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3905 Saltmarsh Lp 18-1473
COUNTY OF SEMINOLE I? 1 y 3IMPACTFEESTATEMENT STATEMENT NUMBER: 18100003 DATE: April 06, 2018 BUILDING APPLICATION #: 18-10000352 zl / ( BUILDING PERMIT NUMBER: 18-10000352 3 v/[ UNIT ADDRESS: SALTMARSH LOOP 3905 TRAFFIC ZONE:022 JURISDICTION: 17-20-31-502-0000-1710 SEC: TWP: RNG: SUF: PARCEL: SUBDIVISION: TRACT: PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NAME: PARK SQUARE ENTERPRISES ADDRESS: 5200 VINELAND RD STE 200 ORLANDO FL 32811 LAND USE: SINGLE FAMILY RESIDENCE TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 3905 SALTMARSH LOOP / WYNDHAM PRESERVESFR 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 Single Family Housing .00 1.000 dwl unit 00 FIRE RESCUE N/A 00 LIBRARY CO -WIDE ORD Singgle Family Housing 54.00 1.000 dwl unit 54.00 SCHQOLS CO -WIDE ORDOngle 5,000.00FamilyHousiKS1.000 dwl unit 5,000.00AngPAR 00 LAW ENFORCE N/A 00 DRAINAGE N/A 00 AMOUNT DUE 55759.00 PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THE SEMINOLE COUNTY ROAD, FIRE/RESCUE, LIBRARY AND/OR EDUCATIONAL ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE DATE ABOVE BUT NO LATER THAR CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE 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 BUSINESS OFFICE• 1101 EAST FIRST STREET, SANFORD FL, 32771; 407-665-7356. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER AND SHOULD REFERENCE THE COUNTY BUILDING PERMIT NUMBER AT THE POP LEFT OF THIS STATEMENT. THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT ISSUED WITHIN 60 CALENDAR DAYS FROM THE DATE ABOVE SEi INOLE COUNTY L':RV,.OF CIRCUIT COURT L C011PTROLLER Di; ?121 PL .i 656 QPos ) CLERK!,', T 2018048442 RECORDED 05/03/2018 02204:21 Pill RECORDING FEES $10.00 RECORDED 8Y hd_2vors THIS INSTRUMENT PREPARED BY: Name: Tania Pickering Address: 5200 Vineland Road Suite 200 Orlando, Florida 32811 NOTICE OF COMMENCEMENT Permit Number. 18-1473 Parcel ID Number. 17-20-31-502-0000-1710 The undersigned hereby gives notice that Improvement 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 1. DESCRIPTION OF PROPERTY: (Legal description of the property and street address if available) Lot 171 Wyndham Preserve Plat Book 81 / Pages 93-102 3905 Saltmarsh Loop, Sanford FL 32773 2. GENERAL DESCRIPTION OF IMPROVEMENT: Construction of a new single family residence 3. OWNER INFORMATION OR LESSEE INFORMATION IF THE LESSEE CONTRACTED FOR THE IMPROVEMENT: Name and address: Park Square Enterprises LLC 5200 Vineland Rd Suite 200 Orlando FL 32811 4( Interest in property: Fee Simple Fee Simple Title Holder (if other than owner listed above) Name: Address: 4. CONTRACTOR: Name: Park Square Homes Phone Number. 407-529=3000 Address: 5200 Vineland Road Suite 200 Orlando, Florida 32811 5. SURETY (If applicable, a copy of the payment bond is attached): Name: N/A Address: N/A Amount of Bond: N/A 6. LENDER: Name: Fifth Third Bank Phone Number. Address: 5050 Kingsley Dr. MD: 1 MCI= Cincinnati, OH 45227 7. Persons within the State of Florida Designated by Owner upon whom notice or other documents may be served as provided by Section 713.13(1)(a)7., Florida Statutes. Name: Phone Number. Address: 6. In addition, Owner designates of to receive a copy of the Lienoes Notice as provided In Section 713.13(1 xb), Florida Statutes. Phone number. 9. Expiration Date of Notice of Commencement (The expiration is 1 year from date of recording unless a different date is specified) 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 1, 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 INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. Vishaal Gupta, Executive Vice President Signature of Owner or . « ee eLeeaea« ' (Print Name and Provide Signatory's 711160ffice) Authorized Of6ceN0ireemr State of County of l u rli The foregoing instrume t was acknowledged before me this day of i by /1), 4a 1 CJ UPI Z' L- 4 Who Is personally known to md-ClIOR who has produced Identification type of Identification produced: m1 1(PIRES: June v. 2012 r fleedld Ttdu budget Noluy Sidttca Notary Care-. __. Q' C CITY OF SANFORD BUILDING & FIRE PREVENTION A PERMIT APPLICATION D B M-7ApplicationNo: 3 Documented Construction Value: $ —9 59666594— 3-253 l Job Address: 3905 Saltmarsh Loop, Sanford 32771 Historic District: Yes No Parcel ID( Wyndham Preserve lot 162): 17-20-31-502-0000-1710 Residential ® Commercial Type of Work: New x Addition Alteration Repair Demo Change of Use Move Description of Work: Construction of new single family residence Plan Review Contact Person: Michelle Parkison Phone:407-529-3135 Fax: Title: Permitting Manager Email: mparkison parksquarehomes.com Property Owner Information Name Park Square Enterprises LLC Phone: 407-529-3000 Street: 5200 Vineland Rd Suite 200 Resident of property? City, State Zip: Orlando, FL 32811 M. Contractor Information Name Park Square Homes/ Vishaal Gupta Phone: 407-529-3000 Street: 5200 Vineland Rd Suite 200 City, State Zip: Orlando, FL 32811 Fax: 407-529-3001 State License No.: CRC1330351 Arch. / MJS Home Designs Architect/Engineer Information Name: Eng. / Don Bolden Eng. Phone: Arch./ 250 N. Wymore Rd. Suite B Winter Paris FL 32789 Street: Eng./ PO Box 530783, Debary FL 32753 Fax: _ City, St, Zip: Bonding Company: Address: E-mail: Arch. 407-629-6711 Eng. 386-668-7606 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. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5" Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that 1 will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. zu. l 3 •aa I, 3 as lR Signature of Owner/Agent Date Signature of Contractor/Agent Date Vishaal Gupta Vishaal Gupta Print Owner/Agent's a Print Contractor/Age s Nam 3 2t2t i8 'S'c 18 Signature f Notary -State o lorida Date Signatu a of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Contractor/Agent is P tJy KMR&l rGPMWRQN Notary Public - State of FloridaPoueteofProducedIDTeIS157861 4 „ V. . 3Y My Comm. Expires Nov 5, 2021 r MICHELLE PARKISON r ilk, Notary Public -Stale of Florida I... Bonded through NoUorat Notary Assn. Commission # GG 15786140 / My Comm. Expires Nov 5, 2021 f;;::• f BondedthwoN900MNotaryAm. ELOW IS FOR OFFICE USE ONLY Permits Required: Building® Electrical[]' Mechanical [j Plumbing® Gas[] Roof Construction Type: Occupancy Use: e_3 Flood Zone: 1[- Sc7- Total Sq Ft of Bldg: was'- Min. Occupancy Load: # of Stories:2 New Construction: Electric - # of Amps Zco Plumbing - # of Fixtures 21 Fire Sprinkler Permit: Yes No Y # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES: COMMENTS: WASTE WATER: ENGINEERING: 1Myc, 4-1(0-(% FIRE: BUILDING: S 11 l L Ok to construct single family home with setbacks and impervious area shown on plan. S3. I -to : Mp• 2Sq 2 &Y-ce lovto - C , CrL Revised: June 30, 2015 Permit Application CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION 1D Cam' $ -- 1-13 ApplicationNo: Documented Construction Value: S 150,000.00 Job Address: 3905 Saltmarsh Loop, Sanford 32771 Historic District: Yes No Parcel ED: 17-20-31-502-0000-1710 (Wyndham Preserve lot 162)Residential ® Commercial Type of Work: New 0 Addition Alteration Repair Demo Change of Use Move Description of Work: Construction of new single family residence Plan Review Contact Person: Michelle Parkison Phone: 407-529-3135 Fax: Title: Permitting Manager Email: mparkisori ftarksquarehomes.com Property Owner Information Name Park Square Enterprises LLC Phone: 407-529-3000 Street: 5200 Vineland Rd Suite 200 Resident of property? City, State Zip: Orlando, FL 32811 No Contractor Information Name Park Square Homes/ Vishaal Gupta Phone: 407-529-3000 Street: 5200 Vineland Rd Suite 200 Fax: 407-529-3001 City, State Zip: Orlando, FL 32811 State License No.: CRC1330351 Arch. / MJS Home Designs Architect/ Engineer Information Arch. 407-629-6711 Name: Eng. / Don Bolden Eng. Phone: Eng. 386-668-7606 Arch./ 250 N. Wymore Rd. Suite B Winter Park FL 32789 Street: Eng./ PO Box 530783. Debary FL 32753 Fax: City, St, Zip: Bonding Company: Address: 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: 511 Edition (2014) Florida Building Code Revised: June 30, 201 S Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. 3 •aa • lid, Signature of owner/Agent Date 4'3 • aa• iR Signature of Contractor/Agent Date Vshaal Gupta Vishaal Gupta Print Owner/Agent's a Print Contractor/Age s am 3.2 113 'o' i8 Signature f Notary -State o lorida Date Signatu a of Notary -State of Florida Q Date Owner/Agent is '-+ Personally Known to Me or Contractor/Agent is P, lJy Kt ItbFMdIVN Pro u e of Produced ID T .e a ' = Notary Public - Stale of Florida QsI 157861 Notary Publ'cE State of Florida spa `...... ` Bandw waupnMyExpiresNaribrmNaaryaun Commission 11 GG 157861 q' f My Comm. Expires Nov 5, 2021 9oxtad119W hNallaufNotaryAm. ELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[-] Gas[] Roof Construction Type: Total Sq Ft of Bldg: Occupancy Use: Flood Zone: Min. Occupancy Load: of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES: '& 3-29 WASTE WATER: ENGINEERING: COMMENTS: FIRE: BUILDING: Revised: June 30, 2015 Permit Application P O 18 7% City of Sanford Planning and Development Services Engineering — Floodplain Management Flood Zone Determination Request Form Name: Michelle Parkison Firm: Park Square Homes Address: 5200 Vineland Road, Suite 200 City: Orlando State: FL Zip Code: 32811 Phone: 407-529-3135 Fax: Email: mparkison@parksquarehomes.com Property Address: 3905 Saltmarsh Loop Property Owner: Park Square Enterprises, LLC Parcel identification Number: 17-20-31-502-0000-1710 Phone Number: 407-529-3000 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) OFFICE 3 Y Flood Zone: x Base Flood Elevation: N/A Datum: N/A FIRM Panel Number: 120294 0090 F Map Date: Sept. 28, 2007 The referenced Flood Insurance Rate Map indicates the following: The parcel is in the: floodplain floodway A portion of the parcel is in the: floodplain floodway The parcel is not in the: floodplain floodway The structure is in the: floodplain floodway The structure is not in the: floodplain floodway If the subject property is determined to be flood zone `A', the best available information used to determine the base flood elevation is: BP# 18-1473 Reviewed by: Michael Cash, CFM Date: April 16, 2018 Application for Paved Driveway, Sidewalk or Walkway Including Right -of -Way Use & FL°87- Landscaping in Right -of -Way www.sanfordfl.gov Department of Planning & Development Services 300 North Park Avenue, Sanford, Florida 32771 Phone:407.688.5140 Fax:407.688.5141 This permit authorizes work to be done on the subject property or 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. The permit is required for driveway or sidewalk construction over 100 square feet of concrete or other material on the subject parcel and / or any construction of a driveway, walkway or landscape improvements within the city right-of-way. It does not approve any work within any other jurisdiction's right-of-way. All requested information below as well as a current survey, site plan or plat dearly identifying the K,w.,wwtihelow. size and location of the existing right-of-way and use shall be provided or application could be delayed. Cell before yaudig 1. Project Location/Address: it=,, zx_-,r6 2. Proposed Activity: Z Driveway ElWalkway Other. 3. Schedule of Work: Start Date Completion Date Emergency Repairs 4. Brief Description of work: Construction of new driveway for new single family residence This application is submitted by. Property owrter. Signature: Print Name: Vishaal Gupta Address: 5200 Vineland Rd Suite 200 Orlando, FL 32811 Phone: (407) 529-3135 Fax: Email: mparkis"parksquarehomes.com 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 installation/improvement fully restoring the right-of-way to its previous condition. In the event that any future construction of roadways, utilities, storrnwater facilities, or any general maintenance activities by the City becomes in conflict with the above permitted activity, the permittee shall remove, relocate and/or repair as necessary at no cost to the City of Sanford insofar as such facilities are in the public right-of-way. If the Requestor does not continuously maintain the improvement and area in accordance with previously stated criteria, or completely restore the right-of-way to its previous condition, the City shall, after appropriate notice, restore the area to its previous condition at the Requestor's expense and, if necessary, file a lien on the Requestor's property to recover costs of restoration. To the fullest extent permitted by law, Requestor agrees to defend, indemnify, and hold harmless the City, its councilpersons, agents, servants, or employ- ees (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 attorney's fees up to and including an appeal), resulting in any fashion from or arising directly or indirectly out of or connected with the use of the City's right-of-way. I have read and u derstand the above statement and by signing this application I agree to its terms. Signature: Date: -6 • C-Aa• ( 6 This permit shall be posted on the site during construction. Please call 407.688.5080 24 hours in advance to schedule a pre -pour inspection. Pre -pour Inspection by: Date: Application No: _ Reviewed: Public Works Utilities Approved: Engineering Site Inspected by: Special Permit Conditions: Official Use Only Fee: Date: Date: Date: Date: A- 1(n - 20f0 Date: November 2015 ROW Use 06veway.pdf LIMITED POWER OF ATTORNEY Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford, Seminole County, Winter Springs Date: y;t, •o?o'l • /8 I hereby name and appoint: a,:d rY irrczf an agent of. Park Square Homes Name of Company) to be my lawful attorney -in -fact to act for me to apply for, receipt for, sign for and do all things necessary to this appointment for (check only one option): The specific permit and application for work located at: t05 Caa{w,nr, L0Cj';7A 4ir4ec fd Sheet Address) Expiration Date for This Limited Power of Attorney: 101-51. =>i8 License Holder Name: Vishaal Gupta State License Number: CRC1330351 Signature of License Holder: STATE OF FLORIDA COUNTY OF Orange The foregoing instrument was acknowledged before me this _622 day of rYlarc.l•-, 2W tEj, by Vishaal Gupta who is Xpersonally known to me or o who has produced identification and who did (did not) take an o Sig re Notary Seal) t'tc or1C:So- Print or type name MICHULE PARKISeofNo, ON ofNotary Cammission # StateFlon 151861 Notary Public - State of p riCiG` M 021 eoComm.021 t4goaot4o,2AM Commission No. S k5l R( My Commission Expires: 1k - 5 • aaa.l Rev. 08.12) as REQUIRED INSPECTION SEQUENCE PARK SQUARE HOMES SFR-DETACHED Permit # 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 40 Roof Dry In 50 Frame 60 Insulation Rough In 70 Drywall / Sheetrock 40 70 Lath Inspection 50 1000 Final Roof 50 1000 Final Stucco / Siding 80 1000 Insulation Final 1000 Final Single Family Residence A AAwnee. EiE cTRic`At?PERMIT, • - - - - • - t-. Min Max Ins ection Description 10 Underground Electric 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power G 30 Electric Rough 1000 Electric Final Inspection DescriptionMinMax 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final 1 1VIECHANICAL PERMIT Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 FORM R405-2017 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot 171 Barcelona C LHG Bed4 - S Builder Name: Street: 3905 Saltmarsh Loop Permit Office: City of SanfordCity, Permit Number:'',ZState, Zip: Sanford , FL , n%aj Owner: Park Square Homes Jurisdiction: 1 00 7 Design Location: FL, Orlando County:: Seminole (Florida Climate Zone 2 1. New construction or existing New (From Plans) S. Wall Types (2939.0 sgft.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=11.0 1539.00 ft2 b. Concrete Block - Int Insul, Exterior R=4.1 1194.70 ft2 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=11.0 205.33 ft2 4. Number of Bedrooms 4 d. N/A R= ft2 10. Ceiling Types (1502.0 sqft.) Insulation Area S. Is this a worst case? No a. Under Attic (Vented) R=30.0 1502.00 ft2 6. Conditioned floor area above grade (ft2) 2413 b. N/A R= ft2 Conditioned floor area below grade (ft2) 0 c. N/A 11. Ducts R= ft2 R ft2 7. Windows(286.0 sgft.) Description Area a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 482.6 a. U-Factor: Dbl, U=0.55 165.00 ft2 SHGC: SHGC=0.22 b. U-Factor: Dbl, U=0.58 64.00 ft2 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC-0.25 a. Central Unit 47.0 SEER:16.00 c. U-Factor: Dbl, U=0.54 57.00 ft2 SHGC: SHGC-0.25 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a. Electric Heat Pump 45.5 HSPF:9.00 SHGC: Area Weighted Average Overhang Depth: 2.515 ft. Area Weighted Average SHGC: 0.233 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (2413.0 sgft.) Insulation Area EF: 0.900 a. Slab -On -Grade Edge Insulation R=0.0 1186.00 ft2 b. Conservation features b. Floor Over Other Space R=0.0 911.00 ft2 None c. other (see details) R= 316.00 ft2 15. Credits Pstat Glass/Floor Area: 0.119 Total Proposed Modified Loads: 69.73 PASSTotalBaselineLoads: 72.85 I hereby certify that the plans and specifications covered by Review of the plans and tiE SrAp this calculation are in compliance with the Florida Ene My specifications covered by this v0 = r FO Code. Michael Digitally signMichael calculation indicates compliance S Conway o-. Date: 2018.03.05 14:51 08 with the Florida Energy Code. Before is ab„ 4•. s :..•; PREPARED BY:ConWay osloo• construction completed a o DATE: this building will be inspected for O y compliance with Section 553.908 I hereby certify that this building, as designed, is in compliance Florida Statutes. with the Florida Energy Co e. OD WE OWNER/ AGEN BUILDING OFFICIAL: C2 DATE: 21-6?a-!B DATE: S.lr• Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.3.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and this project requires an envelope leakage test report with envelope leakage no greater than 7.00 ACH50 (R402.4.1.2). Compliance with a proposed duct leakage an requires a Duct Leakage Test Report confirming duct leakage to outdoors, tested in accordance with ANSI/RESNET/ICC 380, is not greater than 0.030 On for whole house. 3/ 5/2018 2:47 PM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 1 of 5 FORM R405-2017 PROJECT Title: Lot 171 Barcelona C LHG Be Bedrooms: 4 Address Type: Street Address Building Type: User Conditioned Area: 2413 Lot # 171 Owner Name: Park Square Homes Total Stories: 2 Block/Subdivision: WP of Units: 1 Worst Case: No PlatBook: Builder Name: Rotate Angle: 0 Street: 3905 Saltmarsh Loop Permit Office: City of Sanford Cross Ventilation: No County: Seminole Jurisdiction: 691500 Whole House Fan: No City, State, Zip: Sanford , Family Type: Single-family FL, New/Existing: New (From Plans) Comment: CLIMATE Design Temp Int Design Temp Heating Design Daily Temp Design Location TMY Site 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Orlando FL_ORLANDO_INTL_AR 41 91 70 75 526 44 Medium BLOCKS Number Name Area Volume 1 Blockl 2413 20845.8 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 1 st Floor 1186 11029.8 Yes 1 1 1 Yes Yes Yes 2 2nd Floor 1227 9816 No 4 3 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Raised Floor 2nd Floor ---- ____ 141 ft2 11 0.29 0 0.71 2 Floor over Garage 2nd Floor ---- ---- 175 ft2 11 0.29 0 0.71 3 Slab -On -Grade Edge Insulatio 1 st Floor 128 It 0 1186 ft2 0.29 0 0.71 4 Floor Over Other Space 2nd Floor ---- ---- 911 ft2 0 0.29 0 0.71 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch v # Type Materials Area Area Color Absor. Tested Tested Insul. deg) 1 Hip Composition shingles 1680 ft2 0 ft2 Dark 0.9 N 0.9 No 0 26.6 ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1502 ft2 N N 3/5/2018 2:47 PM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 2 of 5 FC)RIVI RdC15-9C117 CEILING f Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) 1st Floor 30 Blown 1502 ft2 0.1 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below Space 1 E Exterior Frame - Wood 2nd Floor 11 55 6 9 0 499.5 ft2 0 0.25 0.8 0 2 E Exterior Concrete Block - Int Insul 1 st Floor 4.1 45 0 9 4 420.0 ft2 0 0 0.8 0 3 S Exterior Frame - Wood 2nd Floor 11 30 0 9 0 270.0 ft2 0 0.25 0.8 0 4 S Exterior Concrete Block - Int Insul 1 st Floor 4.1 8 0 9 4 74.7 ft2 0 0 0.8 0 5 W Exterior Frame - Wood 2nd Floor 11 55 6 9 0 499.5 ft2 0 0.25 0.8 0 6 W Exterior Concrete Block - Int Insul 1 st Floor 4.1 45 0 9 4 420.0 ft2 U 0 0.8 0 7 N Exterior Frame - Wood 2nd Floor 11 30 0 9 0 270.0 ft2 0 0.25 0.8 0 8 N Exterior Concrete Block - Int Insul 1st Floor 4.1 30 0 9 4 280.0 ft2 0 0 0.8 0 9 Garage Frame - Wood 1 st Floor 11 22 0 9 4 205.3 ft2 0 0.25 0.8 0 DOORS Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 S Insulated 1st Floor None 4 3 8 24 ft2 2 Wood 1st Floor None 46 2 8 8 21.3 ft2 WINDOWS Orientation shown is the entered, Proposed orientation. Wall Overhang v Ornt ID Frame Panes NFRC U-Factor SHGC Imp Area Depth Separation Int Shade Screening 1 E 1 Metal Low-E Double Yes 0.55 0.22 N 15.0 ft2 1 It 0 in 1 ft 0 in Drapes/blinds None 2 E 1 Metal Low-E Double Yes 0.54 0.25 N 6.0 ft2 1 It 0 in 1 ft 0 in Drapes/blinds None 3 E 1 Metal Low-E Double Yes 0.54 0.25 N 15.0 ft2 1 It 0 in 1 ft 0 in Drapes/blinds None 4 E 2 Metal Low-E Double Yes 0.55 0.22 N 15.0 ft2 1 it 0 in 11 ft0 in Drapes/blinds None 5 E 2 Metal Low-E Double Yes 0.54 0.25 N 4.0 ft2 8 it 0 in 1 ft 4 in Drapes/blinds None 6 S 3 Metal Low-E Double Yes 0.55 0.22 N 15.0 ft2 1 It 0 in 1 ft 0 in Drapes/blinds None 7 S 3 Metal Low-E Double Yes 0.54 0.25 N 4.0 W 1 ft 0 in 1 ft 0 in Drapes/blinds None 8 S 3 Metal Low-E Double Yes 0.54 0.25 N 12.0 f12 1 it 0 in 1 ft 0 in Drapes/blinds None 9 W 5 Metal Low-E Double Yes 0.55 0.22 N 15.0 ft2 1 It 0 in 1 ft 0 in Drapes/blinds None 10 W 5 Metal Low-E Double Yes 0.54 0.25 N 12.0 ft2 1 It 0 in 1 It 0 in Drapes/blinds None 11 W 6 Metal Low-E Double Yes 0.55 0.22 N 45.0 ft2 1 ft 0 in 11 ft 0 in Drapes/blinds None 12 W 6 Metal Low-E Double Yes 0.54 0.25 N 4.0 f12 1 it 0 in 11 ft 0 in Drapes/blinds None 13 N 7 Metal Low-E Double Yes 0.55 0.22 N 30.0 ft2 1 ft 0 in 1 It 0 in Drapes/blinds None 14 N 8 Metal Low-E Double Yes 0.55 0.22 N 30.0 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None 15 N 8 Metal Low-E Double Yes 0.58 0.25 N 64.0 ft2 7 ft 4 in 1 ft 4 in None None 3/ 5/2018 2:47 PM EnergyGaugeS USA - FlaRes2017 Section R405.4.1 Compliant Software Page 3 of 5 FORM R405-2017 GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 455 ft2 455 ft2 64 ft 9.3 ft 1 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) 000384 2432 133.51 251.09 .3453 7 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump/ Split HSPF:9 45.5 kBtu/hr 1 sys#1 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit/ Split SEER: 16 47 kBtu/hr 1410 cfm 0.75 1 sys#1 HOT WATER SYSTEM System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.9 50 gal 70 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Cert # Company Name Collector Storage System Model # Collector Model # Area Volume FEF None None ft2 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 Attic 6 482.6 ft Attic 120.65 Prop. Leak Free 2nd Floor -- cfm 72.4 cfm 0.03 0.50 1 1 3/5/2018 2:47 PM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 4 of 5 Fr7Rfvl P4(15-gn17 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Cooling( Jan Heatin[X} Jan r Feb X, Feb jj jj Mar X1 Mar Ap r Ar I Ma [XJ May [ Jun Jun Jul Jul Auge Au Sep Oct Oct Nov Nov Dec Dec Ventin [ ] Jan Feb CJ Mar Apr May [ Jun Jul Aug Se Oct Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 3/5/2018 2:47 PM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 5 of 5 Florida Building Code, Energy Conservation, 6th Edition (2017) Mandatory Requirements for Residential Performance, Prescriptive and ERI Methods ADDRESS: 3905 Saltmarsh Loop Permit Number: Sanford , FL , MANDATORY REQUIREMENTS See individual code sections for full details. SECTION R401 GENERAL R401.3 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 Statutes) 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 code compliance for the building. A copy of the EPL display card can be found in Appendix RD. R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.4.1 through R402.4.5. Exception: Dwelling units of R-2 Occupancies and multiple attached single family dwellings shall be permitted to comply with Section C402.5. 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 R402.4.1.1, as applicable to the method of construction. Where required by the code official, an approved third parry 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 not exceeding seven air changes per hour in Climate tones 1 and 2, and three air changes per hour in Climate Zones 3 through 8. Testing shall be conducted in accordance with ANSI/RESNET/ICC 380 and reported at a pressure of 0.2 inch w.g. (50 pascals). Testing shall be conducted by either individuals as defined in Section 553.993(5) or (7), Florida Statutes, or individuals licensed as set forth in Section 489.105(3)(f), (g) or (i) or 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. Exception: Testing is not required for additions, alterations, renovations, or repairs, of the building thermal envelope of existing buildings in which the new construction is less than 85 percent 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. S. Heating and cooling systems, if installed at the time of the test, shall be turned off. 6. Supply and return registers, if installed at the time of the test, shall be fully open. R402.4.2 Fireplaces. New wood -burning fireplaces shall have tight -fitting flue dampers or doors, and outdoor combustion air. Where using tight -fitting doors on factory -built fireplaces listed and labeled in accordance with UL 127, the doors shall be tested and listed for the fireplace. Where using tight -fitting doors on masonry fireplaces, the doors shall be listed and labeled in accordance with UL 907. R402.4.3 Fenestration air Ieakage.Windows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot (1.5 Us/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 Us/m2), when tested according to NFRC 400 or AAMA/ WDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site -built windows, skylights and doors. 3/5/2018 2:47 PM EnergyGauge® USA - FlaRes2017 - FBC 6th Edition (2017) Complia Page 1 of 5 MANDATORY REQUIREMENTS - (Continued) R402.4.4 Rooms containing fuel -burning appliances. In Climate Zones 3 through 8, where open combustion air ducts provide combustion air to open combustion fuel burning appliances, the appliances and combustion air opening shall be located outside the building thermal envelope or enclosed in a room, isolated from inside the thermal envelope. Such rooms shall be sealed and insulated in accordance with the envelope requirements of Table R402.1.2, where the walls, floors and ceilings shall meet not less than the basement wall R-value requirement. The door into the room shall be fully gasketed and any water lines and ducts in the room insulated in accordance with Section R403. The combustion air duct shall be insulated where it passes through conditioned space to a minimum of R-8. Exceptions: Direct vent appliances with both intake and exhaust pipes installed continuous to the outside. Fireplaces and stoves complying with Section R402.4.2 and Section R1006 of the Florida Building Code, Residential. R402.4.5 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 E283 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. SECTION R403 SYSTEMS R403.1 Controls. R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. 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. R403.3.2 Sealing (Mandatory) All ducts, air handlers, filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts or plenum chambers, shall be constructed and sealed in accordance with Section C403.2.9.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria below. Duct tightness shall be verified by testing in accordance with ANSI/RESNET/ICC 380 by either individuals as defined in Section 553.993(5) or 7), Florida Statutes, or individuals licensed as set forth in Section 489.105(3)(f), (g) or (i), Florida Statutes, to be "substantially leak free" in accordance with Section R403.3.3. R403.3.2.1 Sealed air handler. Air handlers shall have a manufacturer's designation for an air leakage of no more than 2 percent of the design airflow rate when tested in accordance with ASHRAE 193. R403.3.3 Duct testing (Mandatory). Ducts shall be pressure tested to determine air leakage by one of the following methods: Rough -in test: Total leakage shall be measured with a pressure differential of 0.1 inch w.g. (25 Pa) across the system, including the manufacturer's air handler enclosure if installed at the time of the test. All registers shall be taped or otherwise sealed during the test. Postconstruction test: Total leakage shall be measured with a pressure differential of 0.1 inch w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. Registers shall be taped or otherwise sealed during the test. Exceptions: 1. A duct air leakage test shall not be required where the ducts and air handlers are located entirely within the building thermal envelope. 