE SPAN w/BATTEN am T 9 09 Shown w/ tnm/haming ovator-9) ALL N.T.S. olm x JK SUBSTRATE NOTES: 09c 7 LFS 1. WOOD SUBSTRATE: G - 0.42OR BETTER 2. MASONRY SUBSTRATE:3.000 PSI CONCRETE (ACI 301) OR HOLLOW BLOCK (ASTM C90). FL- T 20 T 9.. sw 5 or 5 R W R W Building Consultants, Inc. B Consulting and Engineering Services for the Building Industry C P.O. Bo: 230 Valrko, FL 33595 Phone 813.09.9197 Florida Board of Professional Engineers Certificate of Aahorvation No. 9813 Product Sub Category Manufacturer Product Name Category American Construction Metals Panel Walls Soffits 5140 West Clifton Street Triple 4" 8 "Quad 4" Aluminum Soffit Tampa, FL 33634 Phone 813.880.4444 Scope: This is a Product Evaluation report issued by R W Building Consultants, Inc, and Lyndon F. Schmidt, P.E. for American Construction Metals based on Rule Chapter No. 61G20-3, Method 1d of the State of Florida Product Approval, Department of Business & Professional Regulation. RW Budding Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial Interest in the company manufacturing or distributing the product or to 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 of 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. S. Aluminum soffits shall conform to the rewuirements of FBC Section 1404.5.1 and labeled according to FOC 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. Orawina No. Prepared by No. FL-12019.1 RW Building Consultants, Inc. (CA #9813) 3. Calculations Prepared by Anchoring RW Building Consultants, Inc. (CA #9813) 4. Quality Assurance Certificate of Participation issued by Keystone Certifications, Inc., certifying that American Construction Metals is manufacturing products within a quality assurance program that complies with ISO/IEC 17020 and Guide 53 Sheet 1 of 1 Testing Laboratory Slaned by Testing Evaluation Lab., Inc. Lyndon F. Schmidt, P.E Slaned & Sealed by Lyndon F. Schmidt, P.E. Signed & Sealed by Lyndon F. Schmidt. P.E. No 43409 G 9': STATE OF mow. I F. Schmidt. P.E. FL PE No. 43409 4/12015 Florida Building Code Onlinehr Page 1 of 2 Business & Professional Regulation f ofWQuid aCis Home I tog to I user RegWration i Pot Tops I submit surcharge I Sots s Facts I Pubikations I rac wart I WS site wp I UnU I soretl I Busines UOUMR: Product ApprovalProfessivialPublicUser Regulation Preduet Aaereval•MMnu > Product at Aoaetglon SearQ1 > AeWKAtien LLel > Application Oatstl 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 Rlver£dge Parkway Suite 800 Atlanta, GA 30328 770) 946-4571 mcollins@atlasroofing.com Authorized Signature Meldrin Collins mcollins@aUasroofing.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 fir Validation Checklist - Hardcopy Received Certificate of Independence FL1630S R4 COI ATL13002A 2014 FBC_Produrt Evaluation Shino odF Referenced Standard and Year (of Standard) Standard Y= ASTM D 3161 2009 ASTM D 3462 2009 ASTM D 7158 2008 TAS 100 1995 TAS 107 1995 Equivalence of Product Standards Certified By Sections from the Code https://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDquJBMjgUlj3N... 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Method 1 Option 0 Date Submitted 06/28/2015 Date Validated 06/29/2015 Date Pending Fi3C Approval 07/0S/2015 Summary of Products i FL # Model, Number or Name Description 16305.1 Atlas Shingles Fiberglass reinforced laminated asphalt shingles Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL16305 R4 li AT1.13002.4 2014 FSC Product Evaluation Shinaies.odf Verified By: Zachary R. Priest 74021 Created by Independent Third Party: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: See evaluation report for limits of use Evaluation Reports FL1630S R4 AE ATL13002 4 2014 FSC Product Evaluation Shinales.Ddf Created by Independent Third Party: Yes Neat Contact Us :: tom+ north Mm pe Street Tallahassee FL 3LM Plrone: 6%,4117.1924 The State of Florida Is an AA/EEO errlpbyer. COmtrtahl 2007-2013 Crate of Florida. • : Privacy Statement :: AoresslblUty Statement :: Refund Statement Under Florida law, email addresses are public records. it you do not want your a -map address released in respome to a public -re cords mquest. do not send electont mail to this entity. Instead, contact the (like by phone or by traditional mail. If you have any auesdora, please contact 550.467.1395. 'Pursuant to Section 45S.275(1), Florida Statutes, ~me October 1, 2012. licensees licensed under chapter ASS, F.S. must provide the Department with an email address It they have one. The emads provided may be used for official communication with the knsee. flowerer email addresses are public record U you do not wish to supply a personal address, please provide the Department with an email address which an be made available to the public. To determine If you are a licensee under Chapter 455, FS., please click btu{. Product Approval Accepts: vLcurimul-Iall O https://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDquJBMjgU l 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 V EDITION (2014) Manufacturer. ATLAS ROOFING CORPORATION Issued June 29, 2015 2000 Riveredge Parkway, Suite 800 Atlanta, GA 30328 770) 612-6267 Manufacturing Plants: Hampton, GA Meridian, MS Dangerfield, TX Ardmore, OK Quality Assurance: UL LLC (QUA9625) SCOPE Category: Roofing Subcategory: Asphalt Shingles Code Sections: 1507.2.5, 1507.2.7.1, 1523.6.5.1 Properties: Physical properties, Wind Resistance, Wind Driven Rain REFERENCES Entity PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) Report No. ATL-079-02-01 ATL-083-02-01 ATL-086-02-01 Rev 1 ATL-104-02-01 ATL-106-02-01 ATL-106.02-01 Rev 1 ATL-107-02-01 ATL-107-02-01.1 ATL-109-02-01 ATLA 16-02-01 ATLA 18-02-01 ATL-119-02-01 ATL-123-02-01 ATL-125-02-01 ATL-127-02-01 Rev 1 ATL-132-02-01 ATL-133-02-01 PRI Construction Materials Technologies (TST5878) ATL-135-02-01 PRI Construction Materials Technologies (TST5878) ATL-136-02-01 PRI Construction Materials Technologies (TST5878) ATI-437-02-01 Rev 1 PRI Construction Materials Technologies (TST5878) ATL-138-02-01 Rev 1 PRI Construction Materials Technologies (TST5878) ATL-143-02-01 PRI Construction Materials Technologies (TST5878) ATL-144-02-01 PRI Construction Materials Technologies (TST5878) ATL-151-02-01 PRI Construction Materials Technologies (TST5878) ATL-162-02-01 PRI Construction Materials Technologies (TST5878) ATL-167-02-01 PRI Construction Materials Technologies (TST5878) ATL-168-02-01 Standard ASTM D 3161 TAS 107 TAS 100 ASTM D 3462 ASTM D 3462 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 TAS 100 TAS 100 ASTM D 7158 ASTM D 3462 ASTM D 3462 TAS 100 ASTM D 7158 TAS 100 ASTM D 7158 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 ASTM D 3462 ASTM D 3462 ASTM D 7158 ASTM D 7158 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 ASTM D 3462 TAS 100 ASTM D 3161 ASTM D 3161 TAS 107 Year 2009 1996 1995 2009 2009 2009 1995 2009 1995 1995 1995 2008d 2009 2009 1995 2008d 1995 2008d 2009 1995 2009 1995 2009 2009 2008d 2008d 2009 1995 2009 1995 2009 1995 2009 2009 1995 PRI Construction Materials Technologies (TST5878) ATL-169-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-170-02-01 ASTM D 3462 2009 ATL13002.4 FL 16305-R4 Page 1 of 9 This evaluation report Is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK ATLAS ROOFING CORPORATION Asphalt Shingles TECHNICAL SERVICES, LLC PRI Construction Materials Technologies (TST5878) ATL-171-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-172-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-174-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATLA79-02-01 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 -Curl 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 Pinnacle4sl 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) StormMasterml Shake ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Dangerfield) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. StormMaster® Slate ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Ardmore) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ATL13002.4 FL 16305-R4 Page 2 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC INSTALLATION GlassMaster® 30 & Basic Wind Speed (V,u): Tough-MasterlD 20 Basic Wind Speed (V°sd): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15132 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 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 54nch 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 Pattem' or "6 Nail Pattern' detailed below. 36' 1 " Nails 1 y8• i 12- ----,+--12" Figure 1. GlassMaster® 30 3 Tough-MasterO 20 4 Nail Pattern (Non-HVHZ only) 38" Nails ape 4 h--12"12" j-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 o1 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-AMT" Architectural Basic Wind Speed (Vun): Basic Wind Speed (Vero): Deck (HVHZ): Deck (Non-HVHZ): Undedayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 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. ou Figure 3. ProLAMT" Architectural Shingle 4 Nail Pattern (non-HVHZ only) Al Pr Figure 4. Pro-LAMTO Architectural Shingle 6 Nail Pattern ATL13002.4 FL 16305-R4 Page 4 of 9 This evaluation report Is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation. recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pinnacle® Pristine & StormMaster® Shake 0 Basic Wind Speed (V,ea: Basic Wind Speed (Vest): Deck (HVHZ): Deck (Non-HVHZ): Underlayment Min. slope: Installation (HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19132 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using '6 Nail Pattern' detailed below. Installation (Non-HVHZ): Installed with 6 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either'4 Nail Pattem' or'6 Nail Pattern* detailed below. av Yn.tlM Orrasr uM arn Wlrr T— M oor_—I C-Dc rZJc1oor=3 s, I 1 Figure 6. Pinnacle® Pristine and StormMasterO Shake 4 Nail Pattern (Non-HVHZ only) Figure 6. Pinnacle® Pristine and StormMaster® Shake 6 Nail Pattern ATL13002.4 FL 16306-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 StonnMaster® Slate Basic Wind Speed (Vdi): Basic Wind Speed (Vern): Deck (HVHZ): Deck (Non-HVHZ): Undertayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 8.5 in. exposure in accordance with RAS 115 and manufacturers published installation instructions. Shingles shall be attached using '6 Nail Pattern' detailed below. Installed with 8.5 in. exposure in accordance with FBC requirements and manufacturers published installation instructions. Shingles shall be attached using either'4 Nail 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 report is provided for Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pro-CuND Starter Strip Basic Wind Speed (V,et): Basic Wind Speed (Vain): 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. 0S13 existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached as shown below. Installed in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached as shown below. 11p 1.1/Y+q yti r So, --F f j r f• V I O O O Figure 9. Pro -Cut® Starter Strip ATL13002.4 FL 16305-114 Page 7 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall 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 (Vut): Max. 194 mph ATLAS ROOFING CORPORATION Asphalt Shingles Basic Wind Speed (Vaw): Max. 150 mph Deck (HVHZ): In accordance with FBC requirements; Solidly sheathed min. 19132 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. Deck (Non-HVHZ): In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. Underlayment: In accordance with FBC requirements. Min. slope: 2:12 and in accordance with FBC requirements. Installation (HVHZ and Installed with 5-5/8 inch exposure in accordance with RAS non-HVHZ): 115 (HVHZ only) and manufacturer's published installation instructions. The direction of the exposed end shall be away from the prevailing wind. I 12 ga. 1-1/2" ring r shank nail I 1 I 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. 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 a Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. P `4., 2 No 74021 cc Z p STATE OF W C,,. CERTIFICATION OF INDEPENDENCE 2015.06.2 912:55:48 04' 00' Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest. P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest. P.E. does not have, nor will acquire, a financial interest In any other entity Involved in the approval process of the product. END OF REPORT ATI-13002.4 FL 16305-114 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 Dr Tampa, FL 33647 TECHNICAL SERVICES, LLC 813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE ST" EDITION (2014) Manufacturer ATLAS ROOFING CORPORATION Issued June 29, 2015 2000 Riveredge Parkway, Suite 800 Atlanta, GA 30328 770) 612-6267 Manufacturing Plants: Hampton, GA Meridian, MS Dangerfield, TX Ardmore, OK Quality Assurance: UL LLC (QUA9625) SCOPE Category: Roofing Subcategory: Asphalt Shingles Code Sections: 1507.2.5. 1507.2.7.1, 1523.6.5.1 Properties: Physical properties, Wind Resistance, Wind Driven Rain REFERENCES Entity Report No. Standard Year PRI Constriction 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 Constriction Materials Technologies (TST5878) ATL-106-02-01 Rev 1 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-107-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-107-02-01.1 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-109-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-116-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-118-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-119-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-123-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5676) ATL-125.02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-127-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-132-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-133-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-135-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-136-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-137-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-138-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-143-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-144-02-01 ASTM 0 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-151-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-162-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-167-02-01 ASTM D 3161 2009 PRI Construction Materials Technologies (rST5878) 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 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 attritxutes that are not specifically addressed herein. CREEK ATLAS ROOFING CORPORATION Asphalt Shingles TECHNICAL SERVICES, LLC PRI Construction Materials Technologies (TST5878) ATL-171-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-172-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-174-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-179-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-184-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-185-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-186-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-187-02-01 ASTM D 3462 2009 PRODUCT DESCRIPTION GlassMasterO30 ASTM D 3161, Class F fiberglass reinforced, 34ab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Tough -Master® 20 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Hip & Ridge ASTM D 3161, Class F fiberglass reinforced, hip and ridge asphalt shingle with a Ardmore & Hampton) dashed, thermally -activated, self -seating 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 wlScotchgard 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 Dangerfeeld) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. StorfnMaster® Slate ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Ardmore) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ATL13002.4 FL 16305-R4 Page 2 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC INSTALLATION GlassMaster® 30 & Basic Wind Speed (V jt): Tough -Master® 20 Basic Wind Speed (Vam): 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 manufacturers published installation instructions. Shingles shall be attached using either *4 Nail Pattern' or "6 Nail Pattern' detailed below. 