2. Duct testing is not mandatory for buildings complying by Section 405 of this code. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. R403.3.5 Building cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. R403.4 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. R403.4.1 Protection of piping insulation. Piping insulation exposed to weather shall be protected from damage, including that caused by sunlight, moisture, equipment maintenance and wind, and shall provide shielding from solar radiation that can cause degradation of the material. Adhesive tape shall not be permitted. R403.5.1 Heated water circulation and temperature maintenance systems (Mandatory). Heated water circulation systems shall be in accordance with Section R403.5.1.1. Heat trace temperature maintenance systems shall be in accordance with Section R403.5.1.2. Automatic controls, temperature sensors and pumps shall be accessible. Manual controls shall be readily accessible. R403.5.1.1 Circulation systems. Heated water circulation systems shall be provided with a circulation pump. The system return pipe shall be a dedicated return pipe or a cold water supply pipe. Gravity and thermosiphon circulation systems shall be prohibited. Controls for circulating hot water system pumps shall start the pump based on the identification of a demand for hot water within the occupancy. The controls shall automatically turn off the pump when the water in the circulation loop is at the desired temperature and when there is no demand for hot water. R403.5.1.2 Heat trace systems. Electric heat trace systems shall comply with IEEE 515.1 or UL 515. Controls for such systems shall automatically adjust the energy input to the heat tracing to maintain the desired water temperature in the piping in accordance with the times when heated water is used in the occupancy. 3/5/2018 2:47 PM EnergyGauge® USA - FlaRes2017 - FBC 6th Edition (2017) Complian Page 2 of 5 MANDATORY REQUIREMENTS - (Continued) R403.5.5 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 31/2 inches (89 mm) in the hot water distribution line and cold water line located as close as possible to the storage tank. R403.5.6 Water heater efficiencies (Mandatory). R403.5.6.1.1 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 600C). R403.5.6.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main burner(s) of combustion types of service water -heating systems to be turned off. R403.5.6.2 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 meet the criteria of Section R403.5.6.2.1. R403.5.6.2.1 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: Be installed with a tilt angle between 10 degrees and 40 degrees of the horizontal; and Be installed at an orientation within 45 degrees of true south. R403.6 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 including: Natural, Infiltration or Mechanical means. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. R403.6.1 Whole -house mechanical ventilation system fan efficacy. When installed to function as a whole -house mechanical ventilation system, fans shall meet the efficacy requirements of Table R403.6.1. Exception: Where whole -house mechanical ventilation fans are integral to tested and listed HVAC equipment, they shall be powered by an electronically commutated motor. R403.6.2 Ventilation air. When installed to function as a whole -house mechanical ventilation system, fans shall meet the efficacy requirements of Table R403.6.1. 1. The design air change per hour minimums for residential buildings in ASHRAE 62.2, Ventilation for Acceptable Indoor Air Quality, shall be the maximum rates allowed for residential applications. No ventilation or air-conditioning system make-up air shall be provided to conditioned space from attics, crawlspaces, attached enclosed garages or outdoor spaces adjacent to swimming pools or spas. If ventilation air is drawn from enclosed space(s), then the walls of the space(s) from which air is drawn shall be insulated to a minimum of R-11 and the ceiling shall be insulated to a minimum of R-19, space permitting, or R-10 otherwise. R403.7 Heating and cooling equipment (Mandatory). R403.7.1 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 that affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. New or replacement healing and cooling equipment shall have an efficiency rating equal to or greater than the minimum required by federal law for the geographic location where the equipment is installed. TABLE R403.6.1 WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM FAN EFFICACY FAN LOCATION AIRFLOW RATE MINIMUM CFM) MINIMUM EFFICACY a CFM/WATT) AIRFLOW RATE MAXIMU CFM) Range hoods Any 2.8 cfm/watt Any In -line fan Any 2.8 cfm/walt Any Bathroom, utility room 10 1.4 cfm/watt 90 Bathroom, utility room 90 2.8 cfm/watt Any For SI: 1 cfm = 28.3 Umin. a. When tested in accordance with HVI Standard 916 3/5/2018 2:47 PM EnergyGauge® USA - FlaRes2017 - FBC 6111 Edition (2017) Complia Page 3 of 5 MANDATORY REQUIREMENTS - (Continued) R403.7.1.1 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 403.7, 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. The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacturer's expanded performance data 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 temperatures shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space. Exceptions: 1. Attached single- and multiple -family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. 2. When signed and sealed by a Florida -registered engineer, in attached single- and multiple -family units, the capacity of equipment may be sized in accordance with good design practice. R403.7.1.2 Heating equipment capacity. R403.7.1.2.1 Heat pumps. Heat pump sizing shall be based on the cooling requirements as calculated according to Section R403.7.1.1, and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load even if the design heating load is 1.15 times greater than the design cooling load. R403.7.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.7.1. R403.7.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burners shall not be less than the design load calculated in accordance with Section R403.7.1. R403.7.1.3 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. A variable capacity system sized for optimum performance during base load periods is utilized. R403.8 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the IECC—Commercial Provisions in lieu of Section R403. R403.9 Snow melt and ice 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 50°F (10°C), and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40°F (4.8°C). R403.10 Pools and permanent spa energy consumption (Mandatory). The energy consumption of pools and permanent spas shall be in accordance with Sections R403.10.1 through R403.10.5. R403.10.1 Heaters. The electric power to heaters shall be controlled by a readily accessible on -off switch that is an integral part of the heater mounted on the exterior of the heater, or external to and within 3 feet (914 mm) of the heater. Operation of such switch shall not change the setting of the heater thermostat. Such switches shall be in addition to a circuit breaker for the power to the heater. Gas -fired heaters shall not be equipped with continuously burning ignition pilots. R403.10.2 Time switches. Time switches or other control methods that can automatically turn off and on according to a preset schedule shall be installed for heaters and pump motors. Heaters and pump motors that have built-in time switches shall be in compliance with this section. Exceptions: 1. Where public health standards require 24-hour pump operation. 2. Pumps that operate solar- and waste -heat -recovery pool heating systems. 3. Where pumps are powered exclusively from on -site renewable generation. R403.10.3 Covers. Outdoor heated swimming pools and outdoor permanent 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: Where more than 70 percent of the energy for heating, computed over an operation season, is from site -recovered energy, such as from a heat pump or solar energy source, covers or other vapor -retardant means shall not be required. R403.10.4 Gas- and oil -fired pool and spa heaters. All gas- and oil -fired pool and spa 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 or LP gas shall not have continuously burning pilot lights. 3/5/2018 2:47 PM EnergyGauge® USA - FlaRes2017 - FBC 6th Edition (2017) Complia Page 4 of 5 R403.10.5 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance with AHRI 1160, Table 2, Standard Rating Conditions -Low Air Temperature. A test report from an independent laboratory is required to verify procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard. R403.11 Portable spas (MandatorWe energy consumption of electric -powered portable spas shall be controlled by the requirements of APSP-14. SECTION R404 ELECTRICAL POWER AND LIGHTING SYSTEMS R404.1 Lighting equipment (Mandatory). Not less than 75 percent of the lamps in permanently installed lighting fixtures shall be high -efficacy lamps or not less than 75 percent of the permanently installed lighting fixtures shall contain only high -efficacy lamps. Exception: Low -voltage lighting. R404.1.1 Lighting equipment (Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights. 3/5/2018 2:47 PM EnergyGauge® USA - FlaRes2017 - FBC 6th Edition (2017) Complia Page 5 of 5 FORM R405-2017 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 96 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 (112) 7. Windows" Description a. U-Factor: Dbl, U=0.55 SHGC: SHGC=0.22 b. U-Factor: Dbl, U=0.58 SHGC: SHGC=0.25 c. U-Factor: Dbl, U-0.54 SHGC: SHGC=0.25 d. U-Factor: N/A SHGC: Area Weighted Average Overhang Depth: Area Weighted Average SHGC: 3905 Saltmarsh Loop, Sanford, FL, New (From Plans) 9. Wall Types Single-family a. Frame - Wood, Exterior b. Concrete Block - Int Insul, Exterior 1 c. Frame - Wood, Adjacent 4 d. N/A 10. Ceiling Types No a. Under Attic (Vented) 2413 b. N/A Area c. N/A 165.00 ft2 11. Ducts a. Sup: Attic, Ret: Attic, AH: 2nd Floor 64.00 ft2 12. Cooling systems 57.00 ft2 a. Central Unit 8. Floor Types Insulation a. Slab -On -Grade Edge Insulation R=0.0 b. Floor Over Other Space R=0.0 c. other (see details) R. ft2 13. Heating systems a. Electric Heat Pump 2.515 ff. 0.233 Area 14. Hot water systems 1186.00 ft2 a. Electric 911.00 ft2 b. Conservation features 316.00 ft2 None 15. Credits I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compli t featu s. Builder Signature: Date: ---.,;&- J8 Address of New Home: City/FL Zip: ( Insulation Area R=11.0 1539.00 ft2 R=4.1 1194.70 ft2 R=11.0 205.33 ft2 R= ft2 Insulation Area R=30.0 1502.00 ft2 R. ft2 R= ft2 R ft2 6 482.6 kBtu/hr Efficiency 47.0 SEER:16.00 kBtu/hr Efficiency 45.5 HSPF:9.00 Cap: 50 gallons EF: 0.9 Pstat 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. Email EnergyGauge tech support at techsupport@energygauge.com or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 3/5/2018 2:47 PM EnergyGauge® USA - FlaRes2017 - Section R405.4.1 Compliant Software Page 1 of 1 Project Summary Job: Lot 171 Barcelona C LHG ... wrightsoft• 1 rY Date: 03/05/2018 Entire House BY LF/MC One Stop Cooling and Heating 7225 Sardsome Own Witter Park FL 32792 Phone: (407) 629 - 6920 Fax (407) 629.9307 Web: wwwOreStopCoolirgoom License: CAC032444 Project Information For: Park Square Homes 3905 Saltmarsh Loop, Sanford, FL Notes: Weather: Orlando Intl AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 42 OF Outside db 92 OF Inside db 68 OF Inside db 74 OF Design TD 26 OF Design TD 18 OF Daily range M Relative humidity 50 Moisture difference 49 grAb Heating Summary Sensible Cooling Equipment Load Sizing Structure 22587 Btuh Structure 22714 Btuh Ducts 3448 Btuh Duds 9979 Btuh Central vent (0 dm) 0 Btuh Central vent (0 cfm) 0 Btuh none) none) Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 26035 Btuh Use manufacturer's data n Rate/swing multiplier 0.97 Infiltration Equipment sensible load 31843 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 3679 Btuh BtuCentsIvent (0 cfm)70 Btuh Hea2ti5n`3g cooling none) Area ff l 6 2538 Equipment latent load 5757 Btuh Volume (M) 23181 23181 Airchangeshour 0.41 0.21 Equipment Total Load (Sen+Lat) 37601 Btuh Equiv. AVF (dm) 158 81 Req. total capacity at 0.75 SHR 3.5 ton Heating Equipment Summary Cooling Equipment Summary Make Trane Trade TRANE Model 4TW R6048H1 AHRI ref 7563627 Efficiency Heating Input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat Capacity balance point = 27 OF 9 HSPF 45500. Btuh @ 47°F 0 OF 0 cfm 0 cfm/Btuh 0.50 in H2O Make Trane Trade TRANE Cond 4TWR6048H1 coil TEM6A0D48H41++TDR AHRI ref 7563627 Efficiency Sensible cooling Latent cooling Total cooling Actual airflow Air flow factor Static pressure Load sensible heat ratio 13.0 EER,16 SEER 35250 11750 41567 0.048 0.50 0.85 Btuh Btuh dm cfm/Btuh in H2O Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. ti wriiat di ft. 2018-Mar-05 14:41 A3 ems_ -- -- RigttSWAUriyersa12018 18.0.11 RSLI25029 Page 1 C.A ._G Bed4 - Slot 171 Baroelora C LHG Bed4 - SrLp Cale - MA Frort Door faces: S wrightsoft- Right-J® Worksheet Entire House One Stop Cooling and Heating 7225 Sards000e Court, Winer Pad4 FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOneStopCoolirgcom License: CAC032444 Job: Lot 171 Barcelona C LHG Bed.. Date: 03/OS/2018 By. LF/MC 1 Room name Entire House FOY 2 Ewall 299.0 fl 17.0 It 3 Room height 9.1 it d 93 tr heatkod 4 Room dimensions 1.0 x 1595 It 5 Room area 2535A Ip 1595 Ip Ty Construction number U- value EIIAN In Or HTM SMARM Area ( It:) or perimeter (R) Load Bah) Area ( tF) or perimeter (Iq Load BWh) Heat Cod Gross NAPS Heat Cod Gross NAS Heat Cod 6 vh128-0sN 4AS2om 41215- 21m 0A97 0550 0540 ne no ne 253 14M 14119 2. 82 22. 14 2359 Soo 15 6 464 0 0 1173 215 85 1306 332 142 0 0 0 0 0 0 0 0 0 0 0 0 11 4B& 2kn 13A- 4as 054o 0. 143 ne ne 14A9 3. 73 2359 2. 90 15 419 0 400 211 1491 354 1157 0 84 0 69 0 256 0 199 4As2om 485- 21M 12840am o550 0540 OD97 ne ne se 1435 14. 09 253 22. 14 23SS 2. 82 15 4 270 0 0 239 215 56 605 332 94 673 15 0 0 0 0 0 215 0 0 332 0 0 1-- 1 L- 1 4A& 2om 485- 21M 0550 a- w se sa 1435 14. 09 21 A2 20B1 15 4 2 1 215 56 321 83 0 0 0 0 0 0 0 0 W t- D485- 21m 13A- 4ors 11 DO 0. 540 0. 143 0390 se se se 14. 09 3. 73 10. 18 2190 2. 90 1227 12 74 24 3 5o 24 169 188 244 263 146 294 0 74 24 0 50 24 0 188 244 0 146 294 1213- 09m 4A& 2tmt OD97 0550 9N sN 253 1435 2, 82 21. 42 500 15 473 2 1196 215321 1331 0 0 0 0 0 0 0 0 t t q! I-- C 485- 21m 13A4ors 4A& 20m 0- w 0. 143 0550 sN sw sN 14. 09 3. 73 1435 2081 2. 90 2257 12 419 45 4 370 0 169 1379 646 250 1070 1016 0 0 0 0 0 0 0 0 0 0 0 0 I-( yl L 4B& 2tm 12B4) sw 4A& 2om 0540 MOW n sm sm rtw rw 14. 09 253 1435 24. 09 2. 82 22. 14 4 270 30 0 240 0 56 608 431 96 676 664 0 0 0 0 0 0 0 0 0 0 0 0 Gyl 13A-4as 4A& 2om 0. 143 o55o ru nw 3. 73 1435 2. 90 22. 14 279 30 185 0 690 431 sm 664 0 0 0 0 0 0 0 0 l 2 P I--- O 4A5' 2omd 12C- 0sw 11DO 0580 0A91 0390 w n 15. 14 238 10. 18 27. 72 151 1227 64 205 21 0 183 21 96s 435 217 1774 276 262 0 0 0 0 0 0 0 0 0 0 0 0 C 16&30ad 0A32 0.84 1.76 1513 1513 1264 2660 0 0 0 0 F 19A-03scp0295 2.89 2A4 140 140 404 285 0 0 0 0 F 19C-19= 0A49 0.44 031 175 175 78 55 0 0 0 0 F 22A-1pm 1.180 3080 OAO 1198 128 3942 0 160 17 524 0 6 c) AED excursion 793 29 Envelope loss/gain 18056 18228 1428 942 12 a) Whration 4531 1636 262 95 b) Room ventilation 0 0 0 0 13 htemalgains Ow4anis0 230 5 1150 0 0 Appliancesblher 1700 0 Subldal ( lines 6 to 13) 22587 22714 1690 1037 Less external load 0 0 0 0 Lesstransler 0 0 0 0 Redistribution 0 0 1690 1037 14 Subtotal 22587 22714 0 0 15 Duct loads 1 15% 1 3448 Wn 16% 50Y 0 0 Total room load I I 26035 132693 0 0 Air required (dm) 0 1567 1 1 0 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrl gf e8o1't 2018-Mar-05 14.41 A3 Righl- SUteSUriyefsal20l8 l8.O.11 RSLI25029 Page 1 G 8ed4 - Stot 171 Barcelona C LHG Bed4 - Snp Calc. MA Front Door tans: S wrighttsoft• Right-J® Worksheet Entire House One Stop Cooling and Heating 7225 Sardscove CoLn Winter PatK FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wawaOneStopCoolirgmm Lioerse: CA0032444 Job: Lot 171 Barcelona C LHG Bed.. Date: 03/OS/2018 By. LF/MC 1 Room name LOFT DIN 2 Elposed "ell 17.0 8 33.0 8 3 Room height 9.0 It heaftol 93 It heaftol 4 5 Room dimensions Room area 1.0 x 2975 8 2975 IP 135 x 12.0 8 162.0 fP Ty Coraudion number U-value BarlMl° q Or HTM BUhM Area (IF) or perimeter (R) Load BUh) Area (II) or perimeter (it) Load 8tuh) Heat Cool Gross NAS Heat Cool Gross NnPB Heat Cod 6 128-09w 4A5.2om 485-2trn OD97 0550 0540 no ne ne 253 1435 14D9 222 2214 23M 23 0 0 23 0 0 57 0 0 63 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TE 11 485- 21rn . 13A- 4= 0540 0. 143 ne re 14. 09 3. 73 23SO 2. 90 0 0 0 0 0 0 0 0 0, 112 0 112 0 417 0 323 1Q E-( 4A5.2om 485- 2trn 128- ftu 0550 0540 0D97 ne ne se 1435 M09 253 22. 14 23SS 2. 82 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0_ 0 0 0 0 0 0 0 L- 1 4A5- 2om 4B5. 211n 0550 0540 se se 1435 14D9 21 A2 2081 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 GI W 0 485. 21n 13A- 4ots 1111300540 0. 143 0390 se se se 14. 09 3. 73 10. 18 2190 290 1227 0 0 0_ 0 0 0_ 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1284 9m 4A5. 2orn OD97 0550 sw 96V 253 1435 2. 82 21. 42 131 0 119 0 300 0 334 0 0 0 0 0 0 0 0 0 1 l li 485. 21n 13A- 40CS 4A5. 2orn 0540 0. 143 0550 sm 9m sw 14. 09 3. 73 1435 2081 2. 90 2257 12 0 0 4 0 0 169 0 0 250 0 0 0 70 0 0 70 0 0 260 0 0 202 0 I-( yl 1_!; 485. 21M 2B- 0sw4AS- 2om 0540 OD97 0550 9m veer nw 14A9 253 1435 24A9 2. 82 2214 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0_ 0 0 0 13A- 4ats 4A5- 2om 0. 143 0550 rtw rtw 3. 73 14M 2. 90 22. 14 0 0 0 0 0 0 0 0 126 30 96 0 357 431 277 664 I- G P L-- D 4A5. 20md 12C49w 11 DO 0560 0A91 O- W row n 15. 14 238 10. 18 27. 72 51 1227 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C 168.30ad 0.032 0.84 1.76 298 298 248 523 162 162 135 285 F 19A-0bscp . 0295 289 2.04 0 0 0 0 0 0 0 0 F 19C-19oem 0.049 0.44 031 12 12 5 4 0 0 0 0 F 22A-tpm 1.180 30.80 OM 0 0 0 0 162 33 1016 0 6 c) AED elusion 43 158 Envelope low/gain 780 1217 2616 1909 12 a) hAttration 254 92 509 184 b) Room "eMla6on 0 0 0 0 13 Internal gains Off@ 230 0 0 0 0 Appliancesfother 0 0 Subtotal ( limes 610 13) 1034 1308 3125 2093 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 166 219 0 0 14 Subtotal 1200 1527 3125 2093 15 Duct loads 1 150/6 389/6 175 581 160/0 50% 493 1044 Total room load I I 1375 12109 3w a 3136 Air required (dm) 0 101 0 150 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. e - 04- wvrag+ teof t- 2018-Mar-05 14.41 A3 Right- Sute®Uriversal201818.0.11 RSU25029 Page G Bed4 - Slat 171 Barcelona C LHG Bed4 - Srtp Calc - MM Front Door faces: S wrightsofte Right-J® Worksheet Entire House One Stop Cooling and Heating 7225 Sardsmve Cool Winter Park FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wawOreStopCoolirgmm License: CAC032444 Job: Lot 171 Barcelona C LHG Bed.. Date: 03/OS/2018 By. LF/MC 1 Room name GATH IUr 2 Ewell 325 ft 125 0 3 Room height 93 R heaUmol 93 0 heafl000l 4 5 Room dimensions Room area 1. 0 x 2915 0 291 S fP 13. 5 x 125 ft 168. 8 fP Ty Cortstrurrion number U-% Wue BGihAM9 Or HTM BWhAn Area ( fF) or Perimeter (ft) Load 8tuh) Area ( W) or perimeter (Il) Load Bbih) Heat Cod Gross NAS Heat Cod Gross NAS Heat Cool 6 1213-09w 4A5. 20m 485- 211n 0. 097 0550 0540 ne ne ne 2. 53 1435 14. 09 2. 82 22. 14 23S9 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TE 11 485- 2(M 13A- 40cs 0540 0. 143 ne no 14. 09 3. 73 23S9 2. 90 0 0 0 0 0 0 0_ 0 0 116 0 118 0 434 0 337 1--- G 4AS-20M 485- 21m 128- 0sw OSW 0540 OD97 no ne se 1435 14. 09 253 22. 14 2359 2. 82 0 0 0 0 0_ 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 li y rr--C_ i4A55.2om 485. 21m 0sw 0540 se se 1435 14. 09 21. 42 20. 81 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Go 4135- 21M 3A- 4ots too 0540 o. 143 0390 se se se 14. 09 3. 73 10. 18 2190 2. 90 1227 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O 0 0 0 0 0 0 0 l 1--- 1i 12B ) w 4A5- 20m 0. 097 05 sN50 sw2. 53 1435 2. 82 21. 42 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 G' 485-20m 3A- 40cs 4A5- 20M 0540 0. 143 0550 sN sw sN 14. 09 3. 73 1435 20. 81 2. 90 22S7 0 149 30 0 119 0 0 443 431 0 3" 677 0 0 0 0 0 0 0 0 0 0 0 0 yI tea 4135- 21M 12B bm 4A5. 2om 0- w 0. 097 0SW sw rtw nw 14. 09 253 1435 24A9 292 22. 14 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13A- 40CS 4A5- 2om 0. w 0550 nw nw 3. 73 1435 2. 90 22. 14 153 0 89 0 334 0 259 0 0 0 0 0 0 0 0 0 4A5. 2omd 12C- 09w 11D0 0580 0D91 0390 rtw n 15. 14 238 10. 18 27. 72 51 1227 64 0 0 0 0 0 969 0 0 1774 0 0 0 0 0 0 0 0 0 0 0 0 0 0 P L D C 1613•30ad 0.032 0.84 1.76 0 0 0 0 14 14 11 24 F 19A4ascp 0.295 2,89 2.04 0 0 0 0 0 0 0 0 F 19C-19= OA49 0.44 031 0 0 0 0 0 0 0 0 F 22A-tpm 1.180 30.80 ODO 292 33 1001 0 169 13 385 0 6 c) AED excursion 562 68 Envelope loss/gain 3178 3617 830 292 12 a) hfiteation 502 181 193 70 b) Room vertlation 0 0 0 0 13 Internal gains Omrpan%L& 230 0 0 0 0 AppliartoesA* w 0 1200 Subtotal pines 6 to 13) 3679 3798 1023 1562 Less extemal load 0 0 0 0 Lesstransier 0 0 0 0 Redistribution 520 285 500 192 14 Subtotal 4199 4083 1523 1754 15 Duct loads 1 16%1 500/e 663 2036 16% 50% 240 875 Total room load I I 4862 16119 1763 2628 Air required (dm) 0 293 1 1 0 126 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. fI- wr`gtit8oft` 201&Mar-0514:4103 rA ^-' Riga-SUta®Universal 201818.0.11 RSL12SO29 Page G 8ed4 - S,Lot 171 Barcelona C LHG Be& - SrLp Cale - MAI Front Door laces: S wrightsoft' Right-J® Worksheet Entire House One Stop Cooling and Heating 7225 Sardscooe Court, Witter Park FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629.9307 Web: wwwOneStopCoolingmm License: CAC032444 Job: Lot 171 Barcelona C LHG Bed.. Date: 03/05/2018 By. LF/MC 1 Room name BED2 WIC 2 Fwatt 105 fl 5.0 tt 3 Room height 9.3 ft heattool 93 tr heatibool 4 Room dimensions 11.0 x 105 It 5.0 x 5.0 8 5 Room area 115.5 f12 25.0 F Ty Construction U-value Or HTM Area (Its Load Area (It) Load number BWhM --g BIUK" or perimeter M BWh) or perimeter M Btuh) Heat Cod Gross NtP/S Heat Cod Gross NAS Heat Cool 6 128-0sw 0.097 ne 2.53 2,82 0 0 0 0 0 0 0 0 4A5- 2om 0-SW ne 14.35 22.14 0 0 0 0 0 0 0 0 TE 485-21rn 0540 ne 14.09 2359 0 0 0 0 0 0 0 0 485- 2fm OS40 ne 14.09 2359 0 0 0 0 0 0 0 0 11 13A4ocs 0.143 ne 3.73 220 0 0 0 0 0 a 0 0 4A5- 2om 05M ne 1435 22.14 0 0 0 0 a 0 0 0 4BS2( m 0540 ne 14.09 23M 0 0 0 0 0 0_ 0 0 V{ jl--G 129. Osw 0A97 se 2.53 2.82 0 0 0 0 0 0 0 0 4A5. 2om 0550 se 14.35 21.42 0 0 0 0 0 0 0 0 I-- G 4B5-2hn 0540 se 14.09 20M 0 0 0 0 0 0 0 0 Ih 485-21im 0540 se 14.09 21.90 0 0 0 0 0 0 0 0 W D 3A- 4ocs 0.143 se 3.73 2.90 0 0 0 0 0 0 0 0 11 DO 0390 se 10.18 1227 0 0 0 0 0 0 0 0 128409ro OD97 sw 2.53 2.82 0 0 0 0 0 0 a 0 4A5. 2om 05% sw 14M 21.42 0 0 0 0 0 0 0 a 485. 21m 0540 set 14A9 20.81 0 0 0 0 0 0 0 0 1ql 13A-4ots 0.143 set 3.73 2.90 98 83 308 239 47 47 174 135 4A5. 2om 0550 sH 1435 2257 15 0 215 339 0 0 a a Imo_( 485.21m 0540 set 14.09 24.09 0 0 0 0 0 0 0 0 yl 12B-0suOD97 nw 2.53 2ffi 0 0 0 0 0 0 0 0 C 4A5.2mn OS50 nw 1435 22.14 0 0 0 0 0 0 0. 0 1q/ 13A-4oce 0.143 rtw 3.73 2.90 0 0 a 0 0 0 a 0 I-( 4A5. 2om 0550 rtw 1435 22.14 0 0 0 0 0 0 0 0 4AS2omd 0580 r1w 15.14 27.72 0 0 0 0 0 0 0 0 P L D 12C- 09w IIDO 0.091 0" n 238 10. 18 151 1227 0 0. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C 166- 30ad 0A32 0B4 1.76 0 0 0 0 a a 0 0 F 19A4bscp. 0295 2.89 2.04 0 0 a 0 0 0 0 0 F 19C- 19= 0.049 0.44 031 0 0 0 0 0 0 0 0 F 22A- Ipm 1.180 30.80 0.00 116 11 323 0 25 5 154 0 6 c) AED excursion 64 7 Envodopelossipri 847 642 328 128 12 a) Mittration 162 59 77 28 b) Room tenfilation 0 0 0 0 13 Internal gains Occupants@ 230 1 230 0 0 Applianoestther 0 0 Subtotal Vines 6to13) 1009 931 405 156 Less external load 0 0 0 0 Less trartsfer 0 0 0 0 Redistribution 372 228 0 0 14 Subtotal 1381 1159 405 156 loads 1 161/6 501/6 218 578 161% 50% 64 78 rDuct Total roomload I 1599 1737 469 233 Air required ( dm) 0 83 1 0 11 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 41~ wr` gtitso* t 2018-Mar-05 14.4143 AM Right- Suite®Uriversal201818.0.11 RSLI25029 Page G Bec14 - S%Lot 171 Barcelona C LHG Bed4 - S rcp Calc - MA Frort Door taoss: S wrightsoft' Right-J® Worksheet Entire House One Stop Cooling and Beating 7225 Sardsoove CourL Winer Park FL 32792 Phore: (407) 629.6920 Fax (407) 629 - 9307 Web: wwwOreStopCoolirgcom License: CAC032444 Jab: Lot 171 Barcelona C LHG Bed.. Date: 03/05/2018 By. LF/MC 1 Room name HALL STR1 2 F osed wap 0 fl 8A It 3 Room height 93 It heaUmd 93 ff heaMmol 4 5 Room dimensions Room area 1.0 x 44.0 11 44.0 fP 1.0 x 70.0 It 70.0 Ip Ty Construction U-value Or HTM Area (I12) Load Area (It% Load number Bb1h4FL+) Bwh" or perimeter (R) Bbrh) or perimeter (11) Bb1h) Heat Cod Gross NAPS Heat Cod Gross NAS Heat Cod 6 12121414w OA97 ne 2.53 2.62 0 0 0 0 0 0 0 0 4AS-2om 0550 ne 14.35 22.14 0 0 0 0 0 0 0 0 485.21in 0540 ne 14.09 23M 0 0 0 0 0 0 0 0 485-21M 0540 no 14.09 2359 0 0 0 0 0 0 0 0 11 13A4ors 0.143 no 3.73 290 0 0 0 0 74 74 278 215 4A5-2om 485.211n 1213•09w OS50 0540 0.097 ne ne se 14.35 14.09 2.53 22.14 23M 2.82 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5.2om OS50 se 1435 21.42 0 0 0 0 0 0 0 0 G 485-211n 0540 se 14.09 20.81 0 0 0 0 0 0 0 0 I- t-D 485-2trn 13A-4ors 0540 0.143 se se 14.09 3.73 2190 290 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11100 0390 se 10.18 1227 0 0 0 0 0 0 0 0 Lpl IE_-(G 12B-0s+u 4A5.20m OA97 OS50 sou SIN1435 2.53 2B2 21.42 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 485.21m 0540 sw 14.09 20.81 0 0_ 0 0 0 0 0 0 13A-40rs 0.143 suu 3.73 290 0 0 0 0 0 0 0 0 4A5.2orn 0550 sw 1435 2257 0 0 0 0 0 0 0 0 48S21n 0540 sw 14.09 24.09 0 0 0 0 0 0 0 0 t--1' 126-09N 4AS-2om 0A97 05M rtw nw 2.53 1435 2.82 22.14 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 y/ 13A-4oa 0.143 nw 3.73 2.90 0 0 0 0 0 0 0 0 C 4A5.2om 0550 nw 1435 22.14 0 0 0 0 0 0 0 0 l-f' 4A5.2omd 0.580 nw 15.14 27.72 0 0 0 0 0 0 0 0 R l_O 12C-0svu 11 D0 0A91 0390 n 238 10.18 151 1227 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C 169.30ad 0.092 0.84 1.76 0 0 0 0 0 0 0 0 F 19A41bsop 0295 2.89 2.04 0 0 0 0 0 0 0 0 F 19C-19= M049 0.44 031 0 0 0 0 0 0 0 0 F 22A-tpm _ 1.180 30.80 0M 44 0 0 0 70 8 246 0 6 c) AED emersion 0 11 Envelope loss/gain 0 0 524 205 12 a) Nitration 0 0 123 45 b) Room ventilation 0 0 0 0 13 trlternalgains Omtpanlss@ 230 0 0 0 0 Apptianombther 0 0 Subtotal pines 6 to 13) 0 0 648 249 Less external load 0 0 0 0 Lesstransfer 0 0 0 0 Redistribution 0 0 648 249 14 Subtotal 0 0 0 0 15 Duo loads 160% 50% 0 0 16% 50% 0 0 Total room load 0 0 0 0 Air required (dm) I 1 0 0 1 0 0 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. P wr`gtitad=- 2018-Mar-0514A1A322ARight-SuiteDLINvereal 2018 18.0.11 RSLI25029Aeek Page 5 G Bed4 - Slot 171 (3arcelore C LHG 8ed4 - Snp Cale - MA Front Door hoes: S wrightsofC Right-J® Worksheet Entire House One Stop Cooling and Heating 7225 Sandsoove Court, Winter Park FL 32792 Phone: (407) 629 - 6920 Fax (407) 629. 9307 Web: vwm 0 eStopCooling corn License: CAC032444 Job: Lot 171 Barcelona C LHG Bed.. Date: 03/05/2018 By. LF/MC 1 Room name BTH1 LAUN 2 Ewan 6.0 It 3S 0 3 Room height 93 0 heatbW 93 It heatbod 4 5 Room dimensons Room area 11 S x 6.0 It 69. 0 w 1. 0 x 930 0 93. 0 IF Ty Construction U-value Or HTM Area (It2) Load Area (IF) Load number BluhfiFL+) 8tullffm or Perimeter (R) Btuh) or perimeter (n) BGrh) Heat Cod Gross NrP/S Heat Cool Gross NrP/S Heat Cod 6 12B-09v 0.097 ne 2.53 222 O 0 0 0 0 0 0 a 4A54om 485- 2trn OS50 0540 ne no 1435 14. 09 22. 14 2359 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 4B5- 21m 13A- 4ors O- W 0. 143 ne ne 14. 09 3. 73 23SS 2. 90 0 0 0 0 0 0 0 0 0 33 0 29 0 107 0 83 4A5. 2om OS50 ne 1435 22.14 0 0 0 0 0 O 0 0 48S21M 1 0540 O ne se 14. 09 2S3 2359 2B2 0 0 0 0 0 0 0 0 4 0 0 0 56 0 94 0 4AS2oAS- 20 m 485- 21m OSMS50 0- w Se se 1435 14D9 21. 42 20. 81 0 0 0 0 0 O 0 0 0 0 0 0 0 0 0 0 t- D 485- 21M 13A- 4ors 11 DO 0540 0. 143 0390 se se se 14119 3. 73 10. 18 2190 290 1227 0 0 0 0 0 0 0 0 0 0 0 0_ 0 0 0_ 0 0 0 0 0 0 0 0 0 12a- ftm 0.097 sw 2.53 2.82 0 0 0 0 0 0 U 0 T-::: G' 4A5- 2om OS50 sw 1435 21.42 0 0 0 0 0 0 0 0 485- 21m 0540 sw 14119 20.81 0 0 0 0 0 0 0 0 1/ G 13A4= 0.143 sw 3.73 290 56 52 193 15O 0 0 0 0 4AS- 20m OS50 am 14M 2257 0 0 0 0 0 0 0 0 I-( 1y C 485- 21m 128- 0sw 4AS2om 0540 0. 097 OS50 sw aw rKv 14. 09 2. 53 14. 35 24D9 2ffi 22. 14 4 0 0 0 0 0 56 O 0 96 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4pl 13A-40ts 0.143 r1w 3.73 290 0 0 0 0 0 0 0 0 2 4AS2om 0550 rew 1435 22.14 0 0 0 0 0 0 0 0 4A5- 2omd 12C- 0sw 11 DO OS80 O. 091 0. 390 nw n 15. 14 238 10. 18 27. 72 1St 1227 0 107 0 0 107 0 0 254 0 0 161 0 0 98 21 0 76 21 0 181 217 0 115 262 P L- o C 16B-30ad 0.032 0.84 1.76 0 0 0 0 0_ 0 O 0 F 19A-0bsp 0295 2M 2.04 0 0 0 0 0 0 0 0 F 19C-19= 0.049 0.44 031 0 0 0 0 0 0 0 0 F 22A-IPm 1.180 30M OM 69 6 185 0 93 4 108 0 6 c) AED emwrsion 12 45 Envelope bsstain 689 420 669 509 12 a) trlrinration 93 33 54 20 b) Room ventilation 0 0 0 0 13 Internalons: Occupants@ 230 0 0 0 0 Applianoesbther 0 500 Subtotal ( lines 6 to 13) 781 453 723 1028 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 946 581 14 Subtotal 781 453 1670 1609 15 Dud loads 1 1sv- 50% 123 226 16% 50% 263 802 Total room load 904 679 1933 2411 Air required (dm) 0 33 1 1 0 116 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. P1,- wr1_g tsofR- 2018-Mar-05 MAI113 A ^ -" "^' RigtVSuite8Un1versa120i818.0.11 RSL125029 Page6 G Bed4 - S%Lot 171 Barcelona C LHG Bed4 - Snp Cale - M18 Front Door faces: S wrighttsof - Right-J® Worksheet Entire House One Stop Cooling and Ideating 7225 Sands000e CoLrt, Wirter Parr FL 32792 Phore: (407) 629 - 6920 Fax (407) 629 - 9307 Web: wmm0rsStopCoolirgmm Ucense: CAC032444 Job: Lot 171 Barcelona C LHG Bed.. Date: 03/0S/2018 By. LF/MC 1 Room name WED Mr01 2 Ewall 46.0 It 35 ft 3 Room height 9.0 It heat/000l 9.0 It heattool 4 5 Room dimensions Room area 1. 0 x 3203 ft 3203 IF 3. 5 x 55 ft 193 1F Ty Construalon U-value Or HTM Area Load number BWhfffL*n BUh#M or padm (ft) Bluh) orpadmeter (ft) Binh) Heat I Cool Gross NIPS Heat Cool Gross NiP/S Heat Cod 6 12B-09w 4A5. 20m 485- 21n 0D97 0550 0540 ne no ne 2. 53 1435 14. 09 2. 82 22. 14 2359 117 0 0 117 0 0 296 0 0 330 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 485- 211n 13A- 4o s 0540 0. 143 ne ne 14. 09 3. 73 23SS 2. 90 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1-! 4AS-20m 485. 21m 05W 0540 OD97 ne ne so 1435 14D9 253 22. 14 2359 2B2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vh128.096v 4AS- 20m 485- 21n 05W 0- w se as 1435 14. 09 21A2 20. 81 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W l-- D 485- 21m t3A- 4ors 11130 0- w 0. 143 0390 se so se 14A9 3. 73 10. 18 2190 290 1227 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 128- ftw 4AS- 2om OD97 0550 sw sw 253 1435 2. 82 21. 42 149 15 134 2 338 215 376 321 0 0 0 0 0 0 0 0 4B5- 2lm 13A- 40ts 4AS- 20m 0540 0. 143 05W sw. sw 9w 14. 09 3. 73 1435 20. 81 290 2257 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Gt-- G yl L-- G 4a& 2(m 128- 0sw4A5- 2om 0540 OD97 O.& W sw rtw nw 14. 09 253 14M 24A9 2. 82 22. 14 0 149 30 0 119 0 0 300 431 0 334 664 0 32 0 0 32 0 0 80 0 0 89 0 1/ 1 13A- 40cs 4AS- 2om 0. 143 0. 5w rrw nw 3. 73 1435 290 22. 14 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 G 4A5.2omd 12C- 09w 1100 0580 OD91 0390 rrw n 15. 14 238 10. 18 27. 72 151 1227 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 P I_ o C 16&30ad 0.032 OB4 1.76 320 320 267 563 19 19 16 34 F 19A-01scp 0295 229 204 124 124 358 252 0 0 0 0 F 19C-1905m 0.049 0.44 021 0 0 0 0 0 0 0 0 F 22A-1pm 1.180 30.80 0D0 0 0 0 0 0 0 0 0 6 c) AED ex urdon 178 6 E- dopa loss/ n 2206 3019 96 117 12 a) Infiltration 687 248 52 19 b) Room %en61allon 0 0 0 0 13 Internal gain& Omtpartts@ 230 2 460 0 0 ApplianoesWer 0 0 SubloW ( lines 6 to 13) 28M 3727 148 136 Less eAsmal load 0 0 0 0 Less transfer 0 0 0 0 Redisoibudon 0 0 0 0 14 Subtolal 2893 3727 148 136 15 Dud loads 1 15% 38%1 421 1418 15% 386/. 22 52 Total room load I I 3314 5145 1 170 187 Air required (dm) 0 247 1 0 9 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 04- 2018-Mar-o514Al03 Righ- Stite®Urfwsal201818.0.11 RSL125029 Pagel G Bed4 - S%Lot 171 Barcelona C LHG Bed4 - S.np Calc -" Frort Door faces: S wrightsofC Right-J® Worksheet Entire House One Stop Cooling and Heating 7225 Sardsome Court, Witter Park FL 32792 Phone: (407) 629 - 6920 Fax (407) 629 - 9307 Web: MwvwOneStopCoolingcom License: CAC032444 Job: Lot 171 Barcelona C LHG Bed.. Date: 03/OS/2018 By. LF/MC Room name MBTH MAC 2 FMall 21 S 8 8.0 It 3 Room height 91) It heattool 9.0 R heaUmol 4 5 Room dimensions Room area 1. 0 x 136D It 136D ( F 105 x 8.0 f1 84D fly Ty Construction number U- value Btuh4fLn or HTM BU MM Area ( fly or perimeter (It) Load BWh) Area ( fe) a perimeter M Load Bn1h) Heat Cool Gross NAS Heat Cod Gross NrP/S Heat Cool 6 12B-Osw 4A5- 2om 4B5- 2trn 0. 097 0550 0540 no na ne 2. 53 1435 14DS 2. 82 22. 14 23SS 104 0 6 98 0 0 247 0 85 275 0 142 0 0 0 0 0 0 0 0 0 0 0 0 G G l 1, 4BS2hn 13A- 4o s 0540 0. 143 ne ne 14419 3. 73 2359 2M 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5- tom 48S211m 12B- 09w 0550 0540 M097 no ne se 1435 14. 09 2. 53 22. 14 2359 2. 82 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ill------ IGG 4AS- 2om 4 0,21m 0550 0540 se se 14M 14DS 21A2 2081 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 495. 2(m 13A- 4ots 0540 0. 143 se se 14. 09 3. 73 2190 290 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11130 0390 se 10.18 1227 0 0 0 0 0 0 0 0 G t-- G 12B- 0av 4A5. 2om 0. 097 OS50 am sw 2. 53 1435 2. 82 21. 42 0 0 0 0 0 0 0 0 72 0 72 0 182 0 203 0 485- 2(m 0540 sw 14D9 20.81 0 0 0 0 0 0 0 0 13A- 40rs 4A5- 2om 0. 143 0550 sm sw 173 1435 290 2257 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 t- G 4B5. 2(m 12B- 09w 4AS- 2om 0540 0. 097 0550 sw rkv nw 14. 09 2S3 14. 35 24. 09 2. 82 22. 14 0 90 0 0 90 0 0 228 0 0 254 0 0 0 0. 0 0 0 0 0 0 0 0 0 1ql 1-- 1 G 13A- 40rs 4AS- 2om 0. 143 OS50 rKv nw 3. 73 1435 290 2214 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5- 2omd 12C 09m 11D0 OS80 0A91 0390 roar n 15. 14 238 10. 18 27. 72 15, 1227 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 R L- o C 168.30ad OA32 0.84 1.76 136 136 114 239 84 84 70 148 F 19A-0bscp0295 2.89 2.04 0 0 0 0 0 0 0 0 F 19C-19rsm 0A49 0.44 031 0 0 0 0 0 0 0 0 F 22A-tpm 1.180 30M 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 43 17 Emmlope lossgain 673 866 252 334 12 a) Infiltration 321 116 120 43 b) Room Mentilmon 0 0 0 0 13 hnemalgairs: Omlpants@ 230 0 0 0 0 Appliancesblher 0 0 Subtotal pines 6 to 13) 994 982 372 377 Less external load 0 0 0 0 Lesstransfer 0 0 0 0 Redistribution 212 270 0 0 14 Subtotal 1206 1252 372 377 Dud loads I 1s% 38%1 176 477 15% 38% 54 144 r Total room load I 1381 11729 426 521 Air required (dm) 0 83 1 1 0 25 Calculations approved by ACCA to meet all requirements of Manual J f3th Ed. wrlgFetsoft- 2018-Mar-0514:4103 Right- SiteDUriversal2018 i8.O.li ASU25029 Page G Bed4 - Slot 171 Barcelona C LHG Bed4 - Siup Cale. MA Front Door laoss: S wrightsoft, Right -A) Worksheet Entire House One Stop Cooling and Heating 7225 Sarldsceve Coot Winter Parr FL 32792 Phone: (407) 629 - 6920 Fax (407) 629 - 9307 Web: mmouOnlsStopCoolirg com License: CA0032444 Job: Lot 171 Barcelona C LHG Bed... Date: 03/OS/2018 By. LF/MC Room name BED3 2 Ewall Iss a o n 3 Room height 9D fl tleattool 9.0 It heattool 4 5 Room dimensions Room area 1. 0 x 144.0 ft 144D III 35 x 5.0 0 175 IP Ty Construction U-value Or HTM Area (Ili Load Area (rj2) Load number BUMP-°F) BWFNM or perimeter (fl) BWh) or perimeter (R) Btuh) Heat Cool Gross NAS Heat Cod Gross NiP/S Heat Cool 6 12B-0sw OA97 ne 2.53 2.82 104 89 224 249 0 0 0 0 4A5- 2om 485- 21m 0S50 0. 540 ne ne 14. 35 14. 09 22. 14 2359 15 0 0 O 215 0 332 0 0 0 0 0 0 0 0 0 11 485. 21m 13A4ols 0540 0. 143 ne ne 14. 09 3. 73 23SS 2M 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4AS20m 485. 21M 126- 09N OSM 0540 U97 ne ne se 1435 14D9 253 22. 14 23M 2. 82 0 0 72 0 0 68 0 0 172 0 0 192 0 0_ 0 0 0 0 0 0 0 0 0 0 G 4A5-2om 4B56- 21n 0550 0540 se Se 1435 14M 21 A 20, 81 0 4 0 1 0 56 0 83 0 0 0 0 0 0 0 0 I--G I fly 485- 21m 3A- 4o6 0540 0. 143 Se se 14D9 173 21 M 2. 90 0 0 0 a 0. 0 0 0 0 O 0 0 0 o 0 0 t— o 1100 0390 se 10.18 1227 0 0 0_ 0 0 0 0 0 12B. 09m 4A5. 2om 0. 097 ISM Sw Sw 253 1435 282 21. 42 0 0 0 0 0 0 0 0 0 a 0 0 0 0 0 0 l E— la 485- 21M 13A- 40cs 4A5- 20m 0- w 0. 143 0550 sar am sm 14D9 3. 73 1435 20. 81 2. 90 2257 0 0 0 0 0 a 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a 0 0 I—( t— C 4B5- 21M 12B- 09w 4A5. 2om 0540 OD97 ISM 9N r1w rvw 14DS 2S3 1435 24D9 2. 820 2214 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1ql 3A-4as 0.143 nw 3.73 2.90 0 0 0 0 0 0 0 0 I-- li I—(' 4A5. 20m OLM nw 1435 22.14 0 0 0 0 0 0 0 0 4A5. 2omd 12C- 09w 11130 0sw 0091 03M r1w n 15. 14 238 I0. 18. 27. 72 151 1227 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 P l_ 0 C 16B•30ad 0A32 0.84 1.78 144 144 120 253 18 18 15 31 F 19A4 3acp 0295 r US 2.04 16 16 46 33 0 0 0 0 F 19C-19c= 0A49 0.44 031 0 0 0 0 0 0 0 0 F 22A-1pm 1.180 30M ODO 0 0 0 0 0 0 0 0 6 c) AED exausion 62 t Envelope lossrgain 834 1080 15 29 12 a) Nitration 291 105 0 0 b) Room ventilation 0 0 0 0 13 Internal gain& Ooslpams@ 230 1 230 0 0 Appliancesbther 0 0 subtotal Pines 6to13) 1126 1415 15 29 Less extanlalload 0 0 0 0 Less transfer a 0 0 0 Redistribution 172 220 15 29 14 Subtotal 1298 1635 0 0 15 Dud loads 1 15% 38%1 189 622 15% 38% 0 0 Total room load I I 1487 2258 0 0 Air required (dm) a 108 1 1 0 0 Calculations approved byACCAto meet all requirements of Manual J 8th Ed. wrlghtsoft- 2018-Mar-0514:41t)3 Righ• Sulte®Uriversa1201818.0.11 RSU25029AM Page9G Bed4 - S%Lot 171 Barcelona C LHG Be& - S rvp MA - MFrontDoor faces: S 4 wrightsoft• Right-J® Worksheet Entire House One Stop Cooling and Heating 7225 Sardsmoe Court Wirter Pad4 FL 32792 Phone: (407) 629 - 6920 Fare (407) 629.9307 Web: wwwOreStopCoolirg.com license: CAC032444 Job: Lot 171 Barcelona C LHG aed.. Date: 03/OS/2018 By. LF/MC 1 Room name BEN BTH3 2 6pose0 Val 27D It 6.0 ft 3 Room heigM 9.0 R heaUbool 9.0 n heaNmol 4 5 Room dimensions Room area to x 1435 R 1435 IF 6.0 x 55 ft 33.0 IP Ty I Construmon number U-value BtuttAP-°9 Or HTM BWh4M Area (fP) or perimeter (ft) Load Btuh) Area (W) or perimeter (ft) Load Bath) Heat Cool Gross NiP/S Heat Cod Gross NnP/S Heat Cool 6 1ql t 4A5-toAS-20m 485.211M OA97 0.550 0540 no no ne 253 1435 14.09 2.8218 22.14 2359 0 0 18 0 0 46 0 0 Si 0 0 0 0 0 0 0 0 0 0 0 0 0 0 G G 11 485.2dn 13A-40Cs 0540 0.143 ne ne 14.09 3.73 23s9 290 0 0 0 0 0 0 0 0 0 0 0_ 0 0 0 0 0 1 4As-2om 4B5.21m 12B.Claw OS50 0.540 0.097 ne ne se 1435 14.09 253 22.14 2359 2.82 0 0 95 0 0 8O 0 0. 201 0 0 224 0 0 54 0 0 48 0 0 122 0 0 135 t 1---.( 4A5-2om 485.21m 0550 0540 se se 14.35 14.09 21.42 2081 1s 0 2 0 215 0 321 0 0 0 0 0 0 0 0 0 1qI O 485.2fm 13A-40M 11 DO 0540 0.143 0390 se se se 14.09 3.73 10.18 2190 290 1227 0 0 0 0 0 0 0 0 0 0 0 0 6 0 0 1 0 0 85 0 0 131 0 0 12B-09w 4A5-20m 0.097 0550 am SIN 2.53 14M 222 21.42 131 0 131 0 330 0 368 0 0 0 0 0 0 0 0 0G G 1 l 485-21n 13A-40rs 4A5.2om 0S40 0.143 Osw Sw sw sw 14DS 3.73 1435 20B1 2.90 2257 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1-( yl G 4B5-2fm 12B-0Sw 4AS-20M 0540 OD97 0550 sir rtw nw 14D9 253 1435 24A9 2.82 2214 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 y/ C 13A-40ts 4A5.2om 0.143 0550 nw nw 3.73 14M 290 22.14 0 o 0 O 0 0 0 0 0 0 0 0 0 0 0 0 I-( P L-a 4A5.2omd 12C-09nr 11 DO OS80 0.091 0.390 nw n 15.14 238 10.18 27.72 151 1227 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C 16B-30ad OD32 0B4 1.76 144 144 120 252 33 33 28 58 F 19A-Obsrp 0295 r 229 2.04 0 0 0 0 0 0 0 0 F 19C-19csoo 0.049 0.44 031 89 89 40 28 33 33 15 10 F 22A-4pm 1.180 30.80 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 29 39 Errvelope lossbain 252 1273 248 374 12 a) Indhradon 403 146 90 32 b) Room %entilation 0 0 0 0 13 Iroemalgains Occupants@ 23o 1 230 0 0 Applia 0 1 0 Subtotal (lines 6 to 13) 1355 1648 338 406 Less extemal load 0 0 0 0 Lesstransfer 0 0 0 0 Redistribudon 5 10 0 0 14 Subtotal 1360 1659 338 406 15 Dud loads 1 15%1 381/6 198 631 15% 38% 49 155 Total room load I I 15591 2290 387 561 Air required (dm) 0 110 1 0 27 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. t- wrr`- 201 8-Mar-05 14 Al M AMM RigitSute®UrMrsal20t8 18.0.11 RSU25029 Page 10 G Bed4 - Slat 171 Barcelona C LHG Bed4 - Snp Calc. ME. Frort Door faces: S wrighttsoft, Right-J® Worksheet Entire House One Stop Cooling and Heating 7225 Sardsmve Court. Winter Park FL 32792 Phore: (407) 629. 6920 Fax: (407) 629.9307 Web: wmmOreStopCoolirg oom License: CAC032444 Job: Lot 171 Barcelona C LHG Bed.. Date: 03/05/2018 By. LF/MC 1 Room name TOP STR2 2 Ewall 15.0 ft 75 ft 3 Room height 9.0 It heat/000l 9.0 ft heall000l 4 Room dimensions 55 x 75 It 135 x 75 it 5 Room area 413 fF 1013 re Ty Consrumon number U- value BluhM -- g Or HTM Bn+ hfln Area ( ftM or perimeter (ft) Load Bluh) Area ( fF) or Perimeter (ft) Load BWh) Heat Cool Gross NrP/S Heat Cod Gross NAS Heat Cool 6 12B-09w 0.097 no 2.53 252 68 68 171 190 68 53 133 148 4A5. 2om 0550 ne 1435 22.14 0 O 0 0 0 0 0 0 GG L- 485. 2(m 0540 ne 14.09 2359 0 0 0 0 0 0 0 0 4BS2( m 0540 no 14A9 2359 0 0 0 0 15 0 211 354 11 13A-4ocs 0.143 no 3.73 2.90 0 0 0 0 0 0 0 0 4A5. 2om 0550 ne 14.35 22.14 0 0 0 0 0 0 0 0 48S21m 0540 ne 14.09 23-W 0 0 0_ 0 0 0 0 0 12B4) 96v 0.097 se 253 2.82 50 44 110 123 0 0 0 0 4A5- 2om 0550 se 1435 21.42 0 0 0 0 0 0 0 0 435. 21m 0540 Se 109 20.81 0 0 0 0 0 0 0 0 485- 2(m 0.540 se 14D9 21 SO 6 1 85 131 0 0 0 0 1ql 3A-4as 0.143 se 3.73 2.90 0 0 0 0 0 0 0 0 L- D 11 DO 0390 se 10.18 1227 0 0 0 0_ 0 0 0 0 12B- Osm 0.097 sm 2.53 2.82 18 18 46 51 0 0 0 0 4A5- 2om 0550 sow1435 21.42 0 0 0 0 0 0 0 0 I 2 4BS-21m 0540 sm 14D9 20.81 0 0 0 0 0 0 0 0 1pl F-- G 13A- 40rs 0.143 sm 3.73 2aO 0 0 0 0 0 0 0 0 4A5. 20m O-M% 9w 1435 2257 0 0 0 0 0 0 0 0 I 4B5-21M 0540 sm 14.09 24D9 0 0 0 0 0 0 0 0 yl 12B•09m OD97 nw 253 2.82 0 0 0 0 0 0 0 0 I-- G 4A5.2om 0550 rvw 1435 22.14 0 0 0 0 0 0 0_ 0 4pl 13A-40cs 0.143 nw 3.73 2.90 0 0 0 0 0 0 0 0 G 4A5-2om 0SM nw 1435 22.14 0 0 0 0 0 0 0 0 ILa 4A5-2omd 0580 nw 15.14 27.72 0 0 0 0 0 0 0 0 R l D 12C- 09w 11 DO OD91 0390 n 238 10. 18 151 1227 0 0 0 0 0 0_ 0 0 0 0 0 0 0 0 0 0 C 16B-30ad 0D32 0.84 1.76 41 41 34 73 101 101 85 178 F 19A-0bslp 0295 2.89 IN 0 0 0. 0 0 O 0. 0. F 19C-19csm 0.049 0.44 031 41 41 18 13 0 0 0 0 F 22A-Ipn 1.180 30.80 OAO 0 0 0 0 0 0. 0 0 6 c) AED excursion 27 30 Ernelope losstgain 464 607 429 650 12 a) Infiltration 224 81 112 40 b) Room %entilabon 0 0 0 0 13 In wW gains: Ooatpants@ MO 0 0 0 0 A430mncestew 0 0 Subtotal Vines 6to13) 688 688 541 690 Less edemalload 0 0 0 0 Lesstransler 0 0 0 0 Redistribution 0 0 541 690 14 Subtotal 688 688 0 0 15 Dud loads 1 151/6 38%1 100 262 150% 38% 0 0 Total room load I I 788 950 0 0 Air required (dm) 0 46 1 1 0 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 04- wvr`ghtsoft- 2018-Mar-05 14:41 A3 At& Right-Sute®Uriversal2018 18.0.11 RSU25029 Page 11 G Bed4 • S,LoI 171 Barcelona C LHG Bed4 . S r p Cale -" Front Door taces: S Static Pressure Friction RJob: Lot 171 Barcelona C LHG... wrightsoft° ressure anonate Date: 03/ 05/2018 Entire House By. LFIMC One Stop Cooling and Heating 7225 Sardsmve Cool. Winter Park FL 32792 Phone: (407) 629 - 6920 Fax (407) 629.9307 Web: wmmOneStopCoolirg oom License: CAC032444 For: Park Square Homes 3905 Saltmarsh Loop, Sanford, FL Heating Cooling in H2O) in H2O) External static pressure 0.50 0.50 Pressure losses Coil 0 0 Heat exchanger 0 0 Supply diffusers 0.03 0.03 Return grilles 0.03 0.03 Filter 0. 10 0.10 Humidifier 0 0 Balancing damper 0 0 Other device 0 0 Available static pressure 0.34 0.34 Total• supply Retum ft) ft) Measured length of run -out 12 9 Measured length of trunk 69 7 Equivalent length of fittings 170 40 Total length 251 57 Total effective length 307 FrictionRate Heating Cooling in/100ft) in/100ft) Supply Ducts 0.111 OK 0.111 OK Return Duds 0.111 OK 0.111 OK Fitting Equivalent LengthDetails Supply 4X-- 35,11 A=20,11 G--5,11 G--5,11 A=20,11 K=20, 11 1=1 0, 11 G=5,1 A--35,11 G--5,11 G--5,11 Gam: TotalEL=170 Return 6M= 20,11 Gam, 5E1=10,11 Gam: Total EL=40 wrightsoft• 2018- Mar-05 14:4145 A .w.• ... ,. ., Righ- Sute®Universal 201818.0.11 RSLI25029 Page 1 G Bed4 - Slot 171 Barcelona C LHG Bed4 - Snv Cale . KUB Front Door faces: S Duct System SJob: Lot 171 Barcelona C LHG ... wrightsoft' y Summary Date: 03/05/2018 Entire House By. LFnMc One Stop Cooling and Heating 7225 Sardsoove Cowl. Winter Park, FL 32792 Phone: (407) 629.6920 Fax: (407) 629 - 9307 Web: wwwOneStopCoolirgmm License: CA0032444 For: Park Square Homes 3905 Saltmarsh Loop, Sanford, FL External static pressure Pressurelosses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (GEL) Heating 0. 50 in H2O 0. 16 in H2O 0. 34 in H2O 0. 277 / 0.063 in H2O 0. 111 in/100ft 0 clm 307 Cooling 0. 50 in H2O 0. 16 in H2O 0. 34 in H2O 0. 277 / 0.063 in H2O 0. 111 in/100ft 1567 cfm Name Design Btuh) Htg cfm) Gg cfm) Design FR Diam in) H x W in) Dud Mal Actual Ln ( ft) Ftg. Egv Ln ( ft) Trunk BED2 c 1737 0 83 0.133 6.0 Ox 0 VIFx 57.7 150.0 st3 BED3 c 2258 0 108 0.168 7.0 Ox 0 VIFx 29.7 135.0 sty BED4 c 2290 0 110 0.161 6.0 Ox 0 VIFx 32.2 140.0 st5 BTH1 c 679 0 33 0.131 4.0 Ox0 VIFx 62.2 150.0 st3 BTH3 c 561 0 27 0.171 4.0 Ox 0 VIFx 27.2 135.0 st5 DIN c 3136 0 150 0.111 7.0 Ox 0 VIFx 80.7 170.0 St4 GATH c 3060 0 147 0.111 7.0 Ox 0 VIFx 80.2 170.0 s14 GAT}+ A c 3060 0 147 0.116 7.0 Ox 0 VI Fx 74.7 165.0 st4 Krr c 2628 0 126 0.111 7.0 Ox 0 VIFx 79.7 170.0 st4 LAUN c 2411 0 116 0.137 6.0 Ox 0 VIFx 57.7 145.0 st3 LOFT c 2109 0 101 0.228 6.0 Ox 0 VIFx 16.5 105.0 st2 MBED- A c 5145 0 247 0.175 9.0 Ox 0 VIFx 33.2 125.0 st6 MBTH c 1729 0 83 0.177 5.0 Ox 0 VIFx 31.2 125.0 st6 MTol c 187 0 9 0.192 4.0 Ox 0 VIFx 29.5 115.0 st6 WIC c 521 0 25 0.175 4.0 Ox 0 VIFx 33.1 125.0 st6 T013 c 950 0 46 0.170 4.0 Ox 0 VIFx 28.3 135.0 st5 WIC c 233 0 11 0.129 4.0 Ox 0 VI Fx 64.4 150.0 st3 wrightsoR' 2018-Mar-0514A1 45 A . w .._ .,..., Right-SU" Uriversal 2018 18.0.11 RSU25029 Page 1 G Bed4 - Slot 171 Barcelone C LHG Bed4 - Snp Cale- KW Front Door faces: S Supply Trunk Detail Table Name Trunk Type Htg dm) Clg dm) Design FR Veloc fpm) Diam in) H x W in) Duct Material Trunk st1 PeakAVF 0 812 0.111 582 16.0 0 x 0 VinlFlx St4 PeakAVF 0 570 0.111 725 12.0 0 x 0 VnIFIX st3 st3 PeakAVF 0 812 0.111 760 14.0 0 x 0 VnIFIX sti st5 PeakAVF 0 290 0.161 532 10.0 0 x 0 VnIFIX st2 s16 PeakAVF 0 363 0.175 666 10.0 0 x 0 VnIFIX st2 st2 PeakAVF 0 755 0.161 706 14.0 0 x 0 vnIFIX Grille Htg Clg TEL Design Veloc Diam H x W Stud/Joist Dud Name Size (in) dm) dm) ft) FR fpm) in) in) Opening (in) Mad Trunk rb7 Ox 0 0 181 56.8 0.111 409 9.0 Ox 0 VIFx rt3 rb2 Ox 0 0 211 37.7 0.167 789 7.0 Ox 0 VIFx rb1 I Ox 0 1 01 11761 52.3 1 0.1201 665 18-01 Ox 0 1 VIFx I rt3 Return Trunk Detail Table Name Trunk Type Htg dm) Gg dm) Design FR Veloc fpm) Diam in) H x W in) Dud Material Trunk rt3 PeakAVF 0 1356 0.111 622 20.0 0 x 0 VnIFIX wrightsoft• 2016-Mar-OS 14:41 1.05 w.,.<......,,<..., Rgh-Sute®Uriversal201818.0.11 RSLI25029 Paget MCA ._G aed4 - Stot 171 Barcelona C LHG 8ed4 . Snp Calc - M2 Frort Door faces: S 2017 - AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot 171 Barcelona C LHG Bed4 - S Builder Name: Street: 3905 Saltmarsh Loop Permit Office: City of Sanford City, State, Zip: Sanford , FL , Permit Number: Owner: Park Square Homes Jurisdiction: 691500 Design Location: FL, Orlando COMPONENT AIR BARRIER CRITERIA INSULATION INSTALLATION CRITERIA General A continuous air barrier shall be installed in the building envelope. Air -permeable insulation shall requirements The exterior thermal envelope contains a continuous air barrier. not be used as a sealing material. Breaks or joints in the air barrier shall be sealed. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with The insulation in any dropped ceiling/soffit the insulation and any gaps in the air barrier shall be sealed. shall be aligned with the air barrier. Access openings, drop down stairs or knee wall doors to unconditioned attics aces shall be sealed. Walls The junction of the foundation and sill plate shall be sealed. Cavities within corners and headers of frame walls The junction of the top plate and the top of exterior walls shall be shall be insulated by completely filling the cavity with sealed. a material having a thermal resistance of R-3 per inch Knee walls shall be sealed. minimum. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Windows, skylights The space between window/door jambs and framing, and and doors skylights and framing shall be sealed. Rim joists Rim joists shall include the air barrier. Rim joists shall be insulated. Floors The air barrier shall be installed at any exposed edge of Floor framing cavity insulation shall be installed to including insulation. maintain permanent contact with the underside of above -garage subfloor decking, or floor framing cavity insulation and cantilevered shall be permitted to be in contact with the top side floors) of sheathing, or continuous insulation installed on the underside of floor framing and extends from the bottom to the top of all perimeter floor framing members. Crawl space walls Exposed earth in unvented crawl spaces shall be covered with Where provided instead of floor insulation, insulation a Class I vapor retarder with overlapping joints taped. shall be permanently attached to the crawlspace walls Shafts, penetrations Duct shafts, utility penetrations, and flue shafts opening to exterior or unconditioned space shall be sealed. Batts in narrow cavities shall be cut to fit, or narrow Narrow cavities 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 spac as. Recessed lighting Recessed light fixtures installed in the building thermal envelope Recessed light fixtures installed in the building shall be sealed to the drywall. thermal envelope shall be air tight and IC rated. 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 Aylpntl behind pillann and wiring. Shower/tub The air barrier installed at exterior walls adjacent to showers and Exterior walls adjacent to showers and tubs shall on exterior wall tubs shall separate them from the showers and tubs. be insulated. Electrical/phone box or The air barrier shall be installed behind electrical or communication exterior walls 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. Concealed When required to be sealed, concealed fire sprinklers shall only be sprinklers sealed in a manner that is recommended by the manufacturer. Caulking or other adhesive sealants shall not be used to fill voids a. In addition, inspection of log walls shall be in accordance with the provisions of ICC-400. 3/5/2018 2:47 PM EnergyGauge® USA - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 1 of 1 Level 1 t i 1 10X10.2 147cfm GATH 7• f it 1oX10.2 147ctrn'- rr AFh Al 1 BED2 10X8 t 83idrn aQrw6mE 1 SX4 4- \ I 6. elm DV V11N 11 1=1 I10Ix 1, 0 EF1 VrW RE Ar-1:4A TOJ 16.0 SEER HP. F • ., II BTH1 y I I DIN 10X8 150 chm 32 7al KIT rl p'•a26•am-• ..•0 a12- ` STR1 F. G .nwm 9F681` "'01E-t I 1 6 —FFOY-• ., i4_ •11 a LAUN d ' re-ff` . U I I OFl. I rim 1 ` $ t fi151 14' 14' i 1 1 t r- L- GARAGE i ts 1 I 1 I I i t1 t ! t Job #: Lot 171 Barcelona C LHG Bed4 - Performed by LFMIC for: Park Square Homes EFt - 50 CFM Fan EF2 - 80 CFM Fan EF3 - 110 CFM Fan EFL1 - 50 CFM Fan EFL2 - 80 CFM Fan EFL3 - 110 CFM Fan VrR - \knt io Roof VIW - Vent to Wad DV = Dryer Vent RV - Range Vent Uneset Chase — — Condensate — Thermostat 18/8 O SRB - Smad Reduction Box LAB - Large Reduction Box FBB - Reid Built Box One Stop Cooling and Heating 72Z Sandsoove Court Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 wAwOneStopCooling.com Scale: 1 : 117 Page 1 Right -Suite® Universal 2018 18.0.04 RSIJ16202 2017-Dec-01 15:47:15 004 Barcelona A LHG Bed4 - S.rup EFt . 50 CFM Fan EF2.80 CFM Fan EF3 . MUM Fan EFL1 .50 CFM Fan ER-2.80 CFM Fan EFL3.110 CFM Fan VTR . Vem to Pool VrW . vem to wall OV . Dryer Vent RV. Range lent . Lineset Chase — — Condensate — Themwstat 18/8 O SRB. Small Reduction Box LRB . Large Reduction Box FBB . Field Buid Box Job #: Lot 171 Barcelona C LHG Bed4 - S Performed by LF/MC for: Park Square Homes Level 2 One Stop Cooling and Heating 7M Sandsoove Court Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 wmmOneStopCooling.com Scale: 1 : 117 Page 2 Right -Suite® universal 2018 18.0.04 RSU16202 2017-Dec-01 15:47:15 004 Barcelona A LHG Bed4 - Srup ly,vil" kdvantage Plumbing, Ltcense # GEC oS-7? s IV Name h 1 3 Iiextattare 3 ae gu toti s c q A gRTn3E u 2 #8- V)` fir" t Vr`' 3 3y vV/ 4) # A ylf Av N t/jy 3 ti Siy 3Ap P4 3 Sµ h 1-i-"3 KECURD C:UPY DESCRIPTION AS FURNISHED: Lot 171, WYNDHAM PRESERVE, as recorded in Plat Book 81, Pages 93 through 102 of the Public Records of Seminole County, Florida. PLOT PLAN FOR/CERTIFIED TO: Park Square Enterprises, LLC (a Delaware Corporation); Winderweedle, Haines, Ward & Woodman, PA; Attorneys' Title Insurance Fund; Bank of America 1 1 LOT 165 LOT 164 LOT 163 8P IS - 1y73 ' N840.001,E rMINI&DATE42 B__. 20.00' 20.00' Ok to construct single family home LOT 171 - with setbacks and impervious area PTC shown on plan. 53.1 °lo cv. 14.0. 5.00' LANAI I Kn 23012 '-&yce to yno. - C., &L s.00' 16.0, 3'0AC PROPOSED RESIDENCE P 2392-BARCELONA-C O 2 CAR GARAGE LEFT O O O O O 00LOT170 O COV'0. 0 0 LOT 172 ENTRY O ttj 8.0' 1 5.00' tq h CV O aN 5.00, 16 DRIVE r 25.00 5.00' N89'40'51 E `'dp 10' UnL ESMT PC A 116.00' 04j WALK U SETBACKS AS FURNISHED N89'40'51 'E' FRONT 25'(•) 40.00' REAR n 20' SIDE 5- (60' LOT) SAL TMAR SH LOOP 10' (75' LOT) 50' PRIVATE R/W SIOE STREET - 25' (60' & 75' LOT) 15' (40' LOT) 25' FRONT SETBACK CAN BE REDUCED TO 20' ON CERTAIN LOTS. NO MORE THAN PLOT PLAN ONLY 2) IN SUCCESSION AT 20' AND A MINIMUM PLOT PLAN AREA CALCULATIONS NOT A SURVEY OF (2) IN SUCCESSION AT 25' TOTAL LOT AREA 4,400 t SOUARE FEET PROPOSED = FINSHED SPOT GRADE ELEVATIONS FLATWORK ON/OFF LOT - TOTAL f SOUARE FEET FLATWORK . ' PER DRAINAGE PLANS G DRIVE 4001 1 10- 510 t SOLIARE FEET FOUNDATION/PAD 1.541 f SOUARE FEET PROPOSED DRAINAGE FLOW WALKS 691200- 269 t SOUARE FEET REAR PATIO 1 17 t SOUARE FEET LOT GRADING TYPE A i Qo FRONT PORCH DECK 99 t SQUARE FEET O SOD 2.0631 130 - 2.193 f SOUARE FEET POOL DECK N/A f SOUARE FEETPROPOSEDF.F. PER PLANS = 30.5' Q *NOTE.* FRONT SIDEWALK AND STREET LOCATION TAKEN FROM PLANS PRONDED BY CLIENT ' NOT nELO VERIFIED CRUISENMETYETR-SCOTT CX, ASSOC., INC. - LAND SURVEYORS LCGC"D - Lc6aD - P • PLAt PAL, • POINT ON LINE 5400 E. COLONIAL DR. ORLANDO. FL. 32807 (407)-277-3232 FAX (407)-658-1436 r • rIELD TTP. • TYPICAL IA. • IRON PIP[ PAr-= • POINT Or RLVERtCONMIU[ CURVATURE 1. THE UNDERSIGNED DOES HEREBY CDMVY THAT THIS SURVEY MEETS THE STANDARDS OF PRAC= SET fORTH BY ME FLORIDA BOARD OFIR. IRON ROD PAIL • POINT Or COIMOUND CURVAtURt C.N. CONCRCfE NONNCNI RAIL •RADIAL PROFFSSRTNN. SURVEYORS AND NIPPERS W CHAPTER SI-17 fLOR/0A AOYWISTILIfNE CODE PUR5114/F TO SECtR)N 472.027, FLORIDA SGTVfS SCT IA. • 1/2' LA •/BLB 4596 NR. • AON-RADIAL t UNLESS EMBOSSED WITH SURVEYORS =NATLW AND ORIGINAL RAISED SEAL THIS SURVEY MAP OR COMES ARE HO VALID. REC. RCCOVCRCO VP. VIfNESS POINT A THIS SURVEY WAS PREPARED FROM MLE INFORMATION FURNISHED TO THE SURVEYOR. MERE MAY BE OTHER RESTRICOONS PAL • POINT Or [GINNING CALL CALCULATCO OR EASELIEMS IMF AfFEC DOS PROPERTY. . P.= • POINt Or CONKENCCNCNT P.R.H.• PERNAHENT REFERENCE NONIMCNT 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. H NAILCENICALDCS BF. BUILDING BOOR E LINE OI a MI5 SURVEY IS PREPARED FOR THE SOLE man OF THOSE Comm t0 AND SNOULO NOT BE Re" UPON BY ANY OTHER ENOrY. R/ • NAIL L r-W BSA. BUILDING SETBACK LILAC R/v . RIGHT -Or -WAY BN, • BENCHMARK 0. OIMLNSRINS SHOWN MR THE LOCATION OF WPROVEMENtS HEREON SHOULD NOT BE USED to RECONSTRUCT BOUNDARY LINES. ESHT. EASENENt LL USE BEARING 7. BEARNIS. ARE BASED ASSUMED DAWAI AND ON THE LINE SHOWN AS 819E BCAMAIC (&B.) DRAIN, DRAINAGE 8 ELEVATIONS. IF SHOWN ARE BASED ON NADONAL CEODEDC VERTICAL DATUM OF 192D. UNLESS OFUCIMSE NOTED. UTIL. • DRAINUTO.IT CLIC. • CHAIN LINK rCNCC D. CERIBtIGIE OF AU*IOIW ON Nw 4590. WO. rC. • WOOD rCNCC C/ B CONEREtC BLOCK SCALE 1•- 1' - 20 DRAWN Or ••• • • P. C. - POINT Or CURVAIURC P. I. • Pa1Nf Or TANGENCY DATE ORDER No. CSC. • DCSCRIPTION CERnnE0 BY R • RADIUS PLOT PLAN 03-01-18 1187-18 L • ARC LCNGIN D • DELTA C • CHORD CA CHORD BEARING NORTH THIS BUILOINC\PROPERTY DOES NOT LIE WITHIN AJAAI.