31V iVeils 12" 12- 12' Figure 1. GlassMaster® 30 & Tough -Master® 20 4 Nail Pattern (Non-HVHZ only) 38" J Nails LL. J! 12" --• 1 a"--i Figure 2. GlassMaster® 30 & Tough-Master(D 20 6 Nail Pattem ATL13002.4 FL 16305-114 Page 3 of 9 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. 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 attftutes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ProLAMTM Architectural Basic Wind Speed (V,er): 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. 15132 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 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. bx w tt p /OmiW ioeip l AID fT fNO r rn r 0 0 0 0 0 0 0 0 0 0 0 0 e. n `aw Figure 3. ProLAMTM Architectural Shingle 4 Nail Pattern (non-HVHZ only) Figure 4. Pro-LAMTM Architectural Shingle 6 Nail Pattern ATI-13002.4 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 (Vun): StormMaster® Shake Basic Wind Speed (Vew): Deck (HVHZ): 6I i Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ)' ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19132 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15132 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements.. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 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. as Figure S. Pinnacle® Pristine and StormMaster® Shake 4 Nail Pattem (Non-HVHZ only) r. o. osrra.say uuMiol e ni rcu Ur IOOOCLO000 OOC]OOOQO000 O O O C37 O O L"1.. O O O O d O O a Figure 6. Pinnacle® Pristine and StormMaster@ Shake 6 Nail Pattern W 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 (Vw: Basic Wind Speed (Vow): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. CISB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 8.5 in. exposure in accordance with RAS 115 and manufacturers published installation instructions. Shingles shall be attached using '6 Nail Pattern' detailed below. Installed with 8.5 in. exposure in accordance with FBC requirements and manufacturers published installation instructions. Shingles shall be attached using either'4 Nail Pattern' or *6 Nail Pattern' detailed below. f* T I9' U J Figure 7. StormMasterS Slate 4 Nail Pattern Figure 8. StormMasterS Slate 6 Nail Pattem ATL13002.4 FL 16305-114 Page 6 of 9 This evaluation repon is provided for State of Florida product approval under Rule 61G20-3. 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 TECHNICAL SERVICES, LLC Pro -Cut® Starter Strip Basic Wind Speed (Vwt)- Basic Wind Speed (V,sd); Deck (HVHZ): tir . r Deck (Non-HVHZ): Undedayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max 150 mph In accordance with FBC requirements; Solidly sheathed min. 19132 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15132 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached as shown below. Installed in accordance with FBC requirements and manufacturers published installation instructions. Shingles shall be attached as shown below. Ir IIµ4Vl'tis LdM Figure 9. Pro -Cut@) Starter Strip AT1.13002.4 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 ATLAS ROOFING CORPORATION Asphalt Shingles Basic Wind Speed (V,w): Max. 150 mph Deck (HVHZ): In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. Deck (Non-HVHZ): In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. Underlayment: In accordance with FBC requirements. Min. slope: 2:12 and in accordance with FBC requirements. Installation (HVHZ and Installed with 5-5/8 inch exposure in accordance with RAS non-HVHZ): 115 (HVHZ only) and manufacturer's published installation instructions. The direction of the exposed end shall be away from the prevailing wind. 12" _J 12 ga. 1-1/2" ringI i r shank pall i r• r- 12" Ll I 1 Figure 10. Pro-CuMD Hip & Ridge ATL13002.4 FL 16305-R4 Page 8 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor Imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK ATLAS ROOFING CORPORATION Asphalt 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 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 undedayment application. 6) Shingles shall be installed starling at the eave in horizontal layers such that the laps shed water from the deck. 7) Installation of the evaluated products shall comply with this report, the FBC, and the manufacturers published application instructions. Where discrepancies exist between these sources, the more restrictive and code compliant detail shall prevail. 8) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61 G20-3. COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code a Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. r, P''% G',G E NSF. +!•. No 74021 O : STATE OF 7 I1111 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. ATL13002.4 ENO OF REPORT FL 16306-R4 9of9 This evaluation report is provided for Slate of Florida product approval under Rude 61G20-3. The manufacturer shall notify CREEK Technical Services. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor Imply warranty. installation, recommended use, or other product attributes that are not specifically addressed herein. I Florida Building Code Online Uncker kul rLI,5ZI(o-gZ Page 1 of 1 f W& Dpgn (yid) ecl's dome I Lm In I use, "istration : "a Topkz I Submit suronrpe ! slats a Facts I PvbRications I Fec Staff BCIS site Map I Links I Search I Busines / Product ApprovalProfessirlUSIEa: Pubac User Regulation rn11 Jf1A Prmruet Anoroval Menu f Product or Aonliallon SWWh > Application List 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 lCarcn nesartsa nWWrra.oanr.ra 11M Manufacturer Validated By status FL15216-RZ Revision InterWrap, Inc. Category: Roofing John W. Knezevlch, PE 954) 772-6224 Approved History Subcategory: Underlayments Cgliuiyg :: 194o treilh Mamee hriet. Taffalieisee Fl. 32399 Phone: AS0.487-1824 The State of Florida is an AVEEO employer. CdOrrlaht 2007-2812 Sari of norkI& :: C :: Aoeesgua statement :: $QjlallmlOt Under Florida law, email addresses ate pubic reards. It you do not want your,a-man address released in response to a oublk-remrds request do not send oicaronic mail to this entity. Instead, contact :he office by phone or by traditional man. If you have any questions, please contact 650.497.1395. •Punvam to Sealon 45S.275(1), Florida Statutes. effective October 1, 2012. licensees Named under Chapter 4SS, F.S. must Provide Me Department with an email address d they have one. The emalls PraMed may be used for official communication with the licensee. However email addresses are pubic record. IF you do rot wish l9 supply a personal address, please provide the Department with an mall address which can be made available to the public. To determine If you ate a licensee under Chapter 455, F.S., please dick U=. Product Approval Accepts: a•cvrltca+r:tuh:1• https://www.floridabuilding.org/pr/pr_appjst-aspx 7/20/2015 A Florida Building Code Online Page l of 2 Professional • r Business & ulation AWda flvurtme d aCIS Nome I lop In I user Regstratlon I nol Topl[i I Submt SjM,,Me Slats a Facts I PutouU tts I FBC SUIF I SOS site Ha0 I UnkS SWIC" I Bus nes Proessi al Product Approval USER; wbucuse Regulation Pt anM gMM j fM > pMdM e. AeMkAlip" Scm%" > Adpiwatten Ust > ApplicsUon DMU FL a F1.15216-112 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer InterWrap, Inc. Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 551) 574-2939 mtupas@lnterwrap.com Authorized Signature Eduardo Lozano elozano@interwrap.Com Technical Representative Eduardo Lozano Address/Phone/Emall 32923 Mission Way Mission, NON -US 00000 778)945-2891 elozano@interwrap.com Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Undedayments Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer I Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Robert Nieminen the Evaluation Report Florida License PE-59166 Quality Assurance Entity Intertek Testing Services NA Inc. - ETL/Wamock Hersey Quality Assurance Contract Expiration Date 11/17/2015 Validated By John W. Knezevich, PE W Validation Checklist - Hardcopy Received Certificate of Independence Fl I5216 R2 COI 2015 01 COI Nleminen.odf Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code 1507.2.3 1507.5.3 1507.8.3 1507.9.3 1507.9.5 TIS07.8 https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yV VKJZI Q... 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Date Submitted Date Validated Date Pending F13C Approval Date Approved Summary of Products Method 2 Option B 04/28/2015 04/29/2015 05/04/2015 06/23/2015 FL X Model, Number or Name Description 15216.1 RhinoRoof Undedayments Synthetic roof underiayments Limits of Use Installation Instructions Approved for use in HVHZ: No Approved for use outside HVHZ: Yes FI I S216 R2 11 2015 04 FINAL ER INTERWRAP RHINOROOF FL35216- R2.odf impact Resistant: N/A Design Pressure: N/A Verified By: Robert Nieminen PE-59166 Created by Independent Third Party: Yes Other. See ER Section 5 for Limits of Use. Evaluation Reports F1Ic216 R2 AE 201S 04 FINAL ER INTERWRAP RHINOROOF FL1S216- R2.odf Created by Independent Third Parry: Yes Non co0fact Us:: iNO Nerth noome StrM_ Tafialasme FL »too Phone: ASO-487.1s2e The State or Fiodda Is an AAMEO employer. Comylpht 2007.2013 State at Florida.:: :: &USgk&W Staterrrerd :: Refund Statement Under Florida law, emall addresses are public records If you do not want Your e•marl address released in response to a public-temrds request, do not send electronic map to this entity. Instead, mntl4 the office by Phone or by traddlonal man. if you have any que"M please contact 050.487.1395. •PuMu M to Section eS5.275(1), Florida Statutes, effective October 1, 2012. licensees bansed under Chapter eS5, VS must Provide the Department with an eniio address If they have one. The emails provided may be usad for offklal cony omloUon with the kensee. However emall addresses are public record. If you do not wish to supply a personal address, please provide the Depertmern with an enar address which an be made available to the public. To determine it you are a licensee under Chnpler •SS. F.S., please dick brit. Product Approval Accepts: 0 ®® ht(ps://www.floridabuilding.org/pr/pT_app_dtl.aspx?param=wGEVXQwtDgv3yV VKJZ1 Q... 7/20/2015 QT INITY I ERD EXTERIOR RESEARCH & DESIGN, I.I.C. Certificate of Authorization rd9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06479 PHONE: (203) 262-9245 FAX: (203) 262-9243 EVALUATION REPORT Interwrap, Inc. Evaluation Report 140510.02.12-112 32923 Mission Way F1.15216-112 Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2: 04/27/2015 SCOPE: This Evaluation Report is issued under Rule 611320-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 51h Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhinoRoof Underlayments LABEUNG: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUEDCOMPUANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity I ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "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. INsPEcnow 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 OC4 ANE1983 The fac"lle seal appearbt{ was audartted by Robert kleminen, Pi. on oa/27rAIS. ills does not serve as an eNaronk^ surd doormen. s%natal, sealed hardsoples have been trammittea 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 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 TrinityI ERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. i TRINITYJERD 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, 2507.9.5 on Heating 1507.2.3. 1507.5.3,2507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 20D5 2507.9.3 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference Date ITS (TST1509) Physical Properties 100539395COQ-006 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-002 10/27/2011 ITS (TST1509) Physical Properties 100539395COO-M 03/14/2014 ITS (QUA1673) Quallty Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhinoRoof U20 is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM D226, Type I or Type II felt or D4869 Type II felt. RhinoRoof Underlayment is available in 42-inch wide rolls, and can be produced in various other sizes. S. LIMITATIONS: 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 AH) for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.5 Allowable roof covers applied atop RhinoRoof Underlayments are follows: TABLE 1: ROOF CovER OPnoms Underlayment Asphalt Shingles Nail -On TileI I Foam -On Tile MetalI Wood ShakesI & Shingles Slate or Simulated Slate RhinoRoof U20 Yes I No No I Yes I Yes No 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30-days after Installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM D226, Type I or II or D4869, Type II underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, LLC. Certificate of Authortrotlon #9503 Evaluation Report 140S30.02.12-R2 F11S216-R2 Revision 2: 04/27/2015 Page 2 of 3 TRINITYJERD 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. 4 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 PERMrT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. MANUFACTURING PLANTS: Contact the manufacturer or the named QA entity for information on plants covered under Rule 61GZO.3 QA requirements. 9. QUAUTY ASSURANCE ENflTY: Intertek Testing Services NA Inc.-ETL/Warnock Hersey — QUA1673; (604) 520-3321 END OF EVALUATION REPORT - Exterior Research and Design, LLC Evaluation Report I40510.02.12-R2 Certlficote of Authorization #9503 FUSZ1642 Revision 2. 04/27/2015 Page 3 of 3 IN QOTRINITYIERD EXTERIOR RESEARCH & DESIGN, I.I.C. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-924S FAX: (203) 262-9243 EVALUATION REPORT Interwrap, Inc. Evaluation Report 140510.02.12-R2 32923 Mission Way FL35216-112 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 Sth Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhlnoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity) ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words 'Trinity IERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCAANE1983 The fadmile ual *Waft +as authorized by Roben allamtnen, P.E. on 00/27/2015. This don not serve as an electronlnlly skrred document. Syned, sealed hatdtopks have been transmtned to the Product Approval Admadittator and to the named diem CERTIFICATION of INDEPENDENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products It evaluates. 