(. THEESrABUSHEO100YEARFLOODPLANEASPERFIRMUSENMR.L.S. / 4714 ZONE X.. MAP 112117CO090 F (09-28-07) SCOTI, .L. S / 4801 Filename: PARK SQ BARCELONA.rrr Lighting and Small Appliance/Laundry Circuits Floor Area SmAppNo LaundNo Line Neutral 2392 2 1 Lighting Summary Standard 6,037 6,03' Optional 11,676 6,037 . Ranges & Ovens Range No. No? Nameplate Line Neutral 1 1 8000 2 0 0 3 0 0 Range/Oven Summary Standard 6,400 4,480 Optional 8,000 4,480 Dryers Dryer No. No? Nameplate Line Neutral eU oiy 1 1 5000 SA IVFORD0 3 0 0 AgRTiv1E Dryer Summary Standard 5,000 3,500 Optional 5,000 3,500 1 8 - 4 7 3- Heating and Cooling: Actual Number = 1 Name M? Ph No Amps Volts VA HP Line Neutral 1 M 1 1 27.0 240 7- 6,480 0 1 M 1 1 2.0 240 480 0 1 M 1 1 5.0 240 1,200 0 1 1 1 1 27 240 1 6,480 0 Beat/Cool Summary Standard 14,640 0 Optional 14,640 0 Fixed Appliances: Actual Number = 6 Name M? Ph No Amps Volts VA HP Line Neutral DISP 1 1 120 600 600 600DISH1112012001,200 1,200 MICRO 1 1 120 1200 1,200 1,200 WATER HEATER 1 1 18.5 240 4•1440 0 OPT POOL 1 1 10 240 2,400 0OPTPOOLHEAT11312407,440 0 Fixed Appliance Summary Standard 12,960 2,250 Other Appliances: Actual Number = 0 Optional 17,280 2,250 Name M? Ph No 'Amps Volts VA HP Line Neutral Other Appliance Summary Standard 0 0 Optional 0 0 25%of Max Motor: Line is Std Only; Neutral for Both Maximum Phase Amps Volts 4t 1 27 240 Heat/Cool Phase Amps Volts 1 27 240 Fixed Appl. Phase Amps Volts 0 Other Appl. Phase Amps Volts 0 Max Motor Summary Standard Only 1,620 0 SUMMARY Standard Line Neutral Total Total 46,657 16,267 Maximum Amperage = 194 68 Service Voltage = 240 Service Phase = 1 Optional Line Neutral Total Total 37,422 16,267 Maximum Amperage 156 68 Service Voltage = 240 Service Phase = 1 Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: P2392ACT - Park Sq/Barcelona-A or C_TRAY MiTek USA, Inc. Site Information: 66904 Parke East Blvd. Customer Info: PARK SQUARE HMS Project Name: P2392ACT Model: BARCELOffa23 2 36AC VAAY Lot/Block: 171 Subdivision: WYNDHAM PRESERVE 40' Address: 3905 SALTMARSH LOOP 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: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 140 mph Roof Load: 40.0 psf Floor Load: 55.0 psf This package includes 72 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# ITruss Name Date I No. I Seal# Truss Name Date 1 IT13452380 JA1 3/9/18 112 IT13452391 JC3 3/9/18 2 IT13452381 IA2 3/9/18 113 IT13452392 I C4 3/9/18 3 IT13452382 IA4 14 1 T13452393 I C5 13 4 IT13452383 IA5 3/9/18 115 1 T13452394 I C6 3/9/18 5 IT13452384 JA6 3/9/18 116 1 T13452395 1 C7 3/9/18 16 IT13452385 181 13/9/18 117 I T13452396_I C8 _ 13/9/18 I 17 I T13452386 182 13/9/18 118 I T13452397 1 CJ 3/9/18 1 18 I T13452387 1133 13/9/18 119 I T13452398 1 CJ 1 13/9/18 I 19 I T13452388 184 13/9/18 120 1 T13452399 I CJ3 3/9/18 1 110 IT134523891C1 13/9/18 121 1 T13452400 I CJ3A 13/9/18 1 I11 I T13452390 I C2 3/9/18 122 I T13452401 I CJ3T 13/9/18 1 ins-. This item has been electronica gslbiie"8%ri ;sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this docume tare not considered signed and sealed and the signature must be verified on any electronic copies SAN C:O N 1 L '13 The truss drawing(s) referenced ato a have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Mid -Florida Lumber Acquisitions, Inc.. Truss Design Engineer's Name: ORegan, Philip 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/rPI 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 ANSlfrPl 1, Chapter 2. March 9,2018 ORegan, Philip I of 2 RE: P2392ACT - Park Sq/Barcelona-A or C_TRAY Site Information: Customer Info: PARK SQUARE HMS Project Name: P2392ACT Model: BARCELONA 2392 - AC / TRAY Lot/Block: 171 Subdivision: WYNDHAM PRESERVE 40' Address: 3905 SALTMARSH LOOP City: SANFORD State: FLORIDA No. Seal# JTruss Name Date No. I Seal# ITruss Name I Date 23 IT13452402 I CJ5 3/9/18 66 IT13452445 IKJ2 3/9/18 24 ITJ3452403 1CJ5T 3/9/18 67 IT13452446 JKJ3 3/9/18 25 T13452404 ID1 3/9/18 68 IT13452447 KJ5 3/9/18 26 IT13452405 I D1T 3/9/18 69 T13452448 KJ7 3/9/16 27 IT13452406 1132 3/9/18 70 IT13452449 KJ7T 3/9/18 28 IT13452407 JD2T 13, 71 IT13452450 M1 3/9/18 29 IT13452408 1133 3/9/18 72 T13452451 M2 3/9/18 130 IT13452409 1 D3T 13/9/18 I I I I I 1 1 1 1 I I 131 IT13452410 I D4 13/9/18 32 T13452411 1 DS 319/18 33 IT13452412 JE1 3/9/18 34 IT13452413 F1 3/9/1 35 IT13452414 IF2 3/9/18 36 IT13452415 IF3 3/9/18 37 IT13452416 JF4 3/9/18 38 IT13452417 I F5 13/9/18 39 IT13452418 F5A 40 IT13452419 I F6G 3/9/18 41 IT13452420 IF7G 3/9/18 142 IT13452421 I F8 13/9/18 143 IT13452422 1 F8A 13/9/18 144 IT13452423 I F9 13/9/18 45 IT13452424 F9A 3/9/18 146 IT13452425 IF10 13/9/18 147 I T13452426 I F 11 13/9118 148 I T13452427 I F 11 G 13/9/18 149 IT13452428 I F12 13/9/18 150 IT13452429 I FT1 13/9/18 151 IT13452430 I FT2 13/9/18 52 IT13452431 IFT3 3/9/18 53 IT13452432 IFT4 3/9/18 154 IT13452433 I FT5 13/9/18 55 IT13452434 IG1 3/918 56 IT134521ILLCL2 3/9/18 57 T13452436 JG3 3/9/18 58 IT13452437 JG4 3/9/18 59 IT13452438 JH1 3/9/18 160 IT13452439 I H2 13/9/18 I 161 IT13452440 I J2 13/9/18 I 62 IT13452441 JJ3 3/9/18 163 IT13452442 I J5 13/9/18 64 IT13452443 1J7 13/9/18 J 165 IT13452444 I J7T 13/9/18 I 2 of 2 Job Truss Truss Type Oy Ply Park Sq/Barodona-A or C_TRAY T13452380 P2392ACT At HIP 1 Mid -Florida Lumber, Bartow, FL. 433 4.3.3 THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. p a.13o a Sep 15 2017 MiTek Industries, Inc. Fn Mar 9 lo:5t:z2 iota rage 1 3$-0 4-3.3 4-3.3 44.11 4)S = 4xS 4 5 Seale - 1:50.9 19 -- - 14 - -- 13 - -- 12 -- -- 11 -- -- --to - 9 -- - 4xto = 3x8 11 7)d = 4x5 = 3x8 = 7)d = 4.4.11 9.A13 13J-0 tf tn-0 254.5 2x4 II 4x10 1 30.2-0 1i1i 4.9.11 433 433 38-0 433 4.33 4-2-11 Plate Offsets IX.YI- f1:0.5.0.0-1-71.14:65-4.0.2-01.18:0.5-0.0.1-71. f10:0-3-0.0-5-01.113:0-3-0.0-4-121 LOADING (psi) SPACING- 2.0-0 CS1. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Ven(LL) -0.23 12-13 >999 240 MT20 2441190 TCDL 10.0 Lumber OOL 1.25 BC 0.72 Ven(CT) -0.46 12-13 >792 180 BCLL 0.0 Rep Stress Incr NO WB 0.63 Horz(CT) 0.13 8 n/a We BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 398 Ill FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 241-12 cc purlins. BOT CHORD 2x6 SP OSS 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. 10-13: 2x6 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (Ib/si2e) 1-630510-3.8, 8=6011/Medlanical Max Harz 1-137(LC 7) Max Uplift 1-1760(LC 8). 8-1695(LC 8) FORCES. (lb) - Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-11838/3391. 2-3=983812913. 3-4-7860/2387. 4-5-7140/2203. 5-6-7969/2413, 6-7-1012812961. 7-8-12098/3443 80T CHORD 1-14=-2985/10568, 13.14=-2985/10568, 12-13 =2474/8723, 11-12=1954/7033. 10-11-251718978, 9-10=3031/10793, 8-9=3031/10793 WEBS 2-14=373/1607. 2-13=-20701672. 3.13=692/2475. 3.12=-2573/793, 4-12--93313087, 4-11=1391367, 5-11-99013329. 6-11-28011819, 6-10-724/2729, 7-10=2031/576, 7-9=-37511568 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131'IA3') nails as follows: Top chords connected as follows: 2x4 - 1 row at 0.7-0 cc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 cc. Webs connected as follows: 2x4 - 1 row at 0.9-0 cc. This item has been 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (8) face in the LOAD CASE(S) section. Ply to electronically signed and ply connections have been provided to distributeonlyloadsnotedas (F) or (8). unless otherwise indicated. led b ORe anPhilip, PE SeaY 9, p. 3) Unbalanced roof live loadshavebeenconsideredforthisdesign. 4) Wind: ASCE 7-10; Vuft=140mph (9-second gust) Vasd=108mph; TCDL=4.2psf; BCOL-3.0psf; h=25f:8=45R; L-30R; eave=4f1; Cat. using a Digital Signature. II; Exp B; End., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL-1.60 Printed copies of this 5) Provide adequate drainage to prevent water ponding. document are not Considered 6) This truss has been designed for a 10. 0 psi bottom chord live load nonconcurtent with any other live bads. nod and sealed and the signed 7) This truss has been designed for aliveloadof20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-0.0 wide be will rrl between the bottom chord and any othermembers. signature must verified 8) Refer to girder(s) for truss to truss connections. on apy_eloCtronip r ies. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ill uplift at joint(s) except at -lb) h P J;D'RE(jap Nd iB12§ 1=1760, 8=1695. PRPjhq1W Wd,jampal`c 376l I Dates, is - ,k March 9,2018 C WXfrMNki •vukryLWV pnamekentandREAD NOTES ON This AND INCLUDED WTEK REFERENCE PAGE WF7473 rev. 1diW MIS BEFORE USE Design valid for use only with e4nelt® connectors. This design is laud only, upon parameters Darn. and is for an IrWiNdual building componerv, net a truss system. Before use. the building designer must verify, the appBuhiGty of design parameters and properly incorporate this design into the overall building design. Bracing Mimed is to prevem Welding of Individual wet web and/or chord members only. Addi anal temporary and pen nanem bracing is always required for stability and to provers rasaP" with possible Wsonet etjay and property, damage. For general guidance regarding the fabrication. storage. delivery. erection and bracing of trusty and cuss systems. sea ANSVrF41 Duality Gnerla, OSS48 and BCSI Building Component 8904 Parke East Blvd. Safety Information available two Truss Plate Institute. 218 N. Lee street, Suite 312. Almndna. VA 223f 4. Tampa. FL 36610 Jab Truss Truss Type Oty, Ply Park SglBercebna-A or C TRAY T13452380 P2392ACT Al HIP 1 Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 Mirek Industries, Inc Fri Mar 9 10:51:22 2018 Page 2 IO:16EL2vgrkv4uEJUYC2jfzkfng•xNX5w2r7NAA iRwPVdvgHUeOObX_OLXhszdam0uegbp NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 640 lb down and 165 lb up at 0.4-0, 624 lb down and 174 lb up at 2-4-0, 624 lb down and 174 lb up at 4-4-0, 624 lb down and 174 lb up at 644,619 lb down and 228 lb up at 8-4-0, 619 lb down and 210 lb up at 10-4-0, 616 lb down and 209 lb up at 12-4-0, 611 lb down and 221 lb up at 14-4-0, 611 lb down and 221 lb up at 15.10-0, 616 lb down and 209 lb up at 17-10-0, 619 lb down and 210 lb up at 19.10-0, 616 lb down and 180 lb up at 20-7-4, 616 lb down and 180 lb up at 22-7-4, 616 lb down and 180 lb up at 24-7-4, and 616 lb down and 180 lb up at 26-7-4, and 616 lb down and 182 lb up at 28-7-4 on bottom Chord. The design/selection of such Connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-4=60, 445 60, &8--60, 1-8-20 Concentrated Loads (lb) Vert: 19=640(F) 20=-624(F) 21-624(F) 22=-624(F) 23=419(F) 24=419(F) 25=-616(F) 26=611(F) 27=411(F) 28=-616(F) 29=-619(F) 30=-616(F) 31=-616(F) 32-616(F) 33=-616(F) 34=616(F) WARNING • Verily datlan parameters and READ NOTES ON TH S AND INCLUDED MMK REFERENCE PAGE W&U71rev. MWMIS BEFORE USE Design valid for use only with MRek® connectors. This design is bused only upon persenners shown. and Is for an indivklual budding component, not A truss system. Before we, the budding designer must verify the applicabiliy, of design parameters and properly Incorporate this design into the everts budding design. Bradrig indicated is to prevent budding of udtvidual buss web andror chord members only. Additional temporary and permanent bracing M11.nT Is always required tar stability and to prevent adapse vrah possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery. erection and bracing of trusses and truss "am&. see ANSVTP11 Ouathy Criteria. 08849 and SCSI Building Component 6904 Parke East Bid. Safety Information available from Truss Plate In robe. 218 N. Lae Street, Suite M. Alexandria. VA 22314. Tampa. FL 36610 Job Truss cuss Type Oy Ply Palk Sq/Barcebne-A or C TRAY T13452381 P2392ACT A2 HIP 1 all Mid -Florida Lumber, Bartow, FL. S.130 s Sao 15 2017 MTek 6-3.4 1541-12 6.2-0 54-12 SxS = Sx5 = 3 21 22 23 4 Inc. Fri Met 9 10:51:22 2018 Page 1 6-34 Scale - 1:52.2 12 11 9 a 3x4 1x4 II 3x4 = 3x4 axe = 1x4 11 3x4 = LOADING (pso SPACING- 240-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2017frPI2014 CSI. DEFL. in (loc) I/defl cad TC 0.54 Ven(LL) 0.05 12-15 999 240 SC 0.44 Vert(CT) 0.11 12-15 999 ISO WB 0.46 Horz(CT) 0.02 9 We n/a Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONS. IWsize) 1-587/Meahanieal, 9=157510-3-8, 6=312/0-3.8 Max Harz 1-132(LC 10) Max Uplift 1=-143(LC 12), 9=365(1-C 12), 6-109(LC 12) Max Grav 1-615(LC 21). 9=1575(LC 1). 6=369(LC 22) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2-9561312. 2-3=-4241198. 3.4=0/407, 4-5,-78/539, 5{=2711136 BOTCHORD 1-12-194/827,11-12-1941827.9-11==17 WEBS 2-12=01251, 2-11-588/261. 3-11=-89/461, 3-9=912/314. 4-9-550/243, 5-9-586/260. 5-8=0/251 PLATES GRIP MT20 2441190 Weight: 152 lb FT - 20% Structural wood sheathing direly applied or 5.5.11 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 3-9 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vuft=140mph (3-second gust) Vasd=108mph; TCDL-4.2psh BCDL-3.Opsf,, h=25ft; B=4511; L=30ft; eave=4ft; Cat. 11; Exp B; End., GCpi=0.IS: MWFRS (directional) and C-C Exterior(2) 0-0-0 to 340-3, Interior(1) 3.0.3 to 12-0.0. Exterior(2) 12-0.0 to 22-S-3. Interior(1) 22-5-3 to 31-2-0 2one;C-C for members and forces 6 MWFRS for reactions shown: Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 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 1 tall by 2-0.0 wide will fit between the bottom chord and any other members, with 13COL - 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (it=lb) 1=143, 9=365, 6=109. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on agy-ele-otronip Gies. h9ip. r,0'RegdnP2No.56126• Tlk 64IE,GH f§90dPeAetai-Wd,j-N 33 W li'n^> El. gel March 9,2018 0 WARNING . VWW da ugh parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MM17472 rev. faN2/20fS BEFORE USE Design valid tar tree only we MRake connectors. This design Is based orgy upon parameters shorn, and is for an Individual buitd6g eemponeM not a truss "am. Before use, the budding designer must vedry me apikkablfity of design parameters and property kKmporate this design into the events is budding design. Bracing indicated is to pre"M Wdditp of individual truss web and/or Chord member arty. Additional temporary and pemunere brseLg 1µy1' is swaysroversrequiredfarstabilityandto pcoup" With possible personal injury and property damage. For general guidance regarding the Urir tabriesuan, storage. delivery. erection and bracing of trusses and truss "am&. see ANSIRPII auatky Criteria, OSS48 and SCSI Building Component 6204 PWM East SM. Safety information available from Truss Plate Institute. 218 N. Lee street. Suite 312. Alexandria. VA 22314. Temps. FL 36610 Job Truss ruse Type oy Ply Park SglBarcelona-A or C_TRAY I T134S2382 P2392ACT A4 HIP 1 1 all Mid -Florida Lumber, Bartow, FL. 5.94 5-2-12 4x4 = 8.130 s Sep 15 2017 MTek Industries, Inc. Fri Mar 9 10:51:23 2018 Page 1 4-1-0 4-1-0 12-12 5.9.4 3x4 = 4x4 = Scab a 1:51.2 u I1 - 10 a 3x4 = 1x4 II 54 = 3x8 = 1z4 II 3x4 = LOADING (psf) SPACING- 2 0 0 CSI. DEFL. in (loc) I/deO Ud TCLL 20.0 Plate Grip DOL 1.25 TC OAS Vert(LL) 0.09 10-11 999 240 TCDL 10.0 Lumber DOL 1.25 SC 0.46 Vert(CT) 0.18 10-11 999 180 BCLL 0.0 ' Rep Stress Inv YES WB 0.79 Harz(CT) 0.02 10 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lWsize) 1=616IMechanical, 10=159S/0-3.8, 7-262/0-3-0 Max Harz 1=-122(LC 10) Max Uplift 1-151(LC 12), 10=367(LC 12), 7=99(LC 12) Max Grav 1-641(LC 21). 10-159S(LC 1), 7=317(LC 22) PLATES GRIP MT20 2441190 Weight: 156 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-4-9 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (tit) or less except when shown. TOP CHORD 1-2=10391351. 2-3=-543/234, 3-4=411/257, 4-5=30/471, 54-98/572 80T CHORD 1-12-2341892. 11-12=234/892 WEBS 2-11-5461255. 5-10=-475/195, 6.10=547/254, 4-11-161/570, 4-10=-884/336 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vuft=140mph (3-second gust) Vasd=108mph: TCDL-4.2psf; BCDL-3.Opsf; h-25ft; 8=45ft; L-30ft; eave=oft; Cat. II; Exp 8; End., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-3, Interior(1) 340-3 to 11-041, Exterior(2) 11-0.0 to 23.5. 3. Interior(1) 23-5.3 to 31-2-0 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL-1.60 plate grip DOL=1. 60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 51 ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-0-0 wide will f6 between the bonom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 tit uplift at joint(s) 7 except (jl=lb) 1=161. 10=367. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any_ elgCtronip _copies. t hlJip J;O:Reg3p P.No.58126 pi[r' I syRpl{ i6906ParlieEattBWd,Jainpifi 33G10 70ete March 9, 2018 QWARNING - Verily daalpn grametrs and READ NOTES ON THIS AND INCLUDED ar11EK REFERENC PAGE eft-7472 ray. 14141M1S BEFORE USE Design valid for use Only with Uffakib ranneetars. This design is based only upon parameters snoum. and Is for an irdhkkud building wnponam, not a uu& A system. Before use, the building designer must v** the applicability of design parameters and property incorporate this design hto the overall Wading design. Brarmg indimad is to prevent h-tMng et individual tluss web andiar dwtd members eny. Additional temporary and permanent lusuing is always required for stability and to prevare collapse win POW personal iniury and properly damage. Fr general guidance regarding the pia tahriration. storage. delivery. erection and bradng Of tnrsaes and buss system&. see ANSVTPII Quality Criteria, OSS40 and SCSI Building Component 6904 Ponce East &W. Safety Information available from Truce Pate Institute. 216 N. Lee Street. Suite 312. ANzandAa, VA 22314. Tampa. FL 36610 Job Truss Truss Type Oy Ply Park SglBarcelona-A or C TRAY Tt3452383 P2392ACT AS HIP 1 1 Mid -Florida Lumber. Bartow, FL. 4-94 4-2-12 6-1-0 4x4 = 3x6 = 8.130 s Sao 15 2017 MTek IndusUias. Inc. Fri Mar 9 10:51:24 2018 4x4 = 4.2-12 44" '14-0' Scale - 1:51.1 3x8 = 3x8 = 5x5 = 3xB = 3xB = 151-0a24- 0 3A2- 0 91II9.0.o Plate Offsets ( X Y1_ 11.0 8-0 0 0 141 n o 8 0 0 14I t11.0-2-8 0-3-01 LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20. 0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.16 9.18 10-868 240 MT20 244/190 TCDL 10. 0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.37 9-18 2-369 180 BCLL 0. 0 Rep Stress Iner YES WB 0.53 Horz(CT) 0.07 7 n/a n/a BCOL 10. 0 Code FBC2017frP12014 Matrix -MS Weight: 1491b FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 TOP CHORD Structural Wood sheathing directly applied or 3.10.0 oe puffins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 8-4-9 oC bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/ size) 1=1072/Mechanical, 7-104910-3.8. 10=353/0.3.8 Max Horz 1-101(LC 10) Max Uplift 1-264(LC 12). 7-277(LC 12), 10-86(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2-1983/711. 2-3=-16831595. 3.4-1461/580, 4-5-1250/505, 5.6-1452/514, 6-7- 1765/634 BOT CHORD t-12-564/1751, 11-12-413I1573, 10.11= 413/1573, 9-10= 413/1573, 7-9-505/1562 WEBS 2- 12-3441226. 3.12-1051479, 4-12-264n6, 4-9-502/175, 5-9-65/407, 69-3641233 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vuft=140mph (3-second gust) Vasd=108mph: TCDL=4.2psf; BCOL-3.0psf; h=25ft; 8=45ft; L=30ft; eave=oft; Cat. II; Exp 8; End., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0.0.0 to 340-3, Interior(1) 3.0.3 to 9-0.0, Exterior(2) 9-0-0 to 25-6- 11, Interior(1) 25-&l1 to 31-2-0 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL-1.60 plate grip DOL- 1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconwment with any other live loads. This item has been 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide electronically signed and will fitbetweenthebottomchordandanyothermembers. sealed by ORegan, Philip, PE 6) Refertogirder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(S) 10 except (n=lb) using a Digital Signature. 1=254. 7=277. Printed copies of this document are not considered signed and sealed and the signature must be verified on apy_ ele tronip copies. Iti pi; D'Reg i PENo.591?6 41191idPidtaEast.Wd, IV. s Oatti March9, 2018 Q WARMNO - Verify design personative and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE MI.7472 rev. tda2r2 t S BEFORE USE Design valid for use only with Urrek® connectors. This design is based only upon parameters sheen, and is fat an individual budding eomponem, not a true system. Before use, the bulling designer must waft the appikati ly of design parameters and pmpenfy incorporate this design into the overact MR budding design. Bracing indicated is to prevent buc" of individual true visa andlar Nord members ony. Additional temporary and permanent bracing 11tA' is always required for stability and to prevnt ecadapsa withposson sime peral injrdy andpropertydamage, fa general guidance reganding the U41 fabrieetion. storage, delivery, erection and bracing of truism aid truss "arm. sera ANSVrPIt Gustily Criteria. 051142 and BCSI Building Compon ern 6204 Parke East Blvd. Safety Information available from Truss Plea Institute. 218 N. Lee Street. Suite 312, Almandna. VA 22314. Tampa. FL 38610 Job Truss Truss Type Oty Ply Park Sq/Barcelona-A or C_TRAY T13452384 P2392ACT A6 HIP 1 1 Job Reference foationall Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries. Ina Fri Mar 9 10:51:26 2018 Page 1 ID:WEL2vgtkv4uEJUYC2ifzkfro"&,nc nOveRkVBwYiGsUDeUb5x80PHG6kuf_9kzcgbl 33,"11 372•2 I 32 O I lg:92-0 0 3.3I1-0-0 43-7-0 1-2-0I 44 = I. Sx4 11 4XS = 1.SX4 11 418 = Scab - 1:52.4 3X4 = 3x4 = Me = SXS = 6X8 = 3x4 = 3x4 = LOADING ( psi) SPACING- 2-0.0 CSI. DEFL. in (lee) I/deb Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.05 16-19 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.40 Ven(CT) 0.12 16-19 999 180 SCLL 0.0 Rep Stress Inv NO W8 0.93 Horz(CT) 0.03 10 n/a file SCOL 10.0 Code FBC2017frP12014 Matfix-MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1D WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 2=1076/0-3.8, 13-2996/0-3-8, 10=364/0-3.8 Max Harz 2=82(LC 7) Max Uplift 2-326(LC 8), 13=-880(LC 8), 10=117(LC 8) Max Grav 2=1086(LC 17), 13=2996(LC 1), 10=382(LC 18) PLATES GRIP MT20 244/190 Weight: 161 lb FT - 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-1-5 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. FORCES. ( lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1920/562, 3.4-1711/512, 4-5=1191/397, 5-6=11911397. 6-7=272/1116, 7- 8=272/1116, 9-10=-389/107 BOT CHORD 2-16=435/1694, 1516=361/1513, 14-15=-68/282, 13.14L68/282, 10-12=31/335 WEBS 3-16-273/109, 4-16-73/641. 4-15=4261112, 5-15=-4201251, 6-15=384/1293, 6. 13-19141558, 7-13-512/258. 8-13-1537/439, 8-12-75/644, 9-12=279/118 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10: Vuh=140mph (3-second gust) Vasd=108mph; TCDL-4.2psf; BCDL=3.Opsf h=25ft; B-451t; L=30ft; eave=4ft; Cat. 11; Exp 8; End., GCpi=0.18: MWFRS (directional); Lumber DOL-1.60 plate grip DOL-1.60 3) Provide adequate drainage to prevent water pending. 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 fl 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 (It -lb) 2 - 326. 13=880. 10=117. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 189 lb down and 206 lb up at 7- 0-0, 97 lb down and 106 lb up at 9 12. 97 lb down and 106 lb up at 11-0-12, 97 lb down and 106 lb up at 13.0-12, 97 lb down and 106 lb up at 15-1-0, 97 lb down and 106 lb up at 17-1-4, 97 lb down and 106 lb up at 19-1-4. and 97 lb down and 106 lb up at 21- 1-4, and 189 lb down and 206 lb up at 23-2-0 on top Chord, and 327 lb down and 97 lb up at 7-0-0, 66 lb down at 9 12, 66 lb down at 11-0-12, 66 lb down at 13.0.12, 66 Ib down at 15.1-0, 66 Ib down at 17-1-4. 66 lb down at 19-1-4, and 66 Ib down at 21- 1-4. and 327 Ib down and 97 Ib up at 23-1-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, bads applied to the face of the truss are noted as from (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-60, 4-8=-00, 8-11=•60, 17-20=20 This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on apdy-eIQ.C.tronip ies. Pyh( i %0'Rej)1in P€1fo.59148• riMIA t690f, PmlieEaif8lFd,{amps -L33616 Diti March 9,2018 Cj(' WDJtFr191198• ms ". parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M I-7473 rev. t&V"015 BEFORE LSE. Oesign valid for use only with MTek b connectors. This design is based only upon parameters SWAM. and is for an individual Wilding component• not a truss "am. Before use. the Wading designer must venty the applicability of design parameters and property inmrpor na this design into the overall Wading design. Bracing Indicated is to prevent but: of individual truss web Water tiara members only. Additional temporary and permanent bracing I an' is always required for subaily and to prevent collapse win possible personal injury and property damage. For general guidance regarding the '+.k'-- fabdution. storage. delivery. erection and bracing of wises and truss systems, we ANStM41 Ouallty Criteria, OSS42 and SCSI Building Component 6004 Parke East 81vd. Safety Information milabb born Twa Puts Imadute. 218 N. Lee Street. Suite 312, Alsxandna• VA 22314. Tampa, FL 36810 Job Truss uss Type Oy Py Park Sgffi.—Ione-A or C TRAY HPI I T13452384 P2392ACT A8 P 1 all Mi&Florida Lumber, Bartow. FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Fri Mar 9 10:51:26 2018 Pape 2 ID:16EL2vgrkv4uEJUYC2jfzkFng-g8manaveRkVBwYiGsflDeUb5K8a PHG6kuF_9kzepbl LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 4-142(F) 8-142(F) 16-327(F) 14=41(F) 6-97(F) 12=327(F) 23=97(F) 24=97(F) 25-97(F) 26=97(F) 27-97(F) 28=97(F) 29=41(F) 30=-41(F) 31 =41(F) 32=41(F) 33= 41(F) 34"1(F) QWARNINO • Volly Aaslan paramatrs and READ NOTES ON THIS AND INCLUDED WMK REFERENCE PAGE aDE7472 rev. I&IM 0f6 BEFORE USE Design valid lot use only with Urrek® connectors. This design is based only upon parameters sho+nt, and is for an individual building component, not a truss "am. Before use, the budding designer must vent the applirabitity of design parameters and properly in carporate this design into the overact Mt building design. Bracing Indicated is to prevent building of individual truss vrab and/or chord members only. Additional temporary and permanent tracing is alvays required for stability and to prevent cd2apso with possible personal injury and property damage. For genre guidance regarding the . . fabrication. storage. delivery. erection and bracing of wades and truss "ams, ua ANSIRPN Duality erberls. OSBa9 and SCSI Building Component 6904 Patna East Blvd. Safety bdmmaflon available own Tnrss Plata Interne. 218 N. Lea Street. Sr m e 312. Alexandre, VA 22114. Tampa, FL 311610 Job Truss Truss Type Oily Ply Park Sgleanmelona-A or C_TRAY T13452385 P2392ACT at SPECIAL 1 Mid -Florida Lumber. Bartow. FL. 4-4.11 1-2.4 3.10-3 04 -8 1-9.12 1.Sx4 = 1.5x4 II 51.5x4 II 8.130 a Sep 15 2017 Mirek Industries, Inc. Fri Mar 9 10:51:27 2018 Page 1 280 2-3.0 2-6-0 2-7-12 2.4 11 exio = 2.4 II exe = 2.4 II 2.4 II axe = 3x4 Scale - 1:47.3 17 4-11 t-2 2.7.15 3-td-3 t.&12 2$O 2-3-0 28-0 2-7-12 Plate Offsets (X.YI- 12:0 1-S.Edoel. 16:0-4-12.Edoel. 118:0-5-0.0-5 01. 121:0-2-0.0-2-01 LOADING (par) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.00 TC 0.94 Vert(LL) -0.42 16.17 697 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.74 Vert(CT) -0.80 16-17 >361 240 MT20HS 1871143 BCLL 0.0 ' Rep Stress Inc NO WB 0.96 Horz(CT) 0.06 12 n/a n/a SCOL 10.0 Code FBC20171TPI2014 Matrix -MS Weight: 314 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except' TOP CHORD Structural wood sheathing directly applied or 2-1.8 oc purlins, 6-11: 2x4 SP No.1 except and verticals. BOT CHORD 2x6 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 12-18: 2x6 SP DSS WEBS 2x4 SP No.3 'Except' 6-18: 2x4 SP No.2 REACTIONS. (lWsize) 12=1607/0-4-0, 2=14481041-0 Max Horz 2=187(LC 12) Max Uplift 12=79(LC 12), 2=176(LC 12) Max Grav 12=1972(LC 2). 2-1518(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2898/684, 3-4-2631/654, 6-7=1159012868, 7-8=1159012868, 8-9-8962/1904. 9-10=-407WS1, 10.11=-407WS1, 11-12-1680/305 BOT CHORD 2-12-778/2579, 18.19=-778@579, 17-18-3038/11202, 16-17=3126/11496, 15-16=1904/8962, 14-15 =190418962, 13-14-1904/8962, 12-13-55/303 WEBS 6-17=-617/223, 7-16=586/168, 8-15=1028/309, 9-14-329/1286, 6-16=335/401, 8-16=103312814, 11-13=74614039, 9.13=5268/1235, 4-18=940/3539, 6.18=9284/2467, 3-18-339/130, 4-6=-347111012 NOTES- 1) 2-py truss to be connected together with 10d (0.131'x3-) nails as follows: This item has been Top chords connected as follows: 2x4 - 1 row at 0.7-0 cc. electronically signed andBottomchordsconnectedasfollows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0.9-0 oc. sea led b ORe p ygan, Philip, PE 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to using a Digital Signature. ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. Printed Copies of this 3) Unbalanced roof live loads have been considered for this design. document are not Considered 4) Wind: ASCE 7-10: Vult-140mph (3-second gust) Vasd=108mph; TCOL-4.2psf; BCOL=3.0psf; h=15f1; 8=45R; L=24ft; eave=oft; Cat. signed Bedand sealed and the 11; Exp B; End., GCpi=0.18; MVJFRS (directional) and C-C Exterior(2) -1-"to 2-0.0. Interior(1) 2.0.0 to 11-11-4, Exterior(2) 12-1-0 to 15-1-0 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL-1.60 signature must be verified 5) Provide adequate drainage to prevent water ponding. 6) All are MT20 unless otherwise indicated. on a(1y eleMonip copies. i( Ap d;D'RejjlinNo.5B12a platesplates7) This truss has been designed for a 10.0 psi bottom chord live load nonnoncurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide ith'9, 04 Pariie,'Eaet 81 d:Jelitjiij • 33610, will fit between the bottom chord and any other members. Oiti 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12 except (it -lb) March 9,2018 2=176. AND INCLUDED MITEK REFERENCE PAGE Ull-7473 ritv. 5 BEFORE eQlIW{ IfslgOJiiAp4lni86rhMRe1t®feoortnI is based Only upon parameters shown. and is for an inflMdual budding m E pone, not a tfun "am. Before use. the building designer must verity the applicability of design parameters and property incorporate this design into the Overall building design. Bracing indicated is to prevent butlding of individual truss web andior chord mernbers any. Additional temporary and peenanent bracing is always required for stability and to prevent casapas with possible personal Injury and property damage. For general guidance regaroing the fabrication. storage, delivery• erection and bracing at trusses and wss systems, ace ANSIrrPlt GuaOty, Criteria, BSE4 2 and SCSI Building Component Safety information MUM from Truss Plate Institute. 21e N. Lee Street. suite 312, Alexandria, VA 22314. 6904 Parke East SM. Tamps. FL 36610 Job Truss s$ Type Dry Ply Park SgBaor C_TRAY SPECIAL T13452385rcelona- AP2392ACT 81 1Job Reference (optionall Mid - Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Fri Mar 9 10:51:27 2018 Pape 2 ID: 16EL2vgrkv4uEJUYC2jfzkFng4LK zmvGB2d?XiHSPTGSBi8DOYhF0iqu7vkXhAzcgbk LOAD CASE(S) Standard 1) Dead Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-S= W. 6-11-90, 2-12-2O Concentrated Loads (lb) Vert: 25-706 Q wARMNG - VaNy design parameters and READ NOTES ON THIS AND INCLUDED AMK REFERENCE PAGE MIF7472 rev. 104UMIS BEFORE USE. Design valid far use any with MTek® connectors. This design is based of upon perameters shorn. and is for an IMhoidual building cOepanem, not a truss "am. Befare use. the building designer must veMy the appkab ft of design parameters and property IeCmporste this design ire0 the Overall bu6dNg design. Bmdng indicated is t0 preverd budding of 1Miviaual truss vfeb and/or dwd members Only. Additional temporary and permanent bracing µA is always required tar stability and to prevent COG"" with possible personal injury and proen property damage. For general guidance regarding the ri i,. . fabrication, storage. davery, erection and bracing of trusses and truss systems, see ANSUMI Oualhy Crtteda, OSS49 and SCSI Building Compenam 6904 Parke East S m. Safety Irdafmabn available from Truss Plate Insane. 21a N. Lee Street. Sucre 312. Alexandria. VA 22314. Tamps. FL 38610 Job Truss ruse Type Dry Ply Park Sq/Barcelona-A or C TRAY 1 T13452308 P2392ACT 82 SPECIAL 1 2 Job Reference factional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Fri Mar 9 10:51:28 2018 Page 1 1-0-0 ' 5.9-4 5-2-12 ' 1-7-8 ' 2.44 2d-0 1414 2-" 2-7-12 Sx8 = 3x4 II 5 Stale a 1:42.9 3x4 = _ 1. .• " - 12 2x4 II 416 500 = 4x4 II 5xa = 2x4 II 2x4 II SA = 3.4 11 LOADING (psf) SPACING- 2 0-0 CSI. TCLL 20.0 Plate Grip DOL 1.00 TC 0.94 TCDL 10.0 Lumber DOL 1.00 BC 0.69 BCLL 0.0 ' Rep Stress Inc NO WB 0.98 SCOL 10.0 Code FBC2017RPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 'Except' 12-19: 2x6 SP OSS WEBS 2x4 SP No.3 *Except- 5-17.4-18,6-18: 2x4 SP No.2 REACTIONS. (lb/size) 12-1597/0-4-0, 2-145610.8-0 Max Harz 2=324(LC 12) Max Uplift 12-100(LC 12). 2=166(LC 12) Max Grav 12-1993(LC 17). 2-1549(LC 17) DEFL. in (loc) Well L/d PLATES GRIP Vert(LL) -0.45 16.17 >650 360 MT20 244/190 Vert(CT) -0.87 16-17 >334 240 Horz(CT) 0.06 12 n/a n/a Weight: 301 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-11-14 oc pudins, except end verticals. BOT CHORD Rigid ceiling direly applied or 9-10.1 cc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3046/702, 3-4=2350/542. 6-17=-4371191, 6.7=11474/2937. 7-8=11474/2937, 8.9=-8986/2008, 9-10=-4121/818,10-11L4121/818,11-12=1684/329 BOTCHORD 2-20=982/ 2813, 18.20-9822813, 17-18=3332/11833, 1ra17=-3590/12573, 15-16=2008/8986, 14-15=2008/8986, 13.14-2008/8986, 12-13-58/301 WEBS 9-20=36/ 380, 3-18=747283, 4-18=2042r7526, 4-6=-6957/2050, 6.18=11674/3135, 7-16-353/44, 8-15=-1006/318, 9.14=-356/1336, 6.16=1271/699, 8-16-9942665, 11-13=814/4091, 9-13=5211/1275 NOTES- 1) 2-ply truss to be connected together with 10d (0.131'k3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 cc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 cc. Webs connected as follows: 2x4 - 1 row at 0-9-0 cc, Except member 184 2x4 - 1 row at 0-7-0 cc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7- 10: Vuft=140mph (3-second gust) Vasd=108mph; TCDL-4.2psf: BCDL-3.Opsf: h-15ft:8=45ft: L=24ft: eave=oft: Cat. II; Exp 8: End., GCpi=0.18: MWFRS (directional) and C-C Exterior(2) -1.0.0 to 2-0-0, Interior(1) 2-0-0 to 11-". Exterior(2) 11.0-0 to 12-5-12. Interior( 1) 12-5.12 to 24-2-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psi bottom chord live bad nonconcurrent with any other live bads. 7) - This truss has been designed for a live load of 20.Opsf on the bottom Chord in all areas where a rectangle 3-" tall by 2-0-0 wide will rd between the bottom Chord and any other members. 8) Provide mechanical connection ( by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12 except (l=lb) 2-166. 9) Hanger( s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The design/selection of such C N Q``rp'" [ ppy ar_ranwnn anA READNOTES ON THIS AND INCLUDED WrEK REFERENCE PAGE 1141-7472 rev. 164124015 9EFORE USE IM/e LF1Tek® rannetlora. This design is based only upon parameters axoem. arse is for an i diAthill bulking oomponent, not a truss ayatenn. Before use. the bulding designer must vatlly the applicaotley of design parameters and properly Incorporate this design into the ever" building design. Bracing indicated is to prevent bucking of Indi Adual truss web and/or ddfd member only. Additional temporary and permanent bracing Is alvrap required for s zoday and to prevent cogapse we possible peso" injury and propertydamage. for general guidance regarding the falorkation, storage, delivery, arection and bracing of trusses arse truss systems, tea ANSVTNI Quality Criteria. OSS42 and SCSI Building Component Safety Information available from Truss Plate institute. 216 N. Lee Street. Suite 312. Alexandna. VA 22314. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified On a0Y-elkptronip copies. f<hppil;ORegarNb.58126, Wdi?e'Vj4k"•...•• L69114PiflifiiGp 81Pd,jampaT;,33& W March 9,2018 HE µµ„at L1ris. 11 6204 PaneEastarm. Tampa, FL 36610 Job Truss Truss Type Oty Park SgBarcelona-A or C_TRAYly T13452386 P232MCT 82 SPECIAL 1 2 Job Reference (ontlonall Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Fri Mar 9 10:51:28 2018 Page 2 ID:18EL2vgrkv4uEJUYC2jFzkfng-mXuMB6wuytAs9tsfzAnhjvgN6x2Hl90 1 LZT4Ddzcgbj LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-4=60, 4-5--60, 6-11=90, 2-12=20 Concentrated Loads (lb) Vert: 6-706 AWARNING - Vadly design parameters and READ NOTES ON THIS AND INCLUDED aln'EK REFERENCE PAGE AM7472 ray. I&WOO15 BEFORE USE. Design valid for use only with MTek® connectors. This design is bused only upon parameters shown, and is for an individual building component, not a truss system. Before use, the budding designer must verily the applicability of deign parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent budding of individual truss web andiat Nord members any. Additional temporary and permanent bracing ' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of wsses and truss systems, fee ANSVMI Quality Cmerla, OSS449 and SCSI Building Component 6204 Pants East Blvd. Safety Information available from Truss Plate Institute, 21 a N. Lee Street. Suite 312. Alexandria, VA 22314• Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq/Bareelona-A or C_TRAY T13452387IP2392ACT83SPECIAL1 Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Fri Mar 9 10:51:29 2018 Page 1 14)-0 4-94 4-2-12 3-7-8 2.44 24-0 1-a-8 2.6.0 2.7-12 4x8 = 1.Sx4 II Scab - 1:43.3 3x4 = 2x4 II 8x10 = 4x4 II 5x8 = 2x4 II 2x4 II axe = 3x4 II 4.9-4 9.0-0 12.7.E 14.11-12 17-5-12 19.2 21$d 2441h Plate Offsets /X.YI- 14:0 5.4.0-2-01.16:0-2-8.0-3-41. 11&0-3-12.0-5-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (hoe) Uden Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.00 TC 0.95 Vert(LL) 0.42 16-17 >699 360 MT20 244/190 TCOL 10.0 Lumber DOL 1.00 BC 0.75 Vert(CT) 0.80 16.17 :-361 240 BCLL 0.0 Rep Stress Inv NO WB 0.95 Horz(CT) 0.06 12 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MS Weight: 295 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-5 cc purtins, BOT CHORD 2x6 SP DSS 'Except' except end verticals. 2-18: 2x6 SP No.2 BOT CHORD Rigid ceiling direly applied or 10.0-0 cc bracing. WEBS 2x4 SP No.3 *Except* 6-18: 2x4 SP No.2 REACTIONS. (lb/size) 12=1597/0-4-0, 2=1456/046-0 Max Horz 2=263(LC 12) Max Uplift 12=90(LC 9), 2-178(LC 12) Max Grav 12=1981(LC 17), 2=1547(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2988/757, 3-4-2716/703, 6-17=507/205, 6-7=11386/2822. 7-8-11386/2822, 8-9---8918/1931,9-10=-4095/788,10-11=4095ngll,11-12-1674/318 BOTCHORD 2-19=963/2751, 18-19=963/2751, 17-18=3207/11635, 16-17-3415/12316, 15-16=1931/8918, 14-15=1931/8918, 13.14=-1931/8918, 12-13=56/299 WEBS 3.18=354/158, 4-18G870/3322, 4-6=-3259/992, 6-18-9508/2471. 9.14=341/1325. 8-15=1007/308, 7-16=342/38, 6.16=1173/634, 8-16=955/2643, 11-13=784/4065, 9-13=5165/1224 NOTES- 1) 2-py truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 cc. This Item has been Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-960 cc. electronically signed andWebsconnectedasfollows: 2x4 - 1 row at 0-9-0 cc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (8) face in the LOAD CASE(S) section. Ply to sealed b ORe anPhilip, PE Y9, pr ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. using a Digital Signature. 3) Unbalanced roof live loads have been considered for this design. Printed Copies Of this 4) Wind: ASCE 7-10: Vuh-140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsh h=15ff; 8=45ff; L=24ff; eave=4ft; Cat. document are not considered II; Exp B: End., GCpi=0.18: MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 9.0-0. Exterior(2) 9-0-0 to signed and sealed and the 12-0-0. Interior(1) 12-5-12 to 24-2-4 zone;C-C for members and forces 8 MWFRS for reactions shown: Lumber DOL=1.60 plate grip DOL= 1.60 signature must be verified 5) Provide adequate drainage to prevent water ponding. On a(1y elearonip b 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live ads. Gies. thifipJ:,O.'Regan P( Nd.59128, 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-0-0 wide rftj!% •1QS n)em A, y. r will fa between the bottom chord and any other members. t69GdPartieFait:81111,1ienpaf wit 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12 except (jt=lb) 0eti 2= 178. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support Concentrated load(s) . The design/selection of such March 9,2018 C READ NOTES ON THIS AND INCLUDED AVIEK 11411-7472 rev. OFO USE mEndividualMR nofitlleMBy SiTele®ConneGors. This design is based only upon parameters shown. nd isand forbuildincomponent. a truss system. Before use, the building designer must verify me applicability of design parameters and property indorponne this design into the events building design, ( Lacing indicated late provers buc Ing of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent Collapse with possible personal injury and property damage. Far general guidance regarding the wT' lll fabricaton, storage, delivery, erection and bracing of trusses and was systems, aloe ANSVrPN Quality Criteria, OSSAS and SCSI Building Component 6904 Parke Fast Sm. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss cuss Type Oty Ply Park SgBercelone-A or C_TRAY T134523871P2392ACT8] SPECIAL 1 2 all Mid -Florida Lumber, Bartow, FL. LOAD CASE(S) Standard 1) Dead . Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (ptf) Van: 1-4=60, 4-5=40, 6-11-90, 2-12-20 Concentrated Loads (lb) Vert: 6-706 8.130 s Sep 15 2017 MTek Industries, Inc Fri Mar 9 10:51:29 2018 Pape 2 ID:IUEj_2vgrkv4uEJUYC2jFzkf ng-E)SkORxVAf ljn7RrXutwG7DYjLMbUd28aDDem3zcgbj AWARNINO - V& ffy assign parsmstea and READ NOTES ON THIS AND INCLUDED M MK REFERENCE PAOE 10167473 raw, 16AUMtS BEFORE USE Design valid for use any with MRek* cannectors. This design is baud only upon parameters Shown, and it for an ineiAdual building component. not a truss system. Before use, the butldvg designer must waft me appkabiliy, of design parameters and properly incorporete this design into the overatl No building design. anteing indicated is to prevent budding of Indkidwl truss web andror Chord members only. Additional temporary and permanent bracing is afwaya repdred tat stability and to Prevent Catlapu Well possible personal injury and property damage. Forgeneal guidancaregarding the NOW fabieAtien. storage. delivery. erection and bracing of mosses and moss "am. see ANSVrP11 Duality CAteN, OSBat and SCSI Building component 8904 Parke fast Blue. Safety Intarmation available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa. FL 36810 Job Truss rinse Type Oy Ply Park SgBarcekuta-A or C_TRAY T13452388 P2392ACT 84 SPECIAL 1 q Mid•Flortda Lumber, Bartow, FL. t-0-0 3-9.4 t-0-0 39.4 6.00 F12 3x4 4 3 22 3x4 = 20 II 8.130 s Sep 15 2017 MTek Industries, Inc. Fri Mar 9 10:51:30 2018 Page 1 ID:IUEj2vgrkv4uEJUYC2iFzkfng4vO6cny8Uz72P901Sbp9pKm4slhdD7dKpy8l%hcgbh 74-0 9.11.8 12-7.8 14-11-12 17-5.12 1&2.4 21-0.4 24-4-0 3-2-12 2-11 2$-0 2 4 4 26-0 1$8 2-0 2-7-12 Scald - 1:43.3 4x8 4xa = 2z4 II 4 25 5 26 a 11$8 1x4 II 4x5 = 4x5 = tx4 11 S)a = r? OBx9 - 8 9 10 11 12 21 20 19 29 1s 90 17 31 16 3215 33 14 3x4 = 4118 4x4 II 5x8 = 2.4 II 2x4 II 6x9 = 13 3.4 11 7x10 = LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in ([cc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.00 TC 0.92 Vert(LL) -0.42 17-18 >687 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.83 Vert(CT) -0.82 17-18 >355 180 SCLL 0.0 Rep Stress Ina NO WB 0.77 Horz(CT) 0.07 13 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MS Weight: 448 lb FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 3.1-9 cc purlins, 7-12: 2x4 SP No.1 except end verticals. BOT CHORD 2x6 SP DSS 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. 2-20: 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* 6-18.7-19,7-17,9.17,12-14,10.14: 2x4 SP No.2 REACTIONS. (Ib/size) 13=2529/0.4-0, 2=2354/0.8-0 Max Hors 2=202(LC 8) Max Uplift 13=-341(LC 5). 2=-446(LC 8) Max Grav 13=3512(LC 2),2-2376(LC 2) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3-49101871, 3-4=-47081875, 4-5=5375/945, 5.6-337133, 7-18=-1611317, 7-8=-18798/2775, 8-9=18798/2775, 9-10-14658/1864,10.11=-6849nss, 11-12=4849n55, 12-13=-26851299 BOT CHORD 2- 22-92114371, 21-22=92114371, 19-21=463/4198, 18-19-3139/18876, 17-18=3316/ 19968, 16-17-1864/14658, 15-16=1864114658, 14-15=1864114658, 13-14=-49/464 WEBS 3.21= 283169, 4-21=71/ 502, 4-19=232/1843, 5-19=770/4820, S-7-7118/1291, 7-19=14443/2278, 7-17=2256/ 579, 9-16=1503/309, 9-17-976/4758. 10.15=321/2328, 12-14=756/6838,10.14=-8364/ 1188 NOTES- 1) 3-ply truss to be connected together with 10d (0.131'x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0.7-0 cc, Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-" cc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oa 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vuh=140mph ( 3second gust) Vasa=108mph; TCOL-4.2psf; BCDL=3.Opsf: h=15ft; a-45ft: L-24ft; eave=4f ; CaL II; Exp 8; End., GCpi=0.18: MWFRS (directional): Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.64 tall by 2-0-0 wide will (Ibetween the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 13=341, 2=446. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on apy_eleptronip copies. iPhl p.J;O' Regrlp No.5H-A t6908 PidieldsetBl d,JempfirL•33G10, March 9,2018 C&WJt# IA9-R $ ". Parer . and READ NOTES ON THIS AND INCLUDED MfMK REFERENCE PAGE 0167473 rev. 10411015 BEFORE USE besign valid for use only with MrrekS connectom. This design is based only upon parameters snovrd, and is tar an indiNdusl building component, not a buss system. 9etore use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall buildup design. Bracing inarated is to prevent budding of individual trust web andfor chard members only. Additional temporary and permanent tracing f Is ahways required tar stability and to prevent collapse vrah possible personal injury and property damage. Far general guidance regarding me O.il fabrication. storage. delivery. erection and bracing ofbusses and truss systems. see ANSVrP11 Quality Cdterls, OSS49 and BCSI Building Component 8904 Parke East Blvd. Safety Information avallable from Truss Plate Instaute. 20 N. Lee Suet. Suite 312. Alexandria. VA 22314. Tamps. FL 36610 Job Truss Truss Type Oty Ply Park SglBarcelona-A or C TRAY T13452388 P2392ACT 84 SPECIAL 1 q Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Fri Mar 9 10:51:30 2018 Page 2 ID:IUEj_2vgrkv4uF-JUYC2jfzkFng4vO6cny8Uz9ZP9015bp9pKmjslhdD7dKpty81 Vzcgbh NOTES- 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 189 lb down and 204 lb up at 7-0.0. and 97 lb down and 106 lb up at 940-12. and 97 lb down and 106 lb up at 11-0-12 on top chard, and 327 Ill down and 97 lb up at 740.0, 66 lb down at 9 12, 66 lb down at 114)-12, 344 lb down at 14-9-12. 344 lb down at 16.9.12.3441b down at 18-9-12. 344 lb down at 20-9-12, 344 Ill down at 22-9-12, and 354 lb down at 24-2-4. and 1136 lb down and 201 lb up at 12-9.12 on bottom chord. The design/selection of such Connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase-1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-4=60, 4-0-60, 7-12-75. 2-13=20 Concentrated Loads (Ib) Van: 4-142(B) 7= 460 13=-89(8) 20= 41(B) 21=-327(B) 17=-79(B) 25=97(B) 26=97(B) 29=41(8) 30=1021(F) 31-79(B) 32=79(8) 33=79(8) 34=-79(B) WARMING • Va ft Aasign parametars and READ NOTES ON THIS AND INCLUDED U TEK REFERENCE PAGE 110I-7472 n t. 16412,2015 BEFORE USE Design valid for use only with MITek® connectors. This design is based only upon parameters shorn, and is for an individual Wilding componenL nor a truss system. Before use, the Wilding designer must verily the applicability of design parameers and properly incorporate Nis design into the overall WildiN design. Bracing indicated is to prevent buctding ofindividual truss web andiat Card members only. Additional temporary and permanent tracing M.M' is always required far stability and to provers collapse with possible personal lelut7 and property damage. fa general guidance regarding the Wis 1. 156CArtion. Storage, delivery. erection and tracing of trusses and truss systems, sae ANSVrPI1 Quality Criteria. OSM2 and SCSI Building Component 8204 Parke East and. Safety Information available from Truss Pima Institute. 216 N. Lee Street. Suite 312. Alaundris. VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Park SglBartxlons-A or C TRAY IPly T13452389 P2392ACT C1 COMMON 1 1all Mid -Florida Lumber, Barlow. FL. S.130 s Sep 15 2017 MfTek Indusuies, Inc. FA Mar 9 10:51:31 2018 Page 1 ID:tGEL2vgrkv4uEJUYC2jfzkFng-ABeVp7ymFH70OJbEe1KOLY11194myiT1 Xikgxzegbg 1-0-0 5.9.4 11-0.0 1&2-12 22.0.0 23-0.0 1-0-0 5.9.4 5.2.12 5.2-12 5.9.4 1-0-0 i Scab - 1:39.3 4x4 = 3x4 = 3x4 = 3x4 = 3x4 = 3x4 = Ig 7B3 74b13 22-0-0 7b3 6-11-11 7$3 LOADING (par) SPACING- 2-0-0 CSI. DEFL. in (tar) I/deO Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) 0.07 10-13 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.58 Vert(CT) 0.18 10.13 -999 180 BCLL 0.0 ' Rep Stress Inn YES WB 0.20 Horz(CT) 0.04 6 n/a n/a BCDL 10.0 Code FBC20171TP120/4 Matrix -MS Weight: 101 Ill FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-S-3 oe puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9.11-14 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=940/04-0, 6=940/041-0 Max Hoe 2=115(LC 11) Max Uplift 2=181(LC 12), 6-181(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1525/468, 3-4-1367/470. 4-5=-1367/470. S-6-IS251468 80T CHORD 2-10=326/1328. 8-10-1511876, 6-8-344/1328 WEBS 4-8=157/526, 5.8=3401203. 4-10=1671526. 3-10=340/203 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vuh=140mph (3-second gust) Vasd=108mph: TCDL-4.2psf; BCDL-3.Opsf; h=15R; 8=45ft; L=24ft; eave-4tt; Cat. 11; Exp B; End., GCpi=0.18: MWFRS (directional) and C-C Exterior(2) -1-0.0 to 2-0-0. Interior(1) 2-0-0 to 11-0-0, Exlerior(2) 1140-0 to 14-0- 0 zone;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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Tit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=181, 6=181. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on apy_ elQCtlonip ies. ggipfO'Regsn P€No.58i28• tb90d Parke fiast 8l d.JampeE 33610 Ma March 9, 2018 0 WARNING • VetfrV dasign Parameters end READ NOTES ON THIS AND INCLUDED NITEK REFERENCE PAGE Ma•7473 ray. 100034013 BEFORE USE Design valid lot use only with UlTelab connectors. This design is based only upon parameters shovm, and is lot an individual building component, not a was " am. Before use, the building designer must ve ft the app6ubi sty of design parameters end property inraporate this design into the overall No building design. Bracing indicated is to prevent buckling of individual truss web andiat ntoro members onty. Additional temporary and permanent bracing l4 .wT- is always required tar stability and to proven ceeaPW with possible personal injury and Property damage. For general guidance regarding the L1O fabrication, storage, delivery, erection and bracing of trustee and truss systems, ace ANSIRPII Oualhy Criteria, OSS49 and BCSI Building Component 6904 Parke East Bhna. Safety Information available Item Truss Plate instate. 216 N. Lee street. Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type oy Park Sq/Barcelona-A or C_TRAY IPty T13452390 P2392ACT C2 HIP 1 1all Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc, Fri Mar 9 10:51:32 2018 Page 1 ID:19EL2vgfkv4uEJUYC2iFzkFng-el7tOTzOOaFHeTAOCOsdulrAGZOehAGdGBRI MOzcgbf 1-0-0 4-g-4 IV9-0.0 1341-0 17-2-12 23-0-0 1-0 0 4-9.4 4-2-12 4 0 0 4.2-12 t 9 4 Scale = 1:39.1 i 4x4 = US = 4x4 = 330 =3x1 = 3x4 = lilt = LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in loc) IldeO Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(L-) -0.16 9-17 >999 240 MT20 244/190 TCOL 10.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.34 9-17 >781 180 SCLL 0.0 Rep Stress Ines YES WB 0.18 Horz(CT) 0.04 7 n/a n1a BCOL 10.0 Code FBC2017frPI2014 Matrix -MS Weight: 108 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-5 oc puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-8-16 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2-940/0-8-0.7=940/0.8-0 Max Horz 2=96(LC 11) Max Uplift 2-181(LC 12). 7-181(LC 12) FORCES. (lb) - Max. Comp.AAax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=15471578. 3.4 =1237/462. 4-5=1054/459, 5-6=12371462. 6-7=-15471578 BOT CHORD 2-11- 446/1364. 9-11-25511054, 7-9=45311364 WEBS 3-11-360/226.4- 11-74/339. 5-9=-67/339, 6.9=3611226 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vuh= 140mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL-3.Opsf; h-15ft: 8=45ft; L-24ft; eave=4ft; Cat. 11; Exp 8: End., GCpi-0. 18; MWFRS (directional) and C-C Exterior(2) -1-0.0 to 2-0-0, Interior(1) 2411-0 to 9-0.0. Exterior(2) 9-04 to 13", Interior(1) 17-4-11 to 23-0-0 zone:C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-" 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 (jt=1b) 2=181, 7-181. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on apy- elgL(*onil . ies. 1*: Aipp9;0'ReyAn PENo.581M r V!', 'IQsy,'hT, ifi906PerukeEastWd,16A,_3 ij t0iti March9,2018 O WARNING - Verity design Paramus and READ NOTES ON THIS AND INCLUDED ANTEN REFERENCE PAGE MIF7472 ray. M42MIS BEFORE USE. Design vaGo rot use only with MRekc® conneaom. This design is laud only upon parameters shown, and is tar an indhMual building component, not a truss "am. eetote use, the budding designer must vedfy the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated is to prevent bulling of individual truss web andior Chard tha nbus anty. Additional temporary and pennanerd bMdno is always required tot Stability and to prevent collapse wen possible persoml injury and property damage. For general guidance regarding the . fabrication. Storage, delivery, erasion and bradng of trusses and truss systems, a" ANSIRPII Oualhy Criteria. 03542 and SCSI Budding Component 9904 Pare East Sm. Satey btfomatlon available from Truss Plate Institute, 2le N. Lee Street. Suite M2. Alexandria. VA 22314. Tampa. FL 36610 Job Truss Truss Type Oty Ply Perk Sor C TRAY T13452391jBarcelons-AP2392ACT C3 HIP 1 1 Mid - Florida Lumber, Bartow, FL. 6. 00 12 3x5 = tx4 C LOADING ( psi) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 SCLL 0.0 - Rep Stress Ina NO BCDL 10.0 Code FBC20171TPI2014 LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. ( Iblsize) 2-1616/0.8-0, 8=161610-" Max Harz 2-77(LC 6) Max Uplift 2-416(LC 8), 8=416(LC 8) 8. 130 s Sep 15 2017 M1Tek Industries. InG Fri Mar 9 10:51:33 2018 Page 1 ID: I6EL2vgrkv4uEJUYC2ifzkfng-7UhFEp 1nuNSGdcmiNsOzOMlyihOa7mVdbvgzcgbe If-" t5410 tat-12 22-0-0 2344 444 L 3- 2-12 3.94 1-0-0 Scide - 1:39.1 4x4 = 3xa = 4x4 = 4 20 21 5 22 23 6 13 24 12 11 25 10 3x8 = 40 = tx4 II 3xB = CSI. DEFL. in lot) UdeO Ud TC 0.42 Vert(LL) 0.12 11 999 240 SC 0.81 Vert(CT) 0.24 11 999 180 WB 0.33 Harz(CT) 0.09 8 n/a n/a Matrix - MS tz4 4 7 8 d 3x5 = PLATES GRIP MT20 2441190 Weight: 112 lb FT - 20% BRACING - TOP CHORD Structural wood sheathing direly applied or 3-2-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-1-9 oc bracing. FORCES. ( lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3074f796, 3.4=-2873f763, 4-5=2564/708, 5-6=25641708, 6-7=2873f763, 7- 8-3074f796 BOT CHORD 2-13-451/2720, 11-13--689/2898. 10-11=48912898, 8-10=-6512720 WEBS 3.13-274/78, 4-13-1521876, 5.13=503/152, 5-10=5031152. 6-10=152/876, 7- 10=2741`78 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vint=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsh h=15ft; 8=45ft; L=24R; eave=4ft; Cat. 11; Exp 8: End., GCpi=0.18: MWFRS (directional); 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 bads. 5) ' This truss has been designed for a live bad 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 uplift at joints) except (jt=lb) 2= 416. 8=416. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 189 lb down and 204 lb up at 7- 0.0, 97 Ib down and tO6 Ib up at 9-0-12, 97 lbdown and 106 Ib up at 11-0-0, and 97 Ib down and 1 O6 Ib up at 12-11-4, and 189 Ib down and 2041b up at 16-0-0 on top chhord, and 327 Ib down and 97 lb up at 7-0-0, 661b down at 9.0-12, 661b down at 11-0-0. and 661b down at 12-11-4. and 3271b down and 971b up at 14-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, bads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE( S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads ( ptf) Vert: 1- 4=60, 4-0=40, 6-9=-60, 14-17 =20 Concentrated Loads ( lb) Vert: 4- 142(F) 6-142(F) 13=327(F) 11=-41(F) 5=97(F) 10=327(F) 21=97(F) 22=97(F) 24=41(F) 25=-41(F) This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on ap, e1o,Ctronip ies. LP1At ip ; 0'RegBn No.59129, t690a Perki Enid WdrZuilpal- 33610j Oiti March 9, 2018 0 WARNING • Verfry, design Parameters and READ NOTES ON THIS AND INCLUDED WYEK REFERENCE PAGE A0167472 rev. MWMIS 9EFORE USE Design valid for use only with MITakO connectors. This design is bused only upon pararnaers shown, and is far an indMdual busdkg comportera, net a truss " am. Before use, the building designer must waft Me appkebllity of design parameters and properly incorporate this design boo the everts building design. arectnil Indicated is to prevent buUding of irdMdual truss web and/or chord members only. Additional temporary and permanent bracing 1 b'l1.wT' is always requited roc stability and to prevent coswith h possible personalinjury and pndpary damage. For general guidance regarding me L 1XIi YY11.. faWketidn• storage• delivery, erection and bradng of trusses and wss systems, sae ANSVMI Oualby, Criteria, OSS49 and SCSI aultding Component 6904 Parke East 11M. Safety Information avababld horn Truss Plate Inalkne. 