2. Trinity I ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. S. This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. QO-rRINITYIERD ROOFING COMPONENT EVALUATION; 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year 2507.23,1507.53, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM 0226 2006 1507.8.3,1507.93, 1507.95 on Heating 1507.2.3, 1507.5.3,1507.83, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 1507.93 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference Date ITS (TST1509) Physical Properties 100539395COQ-006 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-002 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-006 03/14/2014 ITS (QUA3673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhlnoRoof U20 is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM D226, Type I or Type 11 felt or D4869 Type II felt. RhinoRoof Underlayment is available in 42-inch wide rolls, and can be produced in various other sizes. S. LIMITATIONS: 5.1 This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVHZ. 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. 5.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product Is specifically referenced within FBC approval documents. If not listed, a request may be made to the AH1 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 Nall -On Tile Foam -On Tile Metal Wood Shakes Shingles Slate or Simulated State RhinoRoof U20 Yes No INo I 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 II or D4869, Type 11 underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, U.C. Evaluation Report 140S10.02.12-R2 Certi/aote o/Authorization #9503 FLISZ16-RZ Revision 2: 04/27/201S Page 2 of 3 TRINITYJERD 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. 6.4 RhinoRoof U20: 6.4.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1-inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 Single laver. Roof Slope> 4:12: End (vertical) laps shall be minimum 6-inches and side (horizontal) laps shall be minimum 4-inches. Refer to Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain conditions. For exposure < 24 hours, use of every -other fastening location printed on the surface Is acceptable. For exposure > 24 hours up to maximum 30-days, use of every fastening location printed on the surface is required. when batten systems are to be installed atop the underlayment, the underayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole In accordance with Interwrap published instructions. 6.4.3 Double laver. 2:22 < Roof Slope < 4:22: End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1-inch side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. B. MANUFACTURING PLANTS: Contact the manufacturer or the named QA entity for information on plants covered under Rule 61G20-3 QA requirements. 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc.-ETL/Warnock Hersey — QUA1673; (604) 520-3321 END OF EVALUATION REPORT - Exterior Research and Design, U.C. Certykote ofAuthorization #9503 Evaluation Report 140S30.02.12-R2 FL1S216R2 Revision 2: 04/27/201S Page 3 of 3 r 0211112015 13:41 TAX) P.0021004 MIAMIAMI-DADE COUNTY e PRODUCT CONTROL SECTION 11905 SW 26 Su A Room 208 DEPARTMENT' OF REGULATORY AND ECONOMIC RBSOURCES (RER) Miwnl, Florida 33175.2474 BOARD AND CODE ADMINISTRATION DIVISION T (786)313-2590 P (786) 313-2S99 NOTICE OF ACCEPTANCE (NOA) www.mismfdodmQovkmnomv Southeastern Metals Manufacturing Company, Inc. 11801 Industry Drive Jacksonville, FL 32218 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER -Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shelf 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 mt-volm. modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code including the High Velocity Hurricane Zone of the Florida Building Code. 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 Ofifoial. This NOA renews and revises NOA No. 08-0423.01 consists of paps 1 through 3. The submitted documentation was reviewed by Juan E. Colllao,,, R.A. 4 004-A NOA No.: 13-0814.09 DE Expiration Date: 04/1919 Approval Data: OL23/14 Page I of 3 0211112015 13.42 ffAl4 P.0031004 ROOFING ASSEMBLY APPROVAL Category: Roofing Sue -Category: Ventilation Material: Steel Minimum Slope: 2:12 TRADE NAMES OF PRODUCTS MANUFACTURED OR 14ABICT Z BY APPLICANT: Manufactured by Test Product Applicant ]Dimensions SusciAeatioas Description Weather Vent Vent: 4- Y," x 19" x 46" TAS 100 Galvanized medal roof vent Deck Flange: 24" x 52" Thickness:0.0217 inch:._ . _._. MANUPAcrvRMG LOCATION 1. Jacksonville, FL Evi DENCE SUBMITTED Vest Apeocv Test Identifier Test Name/Reoort PRI Asphalt Technologies, Inc. TAS 100 SE M-002-02-01 ICC-ES AC 132 SEM-027-02-01 APPROVED APPLICATIONS: Deck Type: Wood Deck Description. 11/m" or greater plywood or wood plank System Type A: Mechanical attachment of vent for shingle roofs Date 09/14/03 01/07/14 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 slope of the roof. Center vent in opening and set it in a 1/8" thick of an approved ASTM D 4586 asphalt roofing cement. Secure vent to the roof deck with 1-y4" galvanind ring shank roofing nails spaced approu. S" o.c. and I" from the outside edge of the Range. Use a minimum of 18 nails per vent. Seal all nails and vent Range with an approved ASTM D 4586 roofing cement. (See drawings herein). Net Free Area: 99 square inches. NOA No.: 13-0814.08 Expiration Date: 04/15/19 Approval Date: 0IR3/14 Page 2 of 3 02/11/2015 13:43 ffr11q P.0041004 LIMITATIONS: 1. Refer to applicable building code for required ventilation. 2. Weather Vent shall comply with the menufacturefs current published application instelctions and the requirements set forth in the applicable building code. 3. 'Ibis acceptance is for installations over asphaltic shingle roofs only. 4. Weather Vent shall not be installed on roof mean heights greater than 33 feet. 5. All products listed herein shall have a quality assurance audit in accordance with the Florida Building Code and Rule 9N-3 of the Florida Administrative Code. 6. All approved products listed herein shall be labeled and shall bear the imprint or identifiable marking of the manufacture'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: MOM N DRAWINGS o • ROOF FLANGE NAIL PLACEMENT END OF THIS ACCEPTANCE NOA No.: 13-0814.08 Expiration Date: 04/15/19 Approval Date: 01/23/14 Page 3 of Florida Building Code Online rr Page 1 of 3 Me -a' A* FbWa DpiliMt? SOS Mona I vw In I user Registration 1 Not'ropks I Submit Surcharge 1 slats a Facts i Nopatiotrs I Fac sue I eCts site Map I Links I Search I Busmes ( Product ApprovalProfessireal0MR: Public User Regulation ttjM > > Anolicatbn Ust > Application Detail FL # F 2197-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 MTek Industries, Inc. Address/ Phone/Email 14SIS North Outer Fourty Drive Suite 300 Chesterfield, MO 63017-5746 314) 851-7480 Ext7480 dwert@mii. com Authorized Signature David Wert david. c.wert@mii.com Technical Representative David Wert Address/ Phone/Email 1451S North Outer Fourty Drive Suite 300 Chesterfield, MO 630175746 314) 851-7480 dwert@mli. com Quality Assurance Representative David Wert Address/ Phone/Emall 14515 North Outer Forty Suite 300 Chesterfield, MO 63017 314) 851-7480 dwert@mll. com Category Structural Components Subcategory Truss Plates Compliance Method Evaluation Report from a Product Evaluation Entity Evaluation Entity ]CC Evaluation Service, LLC Quality Assurance Entity Quality Auditing -Institute Ltd. Quality Assurance Contract Expiration Date 12/31/2DI5 Validated By ICC Evaluation Service, LLC. Certificate of Independence FL2197 RS COI Certificate of independence for Evaluation.odf Referenced Standard and Year (of Standard) Standard YPOL ANSI/ TPI 1 2007 Equivalence of Product Standards Certified By Sections from the Code https:// www.floridabuilding.org/prlpr_app_dtl.aspx?param=wGEV XQwtDgvrTExp/o2bbkf... 7/20/2015 Florida Building Code Online Page 2 of 3 Product Approval Method Method 1 Option C Date Submitted 06/11/2015 Date Validated 06/30/2015 Date Pending FBC Approval Date Approved 07/05/2015 of Products FL p 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 n InstallationESR-1988 Aori12011.12df Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: Can use HVHZ per ICC-ES ESR-1988 Supplemental FL2197 RS AE ESR-1988.odf for the Florida Building Code 2197.2 Mil 16 16 ga. truss connector plate Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL2197 RS It InstallationES11-1311 Nov2011.odf Approved for use outside HVHZ: Yes Verified By: [CC 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 EL27 RS AE ESR-1311.odf for the Flonda Building Code 2197. 3 MT18HS 18 ga. high strength truss connector plate Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL2197 R5 11 InstallationESR-i988 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 ICC-ES ESR-1988 Supplemental FL2197 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 EU197 RS 11 InstallationESR-1988 Aori12011.odf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: Can use HVHZ per ICC-ES ESR-1988 Supplemental FL2197 RS AE ESR-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 R5 11 InstallationESR-1311 Nov2011.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 Other: Can use HVHZ per [CC -ES ESR-1311 Supplemental Evaluation Reports FL2197 R5 AE ESR-1311.adf for the Florida Building Code. 0 contact us :: 1940 Memo Mena Straae. Taeahessee FL „99 Phime: ttS0,4e7-srt2a The State of Florida Ban AAfM0 employer. Comiriaht 2007-2012 State of Florida.:: Prrvam Statement :' i jby5la1ewfd :: Refund SUt merit Under Florida taw, emall addresses are public records. If you do root want your !-map address released in response to a public -records moues6 do not send electronic mall to this entity. Instead, contact the office by phone or by traditional MO. If you love any questions, please mWct 650.467.1395. -Pursuant to Section 455.275(t), Florida Statutes, effective October 1, 2012, licensees licensed undo Chapter 455, F S. must provide the Department with an emall address if they have one. The malls provided may be used for oTiWl communication with the licensee. However er all addresses see public record. If you do not wish to supply a personal address, please provide the Department with an email address which an be made avaltable to the public. To dCermine if you are a licensee Urdu Chapter 455, F.S., please dock b=. Product Approval Accepts: WhOM https:// www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgvrTEx%2bbkf... 7/20/2015 Florida Building Code Online Page 3 of 3 Cre i'Ar E https://www.floridabuilding.org/prlpr_app_dti.aspx?param=wGEV XQwtDgvrTEx%2bbkf... 7/20/2015 Excerpt from !CC -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 1CC-ES ESR-1311, Revised November 2011 INSTALLATION All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. Trusses must be assembled within the tolerances specified in ANSI/TPI 1, Chapter 3, Quality Criteria for the Manufacture of Metal - Plate -Connected Wood Trusses. 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 L•lSTED Look for the trusted marks of Conformityl 2014 Recipient of Prestigious Western States Seismic Polity Council WSSPQ Award in Excellence" A Subsidiary of pp ICC-ES Evaluation Reports are not to be -construed as representing aesthetics or any other attributes not @=CBS specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a ' l recommendation for its use. There is no warranty by /CC Evaluation Service, I.I.C, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. r4==C9"rC0W , Copyright © 2015 IMES Evaluation Report ESR-1311 Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.orn 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 0617 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14616 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, Mil 20 HS, AND MT20HSn- 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)1 The ADIBC is based on the 2009 IBC. 2009 IBC code sections referenced in this report are the same sections in the AD18C. Property evaluated: Structural 2.0 USES MiTek* metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTek* M-16 and MII 16: Model M-16 and Model MII 16 metal truss connector plates are manufactured from minimum No. 16 gage 10.0575 inch total thickness (1.46 mm)). ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)) and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave 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 1144nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTek* M-20 and Mil 20: Model M-20 and Model Mil 20 metal truss connector plates are manufactured from minimum No. 20 gage (0.0356 inch total thickness (0.9 mm)), ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face. of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTek* M-20 HS, Mil 20 HS, and MT20HS"r: Models M-20 HS, MII 20 HS, and MT20HSTM metal truss connector plates are manufactured from minimum No. 20 gage (0.0356 inch total thickness (0.9 mm)), ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)) and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/44nch-by-14nch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.25-inch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal oentedines 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, IC.C-ES Evaluation Reporn are not ro be construed as representing aesthetics or any other attributer nor spec#?eally oddrrssrd. nor are they to be construed as an endorsement of the subject of the report or o recommendation for its use. There is no tvarranty by lCC Evaluation Service, UC express or impfre4 as MOMS, OZ to any finding or other ataner in this report, or as to any product covered by the report 66a Copyright 0 2015 Page ;,of 6 ESR-1311 1 Most Widely Accepted and Trusted Page 2 of 5 multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. 5.4 Trusses must be assembled within the tolerances specified in ANS11TPI 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- retardant4reated or preservative4reated 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 MiTeke Industries metal truss connector plates described in this report comply with, or are suitable aftematives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 6.1 This evaluation report and the manufacturers published installation instructions, when required by the code official, must be submitted at the time of permit application. In the event of a conflict between the manufacturers published installation instructions and this document, the instructions in this document govern. 5.2 Each application for a building permit, using these metal truss connector plates, must be accompanied by documentation showing that the design, manufacture, and proposed installation conforms with the requirements of the applicable code. 5.3 This report establishes plate design values only. For items not covered by this report, such as truss design, fabrication, quality assurance and special inspection, refer to the applicable version of 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. 5.6 All lumber used in the fabrication of trusses using MiTeke Industries metal truss connector plates must be graded in compliance with the applicable building code and must have a moisture content not exceeding 19 percent at the time of assembly. Wet service factors from ANSl1TPI 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 ANS11TPI 1. 5.8 MiTeke metal truss connector plates are manufactured in Saint Charles, Missouri; Tolleson, Arizona; Tampa, Florida; Edenton, North Carolina; and Bradford, Ontario, Canada. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the National Design Standard for Metal Plate Connected Wood Truss Construction, 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 MiTeke Industries name, the metal connector plate model, and the evaluation report number (ESR-1311). ESR-1311 1 Most Widely Accepted and Trusted Page 3 of 6 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ib/in'/PLATE) LUMBER SPECIES SG AA EA AE EE M-16 AND Mill 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 0.65 249 190 184 200 M-20 HS, Mil 20 HS and MT20HS Douglas fir-4arch 0.5 165 146 135 143 Hem -fir 0.43 139 111 97 109 Spruce -pine -fa 0.42 148 108 107 103 Southern pine 0.55 187 143 138 150 For SI: llbfrn' = 6.9 kPa. NOTES: Tooth holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of joint. 2AA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to load EE = Plate perpendicular to load, wood grain perpendicular to load AU 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, MII 20HS AND MT20HS Efficiency I PoundsllnchlPair of Connector Plates Efficiency I PoundatinchlPair of ConnectorConnector Plates Effi" Plates ds/Inch/Pair 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 1880 0.59 1505 Tension ® 909 0.36 1013 0.47 1 820 0.48 1219 Tension Values in Accordance with TPI-1 with a Deviation (see Section 5.4.9 (e)) Maximum Net Section Occurs over the Joint2 Tension @ 00 0.68 1945 0.62 1091 0.67 1716 Tension ® W 0.30 849 0.48 841 0.52 1321 Shear values Shear @ 0° 0.54 1041 0.49 574 0.43 761 Shear ® 30° 0.61 1173 0.63 738 0.61 1086 Shear ® 60P 0.73 1402 0.79 936 0.67 1184 Shear ® 901 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 Ibfrnch = 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. 2Maximum Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. ESR-1311 I Most Widely Aocepted and Trusted Page 4 of 5 0 33T 01s& 0 42Tt a41min 41mm 108mm H i 1 H 00000 0000 0 0 0 0 0000a 000a o00000000 000ao I worm I f M-16, M1116 012V 0 25M 0125, 0 36V 3 2mm a S.minm 9 H 000000000000 000000000000 000000000000 100000000000 la00000aoaoo R O0000000000 M- 20, M 1120 FIGURE 1—,APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (In Inches) ESR-1311 ( Most Widely Accepted.and Trusted Page 5 of 5 0.126• 0.26W 0 coo' 0.3w 32mm 64mm 127mm 93mm i_t-i-J--i_._. 4-t 00 DDd 000 00 000 000 M 000 000 000 1 J F— 000 000 000 laoo 000 000 go0 Op0 000 M-20 HSI 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 1 (562) 699-0543 A Subsidiary of the Intemational Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MiTeke TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, Mll 20, M-20 HS, MII 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 MiTeO truss connector plates M-16, Mil 16, M-20, MII 20. M-20 HS, MII 20 HS, and MT20HS1. described in master report ESR-1311, comply with CBC Chapters 16, 16A, 17, 17A, and 23, when design and installation are in accordance with the International Building 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-ES Evaluation Nepwrs are nor to be construed as representing aesthetics or any Aber attributes wi speclfrcally addressed nor are they to be c oustrued as an etdonement of the subject ofihe report or a recommendation for its use. There is no warronty by ICC Evaluation Service.11C. express or tng4ter4 as to any fading or other matter to this reporl. or as to any product covered by the report Copydgrd 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.ora 1 (800) 423-6587 1 (662) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14616 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii.com EVALUATION SUBJECT: MiTek®TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, MII 20, M-20 HS, Mil 20 HS, AND MT20HSTM 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTek® Truss Connector Plates M-16, MII 16, M-20, Mil 20, M-20 HS, M11 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 MiTee Truss Connector Plates M-16, MII 16, M-20, M1120, M-20 HS, MII 20 HS, and MT20HSTm, described in Sections 2.0 through 7.0 of the master evaluation report ESR-1311, comply with the 2014 and 2010 Florida Building Code —Building and the 2014 and 2010 Florida Building Code —Residential, provided the design and installation are in accordance with the International Building Code® (IBC) provisions noted in the master report. Use of the MiTeeTruss Connector Plates MA6, MII 16. M-20, MII 20, M-20 HS, M1120 HS, and MT20HSTM has also been found to be in compliance with the High -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For products falling under Florida Rule 9N-3, verification that the report holder's quality assurance program is audited by a quality assurance entity approved by the Florida Building Commission for the type of inspections being conducted is the responsibility of an approved validation entity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. CC -ES Evaluation Repurit are nor to be construed as representing aesthetics or any other attributes not spec f cally addressed, nor are they to be construed as an endorsement of the subject of the report or a recoatntendotion for in use. There is no warranty by iCC EvWmauon Service. lC cspress or tntpiled, as im to arty finding or other nmtter in this report, or as to any product covered by the report me -am 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 201 M-20 HS, MII 20 HS AND MT20HS1rM ICC: ICC ICC:- C PMG. U_ STED Look for the trusted marks of Conformityl 2014 Recipient of Prestigious Western Stotes Seismic Policy Council WSSPQ Award in Excellence" ism 011 INIFRNJIIRINAI A Subsidiary of caacouRaC 1CC-PZ Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of (he report or a recommendation for its use. There is no warranty by ICC 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. 'ONW, "MU" Copyright © 2015 IMES Evaluation Report ESR-1311 Reissued June 2015 This report is subject to renewal June 2017. www.lcc-es.ora ( (800) 423-6687 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 0617 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14616 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii.com EVALUATION SUBJECT: MiTeke TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, Mil 20 HS, AND MT20HS11e 1.0 EVALUATION SCOPE Compliance with the following codes: 2012, 2009, 2006 Intemationa/ Building Code® (IBC) 2012. 2009, 2006 international Residential Code® (IRC) 2013 Abu Dhabi International Building Code (ADIBC)t The ADIBC is based on the 2009 IBC. 2009 IBC code sections referenced in this report are the same sections in the ADIBC. Property evaluated: Structural 2.0 USES MiTekm metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTee M-16 and MII 16., Model M-16 and Model MII 16 metal truss connector plates are manufactured from minimum No. 16 gage 10.0575 inch total thickness (1.46 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [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 MiTee M-20 and Mil 20: Model M-20 and Model Mil 20 metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating (0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTekm M-20 HS, Mll 20 HS, and MT20HSTM: Models M-20 HS, Mil 20 HS, and MT20HSTm metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)). ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/4-inch-by-l-inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.254nch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal 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 4A General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, 1CC-FS 6voluatlon Reports are nor lobe construed as representing aesthetics or any other attributes not spimiftolly addressed, nor are they to be conswed as an endorsement of the subject oftht neat or o recommendation for its use. There ss no worranty by JCC hinluaion Service. LLC, express or ImpileQ as to any finding or other matter in this report, or as to ony pruduct covered by the report. Copyright O 2015 Oil Page 1 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/fPI 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. 5.0 CONDITIONS OF USE The MiTek' Industries metal truss connector plates described in this report comply with, or are suitable altematives 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. 5.2 Each application for a building permit, using these metal truss connector plates, must be accompanied by documentation showing that the design, manufacture, and proposed installation conforms with the requirements of the applicable code. 5.3 This report establishes plate design values only. For items not covered by this report, such as truss design, fabrication, quality assurance and special inspection, refer to the applicable version of 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. 6.6 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/fPI 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 preservative4reated 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 ANSIrTPI 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, ANSIITPI 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 I EA AE EE M-16 AND Mtl 16 Douglas fir-4arch 0.5 176 121 137 126 Hem -fir 0.43 119 64 102 98 Spruce -pine -fir 0.42 127 82 75 107 Southern pine 0.55 174 126 147 122 M-20 and Mil 20 Douglas fir -larch 0.5 220 195 180 190 Hem -fir 0.43 185 148 129 145 Spruce -pine -fir 0.42 197 144 143 137 Southern pine 0.55 249 190 184 200 M-20 HS, Mil 20 HS and MT20HS Douglas fir4arch 0.5 165 146 135 143 Hem -fir 0.43 139 111 97 109 Spruce -pine -fir 0.42 148 108 107 103 Southern pine 0.55 187 143 138 150 For SI: 1lb/in2 = 6.9 kPa. NOTES: Tooth holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of joint. 2AA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to load EE = Plate perpendicular to load, wood grain perpendicular to toad All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY FORCE DIRECTION M-16 AND Mil 16 M-20 AND MII 20 M-20 HS, Mil 20HS AND MT20HS Efficiency PoundslinchlPalr of Connector Plates Efficiency I PoundslinchfPair of Connector Plates Efficiency Poundsllnch/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 TPIA with a Deviation (see Section 5.4.9 (e)) Maximum Net Section Oasis over the Join? 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 @ 300 0.61 1173 0.63 738 0.61 1085 Shear @ 6011 0.73 1402 0.79 936 0.67 1184 Shear @ 900 0.55 1055 0.55 645 0.45 792 Shear @ 1200 0.48 914 0.42 490 0.34 608 Shear @ 1500 0.35 672 0.46 544 1 0.3 637 For SI: 1 Inch = 0.175 N/mm. 1 inch = 25.4 mm. NOTES: Minimum Net Section - A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation, For these plates, this line passes through a line of holes. 2Maximum Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. ESR-1311 I Most Widely Accepted and Trusted Page 4 of 6 0 "W 0 /ev 0.4T' a4mm A tam .OBme H ti H M-169 M1116 0125, 0 260' 0.1 w 0 36V 3 2Inn% 0 4 film 3.2 mm 8 33 mrn o000oDa000o 00000000000 00000000000 I:00000000000 00000000000 x 00000000000 I M-20, M 1120 FIGURE /—APPROMMATE DIMENSIONS OF MITEK CONNECTOR PLATES (in Inches) ESR-1311 1 Most Widely Accepted and Tnisted Page 5 of 6 0.125' 0 2ST 0 5W 0 38S 32mm a4m}m 122..7.,}mm 9,3 mmt ODD A ODD OOO O00 ODD o ODO 000 D00 tl:ODO 000 ODD J ODD 000 ODD ODD O00 ODO M-20 HS, MII 20 HS, MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (In Inches) (Continued) IMES Evaluation Report ESR-1311 CBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.ora 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MiTeke TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HSiO 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 Weke truss connector plates M-16, MII 16, M-20, Mil 20, M-20 HS, MII 20 HS, and MT20HSTM, described in master report ESR-1311, comply with CBC Chapters 16, 16A, 17. 17A, and 23, when design and installation are in accordance with the International Building Codee provisions described in the master evaluation report and with Chapters 16. 16A, 17. 17A, and 23 of the CBC. This supplement expires concurrently with the master evaluation report, reissued in June 2015. ICC-FS Fvoluation Rcp" are not to be construed as representing aesthetics or arty other atrribuics not specifically addretsed. nor arc they to be construed as an endorsement ofthe subject ofthe report or a recommcnciaeion for its use. Then Is no %varranry by ICC Evaluation Service. U.C. esprem or implied as to any finding or other matter in this report or at to any pro" covered by the report aa.o r 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.om 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the Intemational Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 63—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14615 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii.com EVALUATION SUBJECT: MiTeOTRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, MII 20, M-20 HS, Mil 20 HS, AND MT20HSIO 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTek® Truss Connector Plates M-16, MII 16, M-20, Mil 20, M-20 HS, Mil 20 HS, and MT20HST4, 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 MiTeeTruss 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 Coda —Building and the 2014 and 2010 Florida Building Code —Residential, provided the design and installation are in accordance with the Intemational Building Code® (IBC) provisions noted in the master report. Use of the MiTek®Truss Connector Plates M-16, Mil 16, M-20, MII 20, M-20 HS, Mil 20 HS, and MT20HSm 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 Reports are not to be construed at representing aesthetics or any other attributes not specifically addressed, nur are they to be construedasonendorsementofthesubjectofthereportorarecommeelationforisuse. There b rot warranty by ICC Fvoluatlon Service. LLC. espren or implied as to arty finding or other matter in the report, or as to any product covered by the report. Copyright 0 2015 Page I of 1 DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES SECTION: 06 27 53—SHOP-FABRICATED WOOD TRUSSES REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 EVALUATION SUBJECT: MITEK® TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS AND MT20HSTM ICC ICC ICC O ' J LISTED Look for the trusted marks of Conformity! IRIS' 2014 Recipient of Prestigious`Western States Seismic Policy Council WSSPQ Award in Excellence" A Subsidiary of ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be co rsirued as an endorsement of the subject of the report or a recommendation jot its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as G to any finding or other matter in this report, or as to any product covered by the report. „w'' Copyright © 2015 IMES Evaluation Report ESR-1311 Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.org 1 (800) 423-6587 1 (562) 699-0643 A Subsidiary of the Intemational Code Council® DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 0617 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14616 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii.com EVALUATION SUBJECT: MiTek° TRUSS CONNECTOR PLATES: M-16. Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HS- 1.0 EVALUATION SCOPE Compliance with the following codes: 2012, 2009, 2006 /ntemational Building Code® (IBC) at 2012, 2009, 2006 International Residential Code® (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 ADIBC. Property evaluated: Structural 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTek®M-16 and 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 MiTek° M-20 and Mil 20: Model M-20 and Model M11 20 metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)), ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)) and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.334nch4ong (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTek® M-20 HS, Mil 20 HS, and MT20HS'": Models M-20 HS, Mil 20 HS, and MT20HSTM metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)), ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 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 0.254nch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.33-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-1S Evolumron Reports are nor to be construed as repnsenring oesthenu or any other mmburu not spec/fically addressed, m r are theyto be construed as on endorsement of thesubject ofibe report or a recommendation for its use. There is no warranty by 1CC Evaluation Service, 11C. express or implied as im to anyfinding or other matter in this report, or as to any product covered by the report Copyright O 2015 pyriu.: L" Page ; of 6 ESR-1311 1 Most Kridely 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 ANSIITPI 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 manufacturers published installation instructions and this document, the instructions in this document govern. 5.2 Each application for a building permit, using these metal truss connector plates, must be accompanied by documentation showing that the design, manufacture, and proposed installation conforms with the requirements of the applicable code. 5.3 This report establishes plate design values only. For items not covered by this report, such as truss design, 5.5 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. 5.6 Metal truss connector plates must be installed in pairs, on opposite faces of truss members. 6.7 Galvanized G60 metal truss plate connectors subject to corrosive environments must be protected in accordance with Section 6.5 of 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 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 MiTeke 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'tPLATE) LUMBER SPECIES SG AA EA AE EE M-16 AND MII 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 Mll 20 Douglas fir -larch 0.5 220 195 180 190 Hem -fir 0.43 185 148 129 145 Spruce -pine -fir 0.42 197 144 143 137 Southern pine 0.55 249 190 184 200 M-20 HS, MII 20 HS and MT20HS Douglas fir4arch 0.5 165 146 135 143 Hem4lr 0.43 139 111 97 109 Spruce -pine -fir 0.42 148 108 107 103 Southern pine 0.55 187 143 138 150 For SI: 11b/in2 = 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 MII 20 M-20 HS, MII 20HS AND MT20HS Efliclency Poundstinch/Pair of Connector Plates Efflclency I Pounds/inch/Pair of Connector Plates Efficiency POundstinch/Palr of Connector Plates Tension Values in Accordance with Section 5.4.4.2 of TPI-1 (Minimum Net Section over the Joint)' Tension @ 0° 0.70 2012 0.50 8a0 0.59 1505 Tension @ 9V 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 Join? Tension @ 0° 0.68 1945 0.62 1091 0.67 1716 Tension @ 900 0.30 849 0.48 841 0.52 1321 Shear Values Shear @ 0° 0.54 1041 0.49 574 0.43 761 Shear @ 300 0.61 1173 0.63 738 0.61 1085 Shear @ 600 0.73 1402 0.79 936 0.67 1184 Shear @ 900 0.55 1055 0.55 645 0.45 792 Shear @ 120° 0.48 914 0.42 490 0.34 Shear @ 1500 0.35 672 0.46 544 0.3 1 537 For SI: 1 Ibfinch = 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. 2Max1mum 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 Tnisted Page 4 of 5 0.331r 01sr 0.42r aA$me 41mm 106mm H H I I 0-0-0-0 a 0000 00000 o00000000 0000 o00000000 ao000 M-16, M1116 0125, 0 25(' 0.125` 0 36V rim a !'nn) 3, 2 rmm s' I 000000000060 600000000000 000000000000 J 1: 60000400000 1l0 0 0 0 00000 0 0 000000u0000 M- 20, M 1120 FIGURE 1--APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (In Inches) ESR-1311 I Most Widely Accepted and Trusted Page 5 of 6 0.126- 0.250r 0.5W 0 3W' 3.2mm 84mm 12277mm 83mm DO ADO ODD Do ODD DOD ODD ODD ODD J r ODD ODD ODD DDO ODD ODD z ODo DDD 000 MUM M-20 HS, MII 20 HS, MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (In Inches) (Continued) IMES Evaluation Report ESR-1311 CBC Supplement Reissued June 2015 This report is subject to renewal June 2017. wwwAcc-es.om 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 17 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 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, Mil 20 HS, AND MT20HSTO 1.0 EVALUATION SCOPE Compliance with the following code: 2010 California Building Code (CBC) Property evaluated: Structural 2.0 PURPOSE OF THIS SUPPLEMENT This supplement is issued to indicate that the MiTeke truss connector plates M-16, Mil 16. M-20, MII 20, M-20 HS, Mll 20 HS, and MT20HS"t, described in master report ESR-1311, comply with CBC Chapters 16, 16A, 17, 17A, and 23, when design and installation arein accordance with the Intemational Building Codee provisions described in the master evaluation report and with Chapters 16, 16A, 17, 17A, and 23 of the C8C. This supplement expires concurrently with the master evaluation report, reissued in June 2015. lCC. ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed nor are dwy to be comt ued as an endorsement of the subject of the report or a recommendalson jar its use. 77tere is no varronty by /CC Evaluation Service. U.C. express OF implied as 00 to any finding or other matter in this report or as to any product covered by the report vim., Copyright 0 2015 Page 1 of 7 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 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: MiTekeTRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mill 20, M-20 HS, Mil 20 HS, AND MT20HSTM 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTeke Truss Connector Plates M-16, Mil 16, M-20, Mil 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 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTekeTruss Connector Plates M-16. Mil 16, M-20, Mil 20, M-20 HS, MII 20 HS, and MT20HSTM, described in Sections 2.0 through 7.0 of the. master evaluation report ESR-1311. comply with the 2014 and 2010 Florida Building Code —Building and the 2014 and 2010 Florida Building Code —Residential, provided the design and installation are in accordance with the International Building Codee (IBC) provisions noted in the master report. Use of the MiTekeTruss Connector Plates M-16, Mil 16, M-20, Mil 20, M-20 HS, MII 20 HS, and MT20HS",' has also been found to be in compliance with the High -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For products falling under Florida Rule 9N-3, verification that the report holder's quality assurance program is audited by a quality 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 tepott holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. ICC-ES Eroluotion Reports are not to be comtrued as repruenting outhetics or any other ottributu not specifically addressed, nor on they to he construed as an endorsement of the suhjert of the report or a recommendation for its use. 77wre is no wwrony by ICC Evoltmtion Sen4tx. LLC, uprus or nmpried as to any finding or other matter in this report, or as to any product covered by the report. Copyright 0 2015 Pags 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, M1120, M-20 HS, MII 20 HS AND MT20HST`" ICC ICC ICC PMG USTfO Look for the trusted marks of Conformityl 02014 Recipient of Prestigious Western States Seismic Policy Council WSSPQ Award in Excellence" w A Subsidiary of ecoK.wmQr ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not e specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a QSrecommendationforitsuse. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to anyfinding or other matter in this report, or as to any product covered by the report. 10°"', «• Copyright © 2015 IMES Evaluation Report ESR-1311 Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 0617 63-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14616 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mli.com EVALUATION SUBJECT: MiTekm TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HSTM 1.0 EVALUATION SCOPE Compliance with the following codes: 2012, 2009, 2006 Intemational Building Code® (IBC) 2012, 2009, 2006 International Residential Code® (IRC) 2013 Abu Dhabi Intemationa/ Building Code (ADIBC)l The ADIBC is based on the 2009 IBC. 2009 IBC code sections referenced in this repon are the same sections in the ADIBC. Property evaluated: Structural 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTekm M46 and MII 16: Model M-16 and Model Mil 16 metal truss connector plates are manufactured from minimum No. 16 gage 10.0575 inch total thickness (1.46 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating (0.0005 inch thickness on each side (0.013 mm)) and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm). and lengthwise in 04-inch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MITeke M-20 and Mil 20: Model M-20 and Model Mil 20 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)) and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered OA5 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTek° M-20 HS, MII 20 HS, and MT201-!STM: 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/ -inch-by-14nch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.25-inch-wide (6.4 mm) strip of unpunched steel. The transverse 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 al 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-FS Evaluation Reports are not to be construed as representing oestheurs or any other attributes nor specifically oddrused. nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There b no r»rranry by IC'C Evaluation Service. 1.1.C. express or implied as to any finding or other matter in this report or as to any product covered by the report Copyright 0 2015 0 Page 1 of 6 ESR4311 I Most Widely Accepted and Trusted Page 2 of 5 multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. 6.4 Trusses must be assembled within the tolerances specified in ANSIITPI 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. 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 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 manufacturers published installation instructions and this document, the instructions in this document govern. 5.2 Each application for a building permit, using these metal truss connector plates, must be accompanied by documentation showing that the design, manufacture, and proposed installation conforms with the requirements of the applicable code. 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 5.8 fabrication, quality assurance and special inspection, refer to the applicable version of ANSIlTPI 1, engineering drawings and the applicable code. The design values (allowable lateral resistance values and effective tension and shear resistance allowable design values) used in the design of trusses, using MiTeke Industries metal truss connector plates, must not exceed those listed in Tables 1 and 2 of this report. Load combination reductions must be in accordance with the applicable code. All lumber used in the fabrication of trusses using MiTeke Industries metal truss connector plates must be graded in compliance with the applicable building code and must have a moisture content not exceeding 19 percent at the time of assembly. Wet service factors from ANSI/TPI 1 Section 6.4 must be applied to the table values when the lumber moisture content exceeds 19 percent. Allowable values shown in the tables of this report are not applicable to metal connector plates embedded in either fire -retardant - treated lumber or preservative -treated lumber. Metal truss connector plates must be installed in pairs, on opposite faces of truss members. Galvanized G60 metal truss plate connectors subject to corrosive environments must be protected in accordance with Section 6.5 of ANSIITPI 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 1 Most Widely Accepted and Trusted Page 3 of 6 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ib/ln2/PLATE) LUMBER SPECIES SG AA i EA AE EE W16 AND Mil 16 Douglas fir -larch 0.5 176 121 137 126 Hem -fir 0.43 119 64 102 98 Spruce -pine -fir 0.42 127 82 75 107 Southern pine 0.55 174 126 147 122 M-20 and MII 20 Douglas 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, MII 20 HS and MT20HS Douglas fir4arch 0.5 165 146 135 143 Hem-flr 0.43 139 111 97 109 Spruce -pine -fir 0.42 148 108 107 103 Southern pine 0.55 187 143 138 150 For SI: 1lbinz = 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 Pounds/inch/Pair of Connector Plates Efficiency I PoundsJlnch/Palr of Connector Plates Efficiency Poundslinch/Palr of Connector Plates Tension Values in Accordance with Section 5.4.4.2 of TPIA (Minimum Net Section over the Joint)' Tension @ 00 0.70 2012 0.50 1880 0.59 1505 Tension @ W 0.36 1013 0.47 1 820 0.48 1219 Tension Values in Accordance with TPI-1 with a Deviation [see Section 5.4.9 (e)) Matdmum Net Section Occurs over the Joine 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 @ 30° 0.61 1173 0.63 738 0.61 1085 Shear @ 609 0.73 1402 0.79 936 0.67 1184 Shear @ 900 0.55 1055 0.55 645 0.45 792 Shear @ 120° 0.48 914 0.42 490 0.34 608 Shear @ 150° 0.35 672 0.46 544 0.3 537 For SI: 1 lb inch = 0.176 N/mm, 1 inch = 25.4 mm. NOTES: Minimum Net Section - A line through the plate's tooth pattern nMh the minimum amount of steel for a specified orientation. For these plates, this line passes through a line of holes. 2Mabmum Net Section - A line through the plate's tooth pattern with the mardmum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. ESR-1311 I Most Widely Accepted and Trusted Page 4 of 5 0.330' o 1w 04mm E Ima M-16, M1116 0125' 0 2W 0125' 32mm 64mm 32mm 00000000000 n00000000k 00000000000 00000000000 00000090000 00000000000 wum Dar loomm H our I n 1 M-20, M 1120 FIGURE /—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (in Inches) ESR-1311 I Most Widely Accepted and Trusted Page 5 of S 0125- 0.25W 0.54W 0 se r 32mm OImm 127mm 93fnn 000 A' 000 000 000 000 JUDO 000 000 000 000 000 J 000 000 000 000 000 000 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.om 1 (800) 423-6587 I (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section. 