216 N. Lee Street. Suite 312. Alexandria, VA 22314. Temps. FL 361110 Job Truss cuss Type Park Sq/Barcelona-A or C TRAY 10ty IPty T13452392lJobP2392ACT04HIP12Referenceloationall Mid -Florida Lumber, Banow, FL. S.130 s Sep 15 2017 Mi rek Industries, Inc Fri Mar 9 10:51:34 2018 Page 1 Ill:tUEL2vgrkv4uEJUYC2jFzkFng-bhFdR97fYCV71mKpKRuSzAvJOYM5g9wwkVwPRGzcgbd 1-0-0 310,12 7J-0 1144 14-- 16$8 t9-0-0 22-0-0 1-0-0 31d12 314 3-" 39-0 1-9-0 2-58 3-0-0 THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL 4x8 7.Sx4 II Sze MT18HS = Sete - 1:37.2 4x4 = 2x4 II 3x4 = 74 = axe = 8xB = 3xa II 5x74 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 TC 0.98 Vert(LL) -0.17 11 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.34 11 >775 180 MT18HS 244/190 BCLL 0.0 Rep Stress Inn NO WB 0.82 Horz(CT) 0.08 9 n/a nla SCOL 10.0 Code FSC2017frP12014 Matrix -MS Weight: 277 Ib FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-4-4 oc purlins. BOT CHORD 2x6 SP OSS BOT CHORD Rigid ceiling directly applied or 941-1 oc bracing. WEBS 2x4 SP No.3 'Except' 4-14,5-13,6-12,7-11: 2x4 SP No.2 WEDGE Right: 2x4 SP No.3 REACTIONS. (lb/size) 9=7852/0.4-0, 2=2829/0.4-0 Max Hwz 2-78(LC 7) Max Uplift 9-2102(LC 8), 2-775(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3-5822/1545, 3-4-5655/1541. 4-5-708011962. 66-7080/1962, 6-7-9793/2701, 7-8=-14154/3875, 8-9-15433/4176 BOT CHORD 2-15- 1339/5181, 14-15-133915181, 13-14-1279/5035, 12-13=2374/8988, 11-12-3394/12644, 10.11=-3701/13784, 9-10-3701/13784 WEBS 3.14-325/ 71, 4-14=-64/343, 4-13-803/2907, 6-13-2707/949, 6-12-1647/6014, 7-12=-6664/1OS6, 7-11-1976/7224, 8-11-1329/357, 8-10-261/1127 NOTES- 1) 2-ply truss to be connected together with 10d (0.131'x3') nails as (ollows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 3 rows staggered at 0.2-0 or.. 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 (a). unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7- 10; Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; SCDL=3.Opsf; h=25ft: 8=45ft; L-24ft; eave-41t; Cat. 11; Exp B; End., GCpi=0.18: MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psi bottom chord live bad nonconcurrent with any other live bads. 8) ' This truss has been designed for a live load of 20.Opsf an the bottom chord in all areas where a rectangle 360 tall by 2-0-0 wide will fd between the bottom chord and any other members. 9) Provide mechanical connection ( by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (t=lb) 9=2102, 2=775. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 5991 Ill down and 1715 lb up at 1644. 1187 lb down and 307 lb up at 16-114. and 636111 down and 176 lb up at 18-114, and 1047 Ill down and 274 Ill up at 20.114 on bottom chard. The design/selection of such connection device(s) is the responsibility of others. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on apy-elPc.Vonipifies. hhtLh l)ipJ;O'Regen P1FrNd.SB. k fR l ik1QSy)06f1 ,.,- r . t69G6 Parliel:aetBl d,Jampe • 33610, s Oiti March 9,2018 rV6llyaaelgrrp7remefen end READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE 1014472 nv. I&WAIGIa BEFORE USE Design valid for use only with MITek® ranractors. This design is based only upon parameters shown, and is for an individual budding component, not a buss system. Before use. the building designer must venty the apptirahlley of design parameters ant property inea"rrie this design into the Overall ME building design. ersdag Indirmad is to prevent budding of individual in= web and/or chord members only. Additional temporary and permanent tuadng is always required tar stability and to prevent Collapse with possible personal Injury and property damage. For general guidance regarding the . faekation, storage, daltvery, erection and bradrg of trusses and was systems, sea ANSUMI Quality Criteria, OSS49 and BCSI Building Component Bald Pence East Btvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tamps, FL 3MIO Job Truss Truss Type Oly Ply Park SglBarcelons-A or C TRAY T13452392 P2392ACT C4 HIP 1 Mid -Florida Lumber, Bartow, FL. LOAD CASES) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-60, 4-6=40, 69=60, 2.9=20 Concentrated Loads (lb) Vert: 11a5991(B)10=636(B)17-1047(B) 22=-1187(8) 8.130 s Sep 15 2017 MTek Industries, Inc. Fri Mar 9 10:51:34 2018 Pape 2 ID:16EL2vgrkv4uEJUYC2jFzkFng-0hFdR9?lYCV7tmKpKRu5zAwOyM5ggwv %wPRGzegbd 0 WARMMO • Vadly Mahn parameter...d READ NOTES ON THIS AND INCLUDED a11TEK REFERENCE PAGE 11110-7473 rev. 160=015 BEFORE USE Design valid for use only with MITok® connectors. This design is bated only upon parameters shown. and is for an indnAWal building component, not a we& syetem. Before use, the building designer must ratify the applicability, of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent budding of individual truss Web antler Chord members any. Additional temporary and permanent tramp Is aNrays required for stability and to prevent Collapse With possible personal injury and property damage. For general guidance regarding the om fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVMI Quality Criteria, OSB49 and SCSI Building Component 6904 Parke East &W. Safety Information available from Truss Plate Institute. 216 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 361110 Job Truss Truss Type Oty Ply Park Sq/Barcelona-A or C_TRAY T13452393IP2392ACTCSHIP11 all Mid -Florida Lumber. Bartow, FL. 1-0-0 6-0-0 S-0-0 4x8 = tx4 II 3 19 4 20 8.130 s Sep 15 2017 MTek Industries, Inc. Fri Mar 9 10:51:35 2018 Page 1 4xB = 68-0 1-0-0 Scale a 1:32.1 3x4 = 1x4 II 3x4 = 3xe = Ix4 II 3x4 = LOADING (psi) TCLL 20.0 TCDL 10.0 BCLL 0.0 - BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 WEBS 2x4 SP No.3 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Inc YES Code FBC2017frP12014 REACTIONS. (lb/size) 2=940/0-3.8, 6=940/0-3.8 Max Horz 2-67(LC 11) Max Uplift 2=252(LC 12), 6=252(LC 12) CSI. DEFL. in loc) I/deb Ud PLATES GRIP TC 0.48 Vert(LL) -0.06 9 >999 240 MT20 2441190 BC 0.53 Ven(CT) -0.13 11-14 >999 180 WB 0.17 Horz(CT) 0.04 6 Tile n1a Matrix -MS Weight: 99 lb FT - 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-14 oc puflins. BOT CHORD Rigid ceiling directly applied or 9-1-3 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3-1527/526, 3-4-1616/614, 4-5-16161614, 5-6=1527/529 BOT CHORD 2-11=36811301. 9-11=36711308, 8-9=37811308, 6.8-37811301 WEBS 3- 9=140/455, 4-9=3271169. 5-9-1411455 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vuft=140mph (3-second gust) Vesd=108mph; TCDL=4.2psh BCOL-3.0psf; h=25ft; 8=45ft; L-24ft; eave=oft; Cat. II; Exp B; End., GCpi=0.18; MWFRS (directional) and C-C Extefior(2) -1-04) to 2-0-0, Interior(1) 2-0.0 to 6.0-0, Exterior(2) 6-0-0 to 20.2- 15, Interior(1) 20-2-16 to 23-0.0 zone;C-C for members and forces 8 MIAFRS for reactions shown; Lumber DOL=1.60 plate grip OOL- 1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load noneoncurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fd 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 (jt=lb) 2=252, 6=252. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are, not considered signed and sealed and the signature must be verified on apy- elej;tronip copies. 4T{ht ipJ;O'Regan Ng.SB1?6 i69(ktPerliel: a9tBl drjalilpe L331:1Gj Oita March 9, 2018 O WARNINO • verify design parameters and READ NOTES ON THIS AND INCLUDED AVTEK REFERENCE PACE a111.7472 raw. 1dW*OtS BEFORE USE. Dalian valid for use ony with MRak® cennectore. This design Is based only upon peramelent shwm, and is for an individual building component, net a truss system. Before use, the building designer mull vaMy the applicability of design parameters and property ineoryorabe this design into the overall budding design. Bracing indicated is to prevent budding of individual truss web and/or chord member& only. Adddiaeal temporary and pemwnem bracing wT Is aNnays required for stabliily and toprevent eolta epse with Possiblepersonalk*vy and property damage. For general guidance regarding the 111. i fabrkation, storage, delivery, waction and bracing of woes and trust systems, aft ANSIRPl1 Quality Criteria, OSS49 and SCSI Butiding Component 6904 Parke East BNd. Safety Information avabable from Truss Plata Instsute, 218 N. Lea Street, suite 312. Alexandria. VA 22314. Tampa. FL 381110 Job Truss Type Oty Ply Park SglBarcelona-A or C TRAY rr,"P" T13452394 P2392ACT C6 1 1 nuo-ruunda LUrrluer, ctanuw, rL. 1-" ' &" 4x8 = t-, 3 6.13U 3 Sep 10 2U1 r MI IeK InaUStneS, Inc. rn Mar 9 10:51:36 201a Page 1 44-9 3-10-13 449 tx4 II 3x4 = 4 1e 19 5 20 419 = 8 04 = 2z4 II 4x8 = 8) - 3x5 = 2x4 11 3x6 - 1-0-0 Scale = 1:39.1 LOADING (psf) TCLL 20.0 TCOL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0.0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017frPI2014 CSI. TC 0.54 BC 0.86 WB 0.57 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/den Lid 0.16 10-12 >999 240 0.31 10-12 >848 180 0.06 7 n/a nla PLATES GRIP MT20 244/190 Weight: 121 lb FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 241-1 oG purlins. BOT CHORD 2x6 SP No.2 'Except, BOT CHORD Rigid ceiling direly applied or 7-2-0 oG bracing. 7-11: 2x6 SP No.t WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2-1371/0-3.8, 7=1569/0.3.8 Max Horz 2=58(LC 7) Max Uplift 2-398(LC 8). 7=476(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3-2590/712, 3-4=350011049, 4-5=3500/1049. 5-6=3785/1136. 6-7-3051/891 BOT CHORD 2-13-575/2266. 12-13-573/2274, 10-12-1051/3785, 9-10-720/2702, 7-9-714/2677 WEBS 3.12=478/1507. 5.12-371/224, 6.10-397/1339, 6-9=101/428 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL-3.0psf; h=25ft; 13=45ft; L=24ft; eave=oft; Cat. II; Exp B: End., GCpi=0.18: MWFRS (directional); Lumber DOL=1.60 plate grip OOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pat bottom Chord live load nonconcurrent with any other live bads. 5) - This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom Chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) This item has been 2=398, 7-476. 7) Hanger(s) or other connection device(s) shall be provided sufficient to Support concentrated load(s) 51 Ill down and 77 Ill up at electronically signed and 13-0-12, and 51 lb down and 77 lb up at 14-3.4 on top chord, and 577 Ill down and 197 lb up at 11-0.12, 36 lb down at 13.0-12, sealed by ORegan, Philip, PE and 361b down at 14-3.4, and 329 lb down and 145 lb up at 16-3.4 on bottom chord. The design/selection of such Connection using a Digital Signature. device(s) is the responsibility of others. Printed copies of this 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). document are not Considered LOAD CASE(S) Standard signed and sealed and the 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 signature must be verified Uniform Loads (plf) on apy-elw.tronip Copies. Vert: 1-3=-60, 3-6=40, 6.8=-60, 2-7-20 zt A ip,J.,O.'Re(jan No.i9126 Concentrated Loads (Ib) Vert: 5-51(F) 10-26(F) 20=51(F) 21=577(F) 22-26(F) 23-329(F) SiIpIT IQR "rCtll , 46904ParkoSaetWd,jaI ,_3361G t'IiSn`? March 9,2018 O WARMNG - Vadfy design parameters and READ NOTES ON THIS AND INCLUDED INTEK REFERENCE PAGE 0167473 rev. 1602=015 BEFORE USE. Oesign valid for use only, with NrTek® connectors. This design is based only upon parameters sham, and Is for an Individual building componem, not a tnrss System. Before use, the building designer must verify the applicability of design parameters and property incorporate this design imo the overall building design. BISCing kidiuted is to prevent 111-Ming of individual truss web and/or clam members only. Additional temporary and pehnanem bradbg Is always required for stability and to prevent collapse with possl0le personal Injury and pmpeny damage. Fa general guidance regarding the - faakation. Storage. delively, erection and bracing of trusses end wss Systems. acre ANSIMM Quality Criteria, OSM2 and SCSI Building Component 6904 Parke East BIW. Safety Information avallable from Truss Plate Insouna. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa. FL 36610 Job Truss Truss Type Park Sq/Baroelona-A or C TRAY 10ty ty T13452395 P2392ACT C7 HIP 1 1 b Reference (oationah Mid -Florida Lumber. Bartow. FL. 8.130 s Sep 15 2017 MiTak Industries. Inc. Fri Mar 9 10:51:37 2018 Page 1 ID:WEj_2vgrkv4uEJUYC2jf zkFng-7Gxrn4B1 xr7takE2N7ZRobpY 1 EZ64MONMOT932bzogba 1-0-0 4-9.4 9-0-0 13-0-0 18.14 1-0 0 4-94 4-2.12 4-0-0 3S0 Seek - 1:31.3 40 4x8 4x4 = 3x8 3x4 1.Sx4 II LOADING (psi) SPACING- 2-0.0 CST. DEFL. in TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.14 TCOL 10.0 Lumber DOL 1.25 SC 0.65 Vert(CT) 0.29 SCLL 0.0 Rep Stress Inv YES WB 0.19 Harz(CT) 0.02 BCDL 10.0 Code FSC2017/TPI2014 Matrix -Ms LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 2=713/0-3.8, 7=649/Merhanical Max Harz 2-121(LC 12) Max Uplift 2=190(LC 12). 7=162(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1052/424, 3.4=-740/305, 4.5== 602/317. 5-6=-479/227, 67=609/292 BOT CHORD 2-9=-440/922, 8-9=153/382 WEBS 3-9=3631232.5.9=-125/362.54-288/143.64-197/496 loc) I/den Ud I PLATES GRIP 9-12 >999 240 MT20 2441190 9-12 >676 ISO 7 n/a n/a Weight: 91 lb FT - 20% Structural wood sheathing directly applied or 5-3.13 cc purtins, except end verticals. Rigid ceiling directly applied or 8-10-8 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vint=140mph (3-second gust) Vasd=108mph; TCDL=4.2psh BCDL-3.Opsf; h=25R; 8=45rt; L-24ft; eave=4f1; Cat. II; Exp B; End., GCpi-O.18; MWFRS (directional) and C-C Exterior(2) -1-0.0 to 2.0.0, Interior(1) 2-0-0 to 9-0-0, Exterior(2) 9-0-0 to 13-0.0 zone;C-C for members and forces 8 M%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 bads. 5) ' This truss has been designed for a live load of 2O.Opsf on the bottom chord in all areas where a rectangle 3-6 1 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2-190. 7-162. 2 4 This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on apy-eleLt+tronip Gies. tt+l PJ;O'Regan ,•tlo.5t1126• i1 iTnk IrlQS l,Ccf . , t§90'4 Plrlie;East 81>rd,Jsmpi 33fr10 i Dati March 9,2018 0 WARMING - Vedly design Parameters and READ NOTES ON THIS AMD INCLUDED AUTEK REFERENCE PAGE U&7Q3 raw. I&V3000 BEFORE USE Design valid rot use only wbh alrtek* connectors. This design is baud only upon parameters ahem, and is for an individual budding component, not a truss system. galore use, the budding designer must wity the oppliubWy of design parameters and properly incorporate this design Into the overact No building design. Bracing indicated is to prevent building of individual Van web and/W drord menbera only. Additional temporary and permanent bracing INII Is akrays required for stability and to prevent Calliopes with possible personal Injury and property dams". For general guidance regarding cite o fabrication. storage, delivery. erection and bracing of busses and truss systems. we ANSUMI Quality Crherk, OSS49 and SCSI Building Component 8904 Parke Fast 8kd. sarely Information Meseta born Truss More Insisted. 218 N. Lee Sired. Suite 312. Alexandria. VA 22314. Tampa, FL 361116 Job Truss ss Type Dry Park Sgffiamelona-A or C TRAY 1c: 1ply- T13452396 P2392ACT C8 MMON 4 1 Job1teference (optional) Mid -Florida Lumber. Bartow. FL. 8.130 s Sep 15 2017 Mirek Industries. Inc. Fri Mar 9 10:51:37 2018 Page 1 10:10EL2vgrkv4uEJUYC2jFzkFng•?GxrrAB 1 Xr7takE2N72RobpY3dZ6jMJoMOT932bzcgba 5-6-4 I If-" 16-5-0 1 t-0-0 584 552-12 b5-0 Sx6 = 3x4 = e 3x4 = 3x4 = LOADING (psi) SPACING- 2-0.0 CSI. TCLI 20.0 Plate Grip DOL 1.25 TC 0.38 TCOL 10.0 Lumber DOL 1.25 BC 0.67 8CLL 0.0 - Rep Stress Incr YES WB 0.61 BCDL 10.0 Code FBC2017f rP12014 Matrix -MS f OEFL. in (loe) IldeO Ud PLATES GRIP Vert(L-) -0.11 6.7 >999 240 MT20 244/190 Vert(CT) -0.20 6.7 >988 180 Horz(CT) 0.02 6 n/a n/a LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD 80T CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 80T CHORD REACTIONS.. (lb/size) 2=713/0-3-8, 6=649/Mechanieal Max Harz 2=121(LC 12) Max Uplift 2-190(LC 12), 6=162(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1019/321, 3.4=7971282 80TCHORD 2-7=-331/883.6-7-138/426 WEBS 3-7=-359/209, 4-7=-116/540, 4.6=562/180 Stale - 1:36.4 Weight: 83 lb FT - 20% Structural wood sheathing directly applied or 5.4-11 oC purlins, except end verticals. Rigid ceiling directly applied or 10-0.0 oe bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=140mph (3seeond gust) Vasd-108mph; TCOL=4.2psf; 13CDL=3.Opsf; h=25ft; 8=45ft; L-24ft; eave=oft; Cat. It: Exp 8: End., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1.0.0 to 2-0.0, Interior(1) 2-0.0 to 11-0.0, Exterior(2) 11-0-0 to 14-0-0 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL-1.60 3) This truss has been designed for a 10.0 psf bottom chard live load nontbncurrent with any other live bads. 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 1 tall by 2-0.0 wide will rd between the bottom chord and any other members, with BCDL - tO.Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=190,6=162. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on apy_eft.tronip copies. h P J;0'Reg in PFr No.5812.6 diTe '•)t!lyh' C6fl r Ad March 33610j Oati March 9,2018 0 WARNING • Vadry da=Ign parsawtera and READ NOTES ON T141S AND INCLUDED MMIC REFERENCE PAGE aeE7472 rev. 10 134015 BEFORE LOSE Design valid for use only WN MITek® connectors. This design is based only upon parameters ~. and is for an Individual budding component, not a truss "am. Before use. the budding das%ner must verity the applicabeny, of design parameters and property Incorporate this design into the overall budding design. Bracing indicated is to provers buciding of individual truss Web andfar clam members amy. Additional temporary and permanent bracing •"' is sways required for slabday and to provers ca8apsa vNh possible personal injury and property damage. For general guidance regarding the .. fabrication, storage• delivery, erection and bracing of wises and truss "am. see ANSV1P11 Quality Cdteda, OS849 and SCSI Budding Component 6904 Parse East Bhd. Safety Intontution available from Truss PING Imreute• 218 N. Lee SVeel• Suae 312, Alexandna• VA 22314. Tampa, FL 38610 Job Truss russ Type Oty Ply Perk SgBarcelona-A or C TRAY JACK T13452397 P2392ACT CJ 4 1 all Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries. Inc. Fri Mar 9 10:51:38 2018 Page 1 10:16Ej 2vgrkv4uEJUYC2iFzkFng-TSV8HW29e07RMOdaZGyl705HfzbASvZVe7uca2zegbZ 2 -11 1 12 04 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 TCDL 10.0 Lumber DOL 1.25 BC 0.08 BCLL 0.0 Rep Stress Incr YES WB 0.00 SCOL 10.0 Code FBC2017frP12014 Matrix -MR 1.5x4 II OEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.00 5 >999 240 MT20 244/190 Ven(CT) -0.00 5 >999 180 Horz(CT) -0.01 3 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 5=160/0.4-0, 3=24/Mechanicel, 4-1/Mechanical Max Horz 5-69(LC 12) Max Uplift 5=25(LC 8), 3=24(LC 1), 4s45(LC 12) Max Grav 5-160(LC 1), 3-10(LC 10), 4.31(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale a 1:13.8 Weight: 7 lb FT - 20% Structural wood sheathing directly applied or 1-0-0 OC puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oe bracing. NOTES- 1) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL-3.Opsf; h=15ft; B-45ft; L=24ft; eave=oft: Cat. II; Exp B; End., GCpt=0.IS; MWFRS (directional) and C-C Exterior(2) zone; end vertical left exposed:C-C for members and forces d MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL-1.60 2) This truss has been designed for a 10.0 pal bottom chord live load nonconcurrent with any other live bads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-641 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 100 lb uplift at joint(s) 5, 3, 4. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified On apy-eIe,C.tronip ies. f hi'ipil;0'Regltn P€No.581?& t69g'4P6ffie1 aet.BlPd,jlunpii EM 4 March 9,2018 AWARMNO • Varify design parameters and READ NOTES ON TINS AND INCLUDED M EK REFERENCE PAGE 1047477 rev. IaAUMIS BEFORE USE Oesign valid for use any with MITek® Connectors. This design is fused only, upon parameters shown. one is far an indeAeual building Componam, not a truss system. Before use, the buikhtg designer must verify the applicability of design parameters and property inewporese this design into the overall MR building design. Brsdng indicated is to prevent buctding of individual truss web andfor chord members only. Additional temporary and permanent bradna is always required for atabbly and to prevent aaMpse with posdbla personal injury and property damage. For general guidance regarding the NOW fabrication. storage. delivery. erection and bractrq of trusty and mms "am&. ace ANSVrP11 Quality Criteria, OSS41 and BCSI Building Component 6004 Parke East Bird. Safety Information available ham Truss Plate Innade, 210 N. Lee Street. Suite 312, Alexandria, VA 22314• Tampa, FL 36810 Job Truss russ Type oty Ply Park Sq/Barcelona•A or C TRAY JACK T13452398 P2392ACT CJ1 22 1 Job Reference footionall Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Fri Mar 9 10:51:39 2018 Page 1 ID:IUEL2vgrkv4uEJUYC2iFzkFng-xe31NUs3nNk71 YCm6 UGgEdTz"MpMeASUzcgbY 1-0.0 a d d 214 = Seale - 1:7.0 LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in loc) I/deb Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) 0.00 5 >999 240 UT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.01 Vert(CT) 0.00 5 >999 180 BCLL 0.0 Rep Stress Intr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MP Weight: 5 tit FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SO No.2 TOP CHORD Structural wood sheathing directly applied or 1-0.0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling direly applied or 10-0.0 oe bracing. REACTIONS. (lb/size) 3=10/Medlanical, 2=130/0-3.8, 4-0/Meehanicel Max Harz 2-42(LC 12) Max uplift 3=3(LC 9), 2=73(1-C 12) Max Grav 3-11(LC 17). 2=130(LC 1). 4=12(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph; TCDL-4.2psf; BCDL=3.Opsf; h=25ft; B-45R: L-24rt; eave=4ft; Cat. It: Exit 8; End.. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & M%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 bads. 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 rd 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 100 lb uplift at joint(s) 3. 2. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on aj1r_el,Ctronip . ies. f,O.Regan P Ng.58128• t69fkParkeliit8ltrd,Jempaf •3361I1s Oils" March 9,2018 Q WARMNG • VefNy Aldan parameter and READ NOTES ON INS AND INCLUDED UFTEK REFERENCE PAGE MIF7472 rv. 1641MIS BEFORE USE Design valid for use only with Mrrek® connector. This design Is based ardy upon parameters shown, and is for an individual building Component, not a UUU system. Before We, the building designer must weft site appbrabday at design parameters and propefy incorporate this design into the overall bulldblg design. Brdng indirMed is to prevent budding of individual truss web atldlor Chard members Only. Motional temporary and permanent bating MA' Is always required for Stability and to prevent collapse warn possible personal injury and property damage. For general guldane t regarding the IiSa tabrtrstion, storage, deWety, erection and bracing of trusses and truss systems. tea ANaI17g1 Quality Criteria, OSBAS and BCSI Building Component 6W Parka East Blue. satety Infomution availaMe tram Truss Plate insisted. 216 N. Lee Street. Suite 312. Mentions. VA 22314. Tampa. FL 361110 Job Truss Truss Type Park SglBafcNona-A or C_TRAYOty Ift T13452399 P2392ACT CJ3 JACK 13 1 Mid -Florida Lumber, Bartow, FL. 8.130 S Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:39 2018 Page 1 ID:16EL2vgrkWuEJUYC2iFzkfng•xe3WUs3nNk71 YCm6 UGgEdTWxvgMpftneABUzcgbY t-0-0 3-0.0 1-0-0 300 Scale: 1'b V 2x4 = i s3." i LOADING (psf) SPACING- 2-0.0 CSI. OEFL. in loc) Wall Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) -0.00 4-7 >999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 Be 0.08 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Inor YES WS 0.00 Horz(CT) -0.00 3 n/a n/a BCOL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing direly applied or 3-0.0 oc puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling direly applied or 10.0-0 oc bracing. REACTIONS. (lb/size) 3=7 1 /Mechanical, 2-188/0.3-8, 4=36IMerhanical Max Harz 2-74(LC 12) Max Uplift 3=34(1_C 12). 2=-66(LC 12) Max Grav 3=71(LC 1). 2-188(LC 1). 4=52(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10: Vuh=140mph (3-second gust) Vasd-108mph; TCDL=4.2psf; BCDL=3.Opsf. h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; End., GCpi--0.18; MWFRS (directional) and C-C Exterior(2) -1-" to 2.00, Interior(1) 2.0-0 to 2-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL-1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.64 tall by 2-0-0 wide will fa 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 100 lb uplift at joint(s) 3, 2. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on ap -elQotronip Gies. i{hi pJyO'ReganNo.581?& iTlk 1Qt ° CetE r F690! Pantie bast 8 , jamp$ _336b March 9,2018 AWARNINO • Varty, design Parameters and READ NOTES ON Ties AND INCLUDED MEEK REFERENCE PAGE 10I.7472 nv. 164=015 BEFORE USE. Design valid fat use only vft UTek® conneaort. This design it based only upon parameters ahawn. and Is tar an individual building component, net a truss system. Befan use, the budding designer must verity the appacabdity of design pan ndlero and propady inrmponte this design into the oversa building design. Bracing indicated is to proverd budding of indMduan trust web andior chord members only. Addnional temporary and permanent bracing IitA' . is aMmys required lot stadlhy and to provers collapse with possible personal rts s ia ytdyandpropertydamage. For geneguidance regarding the fabrication. storage. delivery. erection and bracing of trusses and trust "ems. sea ANSIRPIt Quality Criteria. DS840 and SCSI Building Component 8904 Parke East Blvd. Safety information available from Truss Plane Insole, 216 N. Lea Street. Sure 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss russ Type 0ty Ply Park SglBarcelona•A or C_TRAY JACK T13452400 P2392ACT CJ3A 1 1 Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Fri Mar 9 10:51:40 2018 Page 1 ID:ItiEL2vgrkv4uEJUYC2jfzkfng-PreuiC3082G9bhnygh7VDRAeAnHQ2p3o6ONjewzegbX 3-0-0 3-" Scale: 1'-V 2x4 = 3d-0 3dD LOADING (psf) SPACING- 2.0-0 CS1. DEFL. in loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) 0.01 3-0 >999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.10 Vert(CT) -0.01 3-6 >999 180 BCLL 0.0 - Rep Stress Ina YES V11B 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Weight: 10 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0.0 cc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 cc bracing. REACTIONS. (lb/size) 1=118/Mechanieal, 2-76IMerhanical, 3=42/Mechanical Max Harz 149(LC 12) Max Uplift 1-15(LC 12). 2-38(LC 12). 3=3(LC 12) Max Grav 1=118(LC 1). 2=76(LC 1), 3=54(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vuft=140mph (3-second gust) Vasd-108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft: L-24ft; eave4ft; Cat. II; Exp 8; End., GCpi=0.18; MWFRS (directional) and C-C Exterlor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 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 fd 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 100 lb uplift at joint(s) 1, 2. 3. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on afly_ele troniF gies. 10ppJ,0-RegenP..-No 8is S IITek l fy j Gc1i.-,. rS. . t690eParkeEae181PdeJbimpa , 3361g' flataa; S: March 9,2018 QWARHING - Wanly Aldan peramafera end READ NOTES ON THIS AND INCLUDED AfITEK REFERENCE PAGE 1140.7473 rw. 1041ae1S BEFORE USE Design valid for use only wah MTek® eatnectors. This design is based only, upon parsmaers sh"n. and Is tar an individual buNdmg component, not a truss system. Before use. the bubdirp designer must waft the applicability of design parameters and property incorporate this design into the overall MR bubditg design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing ` Is !ways required for subdsy and to prevent collapse with possible personal injury and property damage. For general guidance regarding the .4. tabrtcatidn, storage, delivery, erection and bracing of trusses And truss "a $. sae ANSVTPII Owlity Criteria, OSS49 and SCSI Building Cornpar ant 690a Partin East BhA. Safety Information avallabla Item Truss plate Insisted. 21 A N. Lee Street, Suite 312. Alexandria. VA 22314• Tamps. FL 361110 Job Truss Truss Type Park SglBarcelona-A or C_TRAY 10ty jPly T13452401 P2392ACT CJ3T SPECIAL 4 1Job Reference (aptionall Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MITek Industries, Inc. FA Mar 9 10:51:41 2018 1-0-0 2-1-12 0:1-12 0.8.8 2x4 2-3.B Scale: 141' Plate Offsets (X.YI- 13:0.5-8 0-0-31 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(L-) -0.01 7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 SC 0.20 Vert(CT) -0.01 7 499 ISO BCLL 0.0 Rep Stress Incr YES W8 0.02 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MP Weight: 13 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 340 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8.0-0 oe bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=189/0.3.8, 5=115/Mechaninal Max Horz 2=84(LC 12) Max Uplift 2=64(LC 12), 5=51(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 260 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vesd=108mph; TCDL-4.2psf; BCDL=3.Opsf,, h=25ft; 8=45tt; L=24tt; eave=oft; Cat. 11; Exp 8; End., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 3-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL-1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chard live bad nonconcurrent with any other live bads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-641 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 100 lb uplift at joint(s) 2, S. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any-elegtronip . Cl ies. t;ht pJ;O'RegB Pr€NoS814& L6906 PukeEaet 81 d,Zampiif;-3 G10s r0ati March 9,2018 QWARNINO - Vn1ly daslpn parentefars and READ NOTES ON THIS AND INCLUDED YITEK REFERENCE PAGE MI.7472 rev. fOAYlOIS BEFORE USE Design valid for use only with MRek® connectors. This design is baud only, upon parameters shovm, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design paramedrs and property incorporate this design into the Overall MR bulking design. Bracing indicated is to prevent budding of individual truss web andfor Chord member only. Additional temporary and permanent bracing IIU.a,T- - ts always required for subdity, sYYti1andtoprevemcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the 11IL_ fabrication. storage, delivery, erection and bracing or trusses and truss "am. see ANSVM1 Quality Crhada, OS B2f and SCSI Building Component 62" Parke Eau Blvd. Safety Intomuition avabable from Truss, Plate Institute, 2 t6 N. Lora Street. Suee 312. Alexandria, VA 22314. Tampa, FL 36610 Job Tfuss Truss Type Oy Ply Park SgGarcelona•A or C_TRAY T13452402lJobP2392ACTCJSJACK101 Reference (anflonall Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Fri Mar 9 10:51:41 2018 Page 1 1D:IGEL2vgrkv4uEJUYC2i Fzkfng-u l AGvY42uLOODtMSEP V&MfVBa41G1yL47GBMzcgbW t-0-0 5-0-0 1-0-0 5-0-0 2x4 = Scale - 1:17.0 j Sdd S-0.0 i LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in goo) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 0.04 4-7 >999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.26 Ven(CT) -0.06 4-7 >988 180 BCLL 0.0 Rep Stress Inn YES WB 0.00 Harz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017frPI2014 Matrix -MP Weight: 18 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oe purlins. BOT CHORD 2x4 SO No.2 BOT CHORD Rigid ailing directly applied or 10" oc bracing. REACTIONS. (lb/size) 3-127/Mac hanial, 2-264/0-3.8, 4=64IMechanial Max Harz 2=108(LC 12) Max Uplift 3=64(LC 12), 2=73(LC 12) Max Grav 3=127(LC 1), 2-264(LC 11, 4=91(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10: Vuh-140mph (3-second gust) Vasd=108mph; TCDL-4.2psf: BCDL=3.Opsf; h-25ft; 8=45ft; L=24ft: eave=oft; Cat. II; Exp B; End., GCpi=0.18; MWFRS (directional) and C-C Extertor(2) -1-0.0 to 2-0-0, Interior(1) 2-0-0 to 4-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other live bads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chard 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 100 lb uplift at joint(s) 3, 2. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on apy-elpctroni¢ 9f ies. 4 h ipJ;O'Rej)6n P No.58128. T I ry terE , if Xin. prlieEai<t:Bl d,Jelep;*:533f!-,Gj March 9,2018 0 WARNING • Vadly assign parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PACE a1IF7473 rev. 1"21M1S BEFORE USE. Design valid for use any with Wrote& connectors. This design is based only upon parameters shown, and is for an individual buldig component, not a truss system. Before use, the building designer must verity he Applicability of design parameters and property ktraporste this design into the overs6 MR building design. Bracing indiMed is to prevent budding of individual truss web andlor chard members only. Additional temporary and permanent bracing is always required for aubBi y and to proven colapsa with possible personsa injury and property damage. For general guidance regarding the . - labrtrJtidn, adfage, delivery, erection and bracing of trusses and truss systems, a" ANSVIPl1 Duality Criteria, OSS49 and SCSI Building Component 620a Panto East Bad. Safety bdanna an available Roth Truss Plate Instsute. 216 N. Lee Street. Suee 312. Alexandna, VA 22314. Tamps, FL 36610 Job Truss Type oty Ply Park SglBareelona-A or C_TRAYT13452403ls'pursSCIALP2392ACTCJST 4 1 Job Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Fri Mar 9 10:51:42 2018 Page 1 ID:IGEj_2vgrkv4uEJUYC2jFzkFng-MOkr/u5gR1Mr'tzlo6t zlsFuRawN 1j752ksgjpzcgbV t-0-0 2-1.12 2 544 41-0-0 2-1.12 - 2 2-" Seale - 1:17.0 2x4 = 2-3-a Plate Offsets (X.Y- 13:0406.Edoel LOADING (psf) SPACING- 2.0-0 CSI. DEFL. in loc) I/de0 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) 0.11 6 >540 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.19 Vert(CT) -0.14 6 2-421 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.04 Horz(CT) 0.07 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 19 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing direly applied or 5-0.0 oe purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid Ceiling direly applied or 10-0-0 Dc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=165/Mechanieal, 2=267/0.34, 5-29IMeehanieat Max Harz 2=108(LC 12) Max Uplift 4=71(LC 12), 2=72(LC 12) Max Grav 4=165(LC 1), 2=267(LC 1), 5=59(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vuft-140mph (3-second gust) Vasd=108mph; TCDL-4.2psf; BCDL-3.0psf; h=25ft; B=45ft; L-24ft; eave=oft; Cat. 11; Exp 8; End., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 240.0 to 4-11-4 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL-1.60 plate grip DOL-1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 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 100 lb uplift at joint(s) 4, 2. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any_eletrtronip . copies. t hiflp d;0'RegfltiNo.iBt?ti• L69G'6 PiAe'Eait 81?d.Iampe . 33610 March 9,2018 QWARNINO • Vattly design parametars and READ NOTES ON THIS AND INCLUOED AUM9 REFERENCE PAGE 1101.7473 rw. 140MOIS BEFORE USE. Design valid for use only with NRekS Connectors. This design is based only upon parameters shorn. and is far an individual building mmponeM not a was "am. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the ovarall building design. among indicated is to prevent buckling of indiNdual Out web NW*r chard members Only. Additional temporary and permanent bracing f is ahuays required for stability and to Prevent collapse with pot,ble personal injury and property damage. Far general guidance regarding the W tabrlration• storage, delivery, unction and bracing of trusses and cant systems, We ANSVIV II Ousthy Criteria, OSS42 and BGS1 Building Component SOU Parke East Blvd. Safay Mfotm rtion avtoble from Truss Piste Instaule. 218 N. Lee Street. Suite 312. Alerandna• VA 22314. Tamps, FL 311610 Job Truss russ Type oy Ply Park SgMarcelona-A or C TRAY MONO T13452404 P2322ACT O1 HIP 2 1 Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries. Inc. Fri Mar 9 10:51:43 2018 Page 1 IDifiEL2vgrkv4uEJUYC2jfzkFn"OI1KE610zejSSV&LgYCg4ot0_Bxmz EoOWFFzegbU 1-0-0 7.4-14 14-4 4 18.5-0 1 0-0 7-4-14 6.10.8 2-1-12 4xB = 1.Sx4 II Stale a 1:43.1 4 5 e 3x4 = 1 x4 I I 3x4 = 3x4 = LOADING (pan SPACING- 2-0.0 CSI. DEFL. in loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(L-) -0.07 8-11 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.17 8-11 >999 180 BCLL 0.0 ' Rep Stress Incr YES W9 0.88 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MS Weight: 101 lb FT = 20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing direly applied or 5.3.11 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling direly applied or 9-7-14 oe bracing. REACTIONS. (Ib/size) 6=649ANethanital, 2=713/0-3.8 Max Harz 2-264(LC 12) Max Uplift 6=207(LC 12). 2=146(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-970/159. 3-4=-295122 BOT CHORD 2-8=354/817, 7-8=-354/817 WEBS 3-8-01323, 3.7=-737/309, 4-7 =98/477, 4-6=-654/311 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vuft-140mph (3-second gust) Vasd=108mph; TCOL-4.2psf; SCOL-3.Opsf; h=25ft; 8-45ft; L-24ft; eave=4ft; Cat. 11; Exp 8; End., GCpi=0.18; MWFRS (directional) and C-C Extertor(2) -1-0.0 to 2-0-0, Interior(1) 2-0-0 to 14-3.4, Exterior(2) 14-3.4 to 16-3.4 zone:C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip OOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (it=1b) 6=207, 2=146. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on afly-ele_ctronip copies. hip d;0'Rt:j)dn P E;vNo.5B146 t690i PlrEe East BIPd, pi , Iliw Dife March 9,2018 O WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED af1TEK REFERENCE PAGE 1101L7473 raw. 10413MIS BEFORE USE. Design valid for use only with Mlrek& connectors. This design Is based only, upon parameters Shown. and is for an indmMual building Component, net a thus system. Before use, the building designer must went the applicability of design parameters and property incorporate this design into the overall ME building design. Bracing indicted is to prevent We" of individual truss Web and/or chord members any. Additional temporary and permanent bracing is always required far stability and to prevent collapse wren possible personal injury and property damage. For general guidance regarding the ffirw fabrication. storage. delivery, erection and bracing of trusses and truss &Mama. ace ANSVM1 Quality Criteria. OSS42 and SCSI Building Compondnt 6904 Pence East aha. Safety Information available from Truss Plate instates. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa. FL 316810 Job Truss Type Dry Ply Park SglBercelona-A or CTRAYT13452405I russ P2392ACT O1T PECIAL 1 1 Job Reference (anflonall Mid -Florida Lumber, Bartow, FL. 11.130 s Sep 15 2017 MTek Industries, Inc. Fn Mar 9 10:51:43 2018 Page 1 10:16EL2vgrkv4uEJUYC2jf zkf n"O11 KE610zejS9WXLgYCg4oA _6Fm7fEoOW FFzcgbU 2-38 84-0 14-" t65-0 2 38 fi-08 — -- S." 5x5 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.18 6-13 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.86 Vert(CT) 0.36 6.13 536 180 BCLL 0.0 Rep Stress Iner YES WB 0.20 Harz(CT) 0.27 5 n/a n/a BCOL 10.0 Code FBC2017/rP12014 Matrix -MS LUMBER - TOP CHORD 2x6 SP No. t 'Except' 335: 2x6 SP No.2 BOT CHORD 2x4 SP N0.2 'Except* 7-8.9.10: 2x4 SP No.3, 2-4: 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1-66710-3.8.5=654/Mechanical Max Harz 1=78(LC I I) Max Uplift 1-148(LC 12), 5=151(1-C 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2921113, 2-3=1227/407, 3-4-1227/407. 4-5-285/117 BOT CHORD 2-6=-25511097. 4.6=255/1097 WEBS 3-6-114/529 Scale - 1:29.5 PLATES GRIP MT20 244/190 Weight: 83 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25R; 8=45f1; L=24R; eave=4fl; Cat. II; Exp 8: End., GCpi=0.18: MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3.3-0. Interior(1) 3-3-0 to 8-", Exterior(2) 8-4-0 to 11-" zone;C-C for members and forces 8 MWFRS for reactions shown: Lumber DOL-1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 1 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 71 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at -lb) 1=148, 5=151. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on apy_elinctronip ies. lk l s J,2,Ct l t6904PtidieEaaf8l d,JrimPa ,_3361Gj Oeti> March 9,2018 0 WARMNO • Verily daslgn parameters and READ NOTES ON THIS AND INCLUDED MEEK REFERENCE PAOE MIF7473 rev. 1411114015 BEFORE USE. Design valid for use only With MTek®eonnectors. This design is based only upon parameters shorn. and is for an individual building component, not a trues "am. Before use, the Wilding designer must wady the appliublliy, at design parameters and property incorporate this design into the ovatotl ME Wilding design. Bracing indicated is to prevent buUdine of individual truss web andier chord members only. Add'eidnal temporary and permanent bracing MA is asuays required roc stabWty and to provers Cause wait possible personal i npny and property damage. For general guidance regarding the ta U fabrication. storage. delivery, erection and bracing of truss" and truss systems. sea ANSVTP11 Quality CrkeAa. DS649 and BCSI Building Component 6904 pence East Bid. Safety Information available from Truss Plate Insidute. 21a N. Lee Sweet. Suite 312. Almnnaria. VA 22314. Tampa. FL 3611110 Job Truss Type oty PlyPark Sq/Barcelona-A or C TRAYrMONO T13452406 P2392ACT 02 HIP 2 1 Mid -Florida Lumber. Bartow. FL. 8.130 s Sep 15 2017 MTek Industries. Inc. Fri Mar 9 10:51:44 2018 Page 1 I D:IGEL2vgrkv4uEJUYC2iFzkf ng4csPYa7wBGma4J4kvX3RN HLE7022VUY012LxnhzcgbT 1-0-0 6.4-14 12.34 165-0 14}O 84-14 5-10.8 4-1-12 4x8 = 14 I.Sx4 11 scale-1:38.5 8 3x4 = 1x4 11 3x4 = 3x4 = 8.4-14 6-4-14 I 12.3.4 570.6 18.5-0 4-1-12 Plate Offsets (X.Y)- WO-5-4.0-2-01 LOADING (psf) SPACING- 2.0.0 CSI. DEFL. in loc) UdeO Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(L-) -0.04 8-11 >999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 8C 0.44 Vert(CT) -0.11 8-11 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.61 Horz(CT) 0.02 6 We We BCDL 10.0 Code FBC2017frP12014 Matrix -MS Weight: 95 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing direly applied or S-5.5 oc puffins, 80T CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 80T CHORD Rigid ceiling directly applied or 9-3.6 oc bracing. REACTIONS. (lb/size) 2=713/0-38, 6=649/Mechanical Max Harz 2=231(LC 12) Max Uplift 2=159(LC 12). 6=193(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3-1023/231, 3.4=-455/109 80T CHORD 2-8=-3931872, 7-8=393/872. 6-7-156/335 WEBS 3.8=0/273, 3.7=-620/271. 4-7=-92/428. 4-6=608/284 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Wh=140mph (3secand gust) Vasd-108mph; TCDL=4.2psf; BCDL=3.Opsf, h=25ft; 8=45ft; L=24ft: eave=4f : CaL II: Exp B: End., GCpi=0.18: MWFRS (directional) and C-C Exterior(2) -1-0.0 to 2-0-0, Interior(1) 2-0-0 to 12-3-4, Exterior(2) 12-3.4 to 16-3.4 zone;C-0 for members and forces 8 MWFRS for reactions shown: Lumber OOL=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 noneoncurrent with any other live bads. 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 24)-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. This item has been 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) electronically signed and2=159, 6=193. sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on apy_ela tronip copies. 1,1;h ipd;0'Rej)1jn P NoS81,'i6 t6904 Parke Eas! Blind, jampi , 33. tO ts March 9,2018 O WARNING • Varffy 4aslgn Peramatars and READ NOTES ON THIS AND INCLUDED hdrEK REFERENCE PAOE I1110-7473 rev. 141002MtS BEFORE USE Design valid for use only with MITek® rnnneciors. This design is based only upon parameters sedum, and is for an individual building component, not a truss system. Before use, the budding designer must verily the applicability of design parameters and property incorporate this design into the overall MR budding design. Bracing indicated is to prevent budding of individual truss web and%or Chord members only. AdMoUl Iemporary and permanent onions is akvays requxnd tor suddlay and to prevent Collapse wah possible personal injury and property damage. For general guidance regarding the • .W fabrication, storage, delivery, areetion and bracing of trusses and in = systems, we ANSUM1 Quality Cntaria, OS84 2 and SCSI Building Component 8204 Parka East Sm. Safety information available from Tnrss Plate Institute. 218 N. Lee Street. Sucre 312. Alexandria. VA 22314. Tampa, FL 36610 Job Truss Truss Type Oy Ply Park SglBareelona-A or C TRAY T13452407 P2392ACT D2T SPECIAL 2 1 Mid -Florida Lumber. Bartow. FL. 8.130 s Sep 15 2017 MiTek Indusbias. Inc. Fri Mar 9 10:51:45 2018 Page 1 ID:IGEL2vgrkv4uEJUYC2iFzkFng-=Onlw7YyauRiTfWTFagwMl3ooZE 16XFi5UK8zcgbS l 2-3 B 84-0 14-4-8 1 2-3-8 6." 6-04 23 8 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 TCDL 10.0 Lumber DOL 1.25 BC 0.87 BCLL 0.0 Rep Stress Inv YES WS 0.20 SCOL 10.0 Code FBC2017frP12014 Matrix -MS LUMBER - TOP CHORD 2x6 SP No.1 SOT CHORD 2x4 SP N0.2 'Except' 7-8.9.10: 2x4 SP No.3, 2-4: 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=676/0.3.8.5=663/0-3.8 Max Horz 1=78(LC 10) Max Uplift 1-150(LC 12). 5=153(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 260 (lb) or less except when shown. TOP CHORD 1-2=297/118, 2-3=-1264/415, 3-4=12651414. 4-5=288/120 BOT CHORD 2-6=-259/1131, 4-6=259/1131 WEBS 3.6=1151538 SX5 = 2x4 Scale - 1: 30. 6 OEFL. in (loc) I/ de8 Ud PLATES GRIP Ved(LL) -0.18 6-16 >999 240 MT20 2441190 Ven(CT) -0.38 6.13 >523 180 Horz(CT) 0.30 5 n/a n/a Weight: 84 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purftns. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7- 10: Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; SCOL-3.Opsf; h-25ft; B=45ft; L-24ft; eave=4ft; Cat. It: Exp 8; End., GCpi=0.18: MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-3-0. Interior(1) 3.3-0 to 8.4-0, Exterior(2) 8-4-0 to 11-4-0 zone: C-C for members and forces & MWFRS for reactions shown; Lumber DOL-1.60 plate grip OOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 4) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint( s) 1. 5 considers parallel to grain value using ANSIfrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection ( by others) of truss to bearing plate capable of withstanding 100 Ill uplift at joint(s) except (jt=lb) 1-1SO, 5-153. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on apy-efttronip ies. str<hl,'p,i; 0'Reg3n PE Id.5B128• 100a Perlie'East 81) rd,Ieenpa , 33ri1G March 9,2018 O WARMNO - Verily design paramatera and READ NOTES ON THIS AND INCLUDED ACTEK REFERENCE PAGE MO.7473 rev. 1dW0015 BEFORE USE. Design valid lot use only % t Mrr" connectors. This design is based only upon parameters shown, and Is for an Individual building component, net a truss system. Balers use, the building designer mutt weft the applicability of design parameters and property Incorporate this design into the overall HE building design. Bracing indicated is to prevent buckling of individual truss web and/or chard members only. Additional temporary and permanent bracing wT Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the INN.. fabrication, storage, delivery, erection and bracing of trusses and truss systems, sea ANS11rP11 Quality Cferla, OSS49 and BCSI Building Component 6904 Parke East Blvd. Sanely Information available tram Truss Plate Instaute. 216 N. Lee Swan. Suite 312. AidUndna. VA 22314. Tampa. FL 36610 Job Truss russ Type Oty Py Park Sq/Barcelona-A or C_TRAY MONO T13452408 P2392ACT 03 HIP 2 1 Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries. Inc. FA Mar 9 10:51:46 2018 Page 1 I D:IUEj_2vgrkv4uEJUYC2jfzkFng•E_9yF8AjuO1JcE61 y6vSiOZpCGUzM2hUMq 1 sazcgbR 10 0 5-4-14 10-3-4 16-5.0 1-0-0 5.4-14 4-10-8 6-1.12 4x8 = 2.4 Scale = 1:33.2 II 3x4 = tx4 II 3x4 = 3x4 = LOADING (psf) TCLL 20.0 TCOL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip OOL 1.25 Lumber OOL 1.25 Rep Stress Ina YES Code FBC2017frP12014 CSI. TC 0.48 BC 0.37 WB 0.74 Matrix -MS OEFL. in Vert(LL) -0.04 Vert(CT) -0.08 Horz(CT) 0.02 loc) Udell Ud 6-7 >999 240 6-7 >999 180 6 We n/a PLATES GRIP MT20 244/120 Weight: 90 lb FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-5.2 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 940-2 oc bracing. REACTIONS. (Ib/size) 2=713/0.3-8, 6=649/Mechanical Max Harz 2-198(LC 12) Max Uplift 2=171(LC 12), 6-192(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3-1069/296. 3-4-6221192 BOT CHORD 2-8= 424/919, 7-8=424/912. 6-7=224/503 WEBS 3-7=-484/231, 4-7=71/409, 4.6=-640/286 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1t=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCOL=3.Opsh h=25ft; B=45ft; L=2411; eave=4ft; Cat. 11; Exp B; End., GCpi=0.18: MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0.0, Interior(1) 2-0-0 to 10-3.4. Exterior(2) 10-3.4 to 14-6.3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL-1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-0.0 wide will fit between the bottom chard and any other members. 6) Refer to girder(s) for truss to truss connections. This item has been 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) electronically signed and2-171. 6-192. sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on apy-electronip copies. t hl pd;D'Reglln P€Nd.i8128• r. 1dtT!¢•lesy C ' FCt69GtPprkertastelad,7amPa -;,3361G Oet•.+f March 9,2018 O WARMNG - Verify daslgn parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PACE Wb7472 rev. 1dW/1015 BEFORE USE. Design valid fat use only with Mirek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use. the building designer must waft the applicability of design parameters and property incorporate this design true the overall No building design. Bracing indicated is ta prevent buct mg of individual truss web andior chord members only. Additional temporary and permanent bracing 11tY1wT' ." IS always mqutred for stability and to prevent collapse wan possible personal injury and property damage. For general guidance ragarding the ML IH- tabritation, storage, delivery erection and bracing of trusses and truss systems. sae ANSVI P11 Quality Criteria, 011" and BCSI Building Component 6904 Parke East SM. Safety Information available from Truss Plate Instuee. 2111 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oy Ply Park SgiBarcelona-A or C_TRAY I T13452409 P2392ACT 03T SPECIAL 1 all Mid -Florida Lumber, Banow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Fd Mar 9 10:51:47 2018 Page 1 ID:IUEL2vgrkv4uEJUYC2iFzkFng4aXYAb9pU B89xrnplafd87w1d5bVkivrgiOaboozcgbO I 238 S7 7-0-0 I 9$-0 1tL8 I 14.48 16$0 238 2-10-0 1-10$ 2 8-0 1•t0 8 2-tf}0 2-3$ Sidi = LOADING (psi) SPACING- 2-0.0 CSI. TCLL 20.0 Plate Grip OOL 1.25 TC 0.95 TCDL 10.0 Lumber DOL 1.25 BC 0.82 BCLL 0.0 Rep Stress Incr NO WB 0.38 BCOL 10.0 Code FSC2017frP12014 Matrix -MS LUMBER - TOP CHORD 2x6 SP DSS 'Except' 4-5: 2x6 SP No.2 BOT CHORD 2x4 SP No.2 'Except' 11-12,13-14: 2x4 SP No.3, 2-7: 2x6 SP N0.1 WEBS 2x4 SP No.3 REACTIONS. Iblsize) 1=1133/0-3.8, 8=1119&3.8 Max Harz 1-66(LC 7) Max Uplift 1-319(LC 8). 8=323(LC 8) 6x6 = 2x4 11 Scale - 1:28.5 DEFL. in (loc) Well L/d PLATES GRIP Vert(LL) .0.21 10-17 >944 240 MT20 244/190 Vert(CT) -0.43 10-17 >455 180 Harz(CT) 0.37 8 nla n/a Weight: 96 lb FT = 2096 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-7 or puffins. BOT CHORD Rigid ceiling directly applied or 9.7-3 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. - All forces 260 (lb) or less except when shown. TOP CHORD 1-2=4991157, 2-3=3354/1009, 3.4=-27841860, 4-5=2swn96, 5-6=27991866, 6-7-334411014. 7-8=-492/159 BOT CHORD 2-10=906/3251, 9-10=67512488, 7-9=911/3232 WEBS 4-10=24111001, S-9=2451998, 3.10=-9471283. 6-9 =9031282 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10: Vuh-140mph (3-second gust) Vasd=108mph; TCDL=4.2psh BCDL-3.Opsh h-25ft; 8=45ft; L-2411; eave=oft: Cat. 11; Exp B: End., GCpi=0.18: MWFRS (directional); Lumber DOL=1.60 plate grip DOL-1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-0.0 wide will fit between the bottom Chord and any other members. 6) Bearing at joint(s) 1, 8 considers parallel to grain value using ANSIfrPl 1 angle to grain formula. Building designer should verify Capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (it=lb) 1=319, 8=323. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 149 lb down and 171 lb up at 7.0.0, and 96 lb down and 102 lb up at 8-4-0, and 149 lb down and 171 lb up at 9-8-0 on top chord, and 291 lb down and 108 lb up at 7-0-0, and 59 lb down at 8-4.0, and 291 lb down and 108 lb up at 9.7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, bads applied to the face of the truss are noted as front (F) or back (8). LOAD CASES) Standard 1) Dead Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-16=42, 4-16=60, 4-5=40, 5-7=W, 7-8-82, 15-18=20 This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on apy_elt~.Ctroni¢ . des. 1:t hi#'ip • !0'Regin PENo.SBt?6. rI !I iQsy'. ` cell , t69G6PerkeEastBlaunPe _3361Gj Detav March 9,2018 C WxRRII• ry params. and READ NOTES ON TICS AND INCLUDED ANTEK REFERENCE PACEYII.7472 ~ faWMIS BEFORE USE. Design valid for use ony with MRek® connectors. This design Is based only, upon parameters shown, and is far an indMdual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property, incorporate this design into the overact building design. Bracing Indicated is to prevent br cift of indfvWual uuss web W&W chord members ony. Additional temporary and permanent bracing ' is always required for stability and to prevent collapse with possible peraonal ropey and property damage. For general guidance regarding the W fabrication. storage. delivery. erection and bracing of trusses and truss "arm. see ANSVrP11 Ouallty, Crtterta, DSB•a9 and 8CS1 Building Component 6904 Parke East BIW. Safety information available from Truss Plate Institute, 21d N. Lee Street. Suite 312, Alexandria, VA 22314. Tamps. FL 36610 Job Truss Truss Type Oty Ply Park SglBarcelona-A or C TRAY T13452409 P2392ACT 03T SPECIAL 1 1 Reference (oationall Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries. Inc. Fri Mar 9 10:51:47 2018 Pape 2 IO:INEL2vgrkv4uEJUYC2i Fzkf ng4BXYAb9pUS89wnplafd87wid5bVkivrgiOabO0zcgbO LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 4=102(F) 5=102(F) 10=291(F) 9-291(F) 21-96(F) 22=29(F) WARMHO • Vadly dasign paramaers and READ NOTES ON THIS AND INCLUDEO MITEK REFERENCE PAGE aaF7472 rev. ldWMIS BEFORE USE Design vatic for use only with MiTekO Connectors. This design is based only upon parameters altoem, and is for an indhkdual budding component, not a truss ayetem. Before use, the bussing designer must verify the applicability of design parameters and property incorporate this design add the overall building design. Bracing indicated is to prevent buckling of individual truss web andfer theta members only. Additional temporary and permanetd bracing Is alert" required for stability and to prevent collapse vrin possible personal injury and property damage. For general guidance regarding the fabdcatlen, storage, dewefy, erection and bracing of tfltaaes and wet systems, we ANSVrPI1 GualltV Criteria, OSS49 and SCSI Building Componam 6904 Parke East Ebro. Safety Information wallahs from Truss Ptate Instaune, 218 N. Lee Street, Sube 312. Alexandria, VA 22314. Tampa, FL 38at0 Job Truss Truss Type Oy Ply Park SgA3arcelona-A or C_TRAY T13452410 IP2392ACTD4MONOHIP11 Job Reference loptionall Mid -Florida Lumber, Bartow, FL. 8.130 a Sep 15 2017 MTek Industries. Im Fri Mar 9 10:51:47 2018 Page 1 ID:10EL2vgrkv4uEJUYC2ifzkFng48XYAb9pUB89nMlafd89 WzmzbX9iu%OabOOzcgbO t-0-0 4-4-14 8-34 12-4-2 16-&0 1-0-0 i 4-4-14 3-10-6 - 4-0-14 44-14 4x4 = 3x4 = Cab - 1:29.2 1.Sx4 II 3x4 = 3x6 = 3x4 = LOADING (psf) SPACING- 2-0.0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 TCDL 10.0 Lumber DOL 1.25 8C 0.67 8CLL 0.0 Rep Stress Iner YES WB 0.43 BCDL 10.0 Code FBC2017frP12014 Matrix -MS DEFL. in (loe) t/defl Ud Ven(LL) -0.09 7-8 >999 240 Vert(CT) -0.18 7-8 >999 180 Horz(CT) 0.02 7 We We LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/size) 2=713/0-3-8, 7=649/Meehanical Max Harz 2=164(LC 12) Max Uplift 2-181(LC 12), 7=208(1-C 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-10811367. 3-4=402/256, 4-5-665/269 BOT CHORD 2-8--4601948, 7-8-204/468 WEBS 3.8=-324/215, 5.8=95/316, 5-7=wW3/297 PLATES GRIP MT20 244/190 Weight: 86 lb FT - 20% Structural Wood sheathing directly applied or 5.4-11 oe punins, except end verticals. Rigid ceiling direly applied or 941-2 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vint=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; 8-45ft; L-24ft; eave=oft; Cal 11; Exp 8; End., GCpi=0.18: MWFRS (directional) and C-C Exterior(2) -1-" to 2-0.0. Interior(1) 2-0.0 to 8-3.4, Exterior(2) 8-3.4 to 12-4-2 zone:C-C for members and forces 8 MWFRS for reactions shown: Lumber DOL=1.60 plate grip DOL-1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load noneoncurrent 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-&0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at -lb) 2-181. 7-208. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on apy-eloptronip copies. 4fiht lp J ;0'Reggn P€No.58126 S!di?t 1 sy tc f t691ti! Ptirlielcaet 81Fd.Zunp$ , 336105 r. Dei9 March 9,2018 0 wARNiNG - vaniv dasign parameters and READ Nones OK 7NZ AND INCLUDED MREK REFERENCE PAGE NO-7472 raw. MOU2014 BEFORE USE. Design valid for use ady men Mnek® connectors. This design Is based only upon parameters Shown, and is tar an individual building component, net a truss system. Before use, the twirling designer must vssxy, the appliuNgry of design parameters and propssly inearporaro this design into the overall WK building design. Bracing indicated is to prevent budding of individual truss Web and/or chard members only. Additional temporary and permanent bracing „' is asuays required for stability and to prevent Collapse With possible personal lryury and properly damage. For general guidance regarding cad 'fir fabrication. storage, delivery, aredlon and bracing of trusses and truss systems, sea ANSVTPII Quality Criteria. OSS419 and BCSI Building Component 6904 Parke East Blvd. Be" Information mivald from Truss Plate InCaute. 