0617 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MiTekm TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, Mil 20, M-20 HS, MII 20 HS, AND MT20HS^' 1.0 EVALUATION SCOPE Compliance with the following code: 2010 Callfomia 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, MII 16, M-20, Mil 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. lCC-FC F. ralaation Reports are not to be construed as representing aesthetics or any odor attributes nw spect0cally addressed. nor are (hey to be construed as an endorsement afthe subject ofthe report or a recommeadown for to use. 77tere Is no owrronry by ICC Fvaluotlon Service. Il.C. espnss Or impfte4 or to any finwng or other matter in this report. or ar to ony product covered by the upon. aai in Copyright 0 2015 Page t of t ICC-ES Evaluation Report ESR-1311 FBC Supplement Reissued June 2015 This report is subject to renewal June 2017. wwwJcc-es.ora 1 (800) 423-6687 1 (562) 699-0543 A Subsidiary of the Intemational Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53--Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14616 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MiTeOTRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mill 20, M-20 HS, MI120 HS, AND MT20HSTO 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTeke Truss Connector Plates M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, and MT20HSTM, recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: 2014 and 2010 Florida Building Code —Building 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTekeTruss Connector Plates M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, and MT20HSTM, described in Sections 2.0 through 7.0 of the master evaluation report ESR-1311, comply with the 2014 and 2010 Florida Building Code —Building and the 2014 and 2010 Florida Building Code —Residential, provided the design and installation are in accordance with the International Building Codee (IBC) provisions noted in the master report. Use of the MiTekeTruss Connector Plates M-16, MII 16, M-20, Mil 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 holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. CC-6S rvahrotion Repora are not to be comirued as representing oesthesics or any other ourtbutes not speciylcally addressed, "are they to be construed as an endorsement of the subject ofthe report or a recommendation for its use. There is no % atronty by XX: Evaluation Service, I.W. express or implied as ' so mry finding or other matter to thk repor4 or to to any product covered by she report Copyright 0 2015 Page 1 or 1 Florida Building Code Online Page I of 2 one. cc.n.r,.nn or `,,.;( .. '„_• Il Rucinpss & Professional Reaulation r ra w®ram AOC DePMMId eas Mom. I too in I user Registration i Ha Topics I submR surcharge I sots & Faas I Pub kaNmu I Tee start I acts she Map I units I seardN I Bus,nes product Approval Profess, al USER. Put-k User Regulation per, > produck oe &Wklft Staab> epokalam. > AyprtoUon o.an Fl. # FL14239•R3 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer BMP International Inc. Address/Phone/Emall 4710 28th Street N St. Petersburg, Fl- 33714 727)4SS-0544 benmengg@yahoo.com Authorized signature Xianbin Meng benmengB®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 Ni 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 10 Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Standard YAM ASTM D1761-06 2006 ASTM D1761-88 2000 Florida Licensed Professional Engineer or Architect FC14239 R3 Eoulv Eouiv.odf https://www.floridabuilding-org/prlpr_app_dt].aspx?param=wGEVXQwtDquDEJErtOSCei... 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 04/23/2015 04/30/2015 05/06/2015 06/23/2015 FL # Model, Number or Name Description 14239.1 Slotted Steel Tie -Down Clips, I' 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 NVNZ: Yes FLl4 R3 It Owo.odf Approved for use outside NVNZ: Yes Verified By: Frank L Bennardo, P.E. 0046549 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other.. This design provides allowable capacities for the FLt4239 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. I - Pentad Us :: 1240 North Nampa car.vr MI R tea phone, BSO•487•IS24 The slate of Florida Is an AA/EEO WMI%er. t--==. 2002.2Sta erroofc rido.:: :: AGMS&Wtv SWernerilt :: Refund staternEfit Under Flud a law, email addresses are public records. R you do rot rant Your e-mall address released In response to a "k-w-orris request, do notWad dOttratk mall bo"eetllr. blstead, doMaG tile drive a phone or by tradSl" nnali. 0 you Nva aeW autswmOlaase contact t1S0.4U7.1m "4A WiM to Sectldn eS5 t7s111. florida Slabmaa eQadlue OctoD 1, 201l, tlptnaees Ifoerrted undo Chtplu eSS rs east prevloe Me oepaMnaM wW an email address e the have one. Tbre one provided nay be used Mr official mnmfttloe Mich ana ll mum ifo ever emtC addresses are public record. U you do rot Ufsh to supply a petsono atldreas, paaafe Orevloa the Deli"Acrd dun an eldnid address ohldn can be rude available to the public To determine if you are a lKensee under 0000 aSS. F$., please dick b=. product Approval AOCepta: Crc itSAFE https:// www. floridabuilding. org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquDEJErtOSCei... 7/20/2015 BMP INTERNATIONAL, INC. MECHANICAL UNIT STEEL TIE -DOWN CLIP: AT GRADE & ROOF -TOP MOUNTED APPLICATIONS t CENTER OF GRAVITY ASSUMED TO ACT AT THE t GEOMETRIC CENTER OF THE ! . MECHANICAL UNIT. LMECHANICALUNITMUSTBE SQUARE OR RECTANGULAR, z VH NO IRREGULAR SHAPES. x=s N i TVA. ' HOST STRUCTURE DESIGN' BY OTHERS. SEE VISJ SCHCDULES FOR ALLOWABLE SUBSTRATES 7SLB MIN. WEIGHT, MECHANICAL UNIT PER SEPARATE CERTIFICATION, TY. tCENTER Of SEE DESIGN SCHEDULE FOR GRAVITY I//f MAXIMUM SURFACE I AREA AND DESIGN PRESSURE, TYP. I STEELTIE-DOWNCUPS. SEE DETAIL In B 7/3 I S•2 FOR CLIP INFORMATION, 3 TYP. 3• MAX7W. I r MAX r TWC ' MECHANICAL UNIT 110' 1 TIE -DOWN ISOMETRIC TYPEo a1P DIRM o PS 1 1- . 1'-0- ISOMETRIC ER CORNER WILL V.V mI CONNECTION 7YD[S CL•fA ON SIRET 2 TIE -DOWN CLIP DIRECTIVE EXAMPLE MIN ____ _ __ MECHANICALFOLLCWINrANICALL UNIT THAT LCONFORMS TO THE DIMENSIONe USED TORCFMtCIIOMS AND DESIGN CRITERIA USTCO MREIE N SEE SHEETS h5 FOR HDESIGN• 1SCHEDULES.) MECHANICAL UNIT CRITERIA: CON5101R THE INSTALLATION OF (1) MIOUMICAL UNIT WITH THE FOLLOWING OU7FIUA• WR.170 MPH, EXPOSURE T a0'TALL [4r DEEPt 4-WIDI. IOD US (WEIGHT ASVERIFIED BY OTHERS) INSTALLED TO 3009 PSI MR CONCRETES WITH (1).3- CLIP AT EACH CORNEA OF UNIT (TOTAL O (A) CUPS) vrt0GEOUR&T PROCEDURS STEP RESULT INE THE CONNECTOn lY! BASED ON 7N[ SITE E7 N CTION 3 THIS INSTALLATION IS INTENDED FOR A VUi-170 NPR, !%POSUM'W. THIS DESIGN INE WHICH DESIGN SCREW l! TARE TO USE CRITERIA CORRESPONDS TO TABLE S INt LARGEST FACT AREA Or MECHANICALTHIS UNIT HEIGHT OF AB- S EQUAL TO THE MAXIMUM ALLOWABLE HEIGHT OF.r. MOT& THIS PNOOVCTAPPROVAL ALLOWS THE UNIT TO BE INSTALLED ON TOP AXIMUM UNIT HEIGHT RESTRICTION OP AN A/C STAND TWAT S A MAX3NUM SO- TALL IFAN AICSTAND LS VT7LMchTcr.,Rl 1 TD SEE THAT 7NE S7AM0 vM NOT QCEED 391 LM HEIGHT N N [N7 IN NWHAAIOW DIMTHISUNITIMUMNlnMAYBEINSTALLEDATROOFHEIGHTSLESSTHANOREQUALHOISFT. ADDITIONALLY, THIS UNIT NAY BE INSTALLED ON ROOF -TON HEIGHTS GREATER IN! TN! ALLOWABLE ROOF -TOP HEIGHT OF THE INSTALLATION THAN SOFT AND LESS THAN HOD FT. SEE (-) ON TABLE S FOR THE NUMERICAL VALUES OF THIS DQSIGN EJM"RE DESIGN NOTES: = * THIS PROD= HAS BEEN DESIGNED IN ACCORDANCE WIT" ASCE 7.10 AND THE BUILDING CODE FOR USE WITHIN AND OUTSIDE THE HIGH VELOCITY HURRICANE INDICATED IN THC ACCOMPANYING DESIGN SCHEDULES. THE DESIGN CAMBIA USED CAI,QRAIE THE a1LOTFA01! ROOFTOP NEIGNA OWslow ASOI 7.10 sNT10M 2933 3 TW ROOF TOP MEIGIIIB M1 Ss0 R AND SlCmI ».s POR I'm TD mown (10a110 R B SMT" ».s.l FOR O16TAUATIDNS AT GRADE WITHIN TH! MWR• GCH1..r•1.90 Dvnrot THE LINTEL (Gc_ !5 %Au LOCATIONS (t»•NTi- ALL 6TMFA DZIM VAIIIADLES ARE IN AODW. WRNS Afp 7.10OW1lRS 26». THE HEIGHTS LISTED IN THE DESIGN SCHEDULES REPRESENT THE ALLOWABLE HEIGHT OF THE WILDING, THIS PRODUCT APPROVAL ALLOWS FOR EACH UNIT TO BE INSTALLED ON A MAXIMUM 30- TALL NC STAID (CERTIFICATION BY OTHERS) ON TOP OF THE HEIGHTS LISTED IN THE MIGN SCHEDULES. GENERAL NOTES: 1. THIS PRODUCT HAS BEEN DESIGNED AND SMAIL BE FABRICATED IN ACCORDANCE WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE 6 ASCE 7-10. THIS PRODUCT MAY N i J , P=rC`aF A . p 3 ' N BE USED WITHIN AND OUTSIDE THE HIGH VELOCITY HURRICANE ZONE. 2. NO 33-ln% INCREASE IN ALLOWABLE STRESS HAS BEEN USED IN THE OESMN OF THIS SYSTEM. 3. OESIGII IS BASEDiONNQQ IIIEE NT PROVIDED PRODUCT AND DIE SHCCT9 FROM TEST L% Z REPORTSno A TE7YI Tl F WRIFTEII APPROVALBy TAWS ENGINEER SHALL BKE' 1 PERMITTED. A. MAXIMUM B MINIFIUM DIMENSIONS AND MINIMUM WEIGHT OF MECHANICAL UNIT SHALL J z CONFORM TO 5 ECIFICATIOMS STATED HCRim. ALL 1+EYNANICA 1. SPECIFICATIONS ICIEAR SPACE. TONNAGE, ETC) SMALL BE AS PER MANUFACTURER RECOMMENDATIONS Z AND ARE THE EXPRESS RESPONSIBILITY OF THE CONTRACTOR. O z Let S. FASTENERS TO BE 012 X %- OR GREATER SAE WADE S UNLESS NOTED OTHERWISE. TAPCONS REFERRED TO HEREIM SHALL be 1TW OLELDEX WtAMD. CARBON STEEL ONLY. 1 r Q INSTALLED TO 3000 PSI MIN CONCRETE. SEE ARCI WR SCHEOULE FOR ANCHOR iS. All FASTENERS SMALL HAVE APPROPRIATE COOSION PROnCT10NREQUIRWENRRw zICn TO PREVENT ELECTROLYSIS. 6. ALL STEEL CUPS SHALL BE AST" A203 STEEL (GRADE D) WIT" FY-33 KSI OR BETTER. C• xj Lu ALLSTEELMEMBERSSHALLBEPROTECTEDAGAINSTCORROSIONWITHANAPPROVEDC90- RATFD COATING M s COAT OF PAINT ENAMEL OR OTHER APPROVED PROTECTION. F REQUIRED FOR ALL COASTAL INSTALLATIONS. 7. ALL CONCRETE SPECIFIED MEREIN IS NOT PART OF THIS CTRYLRCATION. AS A MINIMUM, z P,- C ALL CONCRETE SHALL Be STRUCTURAL CONCRETE I- MIN. THICK AND SHALL HAVC MINIMUM COMAIESSIV SMERGIH OF 3000 PSI, UNLESS NOTED OT119CWIM TO INSULATE ALL MEMBERS FROM 06SIMIW CL z 0. THE CONTRACTOR IS RESPONSIBLE MATERIALS TD PREVENT ELECTROLYSIS. 9. ELECTRICAL GROUND. WADI R[QUIREO. TD N DISIGMED B INSTALLED BY O"m o 10. TW ADEQWCP OF AM OUSTING STRUCTURE TO WITHSTAND SUPU M OM LOADS SMALL BE VERIFIED By THE DUSITB MM PROFESSIONAL AM Is NOT, IIICLUOED IN THIS CCpMFIC&TIOM.EXCEPF AS ODRESSLY PROVIDED HEREIN, NO ADDITIONAL CERTIFICATIONS OR AFFIRMATIONS ARE INTENDED. 11. THE SYSTEM DETAILED HEREIN IS GENERIC AND DOES NOT PROVIDE INFORMATION FOR A A SPECIFIC SIR. FOR SITE CONDITIONS 06fERENTFROM Till CONDITIONS DETAILED MEAEIN, A LICENSED U41REER W REGISTERED ARCHITECT SMALL PREPARE SITE SPECIFIC DOCUMENTS FOR USE ON CONRUNCION WITH THTS DOCUMENT. II. WATER -TIGHTNESS OF EXISTING MOST SUBSTIIATE SHALL BE THE FULL RESPONSIBILITY OF SHALL ENSURE THAT ANY REMOVED INSTALLINGCONTRACTOR- CONTRRSTORED ISA REEAFTERFABRICATIONANDORAALTEREDWATERPROOFINGMEMBRANEEINSIAILATIONOF STRUCTURE PROPOSED HEREIN. THIS ENGINEER SMALL NOT BE IE RESPONSIBLE FORANYWATERPROOFINGORLEAKAGEISSUESWHICHMAYOCCURASWATER -TIGHTNESS SMALL BE THE FULL RESPORSIBILm OF THE INSTALLING jlr 13. FOR AN EXPLPlANATTON OF EXPOSURE CATEGORIES THAT ACCOMPANY THE Wt WIND 1 SPEEDS USEDINTHISAPPROVALSEESECTION26.7.3 OF ASCE 7.10. 15-2378 7 1 1 He N, 3• MAIL l CUPS TYP. (• tup5 o. rn. 1 M. I Y MAIf • 1 ]' MAX TW: .,E., ANCHOR SCHEDULE: 1" CLIPS SUBSTRATE OP CROPTIOn lira CARBON STEEL tTW BUILDEx TAKON. CONCRETE! 2Y.' FULL EN6CD TO 4- THICR "IN, CONCAC'm 3w MiN. IM PSI MIN.) EDGE OtSTAMCA 31r.• HIM. SPACING TO ANY ADJACENT ANOIOR. L)-0 14 SAM GLADE S ALUMINUM: ALUPU' SMPEr nETAL SCREW TO Min. 12 ,Min.i ALUMINUM, PROVIDES) TIR PLIa85 MIN. PAST MIN; ALUMINUM) THREAD PLANE STEEL. I)•1II SIZE GRADE 3 0.125• NIN. SHEET METAL SOIEYY TO TMR, 33 K9 STEEL. PROVIDE (7) MIN• STEEL) MT61E5 MIN. PAST THREAD PLANE 2" CLIPS SUUSTIUTE t)•s/L6ro cAReon tiTQET ITw IlUR001 TAP OOIf6 CCRETE: ON 2):' PLJLL EMBED TO % ODII(RETE• 71'.1OM, Rt10t MW, 4lowIC MIND EDOEf01QAMCE. MIM. ADJACENT AN01M ALUMINUM: 1"14 SAE GRADE S SHEET METAL SCREWS TO 0.125 MIN. ALUMINUM, PROVIDE (S) THicr, 6061=t6 PITCHES MIN. PASTMIN. AIL4"11") THAW PLANE STEEL: 1)•PII SAE GRADE S O,I2S' MW. SHEET METAL SCREWS TO THICA 33 KS; STEEL. PROVIDE (q NIN. Si EEy PITCHES HIM, PAST THREAD PLANE rn. 1 1. EMBEDMENT ANO COGS DISTANCE E11CW06 FO115MT5, IF ARUCABIL 2 EUSURE MINIMUM EDGE OISTANCE AS NOTED IN ANOIOR SCHEOULE. 3! SEE DETAILS ON sNrcIT 3 FOR ANCHORS ATTACHING TO PMCNANICAL LIMIT. CONNECTION TYPE C 1 CONNECTION TYPE C2 C1 1• CUP . VIIUZE (1) AT EACH CORNER FOR A TOTAL OF () PER UNIT Nc/- 1• CUP • VTILI2E (2) AT EACH CORNE0. FOR A TOTAL Of (Bl PER UNIT 1\ ne r cups x rpm. 0 c3 CONNECTION TYPE C3 rows • unun (11 AT EAm CORFQR FORA TOTAL OF V PER UMR a \ r rn, r CLIPS i• MAX TYP. r MAx „ -N PIAxTIN: CONNECTION TYPE C4 j, cuts - UTILIZE (i) AT E11Q100RMER PDR A TOTAL -OP LL n UNIT \VIOTH 6• MAX 6- MAX CUP OAEET CUP PAIR SPACING CUP OFFSET r, l-, ^ n II 31TYP MECHANICAL CLIP.CUP UNIT PER SPACING SEPARATE CERTIFICATION UTILIZE (4) CUPS EA SIDE OF UNIT FOR A TOTAL OF 6) PPR tlnrt 51 ALTERNATE (8) CLIP DETAIL N.T.S. PLAN VIEW 3 THIS DETAIL MAY DE USED AS AN ALTERNATE GEOMETRIC PATTERN FOR ALL CONNECTION TYPES THAT tIT1U2E (2) CUPS AT EACH CORNER FOR A TOTAL OF (0) CUPS PER UNIT. 5 N X. 15-2378 m a STEEL TY/. 1 (3)-012 SAE GRADE S SHEET METAL SCREWS 7i FORCUPSUPTOS0 LONG. LTIUZE (S)-I12 / SHEETMETALSCREWSY FOR CUPS LONGER t THAN S. TYP, 0. 7 6 lel 1 i" Ci 3 N Ts. i 0. 072' OR R D.I I Y THICK ASTM A2B3 STEEL. TYP. FOR ANY CUP LONGER THAN IW r UTILIZE (5)I12 SAE GRADES SHEET METAL SCREWS, TYP. L O oo O Lq o e do 7Kbi 0 O V.' 0 HOLE, WITH 1, ANCHOR FROM 1' CUPANCHOR EDUIE, TYP. OTHER DIMENSIONS SIMILAR) DET O. I25' La j 0, ( 3)-*22 SAE GRADE S SHEET METAL SCREWS FOR CUPS A' LONG. UTILIZE ( 4)-012 SHEET MRA SCREWS FOR CUPS LONGER THAN A', 6 TYP. V' 0 MOLES, NOT 10 BE USED FOR ANCHORS. TYP. 376' g Oy- FACTORY- NILLEO V.-0 HOLES: UT ILIZE (1) OR (2) ANCHORS .'T• Pf FROM 2' CLIP ANCHOR SCHEDULE. TYP. oeo• 2 2" CLIP ISOMETRIC DETAIL 3 I N.T.S. ISOMETRIC ISOMETRIC MCCHANICAL UNIT BY OTHERS. ALUMINUM HOUSING UNITS SMALL BE 6063-T6 MIN. ALUMINUM SHEET WITH Fty-JD KSL 0.125' MIN. THICKNESS, STEEL HOUSING UNITS SMALL Be ASTM A653 Fy-33KSI MIN. STEEL, GRADE 33, 22GA MIN. (t-0.029n. 0. 060' THICK ASTM 4283 STEEL CUP, TYP. BASE OF UNITSMALL BE FLUSH WITH BASE OF CUP, NO SPACE PERMITTED, TIP. 3)• F 12 SAE GRADE S SHEET METAL SCREWS FOR CUPS UP TO S' LONG. UTILIZE (S)•012 SHEET METAL SCREWS FOR CUPS LONGER THAN S. PROVIDE(5) PITCHES MIN. PAST THREAD PLANE FOR EACH SMS, TYP. ANCHOR PER ANCHOR SCHEDULE SUBSTRATE SUBSTRATE PER ANCMO- SCHEEDULE1" TIE -DOWN CLIP 3 ANCHOR DETAIL 3 T - r-w DETAIL CUP IS DCSIGNED FOR FULL CONTACT WITH THE BASE OF EACH MECHANICAL UNIT, TYP. MECHANICAL UNIT BY OTHERS, ALUMINUM MOUSING UNITS SHALL BE 6063-T6 MIN. ALUMINUM SHEET WITH rtY-30 XSI. 0.125' MIN. THICKNESS, STEEL HOUSING UNITS SMALL Be ASTM A653 PY-33KS1 MIN. STEEL GRADE 33, I2GA MIN. (t-0.0299'). O. D72.OR o.11T THICK ASTM A293 STEEL CLIP, TYP. BASE OF UNIT SHALL SC FLUSH WITH BASE, OF CUP, NO SPACE PERMITTED, TYP. 3)- 0 iZ SAE GRADE S SHEET METAL SCREWS FOR CUPS A' IDNG. UTILIZE (")-r12 SHEET METAL SCREWS FOR CUPS LONGER THAN A'. PROVIDE (5) r PITCHES MIN. PAST THREAD RAMIE FOR EAC 14 SMS, TYP. L) OR (I)ANCHORS PER ANOROR SCHEDULE 1 SUBSTRATE PER j ANCHOR SCH[ DULE VARIES) 2" TIE -DOWN CLIP I ANCHOR DETAIL 3 r - 11.0' DETAIL CLIP IS DESIGNED FOR FULL CONTACT WITH THE BASE OF EACH MECHANICAL UNIT. TYP. LZ 3: rL Or` r 09 15- 2378 N TABLE 1: Vult=175 MPH, EXPOSURE C FOR USE WITH A RISC CATEGOAY II STRUCTURE IN TIE HIGH VELOCITY HURRICANE ZONE-) ALLOWABLE ROOF -TOP HEIGHT(Ml TE4)OWN CONFIGUMTIONTI1E' I MAXIMUM SURFACEAREAOF UNIT i UNIT Cl C2 v CA j UNR'S LARGEST , HEIGHT , WIDTH FACE 1 Fr 124'MAX 12'MIN N/A 1 ATGRADE ATGRADEHS200R 9fT' _ it MAx ( IS -MIN A ATGMo! ATGMIjE Ns6o fi 4FV AT GMOf M12A0FT_ HS30 FT M920OR GTE' AT GRADE Nt40 FTAT GRADE Nt2RR SIT 4B'MIUI 24'MIN M/AA—GM/EI A1GM0fM1100fTj1 FigN/A i 1 . A1 GRADE GRAOf•• H%40FT l R'' 1 MIA ATGRADE AT WA, S •• ATGMOF ICI FT2 - . _. - , NIA AfGRACK H_/A' AT GMOE zS ji+ - I N/A I 'Ai GRAOtWA• AT GRAX N/ A36 R' l - WA N/A J WA N/A_ .-.. At ORAO! N/ A' Al GRADE fMIS TABLEISPERMISSIBLE TO of UlEO WITHIN THE MVN2 WHICH CONTAINS BROWAROANDMIAMFOAOC COUNTIES, CHECK WITH LOCAL AUTHORITY HAVING JURISOICTON FOR THE APPLICABILITY OF THIS TABLE WITHIN CERTAIN FLORIDA COUNTIES, TABLE 3 : Vult=170 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY 0 STRUCTURE'I ALLOWABLE ROOF -TOP HEIGHT (HI i TIE- OOWN CONFIGURATION TYPE MAXIMUM 1 I SURFACEAREAOFUNITUNITCl C2 C3 CA I UNIT' SLARGEST HEIGHT WX11H FACE i fT' 124'MAX• 12'MIN fJ/A H6200R ATGRADE 60R< HS 160FT Httd1R 9 FI' 32'MAX IS -MIN N/A 60 FT <Hft00R ATGRADE HilOOR AFT' I AT GRADE HS20OFT I H1200FT H5200FT , 60R< H 6200R I EFT+ ATGWLOF I IH1200R N94OFT If- 0FT<H3200R N1ZWF, 9FT' 1 48'MAX 24-MIN N/A I H9200FT ATAGE 160R dfpFf NS20DR 12 R' I N/ A Al E 160R<G00 WA M620OR . R. 16 FT' N/A AT GRADE N/A H 6 200 R 20 fr I N/ A AT GRADE L WA H S 200 FT ISFr I I I N/A N/A N/A H! 30 Fr 40R<M S200 FT 1 60' MAX 1 48' MIN AT GRACE SFr WA MIA N/A E0R4M614ORH 36 FT' ii 1 WANIA NIA ATGRADE TABLE 2 : Vult=175 MPH, EXPOSURE D FOR USE WAIN A RISK CATEGORY 11 STRUCTURE IN THE NIGH VELOCTIV HURRICANE ZONE-) ALLOWABLE ROOFTOP HEGHT„ A - --I 1194XMW CONFIGURATION TYPE IMAtAMUM r _ • RTRTACI AREA OF UNIT UNIT I C2 C3 C4 UNUNfM ARGEST HEIGHT I WIDTH . Cl FAa _ 6ff' _ 24- MAIN N 12'MIII WA 1 AT GRADE AT GRADE M62d2R fT 3T MAR '1S'MM WA I ATGMOE _ N%A NRIO FT 4FT' - - I- 1 AT GRADE- NS200 PT ATGRADE MC200R 6fT' I NIA - HS 15FT ATGRAO! MAROR SIFT' 4i MAX 24-MIN f1/A .iAT GRADE A-T-41A-M HII600712fT WA ATGRAOE :V_- AT G11Atlf_ 16 FT N/A r- ATGRA01 WA At GRADE 20R' WA AT GRADE N/A _ MAX 46 ATGRAOE 2SF7' GMIN- — N% A •• NIA • NIA ,TORAOE O' • - • 90fI' • , MIA - •N A WA ATGRADE 1f/A - 11/A. NIA •' ATORJIOE THIS fAKf IS OERMISSIALE TO BE USED WITHIN THE HVHZ WHICH CONTAINS BNOWARD AND MIAMI-DAOE COUNTIES. CHECK WITH LOCAL AUTHORITY HAVING JURISDICTION FOR THE APPUCILBIUTY OF THIS TABLE WITHIN CERTAIN flOR10A mUNTES. TABLE 4 : Vult=170 MPH, EXPOSURE D FOR USE WITH A RISK CATEGORY II STRUCTURE-1 ALLOWABLE ROOF -TOP MEIGHT00 TIE4N3WH CONFIGURATION TYPE MAXIMUM SURFACE AREA OF UNIT - UNR CI C2 C3 I UNITY LARGEST HEIGHTWIDTHFACEC46R' 24' MAX 12' MIN N/A I M5200R AT GRADE 6OFT.HS OFT H5200 F1 9 FT' 32, MAX • IS -MIN N/A AT GRADE ' N/A HS200Ft 60 FT<N t200 FTC 4PT' ATGMOE H1200 FT I H6200R H320DR 60 FT <II5100 R. HSISR 6 FT' N/ A H5200R •60iT<II920DfT IIS200 FT 9 FT' 4r MAX 24'MIN N/A Sun 40FT4_N6NOFT. AT GRADE Ns200 FT 12 FT' MIA 60Ff4NN 1120 Ff N/A Ns200R 16 R' MIA WA N/ A HS40R 60R<II1200R 20F1' I ` N/ A ATGMOE M/ A 60FT IHAI00FT 2SR' NIA WA N/A AT GRADE 60 FT<Hf200FT 60' MAX 43' MIN AT GRADE 10 Ft' N/A -_.- WA _. MIA.. 60 FT <N IIOOFT1 36 FT N/A N/ A N/A ATGRADE OCA AS AN EXAMPLE. THIS TABLE IS EBMISSISUE TO BE USED WITHIN PALM BEACH COUNTY. CHECK WITH LOCAL 'AS AM EXAMPLE PL HTHIS AVING JURISDICTION IPEMI SI Q E70BE USED OFTHIN PALM TABLBEACH EA M„ CERTACOU IN C ECK WICOINTH t tAUTNONTT HAVING JURGOICTION FORTHEAPPUCABIUTY OF THIS TABLE WITHIN CERTAIN AMIDA COUNTIES. r IT TABLE 5 : Vult=140 MPH, EXPOSURE B IFM IRF MINM A RISC CATEGORY R STRUCTURE-) I 'ALL0WABUROOB•TL)rmttw I In -co NCONFWUMTIOFITm MARIMUM I SURFACEMEAOF UNIT UNIT Cl CZ j O CA UNITS LARGEST HEIGHT WIDTH I FACE 6FT/ II'MAX 12, MIN HSLSFT ' HS200R , H5200R 60RaH5120R _ HS200R 9RI 32'MAX IS'MIN I ATGRADE HS2ODR HS200 FT Nf200R 4FT' HS2w FT j Ht200R HS IODR HS20DFT 1 6FTI 1 H6AOR NSIODR HSIDDR 60R aNSI00FT' , Hf I00R 9FT' I IB'MAX 21'Milo 1 AT GRADE ) HSZoo R HSI(OR 60R<HSSOR , Hf 200 FT 12 IT, I AT GRADE I Nf200R HSAOR 60 FT HS2WFT H5200R 16 FT' ' HSISR WA 90R< Ht TOOK HS20DR I: '• iN1200R y N/A 20FTI GNf200FT "SS" 1 E -•_ _• HSAOFT I AT GRADE I6pR Hf200R1 35ITI t WA aHSZWFT. 60RaH SBOR i WMAX IB'MIN N515R160... 30 iT' IR <NSR AT GRADE N/A60 - Nt20JR t 36 FT' - I_ WAT GRADE A AT GRADE L _ 60 FF< M t6R 0) HSIODR ASAN EXAMPLE, THESE TABUS ME PERMISSIBLE TO BE USED WITHIN BREVARD COUNTY. CNECX WITH LOCAL AUTHORITY HAVING )UB1501CTI0N FOR THE AP LI/1BIUTY OF THIS TABLE WITHIN CERTAIN FLORIDA COUNTIES. TABLE 7 : Vult= 140 MPH, EXPOSURE D IFOR USE WITH A RISK CATEGORY 11 STRUCTURE-) t• TABLE 6 : Vult= 140 MPH, EXPOSURE C FOR USE MTN A RISK CATEGORY R STRUCIVRE1 MAXIMUM SURFACE AREA OF UNIT UNIT I Cl UNIT'SLARGEST HEIGHT WIDTH FACE 6 FP 24' MAX 12' MIN AT GRADE 9 Fr 32' MAX LS' MIN' N/A FYI HsnoFT 6FT' GFr 1 ATGRADE166DR< H5160F 9 FT' AB' MAX j1• MIN AT GRADE 12 F1' I WA 1 16 FT' N/ A . 20 Fri NIA 2S FT' WA 30 FT' N/ A 36 FV NIA ALLOWABLE ROOF -TOP HEIGHT PHI TIE-O WNCONFIOUPATIONTYPE SURFACEAREAOF LIM UNIT Cl Cl Ca UNITS LARGEST HEIGHT WIDTH iACE _ 6iT' 24' MAX 12'MIN; WA NfTOO F1 AFT. H_S 200 FT 3Y 9 Fr • , MAX IS' MIN ` WA H 5200 R AT GRADE OFT -HSIAOR HSAOFT HS200R Nt200R APfI 60R4N 5100R ATGRADEWHS6R' 69R< Hf 100FTNsZWFT20DFT9FT' AS MAX 2/'MIN i WA H5200FT FF HL792 6 p)' TaHSI00RATGRADER6p< H 18OR IIFT' N/AHSAORBpCT<H 1110 R AT GRADE 6_ORW< HS100R N/ A1B/T' y 1 N/A 2p F7'_ ` .. _ MIA AT GRADE 60 R a H t IT R AT GRADE 25 Fr' I WA 6D FATTaGHADE FT WA GOP MAX AB'MIN • .._ _ _. 30 PT/ N/A WA WA• N/A N/A 36 FT' 1 N/AaHs2D0RIH520DFTHSIODR I 1 HS200FT HsZWFT Hf i00FT HS200R H 120 FF Hf200R N{ AOR ORaHt20DFT; AT WADE i0Ra HS200FT ALLOWABLE ROOFTOP HEIGHT M) TIE - DOWN CONFIGURATION TYPE mmmlu- j N 1200FT NS200FT Nf POOR Hf 15R 6 0R<Nt200R H520DR I NIZOO FTH5200R NSzoo FIT HS?W FT Nf10FT 60RaNS200R H 5200 FT ATGRADE 6pR<NS110R NS1SFI AT GRADE OR<HS2WFT AT GRAK H f 30 R0FTHs200FT I _ ATGRADEATGRME• Oi, T<11S1A0FT AT GRADE WA AT WADE. I WA Hlzw r NS2W Sa Z 69 q 6 W` 52 11 HS200R 1 Hf2GDR Hf200Fr914W. bi M. HSMF7 HS2WFr a H S 200 R Z yy1 MSIODR HS20DR + 7U 4 Hf3o Fr Fr<NS200FTI O le =" Q }g Ice w a m m JW.P / E • R •T. ENGINEERING EXPRESS® 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 & 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 standards per test report(s) #TEL 01970387A and #TEL 61970; Inc. STRUCTURAL ENGINEERING-dALCULATIONS Structural engineering calculations have been prepared which evaluate the product based on comparative and/or rational analysis to qualify the following design criteria: 1. Minimum Allowable Unit Width 2. Maximum Allowable Unit Height 3. Minimum Unit Weight 4. Maximum Allowable Unit Surface Area 5. Clip Configuration and Anchor Spacing 6. Anchor Capacity for Various Substrates 7. Maximum allowable roof -top heights for various installation wind speeds No 33% increase in allowable stress has been used in the design of this product. 160 SW 12T" AVENUE # 106 DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX: 954-354-0443 WWW.ENGEXP.COM 1 ENGINEERING EXPRESS' 4/14/2015 BMP International — Steel Tie Doom 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 12r" AVENUE * 106 DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX:954-354-0443 W W W.ENGEXP.COM 41 & poc , czo& *7 DESCRIPTION AS FURNISHED: Lot 294, THORNBROOKE PHASE 4, as recorded in Plat Book 81, Pages TO thru 71, Public Records of Seminole County, Florida. BOUNDARY FOR/CERTIFIED TO: Taylor Morrison of Florida, Inc. LOT 295 5.00' Z 5.00' 115.03' ' PC) LOT 301 I I I N 00°10'44" W I 40.00' LOT 294 19.80' 19.80' 15.7' o, of 14.3 5.00' 8` RECESS FOR I 1 FORMBOARO FOUNDATION TOP OF FORMS - 24.60' 0 e 21.3' , : — & 00. 25.20' 25.20' 10' UTIL. ESMT. B.S.) S 00010' 44" E 40.00' Z to O LOT 293 LVI - 4,OVV V.r 1. R LIVING - 1,467 GARAGE - 455 SOFT. SO.rr. ry / p ENTRY — 71 SOFT. LANAI - 139 SOFT. BREEZEWAY— N/A SOFT. Y ROCKY GROVE LANE A/C PAD - ie3 SO:F'. 50' RIW) TRACT I WALKWAY - 70 IMPERVIOUS- 54.6 SOFT. R UTILITY & ACCESS R/W 2.623 SOFT. j O SOD 1 7 SOFT. LOT AIMGALGULAIIVIV:; R/W - 440 SOFT. PROPOSED - FINISHED SPOT GRADE ELEVATION APRON - 110 SOFT. PER DRAINAGE PLANS BUILDING SETBACKS, SIDEWALK - 200 SOFT. PROPOSED DRAINAGE FLOW FRONT - 25' SOD - 730 SOFT. LOT GRADING TYPE A (. REAR - 15' PROPOSED INFORMATION SHOWN EA - 5.240 SOFT. PROPOSED F.F. PER PLANS - 24.5' /, SIDE - 5.0' BASED ON SUPPLIED PLAN DRIVEWAY - 513 SOFT. SIDE CORNER - 10' AND/OR INSTRUC77ONS PER SIDEWALK — 270 SOFT. PROPOSED GRADE PER CONSTRUCTION PLAN + CLIENT NOT FIELD VERIFIED SOD SOFT. CRUSEWHEYE'R-S'COTT ASSOC, INC. - LAND SURVEYORS LEDDND - LEGM - 5400 E. COLONIAL DR. ORLANDO. FL 32807 (407)-277-3232 FAX (407)-658-1436 P • rLAT PAIL. . MHT ON LINE FwLD No7cs 10. : UI " ME PJM : pwwor T1Cvvm CW VATDIC I. ME UMD21 svNw OOCS NEIICD coma Itur 710E VAKW man THE grAmbo 06 a, PRCRC[ SCT TOM wr TIC r10MG IGMD OF 1A . DIDI R® " • PODR or COMMI) CURVATUTC PROFESPOWL SUAWMRS AND A04MM FH CROW OW-17 FLOMOL ADWOOSIRATIK OOOE RAWANT rO XVWN M027, FI.ORAIA STArva CA COICKIC NOMUOJIT It" • RADIAL L UNREST CN60= RIM SIORTrVRY SIOWnM AMORMPM RAWW WAL TMSVMEY AMP OR COPRS ARE MW VAM so Lb . VY IAP/FLF 43% NR ' NUM-0t IAL J. MU SURKY WAS PRUMM FRW MU FIFORLMMM F101 IWKV TO TM SURYEMIM TMOM WY W OMOT RQ1M IM MS pW RM IF DCODMPC CAM • CALCIRATCD PAC. • MmT Or EZUKNI FAX • POOWENT REFOIDCE IOMDIDIT OR FA OMM PAT ARCLT IM PROPUM N• NO U1D01OIIOIMD 4000VEWIMI HAVE KDI LOGTED UK= OINDRMW SMOWN. CCMTERLDC rf. • rT10SMCD FLODI MEVAr1D/ 0. Mq SUITKY IS rll[PARID FOR TM SOIL ODRFIF Or nwr CDTDIIW TO AMD SMOVID NOT L xvAv UPON Cr ANY OINLR RTYDI. IqD • MAA L DID(DSL WLLDIMD SET1ACK LINE 089NSIONS SMODR FOR IM LOC471W Or NPROVDANM HOMM SM = NOT SE USED TO IOCDONSMUCT SOLD"" umm FC/IVR VAY FPS. DUED6 7. OEMFIM ARE DOW ArSLM COMMOMM AND ON IW UME SHOWN AS ELSE MAMA (0.R) EWTII. EAUK 11 0. ELEVAMMM Or SHOW ARE SAM ON WIMA64L WOMMC IMAM OF 1020, UNI= OMMOW AMIU VTL. • WILIrT D. COI/VICATE Or AU170MAWN H. 430L CLJT. • CNN" Lim FDCC VDfC. • VOOD TOM C/F • cowntC K= SCALE H 1' - 20'— DRAWN 6Y: P.0 PMNT Or CUIVATU E P.I. • rotor w TANODirl CERTnnED 8r D47E•— IIEM OCSCRVTON R •_ ARC LLIIOTM PLOT PLAN 02-20-17 7pd-17 p . TRliw C.L - oRARD16 NORTH RMSED PLOT PLAN OS-J1-2017 iORNBWRO iDUNWTION/ ELE15. OC-01-17 3I13-17 THIS BWLO/ NC/PROPD:7Y DOES. NOT LIE WHIM THE ESTA RWHED 100 YEAR R000 PIANE AS PER 11IRM' T RUSENM R.L.S./ 4714 MA ZONE XP / 12117C 0035 F. W. SCOT, .LS / 4601 UES Project No: 0110.1401008.0000 Workorder No: 9317207-3 Report Date: 8/3/2017 Consultants In: Geotechnical Engineering', W—wonmentar5ciences 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 In -Place Density Test Report Client Taylor Morrison of Florida, Incorporated UES Technician: Kendric Reddick 2600 Lake Lucien Drive Suite 350 D ate Tested: 08/03/2017 Maitland, FL 32751 Project: Thornbrooke 40s & 50s, SF House Lots ra L Various Lots, Sanford, Seminole County, FL 32771 Area Tested: Lot 294 ( 416 Rocky Grove In. Type of Test: Material• Fill Field: ASTM D-2937 Drive Cylinder Method Reference Datum: 0 = Top of Fill Laboratory: ASTM D1557 Modified Proctor The tests below meet the minimum 95% relative soil compaction requirement of Laboratory Proctor maximum dry density. aximum ptimum Field Dry Field Soil Fill Depth PassTestDensityMoistureDensityMoistureCompactioninch) or FailNoyLocationofTestRangepcQ1%) per 1%) 1%1 11 Northwest comer of pad 0-1 ft 105.4 11.8 106.3 14.7 101 N/A Pas: 12 Northeast comer of pad 1-2 ft 105.4 11.8 106.1 10.6 101 N/A Pas: 13 Southeast comer of pad 1-2 ft 105.4 11.8 109.2 12.9 104 N/A Pas: 14 Southwest comer of pad 1-2 ft 105.4 11.8 106.3 16.1 101 N/A Pas: 15 Center of pad 2-3 ft 105.4 11.8 104.3 15.7 99 N/A Pas: Remarks: At time of testing no footings had been excavated. All tests taken on pad area. T nnlnhl:nh n ...nL.nl nnn/n•./:nn 1•. I In6sro.l'w nl:n..In H.n D..AI:•. and •..•... h— nll .nnndn nro w..A...:Nnd .+n •.nnBdnnl:nl n•ntisd.• n! n•.. wl:nn/e and n..IFn•r.+/:•.n SUBDIVISION: i, 1 CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION M- 110 -43 Documented Construction Value: V' Application No: Job Address: ` 9,9Q0 ,aVE Historic District: Yes No Parcel ID: 1-1tQN QGbICE-gR511 L /8'&W+'ge's Residential Commercial Type of Work: New 9 Addition Alt'erat(ea Repair Demo Change of Use Move Description of Work: NEW RESIDENTIAL PLUMBING Plan Review Contact Person: Phone: Fax: Title: Email: Property Owner Information Name. 72 VLOK /70%S4/V Phone: Street: City, State Zip: Resident of property? : Contractor Information Nance NORTHWEST PLUMBING OF ORLANDO Phone: (770) 941-5421 x 2045 Street: 6310 MABLETON PARKWAY, SUITE 1000 City, State Zip: MABLETON, GA 30126 Name: Street: City, St, Zip: Bonding Company: Address: Fax: ( 770) 941-9522 State License No.: CFC1426562 Architect/ Engineer Information Phone: Fax: E- mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF 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 COA• IMENCEMENT. 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, anti air conditioners, etc. FBC 105.3 Sltall be inscribed with lite dale of upplicaiion and the code in effect as of that date: 5i° 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 ol'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 AFFIDAVTT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating constructio and zom Signature of Owner/Agent Date Signature of Con[ or/Agent to iNy Print Owner/Agent's Name Print Contractor/Agents Name EXPIRES GEORGIA Signature of Notary -Stole of Florida Datc Signature of Notary -State of Florida Date a JUNE 8, 2020 Owner/Agent is Personally Known to Me or Contractor/Agent is Personally Known to Me or Produced ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical 'Mechanical Plumbing Gas Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: of Stories: New Construction: Electric - # of Amps Plumbiug - # of Fixtures. Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: ENGINEERING: COiVIMENTS: UTILITIES: FIRE: WASTE WATER: BUILDING: Revised, June 30, 2015 Permit Application Revision 0( Response -to Comments Permit # Project Address: K City of Sanford p Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 r ; I t Email: building@sanfordfl.gov Submittal Date 10/25/17 tl Contact: Daphne Ph: 407-257-6940 Fax: Email: daphneclarkinc@cfl.rr.com Trades encompassed in revision: dBuilding Plumbing Electrical Mechanical Life Safety Waste Water Department Utilities Waste Water Planning Engineering Fire Prevention General description of revision: PRODUCT APPROVALS REVISED ROUTING INFORMATION Approvals 13 Building 5F l—i1`t1 RECORD COPY CBUCK Engineering Speclalfiy Structural Englneerinq CBUCK, Inc. Certificate of Authorization #8064 Evaluation Report MMI-2" Off Ridge Vent Ridge Vent Assembly Manufacturer: Millennium Metals, Inc. 10200 Eastport Road Jacksonville, FL 32218 877) 358-7663 for Florida Product Approval FL 16568.1 R1 Re\JJ!SJ0tA Florida Building Code 5th Edition (2014) Per Rule 611520-3 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 osvak UN a D.ms#>w.s:y M ltriliii Uckti IGENSF'•. F,p No 31242 W- 4\ STATE OF Z. D"461 Upwd by: lama l &mtrw. P.E. CBUCK, Inc. 2015.03.02 10:57:51-05'00' 2399 N. Killian Drive, Suite 4, West Palm Beach, Florida 33403 Phone: (561)491-9927 Fax: (562)491-9928 Website: www.cbuckinc.net FL il: FL 16568.1 R2 Date: 2 / 26 / 15 CBUCKEngineering Page Report No.: 25-104-MM2-St0RV-ER 14 SpF4=1c9 ty Structural Englneerinq CBUCK, Inc. Certificate of Authorization u8064 Manufacturer: Product Name: Product Category: Millennium Metals, Inc. MMI-2" Off Ridge Vent Roofing Product Sub -Category Roofing Accessories that are an Integral part of the Roofing System Compliance Method: State Product Approval Rule 61G20-3.005 (2) (b) Product/System "MMI-2" Off Ridge Vent Description: Steel off ridge vent for shingle roofs mechanically attached to Plywood Deck. Product Assembly as Refer to Page 4 of this report for product assembly structural components: Evaluated: 1. Off Ridge Vent 2. Fasteners 3. Roof Cement Support: Type: Wood Deck Design of support and its attachment to support framing is outside the scope of this evaluation.) Description: 15/32 (min.) or greater plywood, or Wood plank (min. specific gravity of 0.42) Slope: 2 : 12 or Greater Performance: Wind Uplift Resistance Design Uplift Pressure: - 75 PSF Allowable design pressure for allowable stress design (ASD) with a margin of safety of2to1. FL #t: FL 16568.1 Ri Date: 2 / 26 / 15 CBUCK Engineering Page Report No.: 35-104-MM2-St0RV-ER 14 SpEaclalty Structural Enginnq CBUCK, Inc. Certificate of Authorization #8064 Performance Standards: The following test protocols were performed to demonstrate compliance with the intent of the code as this product is not addressed specifically in the code. ASTM E330-02 — Standard Test Method for Structural Performance of Exterior Windows, Doors, Skylights and Curtain Walls by Uniform Static Air Pressure Difference Code Compliance: The product described herein has demonstrated compliance with Florida Building Code 5th Edition (2014), Section 1709.2. Evaluation Report This product evaluation is limited to compliance with the structural requirements of Scope: the Florida Building Code, as related to the scope section to Florida Product Approval Rule 61G20-3.001. Limitations and • Scope of "Limitations and Conditions of Use" for this evaluation: Conditions of Use: This evaluation report for "Optional Statewide Approval' contains technical documentation, specifications and installation method(s) which include Limitations and Conditions of Use" throughout the report in accordance with Rule 61G20-3.005. Per Rule 61G20-3.004, the Florida Building Commission is the authority to approve products under "Optional Statewide Approval'. 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 #1: QUA 1824). FL #: FL 16568.1 R1 Date: 2 / 26 / 15 CBUCK Engineeringring Page rt No.: 15of MM2-St0RV-ER 14 SppGalfiy Strucl oral Engineering CBUCK, Inc. Certificate of Authorization a8064 Components/Materials Ridge Vent: "MMI-2" Off Ridge Vent by Manufacturer): Material TVne 1: Steel Thickness: 26 gauge (min.) Yield Strength: 40 ksi min. Corrosion Resistance: In compliance with FBC Section 1507.4.3: ASTM A792 coated, or ASTM A653 G90 galvanized steel Nominal Dimensions: Width: 24" Height: 4-1/2- Lengths: 2' , 4', 6', 8' and 10' Fastener(s): Base Fastener: Purpose: Attaches Ridge Vent Base Flange to Deck Type: Annular Ring Shank Roofing Nails Size : 11 gauge x 1-1/2" Corrosion Resistance: Per FBC Section 1506.5 Standard: Per ASTM F 1667 Alternate Fastener: Purpose: Attaches Ridge Vent Base Flange to Deck Type: Hex -Head Wood Screw Size : #10 x 1-1/2" (min.) Corrosion Resistance: Per FBC Section 1506.6 and 1507.4.4 Standard: Per ANSI/ASME B18.6.4 Roof Cement: Type: Asbestos -free asphalt based roof cement w/ SBS rubber Application Size : 1/4" thick minimum Standard: Per ASTM D 3019 Type III and ASTM D 3409 FL #: FL 16568.1 R1 Date: 2 / 26 / 15 CBUCK Engineering Page Report No.: 55of MM2-StORV-ER_14 ISpec alry Structural Englneeinq CBUCK, Inc. Certificate of Authorization #8064 Installation: Installation Method: Refer to drawings on Pages 6-7 of this report.) Prepare deck opening by trimming any shingles & nails that may interfere with ridge vent installation. Apply roof cement to the underside, back and side flanges of the ridge vent. Cement should be a 1/4" thick and extend 2" onto roof underlayment. (Install cement in compliance with manufacturer's installation guidelines.) Position vent flange beneath loosened shingles and align with deck opening. Attach vent top, bottom and side flanges to deck with nails or screws spaced 4" o.c. and 1-1/2" from each end. Minimum fastener penetration thru bottom of support, 3/16". Install the "MMI-2 Off Ridge Vent" assembly in compliance with the installation method listed in this report and applicable code sections of FBC 5th Edition (2014). The installation method described herein is in accordance with the scope of this evaluation report. Refer to manufacturer's installation instructions as a supplemental guide for attachment. Referenced Data: 1. ASTM E330-02 Uniform Static Air Pressure Difference Test Architectural Testing, Inc.(FBC Organization #TST ID: 1527) Report #: D0249.02-450-18, Report Date: 8 / 29 / 13 2. Quality Assurance By Keystone Certifications, Inc. (QUA ID: 1824) Millennium Metals Licensee # 423 3. Certification of Independence By James L. Buckner, P.E. @ CBUCK Engineering FBC Organization # ANE 1916) Fl. #: Fl. 16568.1 R1 Date: 2 / 26 / 15 CBUCKEngineerinq Page Report No.: 15-104-MM2-StORV-ER 14 Specialty Structural Englneerinq CBUCK, Inc. Certificate of Authorization #8064 Installation Method Millennium Metals, Inc. MMI-2" Steel Off Ridge Vent Attached to Wood Deck 4 1/2 in. i 5-1/2" Profile Drawines 12" 18-1/4" 1 Y Side View (Not To Scale) Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Wood Screws MMI-7 Steel Off Ridge Vent Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Wood Screws Plywood Deck Lower Slope Front) Typical Side View (Not To Scale) Higher Slope Back) FL #: Fl. 16568.1 R1 Date: 2/26/15 CE3UCK EngineeringN Report No.: 175-104-MM2-StORV-ER-14 Page of 7 1 specicsitti Structural Engineering CBUCK, Inc. Certificote of Authorizotion #8064 Installation Method Millennium Metals., Inc. MMI-2" Steel Off Ridge Vent Attached to Wood Deck 11/7 oz. Nominal Lengths 24" o. c. 4" o. c. Typical, Maximum Typical Fastener( s) 11 Gauge Ping Shank Roofing Nail Base Flange OR 10min. Wood Screws Top Plan View (Not To Scale) Typical Fastening Pattern) 0 11`----- Typical Fastener( s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Wood Screws Typical Ridge Vent Assembly Isometric View ( Not To Scale) CITY OF SANFORD BUILDING 6 FIRE PREVENTION PERMIT APPLICATION cvhng n d Application No. trl-L90 Documented Construction Value: $ e QOCXIL '— Historic I)Wsi ct:Yes No Job Address: T It.1deotU Commerciiaral Parcel TD: r7/ Type of Work: Ne.rto Addition Alteration Repoir Dcmo Chsn`cofUsc Mowe Description of Work: Titic: Plan RwMr Contact Pcrsoli: Fox: Email: Phone: Proporty OWnor Information Phone: Name Rnidcat of propertyT : • Street: C.: j. nntr 71r• Contractor Information T_/.. A %He AA Phone: 3 n a a s AL 9 Name 7 "'»: r e7 Pas: t ___ Street: ( p 6t i 3 State License No.: f/ I ODSUaB City, Smtc Zip!r ^^ 4° Arc111toci/ Englnoor Information Phone: Name: Fox ' Street• F mail: City. St, Zip: Bonding Company Mortgage Leoder. Address: Address. WARNING TO OWNER: YOUR PAILURE TO RECORD A NOTICE OF COMM[NCEM[Nf MAYRESUMUST 919 LT INYOURToYOUR PROPERTY A PAYING TwICEFORRECORDEDAND IO IM RO EM JOB SITE BEFORE THE IAST INS ECnON. IF YOU INTEND TO OBTAIN PINANCING, CONSULTWfTllYOURLLNDERORANATTORNEYBEiORERECORDINGYOURNOTICEOFCOMMLNC[MLNT Appl-dw b. is tweby mde m obmin • panndt m do the woh and i?x P f mIedd a— n-d... o f-b" RpledµI qnenIuamed P m the Ittmmu of • pbwdt and Liu p rnh. Rl k OrrCo in dttejmitdtrtion. 1 usdenmsd that . t PM; perm0 most be eeeored for eleevlal var4 plomtdo4 dtyA w.14 p•ah. furn.m bonem balerk mnkk and atr a.dawen. etc - - iaC IOSJ bMa w IueriMl .a m.Im •/ •rpllRtw nl tN eM. n.Ihet an •1 tNl pa: Y Claw 0914) PbH• a.lmlia C.h ram+wrs. r .It Qn¢,: In dditioo a tK rceuirrnwntt oNit Perm., Noe mar be .dd'nierrt ruutaiom aOPrinbk u Nit PnY ar ewr be f1 u rspuird from Order apvaemenul mmict a.bu wtto - oudinthepubla: rtmdt of Nit eetmry•and Noe k be ddeioeslir^^ natuacreemdit—M tau aacosia. a fdsN escecio. . AcccWtucofpermkitwmfuatnrtdtlwdlnouNtaroweer of du PrePtm of the reeebanenu offbnde Lich law, A 71). eamcmof . plan rcvkw fa'a Ns time of paerit tubmiwl. A WPY of Uw ceeara du ri mf>oMn'tul TMGt7ofS.nfod rcatru P Y and win be reuiderrd Na ewtmd eoMnwm valor of, job n a itnud. is in order m calen'" a Plan rsvuw chop bud ere Ne tuna. ICC v.loaroe Took to eRm u l valuewillbenpadu { olf da .—WA mrma.t uersd Nc .asl mnttrames •Nos. TbsactualsonRtoaon _ ... . acrardwt vritb local orNoance• i1° takulNd cbara iaud. erdhwinbeapyiudmyearP.D i, i. wms the P-4" wp.e .tr pA VIT:1 certify (hot all of the foregoing infonnolion is accurate and that all work will be done in compliance with all applicable laws regulating constroction on ping. necem. rawAa'a tt ' 13. d))7 Ppaaow Is tc¢+ la 1 K to.w Dwoa/ Agnis peaoUyEwaNMem pmduted tD P. dacsd ID _ TYPc gf lD . BELOW IS FOR OFFICE USE ONLY Ical MahaniWO Plumbing Gasp Root Permits Required: Building ErUFlood Uoc Ocwpaotyse. constructionTypc- » ofStorfer•' — Min. Occupsncy_ Lotid: Sots) Sq F1'of Bldg: . ; ' Plumbibe• M of Iristures--------------- . New Construction: Electric • N of Ampa— Fire At Permit:' Yea O No Fir. Sprinkler Permit: Yes No d of Heads APPROVALS: ZONING: —• VI'ILITIES: W AS' W Ate: FIRE: — BUILDMG:— LN(gNEERING: COMMENTS: nrwe epodes L DMONSON CONTRACT AGREEMENT a 1 DATE: 1112612017 T14ORNEBROOK FLECTRICAL CONTRACT k PRICINGPROPLpTYOWNFR_OR105 AGENT: D=RTOO: TAVLOR MORRISON HOMES »a: SINGLE FAMILY E>aa: ALL ELECTRIC Amum: 301 H. CATI LEMAN RD 912 too m"W: ORLANDO FL SARASOTA STATE: FI. allRM: SANFORD SIA7B: WIRING PER 2011 NEC PERMITTING FEES ARE NOT INCLUDED TtMOORARr IrouanORl SURIECtTOCNANGE IMIHOVt RESERVATON MIOw NAME AMP n BIRCH 1SCA 1.539 S 4.750.00 tlnr„N ,m• 7.SRs S 6,93SOD DA NINE 11 700A 7,591 S 6,955.00 MANCHESTER 11 Isw 1,1)a S 6,955.00 REDWOOD is" LS57 S 0,950.00 WILLOW 15" LOSS $ S,935.0D ar Lb,LMR 100usLrnllL tl4tl W tl W WYNtamrLt Io.Lr rr'Ymr Mr,Yrrrmtl110tltlYlO.MYMy.rO Y14,1•tl,OWl.n,slrtlUl./rO,TMrmIM YOR sr. WYnM[. DATE: CONTRgCTOR/OWNER: DATE: EDMONSON ELECTRIC: r nv c•ho.r Road • TaMPs. tL 316 3 • PAona (613)9'0.'403yt-•:UI PIS•6 • www Edmonson[NEtrlacom Tay I o r M o r r i s o n Tayty Moulton, Orlando Division 2600 Lake Lucien Drive, Suite 350 Maitland. FL 32751 Toll Free: 966.520 3703 or Local: 407.629 0077 11/30/2017 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 Clty's assistance in expediting this change. Please call me with any questions regarding this transfer. Lot 241: 250 Merry Brook Cir 27.1082 Lot 242: 254 Merry Brook Cir 17.2083 Lot 243: 258 Merry Brook Cir 27.1084 Lot 244, 262 Merry Brook Or 17-1085 Lot 245: 266 Merry Brook Cir 17-2096 Lot 246. 270 Merry Brook Or 17.1087 Lot 247. 274 Merry Brook Cir 17.1088 Lot 248: 278 Merry Brook Or 17.1089 Lot 85: 455 Rocky Grove Lane 27.1885 Lot 86: 452 Rocky Grove Lane 17.1887 Lot 94. 407 Rocky Grove Lane 17.1943 Lot 289. 436 Rocky Grove Lane 17.2886 Lot 294: 416 Rocky Grove Lane 17-2907 Lot 295. 412 Rocky Grove Lane 17.1906 Lot 296: 408 Rocky Grove Lane 17.1398 Respectfully, Sean Cowdery Area Construction Manager Taylor Morrison 321.436.4487 tayln r TByIOrMOrn6p1 !);v1n1. 'Alt„t,t,'c o 11 11 www ravlormoRlson com DESCRIPTION AS FURNISHED:. Lot 294, THORNBROOKE PHASE 4, as* recorded in Plot Book 81, Pages 70 thru 71, Public Records of Seminole County, Florida. BOUNDARY FOR/CERTIFIED TO: 'Joshua D. Rodriguez. and Melissa E. Chingo; Inspired Title Services, LLC; First Americon Title Insurance Company; Taylor Morrison Home Funding LOT 301 4i Z,C.KLe LOT 295 I N 00R10'44" W RECN I.D. I.R. 40. 00' 19.80' 1980' LOT 294 7. 0'x3.5' AC PAD . I I REC. 112• I.R. L NO 1_D. 5. 00' t 5.7' COV' D. o; o; CONC. 14. 3 5. 00' 8• RECESS FOR 1 POCKET SLIDER LEI Z 5.00, 115. 03' p — — — — SET NErD 4596 G Q, 0Q , PROPOSED - FINISHED SPOT GRADE ELEVATION PER DRAINAGE PLANS v"—= PROPOSED DRAINAGE FLOW LOT GRADING TYPE A PROPOSED F.F. PER PLANS = 24.5' + PROPOSED GRADE PER CONSTRUCTION PLAN /++ TWO STORY RESIDENCE FF- 24.61' COV' D. BRICK W t O O to CV CO 0 of K 16' ` 5. 00, I BRICK 25. 20 DR. 1. 7 DN 10' UTIL, ESMT. DNN A B. B.) S 00° 10' 44" 1. 7'I e SET N&D 4596 LOT 293 LUI - 4,t7UU JU r I yo a LIVING = GARAGE = ENTRY = 1. 467 455 71 SO. FT SO. FT. SOFT. LANAI = 139 SO FT BREEZEWAY- N/A SO FT. ROCKY GROVE LANE DRIVEWAY = A/ C PAD = 403 18 SO. FT S0. r1 50' RIW) TRACT I WALKWAY = IMPERVIOUS = 70 54. 6 SO FT x UTILITY & ACCESS R/W 2,623 SO FT SOD = 2 177 SO FT AR A CALCULATIONS R/ W = 440 SO FT APRON = 110 SO.FT BUILDING SETBACKS: SIDEWALK = 200 SO. FT. FRONT = 25' SOD = 130 SO.FT. TOTALAREAS: REAR = 15' SIDE = 15' PROPOSED INFORMATION SHOWN AREA = 5,240 SO FT. SIDE CORNER 10' BASED ON SUPPLIED PLAN DRIVEWAY = 513 SO FT AND/ OR INSTRUCTIONS PER SIDEWALK = 270 SO. FT CLIENT NOT FIELD VERIFIED SOD — 2,307 SOFT. CR U/SILTNML'.M? — SCOTT A SIIS'OC. , INC. — LAND ,S'UR VEYORS . LEGEND - LEGEND 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 P PLAT rjw_ PDINT DN LINE NOTES: r IDMELD IRONPIPE TY/. PAX. TYPICAL POINTOrREVERSE CURVATURE Or I. THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE STANDARDS OF PRACTCE SET FORTH BY THE FLORIDA BOARD Of lit,• IRON ROD P.C.C.• POINT Or COIPOUND CURVATURE pROFESSpNy. SURVEYORS AND YAPPERS IN awmR SA-17 FLORIDA ADMINISTRATIVE coon PURSWNr TO SEC7pN 47?.ov. noR/W STATUES C. N. CONCRCTC /ONHENT RAD. RADIAL UNLESS EMBOSSED WITHSURVEYORY SIGNATURE AND OlIFC1AW. RASED SEAT, THIS SURVEY YAP OR COPIES ARE NOT VALID . SET I.R. REC. BLR A39 IOVECNA. V.P. NON -RADIAL vITNCSS POINT 3, INS SURVEY WAS PREPARED FROM TIRE INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTNEJt,RESTNCRONS P. BB. RECRED REC POINTOrREWNTINOCALLCALCULATED OR EASEMENTS THAT AFFECT INS PROPERTY O C. POINT OF CO.C' CCNCNI AFL PERRMOIT REFERENCE HDH M NT NO UNDOPCROVND /WROVEYENTS HAVE BEEN LOCATED UNLESS O7HEMHSE SHOWN. t CENTERLINE FF. rINISNED FLOOR ELEVATION S. THISSURVEY ISPREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENTTIY. ' NLD NAIL L DISK 94J- BUILDING. SETBACK LINE B. DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BC USED TO RECONSTRUCT BOUNDARY LINES. R/v NT. EASCHOF-VAY CASEMENT RMR.RKARKRENCIDEAR RASESEARING7. BEARINGS, ARE BASED ASSUMED DATUM AND ON THE LINE SHOWN AS BASE BEARING (B.B) DRAIN. DRAINAGE 8. ELEVATONS V• SHOKW. ARE BASED ON NAIIONV. GEODETIC DATUM OF 1929, UNLESS OTHERWISE NOTED. UTIL UT ILITr D. CDMFIGTC OF AVlIOR17AT0N Nw ASRB. CLFC. CHAIN LINK FENCE vD.rC. C/B VOOD FENCE CONCRETE BLOCK SCALE Y t- - 20'- DRAWN BY: P.C. r.T. POINT OF CURVATURE POINT OF TANGENCr CERTIFIED RY.• DATE ORDER No. DESC. R DESCRIPTIONUS RAD. RCALENGTNPLOTPLAN 02-28-17 798-17 p DELTA REVISED PLOT PLAN 05-31-2017 C CHORD FORMBOARD FOUNDATION/ ELEVS. 08-01- t 7 3115-17 CS, CHORD DEARING NORTH FlNAL/ ELEVS. 12-08-17 5531-17 THIS BUILDING/ PROPERTY DOES. NOT UE WITHIN A THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER '7RM' TOM . GRUSEN R. R.L.S. / 4714 ZONE ?(' MAP / 12117C 0055 F. W. SCO R.L.S 1 4801 T 12 2017 CITY OF SANFORD w BUILDING & FIRE PREVENTION PERM'I`T APPLICATION Application No: 1 ' (/ " r U / Documented Construction Value: $ Job Address: "01)e.Ln Historic District: Yes No Parcel ID: Residentiato Commercial L Type of Work: Newi Addition Alteration Repair Demo Change of Use Move Description of Work: Plan Review Contact Person: I Phone: `kl-1 S OOI, Fax: 0- Name 11ir-41,6,11 Street: ( ( City, State Zip: L Name .V4?,k-1 Street: City, State Zip: Name: Street: City, St, Zip: _ Title: Email: Property Owner Information J1 1y , IY lr •'C i1lTl Tl'A • C ••, Bonding Company: Address: Phone: `A Resident of ro1 PP.e rtY ' S • nfra ior Information r Phone q0-7- 5 - 3oc c Fax: L107- S Z,Z --` 3',S/' 1p 3 State License No.: CAep_ p Y O Architect/ Engineer Information Phone• Fax: E- mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF 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: 501 Edition (2014) Florida Building Code Revised: June 30, 201 S Permit Application A NOTICE : In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in die 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 requites 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 die executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate at work will be done in compliance with all applicable laws regulating, construction and 2oi. Signature of Owner/Agent Date Print Owner/Apnt's Name Signature,of Notary -State of Florida Date Ere of Contractor/Agent P • t Cnnimcter/A en1'a Name oks 1/-7;1 Signature otNoNry-State—olf Florida Date CHERYL D AKERS MY CM EIS June 05, 2020 Owner/Agent is Personally Known to Me or Contractor/Agent is Personally Known toiMe or Produced ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES: WASTE WATER: ENGINEERING: FIRE: COMMENTS: BUILDING: Revised: June 30, 201 S Permit Application