218 N. Lea Stress, suite 312, Alexandria. VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park SglBareelona-A or C TRAY Tt3452411 P2392ACT 05 COMMON 3 1 Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MITek Industries, Inc. Fd Mar 9 10:51:48 2018 Page 1 ID:tdEL2vgrkv4uEJUYC2jFzkFng-AN5vMxARFVG02wOV8N8NX7 Vxd7tORPAygJ8xSzogbP 4-5-4 j 8-4-0 12-2-12 j 16.&0 it-0-0 4-5.4 3.10-12 3-t0-12 4-2-4 4x4 = Seale = 1:30.2 d 3xB = 3x4 = 3x4 = A.a-0 785-0j6.4.1 8.1-0 i Plate Offsets (X.Y1- I2:0.0-4.Edoel LOADING (psi) SPACING- 2-0-0 CSI. OEFL. in (loc) Udeft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(L-) -0.08 7-13 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.17 7-13 >999 180 BCLL 0.0 ' Rep Stress Incr YES W I 0.18 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MS Weight: 72 lb FT a 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5.4-3 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) 6=655/Mechanical, 2=718/0.3-a Max Harz 2-88(LC 11) Max Uplift 6=155(LC 12), 2=200(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1091/381, 3-4=8171289, 4-5=814/301, 5-6-1077/387 BOT CHORD 2- 7-2991956. 6-7=2861924 WEBS 4-7- 126/482, 5.7=2971181, 3-7=3281191 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vesd=108mph; TCDL=4.2psf; BCDL=3.0psf; h=25ft; B=45ft; L-24ft: eave=4ft: Cat. II; Exp B; End., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0.0 to 2-", Interior(1) 2-" to 8-4-0, Exterior(2) 84-0 to 11-" zone;C- C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL-1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconc urrent with any other live bads. 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 by2-0.0 wide will rd 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 100 lb uplift at joint(s) except (jt=lb) This item has been 6=155, 2= 200, electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on apy-elp_ ctronip Cies. Ah(j VRegdnPppTld.i8128 P - w•: • arwShpTyt1QsyinCer L69t16•PirlieEaetBITd,Jaeep$ ;,336111j t)_afa March 9,2018 0 WARMNO - Vadfy design parameters and READ NOTES ON THIS AND INCLUDED h0TEK REFERENCE PAGE M&7472 rev, t0A34015 BEFORE USE. Design valid for use only with Mrrakb connectors. This design is based arty, upon parameters sham, and is for an individual building comitonentL not a truss system. Before use, the building designer must wit the applicability of design parameent and property incorporate this design into the overall WK building design. Bracing indicated is to prevent budding of individual three websndror Moro members arty. Additional temporary and pemtanent Hoeing is sways required for stabilay and toprevent collapse with possible personal injuryand property damage. For general guidance regarding theNOW fabrication, storage, delivery, erection and bracing of trusses and wee systems, age ANSI/TPIt Oualhy Crheda, OS8419 and SCSI Building Component 6904 Parke Fla Blue. Safety Information avagablefromTrussPlateInaade. 218 N. Lee Street, Suite 312. Aldeendria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oy Ply Park Sq/Barcelona•A or C_TRAY T13452412 P2392ACT E1 HIP 1 1 Job Reference (optionall Mid -Florida Lumber, Bartow. FL. 8.130 s Sep 15 2017 MITek Industries. Inc. Fri Mar 9 10:51:49 2018 Page 1 ID:IdEj_2vgrkv4uEJUYC2iFzkf ng-2flbHA3OpOtA4zhi4fc4L26zPGNAtO7AK3hTvzcgbO 1-0-0 543-0 8-0-0 11-0-0 1-0-0 5-0-0 1-0-0 5.0.0 4x4 = 3x4 = 4x4 = LOADING (psi) SPACING- 2.0.0 CSI. DEFL. in toe) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Ven(LL) 0.04 6-10 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.43 Vert(CT) 0.07 6-10 999 180 BCLL 0.0 Rep Stress Incr NO WS 0.08 Horz(CT) 0.01 5 n/a file BCDL 10.0 Code FBC2017frP12014 Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=624/Mechanical, 2=69010-3-8 Max Horz 2=57(LC 7) Max Uplift 5=160(LC 8), 2-207(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less exceptwhen shown. TOP CHORD 2-3=1037/276, 3-4—W3/275, 4-5=1024/275 BOT CHORD 2-7=191/874, 6.7=-190/883, 5-0=192/875 Scale - 1:20.3 3x4 = PLATES GRIP MT20 244/190 Weight: 43 lb FT = 20% Structural wood sheathing directly applied or 5-3-15 oc purlins. Rigid ceiling direly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vuft=140mph (3-second gust) Vasd=108mph; TCDL-4.2psf; BCDL-3.Opsf; h-25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; End., GCpi=0.18; MWFRS (directional); 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 bads. 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 wide will fit between the bottom Chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at -lb) 5=160, 2=207. 8) Hanger(s) orother connection device(s) shall be provided sufficient to support concentrated load(s) 170 lbdown and 179 lb up at 5-0.0, and 170 lb down and 179 lb up at 6-0.0 on top chord, and 86 lb down at 5-0-0, and 86 lb down at 5-11-4 on bottom chard. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (ptf) Van: 1-3=-60, 34=60, 4-5=-60, 8-11-20 Concentrated Loads (lb) Vert: 3 =123(F) 4=123(F) 7--64(F) 6=-64(F) This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified On an/ eleCtroni gjes. J. ;,0Reg2n P4f-'N B1 6r i690:d Puke,:ast Bt,Iemps • 3M1Gs Sj)ati March 9,2018 Q WARNINO • Varlly, design parameters and READ NOTES ON THIS AND INCLUDED AMEN REFERENCE PAOE M0-7473 rev. 140=015BEFORE USE. Designvalidlot useanywith siRek® canneclors. Thisdesign isbased omy upon parameters shown, and is for an Individual building component• not a was system. Before use. the budding designer must vamy the appliutltiy ofdesign parameters and property incorporate Nis design intothe overall is building design. Bracing indicated isto prevent budding of individual truss web anoror chord members only. AddlbOetl temporary and peamanem bracing Is alwaysrequired tar stability andtoprevent mwpse with possible personal Injury and property damage. Forgeneralguidance regarding the MGM fabrication. storage. delivery. erection and bracing of trusses and truss "ems, sad ANSUMI QualityCriteria. OSB46 and Bess Building component 690s Parke East Blvd. Safety Information available from Truss Plata Insibna• 219 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa. FL 36610 Job Truss ussType Oty Py Park Sq/Barcelona-A or CTRAY1ROOOF T13452413 P2392ACT F1 TRUSS 3 1 all M10•11011da Lumber, tlenOW, FL. 0-1-0 HI 1'1 3x3 = 34 =3A FP = 4x8 = 2 3 4 5 8.130 S Sep 15 2017 MTek Industries, Inc. Fri Mar 9 10:51:52 2018 Page 1 I0:tbEL2vgrkv4uEJUYC2iFzkfng-38LRDJDxJkmS 1XiGNDCIGzgWacAIN6r2tlHM4EzcgbL f 3x4 = 3x4 = 1.3 II 3x3 = 3x3 = 34 = 6 7 8 9 10 11 27 26 25 24 23 22 21 20 19 t8 17 16 15 tx3 II 31A = 1x3 II tx3 II 3x3 = 3x3 II 4x5 = 3x4 = 3x4 = bet II 3x3 = 3)a = 316 FP = 7-74 7-6-4 Plate Offsets (X.YI- 119:0-1-8.Eddel Scale - 1:40.1 4x6 12 1 14 13 4x5 = 31Gt II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.78 Vert(LL) 0.20 17-18 956 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.95 Vert(CT) 0.28 17-18 704 240 BCLL 0.0 Rep Stress Iner YES WS 0.59 Horz(CT) 0.04 13 n/a n/a SCOL 5.0 Code FBC2017/TPI2014 Matrix-S LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No.2(flat) 'Except* 16-27: 2x4 SP No.I D(flat) BOT CHORD WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 27=287/041.0, 13=839/0-3-8, 22-1477/041-0 Max Uplift 27-1 (LC 4) Max Grew 27-366(LC 3), 13-853(LC 7), 22=1479(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-27-36510, 12-13=-84710, 1-2=273/30, 2-3-493/174, 3-5=128/461, 5-6-39710, 6-7-1721/0, 7-8-2660/0, 8-9=2660/0, 9-10-261310, 10.11=-203410. 11-12=-842/0 BOT CHORD 25-26-1741493. 24-25-174/493, 23-24-174/493. 22-23=-845M. 21-22-84510, 20-21ro/1212. 19-20=0/2245, 18-19=0/2660, 17-18=0/2660, 15.17-0/2466, 14-15=0/1584 WEBS 1-26=40/370, 2-26-300/197, 5-23=01557. 3-23=499/0, 12-14=0/1121, 5-21=011237, 11-14-1032/0. 6-21-114410, 11-15=01626, 6.20=0/749, 10.15-600/0, 7-20-782/0, 10.17=01288. 7-19=0n,12, 9-17-289/171, 8-19-30310, 5.22-1432/0 Weight: 123 lb FT = 20%F, 1196E Structural wood sheathing directly applied or 6-" oc puriins, except end verticals. Rigid ceiling directly applied or 2-2-0 oc bracing. NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 27. 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. Strongbaoks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on apy-ele tronip copies. f Alfip.d 0'Regan ,P,,No.58126 1Qsy11C, t69GA Plidie ait B1ird,ZAmpafi 33&-1. i0Si4 March 9,2018 0 WARNING • Vedly design parameters and READ NOTES ON INS AND INCLUDED AUTEK REFERENCE PACE 1W 472 rw. tam"815 BEFORE USE. Design valid foruse only with MTek® Conneaon. This design is baled only upon parameter shown, and is for an indMduAl building Component, not a truss system. Beforeuse, the budding designer mustweft Me applicability of design parameter and property incorporate this design into the overall µatbuildingdesign. Bracingindicatedisto prevent buckling of in dMdual truss web arldrordwM members only. Additional temporary and permanent bracing L1i1.1! is 0ways required for stability and to prevent Collapse wen possible Mae" injury and property damage. Forgeneral guidance regarding the jt e tabWAtkn, storage, delivery, erection and bracing of muses and truss gctems, see ANSUMI OuatkVCriteria, OSS42 and SCSIBuilding Component 6904 Pants East Blvd. Safety Inlormstlon avallable from Truss Plate Institute. 21ll N. LeeStreet. Suite Sill, Alexandria, VA22314. Tampa, FL 3611110 Job Truss cuss Type Oty Ply Park SglBareelona-A or C TRAY T13452414 P2392ACT F2 ROOF TRUSS 5 1 Mid-Flonda Lumber, 0.1-8 HI I-M I Bartow. FL. a.130 s Sep 15 2017 Milek Industries. Inc. Fn Mar 8 10:51:57 2010 Page 1 IO:kiEL2vgrkv4uEJUYC2ifzkfng-MKGOH47GPk8Ja0AmoW 1NOMdwx2N110a771RzcgbG 1-3.-1 Srsk =1:38.8 1411 34 = 34 = 16 MT20HS FP = IX8 = 3x4 = 3x3 = 1x3 11 34 = 310 = 34 = Ix8 = 2 3 4 5 8 7 8 9 10 11 12 13 193 II 34 = 1x3 II 310 = 3X8 = 4x5 = 3x4 = 34 = Ila II 316MT20HSFP = 4x4 = 34 II 3x3 = 310 = LOADING (psi) SPACING- 2.0.0 CSI. DEFL. in (IOc) I/den Ud TCLL 40.0 Plate Grip OOL 1.00 TC 0.58 Vert(LL) -0.15 18-19 >999 360 TCOL 10.0 Lumber DOL 1.00 8C 0.76 Vert(CT) -0.21 18-19 >895 240 8CLL 0.0 Rep Stress Inv YES WB 0.57 Harz(CT) 0.04 14 n/a n/a SCOL 5.0 Code FBC2017/TP12014 Matrix-S LUMBER- BRACING - TOP CHORD 2x4 SP N0.2(flat) TOP CHORD BOT CHORD 2x4 SP No. 1 (flat) 'Except' 14-17: 2x4 SP No.2(flat) BOT CHORD WEBS 2x4 SP No.3(nat) REACTIONS. (Ib/sae) 27=2951048.0, 14=799/0.3.8, 23=1427/0.8-0 Max Uplift 27-1(LC 4) Max Gray 27=375(LC 3), 14=811(LC 7), 23=1436(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-27=375/0, 13-14r-805/0, 1-2=-283/35, 2-3=511/173, 3-5=511/173, 5-6=0/844, 6.7--375/0, 7-8=-1609/0, 8-9-241510, 9•10-241S/0, 10.11-2390/0. 11-12=-1900/0. 12-13=794/0 BOT CHORD 25-26=173/511. 24-25=173/511. 23-24=-4591222, 22-23=-844/0, 21-22=0/1134, 20-21=0/2087, 19.20=0/2415, 18-19=0/2415. 16.18=0/2286, 15-16=0/1493 WEBS 6-23 =1038/0, 1-28=-47/385, 5.23=-641/0, 2-26=309/188, 5-24=0/608, 3-24=-29210. 13-15=0/1057, 6.22=0/1206, 12-15=972/0, 7-22=-1092/0, 12-16=0/565, 7-2120/697, 11-16=53710, 8-21-70910, 8&20=0/611 17 PLATES GRIP MT20 244/190 MT20HS 1871143 Weight: 121 lb FT - 20%F, 11 %E Structural wood sheathing directly applied or 6-0-0 oc purlins. except end verticals. Rigid ceiling direly applied or 6-0-0 oc tracing. NOTES- 1) Unbalanced floor live loads have been considered forthis design. 2) All plates are MT20 plates unless otherwise indicated. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 lb uplift at pint 27. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-" oc and fastened to each truss with 3.1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified On a%ele.Ctronip . ies. f{hl P,Regtin No.58i28• S1di?1k lt!sy tcr! _ t6904 ParkeF at 'PST_33G1Gs Oaf March 9,2018 A WARNING • Varlry deelan parameters and READ NOTES ON THIS AND INCLUDED AMK REFERENCE PAGE aaf-7I73 rev. I&W/MIS BEFORE USE Design valid for use only with MRak® connectors. This design is baud only upon parameters sheen, and is fa an individual building component, not atruss system. Before use, the building deapner must vent the applkJbility of design parameters and property incorporate this design intothe oww" building design. Bracing Indicated is toprevent budding ofindividual truss web andfor chord Chambers only. Additional temporary and pennanem bracing (yJl' is always required for Modify and toprevent collapse with possible personal injurysea property damage. Forgeneralguidance regarding the his labrlutlon. starage. delivery. erection and bracing of trusses and truss syaterlts, ere ANSVIPII Quality Crharla. DS642 and BC81 Building Component so" parce Eastam. Safety Infdrttution avallabla from In= Plate Insisted. 218 N. Lee Street. Suite 312. Aluardbut. VA 22314. Tamps. FL 36610 Job Truss Truss Type oty Ply Park SgBercelona-A or C TRAY I I T134524t5 P2392ACT F3 GABLE 1 1 Job Reference factional) Mi0+10nde Lumber, BBnOW, FL. 0-ka r 7-0.0 34 II 1 2 3 4 5 6 7 a 8.130 s Sep 15 2017 MTek Industries, Inc. Fri Mar 9 10:51:58 2018 Page 1 ID:IGEj_2vgrkvluEJUYC2ifzkFng-uliiUMHivaXbiS9okTJkxEwjit RznANSFEkgHtzcgbF Soak - 1:37.8 34 FP = 34 II 9 10 11 12 13 14 15 16 17 18 19 20 21 17 42 41• 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 3,0 II 316 FP = 3,0 II 11-S•4 12.8.4 0.44 140 ' 140 1-" ' 1.2.0 tl-1a12 • ' 1.4.0 ' 1.4.0 6141412 0.54 1.&120'&4 144 ' 1.4.0 ' 1." ' 1." 144 ' 1." ' 140 '0.94 LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in loc) I/de0 Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.10 Ven(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Ina NO WB 0.06 Harz(CT) 0.00 22 n/a n/a BCDL 5.0 Code FBC2017/rP12014 Matrix-R Weight: 104 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 purtins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 22-10-8. lb) - Max Grav All reactions 250 lbor less at joints) 42, 22, 31, 32, 34. 35. 37. 39, 40. 41, 30, 29. 28, 27. 26. 25. 24, 23, 38 except 36=580(LC 1) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 7-36-576/0 NOTES- 1) All plates are tx3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0oc. 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. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase-1.00 Uniform Loads (pH) This item has been Vert: 22-42-10, 1-21=-100 electronically signed and ConcentratedLoads (lb) Van: 7=552 sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on apy_electronip ies. h p d;0'Reg1(n PE•Ng.58129, Cl 261 t69. 04ParkelAit Btjrd,Ja+npef _33t:10j M' stiVMarch 9,2018 AWARMNO - Vadly design perimeters and READ NOTES ON THIS AND INCLUDED afITEK REFERENCE PACE Me-7472 ray. 1843MrS BEFORE USE. assign valid tat use only with UfTek® connectors. This design is based only upon parameters shorn, and is for an indvidual building component, noMR atrusssystem. Before use, the building designer must verify the applicability of designparameters and property incorporate this design into the overall yy buildingdesign. Bracing indicated late prevent building of individuaesl truss web andlarchordmembers only. Additional temporary and permanent bracing135. is alwaysrequiredtarMAN" and to preventcollapsewan pass' penal injury andpropertydamage. Forgeneral guidanceregamirg the 15Ib.. tabricatien. storage, deWery. erection and bracing of trusses and trusssystems. see ANSUMI QualityCriteria, OS649 and BCSI Building Component 6904 Park* East Blvd. Salary Information available bornTrussPlateInstitute. 216 N. Lee Street. Suite 312. Nexanoia. VA 22314. Tampa. FL 3W10 Job Truss cuss Type Oty Ply ParkSq/Barcelona-A orC TRAY1 T13452416 P2392ACT F4 ROOF TRUSS 2 all Mid -Florida Lumber, Banaw, FL. 0-1-a HI 144 a.130 a Sep 15 2017 MTek Industries, Inc. Fn Mar 9 10:51:59 2018 Page 1 ID:16EL2vgrkv4uEJUYC2jFzkFng-MVG4hil KfttSNckcHBrzUSSiDRDKWDgbUuUDpKzcgbE 21-a Scale = 1:36.5 36 = 4x4 = 3x5 = 3xS = 1x3 II 34 = 3x3 = 3x8 MT20HS FP = 4x4 = Sxa = 2 3 4 5 a 7 a 9 10 11 2x4 II Sx8 = 4x4 = 10MT18HSFP = 3x4 = 1z3 II 3x3 = 3x4 = 1x3 II 4x4 = Sx8 = 34 II tx3 11 3x4 = LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in (loc) Udefl Lid TCLL 40.0 Plate Grip DOL 1.00 TC 0.98 Ven(LL) -0.45 18 >575 360 TCDL 10.0 Lumber DOL 1.00 BC 0.77 Ven(CT) -0.62 18 >420 240 BCLL 0.0 Rep Stress Incr YES WB 0.77 Harz(CT) 0.09 12 n/a n/a BCDL 5.0 Code FBC2017/rP12014 Matrix-S LUMBER- BRACING - TOP CHORD 2x4 SP No.1D(flat) 'Except' TOP CHORD 8.11: 2x4 SP No.2(ilat) BOT CHORD 2x4 SP No.1(flat) 'Except' BOT CHORD 12-21: 2x4 SP DSS(flat) WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 25=1186/041-0.12=1186/0-3-8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-25-1180/0, 11-12-1179/0, 1-2=-1168/0, 2-3=3056/0, 3d=4375/0, 4-5=5228/0, 5-6=-5228/0, 6-7=510410, 7-9= 4419/0, 9-10=309210. 10.11=-122110 BOT CHORD 23-24=0/2260, 22-23=013869, 20-22=013869. 19.20=014872, 18-19=015228. 17-18=0/5228. 16-17-0/4909, 15-16=0/3a91, 14-15=0/9891, 13.14=0/2310 WEBS 11-13=0/1626, 1-24=0/1588, 10.13=1514/0, 2-24-1519/0, 10.14-0/1087, 2-23=0/1108, 9.14-1086/0, 3-23=1104/0, 9.16=0/71t1, 3.20=0/888, 7-16=-681/0, 4-20=-691/0, 7-17=0/475, 4-19=-47/847. 6-17=5761232. 5.19=363/0 17 PLATES GRIP MT20 244/190 MT20HS 187/143 MT18HS 2441190 Weight: 114 lb FT - 20%F, 1196E Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. Rigid ceiling direly applied or 1040-0 oc bracing. NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Recommend 2x6 strongbacks, on edge, spaced at 1044 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. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any_eleg.tronip ies. Itl pd%0'Rej)an P€Io.58i28• d1?ek•1Qsy`priL6911•d Parke East 81)rd,Jsmp6 _336w Milti March 9,2018 O WARMNG - Vadfy, dealpn Parameters and READ NOTES ON TM AND INCLUDED MEEK REFERENCE PAGE 6111.7472 rev. 1e42rlefS BEFORE USE ear Q.W=2 Design valid for use ordy vAth MITek®=imactors. This design is based only upon parameters Shwdt, and is for an iMhWual building component. no a truss "am. Before use, the building designer must vefay the applicability ofdesign parameters and property incorporate this design Imo the overall building design. Bracing Indicated isto prevent buckling of individual trust web andlat chord members only. Additional temporsey and permanent bracing is skvays required for stability and to prevent collapse with posflble personal injury and Property damage. For general guidance regarding the . fabrication, storage, delivery. erection and bracft of trusses sM trues systems. sea ANSVrPI1 Quality criteria. OSB49and SCSIBuilding Component 6904 Parka East Blvd. Sataty bdomtation available emn Truss Plate Insteute. 216 N. Lee Street. Sued 312. Alexandria. VA 22314. Tampa. FL 36610 Job Truss Truss Type Oty Park Sq/Barcelona-A or C TRAY113ty T13452417 P2392ACT FS ROOF TRUSS 5 1All Mid -Florida Lumber. Bartow• FL. F1-u 4x5 = tx3 1 4 4x4 2 a. 130 s Sep 15 2017 MTek Industries, Inc. Fri Mar 9 10:52:00 2018 Page 1 I D:IGEj_2vgrkv4uEJUYC2jf zkFng-ghgSv2JzOBnJ7mJoruMC01?suryl FhalYOnMmzcgbOScab - 1:35.6 3x3 = 3x5 = 1 x3 11 34 = 3x4 = 1 x311 1 x311 34 = 18 MT20HS FP = 4xS = 14 = 3 4 S 8 7 a 9 10 11 12 3, 0 11 4)8 = 34 MTIGHS FP = 3x4 = 3x3 = 34 = 3xS = 4x5 = 3x8 = 4x4 = 34 = 1 V $-0I4.0.0 12-411 I 14404 I 17.4d I 1310.0 1 2 1,tIt 2$0 5,10.0 2." 2B-026-01$-0 Plate Offsets (X.YI- f1:Edce.0-1-81. 118:0-1-8.Edoel LOADING ( psf) SPACING- 2-0.0 CSI. DEFL. in (loc) Ildefl Lid TCLL 40.0 Plate Grip DOL 1.00 TC 0.89 Ven(LL) -0.42 16-17 >599 360 TCDL 10.0 Lumber DOL 1.00 BC 0.72 Vert(CT) -0.58 16-17 >435 240 BCLL 0.0 Rep Stress Inv YES WB 0.73 1 Horz(CT) 0.09 13 nfa n/a BCDL 5.0 Code FBC2017/rP12014 Matrix-S LUMBER- BRACING - TOP CHORD 2x4 SP No. 1(flat) -Except- TOP CHORD 9- 12: 2x4 SP No.2(flat) BOT CHORD 2x4 SP Nci.t(flat) *Except* BOT CHORD 13- 20: 2x4 SP OSS(flat) WEBS 2x4 SP No.3(flat) REACTIONS. ( lb/size) 23=1153I0-3-8, 13=1153/0-4-0FORCES. ( lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-23-1148/0, 1-2-1191/0, 2-3-3015/0. 3.4- 4220/0, 4-5=-4999/0. 5-6-4999/0, 6- 7L4999/0, 7-8=4640/0, 8-10=369010, 10.11-2177/0 BOTCHORO 21-22=0/2249, 19-21=0/3748, 18-19=0/4686, 17-18=0/4999, 16.17=0/4938, 15-16=014296, 14- 15=0/3066, 13-14=0/1257 WEBS 11-13=1671/0, 1-22=0/1538. 11-14-011279, 2-22-147210. 10.14-123710. 2-21=011064, 10- 154/868. 3.21-102010, 8-15=843/0, 3.19=0/656, 8-16=0/479, 4-19=-647/0, 7- 16-45510. 4-18=-66/766, 7-17=2951536. 5-18-351/0, 6.17=256f75 25 7 PLATES GRIP MT20 244/190 MT20HS 187/143 MT18HS 244/190 Weight: 109 lb FT = 20%F, 11%E Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-" 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 othermeans. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on apy-eIgg.tronipcopies. 11;h(ip.dr,0'RegtinP,NNoS8128• t6906 Pprket BI d,Iampdf _33rr10 0ati March 9,2018 0 WARMNG • Vally design Parameters and READ NOTES ON THIS AND INCLUDED M/rEK REFERENCE PAGE MIF7473 rev. /0A73/2015 BEFORE USE Design valid for use ally vim MRek® connectors. This design is !used only upon parameters shorn. and is for an individual budding componem, net a truss "M1. (Ware use, the bidldxtg designer must verxy me applicability of design parameters and property incafpMMe this design into the overall budding design. Brscing Indicated isto proversbudding at individualtruss web and/or chard members Only. AGCNional temporaryandpamAheM bmCkq µ Is -Ways required for stability and to prevent collapseWithpossible personal injury and property damage. For ganeral guidance regarding the U1i lll tabrieaden, storage, delivery, erection and bracing of trusses and truss systems. we ANSUTPH Ouamy Criteria, DS842 andSCSI Building Camponam 6004 Parke EAM SM. Safety Informationavadaafe horn Truss Plate Institute, 216 N. Lora Street, Suite 312. Alexandria, VA 22314• Tampa, FL 36610 Job Truss russType Dry Ply Park or C_TRAYP2392ACTGABLE T13452418Sq/Barcelona•A IF5A11 all Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Fri Mar 9 10:52:01 2018 Page 1 ID:IUEL2vgrkv4uEJUYC2iFzkFng4tOg6OKbBVvAdwu?PcIRZtYDI FSt_JnuxCzKuCzcgbC Seale - 1:35.6 34 11 19 MT20HS FP = 3.0 11 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 18 17 18 17 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 3x3 11 US MT20HS FP = 3x3 11 to." ta11-B 4-0 140 1.4-0 1.4.0 • ta-0 • 1.4-0 • 1.1 9 a•2-E tN-6 o.e.e 1 as • 1 40 ass 1.4-0 • 1.40 1.4-0 1.4-0 • 1.44 • 1.40 LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip OOL 1.00 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber OOL 1.00 BC 0.01 Vert(CT) n/a n/a 9" MT20HS 1871143 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 19 n/a n/a BCOL 5.0 Code FBC2017/rP12014 Matrix-R Weight: 94 lb FT - 20%F, 11 %E LUMBER- BRACING. TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing direly applied or 6-0-0 oc puriins, BOT CHORD 2x4 SP No.2(Rat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 214-0. lb) - Max Grav All reactions 250 Ill or less at joint(s) 36, 19, 27, 20, 21. 22, 23, 24, 25. 26. 35. 34. 33. 32. 30, 29.28 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) All plates are MT20 plates unless otherwise indicated. 2) All plates are 1x3 MT20 unless otherwise indicated. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs Spaced at 1-4-0 oc. 6) Recommend 2x6 strongbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with 3.10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on apy_elg&tronip Mies. h Pdt,0'Regan P:No.59126 ft6904P"a1WBIWd,Zampe • 336j@ iAte March 9,2018 0 wARNNNG. verily design parameters and READ NOTES ON inks AND INCLUDED af1TEK REFERENCE PAGE afa7471 rev. tdwr1015 BEFORE USE. Design valid foruse any, with MRelt® canneaon. Thisdesign is based onlyupon Parathelers Mount. and is for an Individual budding w"We t, two a was tystern. Before use. the budding designer mutt wordythe appdrabYny, at design panmerers and limpeny Ir""note this design into the overed MR budding design. Bracing indtemed is to prevent budding of individual truss web andlor Word members only. Additional temporary and permanent bndng I1t21.atT" isaavaya required for stability and to prevem collapse vreh possible personal Injury and property damage. Far general guidance regarding the LL}1tiakl fabrication, storage, delivery, erection and bndng ofuutsea andtrusssystems, see ANSVrPI1 OwliryCriteria. DS649 and SCSIBuilding Component 6904 Pala East Blvd. SafetyInformation milaba fromTausPlate Institute. 218 N. Lee Straw. Sues 312. AkUndria. VA22314. Tampa. FL 36610 Job Truss Truss Type Ory, Ply Perk S418arcelona-AorC TRAY T13452419 P2392ACT F6G ROOF TRUSS 1 1 Mid-Flonda Lumber, eartow, FL. a1.a H 11-34 a.130 S Sep 15 2017 M7ek Industnes, Inc. Fri Mar 9 10:52:02 2018 Page 1 10:WEL2vgrkv4uEJUYC2ifzkFng-m3y0JkKOyo11 E4TBzJOg644GPeaSjYF lAsitOezcgbB Scale = 1:32.8 2x6 It tx3 = SA = 4x6 II Sid II 4xa II 2A 11 398 II 34 II 4A II 7x8 II axe II 1 2 3 4 5 8 7 23 8 9 10 11 Y I CS axe II axe = 3x6 II 5x6 II 2x8 It axe II 3x8 II 3x8 II SO = 8x8 = lx3 = LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) Udell Ud TCLL 40.0 Plate Grip OOL 1.00 TC 0.63 Ven(LL) 0.31 15-16 745 360 TCDL 10.0 Lumber OOL 1.00 BC 0.93 Ven(CT) 0.42 15-16 541 240 BCLL 0.0 Rep Stress Inv NO WB 0.91 Horz(CT) 0.06 12 n/a file BCDL 5.0 Code FBC2017/TPI2014 Matrix-S LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No.l(flat) WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. (lb/size) 12=190810-3-8, 21=12441080 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3-262010. 3.4-376110. 4-5=5278/0, 5-6-147/0, 6-7=614710. 7-8-6398/0, 8.9- 525110, 9.10-378210 BOTCHORD 20-21-0/ 1520, 19.20-0/3761, 18-19=0/4588, 17-18=0/6147, 16.17=0/6147, 15-16-0/6521, 14-15=0/6150, 13. 14=0/5251, 12-13=02334 WEBS 10-12-2972/0, 2-21-1918/0, 10.13=0/1915, 2-20=0/1456, 9.13-1906/0, 9-14=0/711, 3-20-1480/0, 3- 19=0/706, 8-14-116510, 4-19-1072/0, 8-15=0/396, 4-18=01993, 7-15=-382/77, 5. 18-1344/0, 7-16=-837/363. 5.17=-62/432 PLATES GRIP MT20 2441190 Weight: 152 lb FT = 20% F, 1196E Structural wood sheathing directly applied or 6-0.0 oc puriins, except end verticals. Rigid ceiling directly applied or 1040 oc bracing. NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Bearing at joint(s) 21 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 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) shallbe provided sufficient to support concentrated load(s) 357 lb down at 13-", and357 lb down at 15.5$, and 357 lb down at 17-5-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. 6) to the LOAD CASE( S) section, loads applied to the face of the truss are noted as from (F) or back (B). LOAD CASE(S) Standard 1) Dead { Floor Live (balanced): Lumber Increase=1.00, Plate Increase-1.00 Uniform Loads (plf) Vert: 12- 21-10. 1- 11-100 Concentrated Loads (lb) Vert: 10- 357(F) 9- 357(F) 23-357(F) This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on afly-eleptronip copies. 4f; hlJip d;0'Regan P No.58148 SfA?tk'ljl',Ccrl ' .,et690tPerkeaet8ltrd,jaeip`e ;, 3306 tUib> March 9,2018 0 WARNWO • Vadly daslpn paramerars and READ NOTES ON INS AND INCLUDED MITEK REFERENCE PAGE 11011-7472 reV. fa4=00 BEFORE USE. assign vakd far use only with UfTaklb Connectors. This design is based only upon parameters shorn, and is far an in d Wual building component, not a INss system. Before use. thebuilding designer mustweft the applicabilityof design parametersand properly incarporat tthis design into theovertbuilding design. Bracingindicated is to prevent buckling ofindiwidualassweb and/ordWd members only. Additional temporaryand permanent bracing 11tlI.T' is always required for stability and to prevent Collapse won possiblepersonalinjury and property damage. For general guidance regarding the LL1165 YY11_ fabrication, storage, delivery, erection and bracing Of woes end truss systems, actsANSI/TPI1 Quality Crharla, 011649 and I3CSI Building Component 6904 Parke East Siva. Safety Information available, from Truss Plate Institute. 21a N. Lee Street. Suite 312. Almndna. VA 22314. Tampa. FL 311610 Job Truss Truss Type Oy Ply Park SgBarcelona-A or C TRAY T13452420 P2392ACT F713 ROOF TRUSS 1 1 Job Reference footionall Mid -Fiona Lumber, Bartow, FL. 0.1-8 H 1144 a.13O s Sep 15 au11 MiI ek Industries, Inc. Fn Mar 9 lu:bz:u3 Zola Page 1 10:16EL2vgrkv4uEJUYC2ifzkfng-EGVbX4L469usE 1NW1 vveldSk2wVVS07BOVSRySzcgbA 1 1 Scale = 1:32.8 2x8 II tx3 = 71d II 4x8 II axe II 3x8 II 2x8 11 5xe II 498 II 4x8 II 6x8 = 31d8 II 1 2 3 4 23 5 6 7 e 9 10 11 5x8 II Bx7 = 10 11 3x8 II 24 11 4xe II US II 16 II Me = ex8 = 1X3 = LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in loc) Well Ud TCLL 40.0 Plate Grip OOL 1.00 TC 0.53 Ven(LL) 0.30 17 769 360 TCOL 10.0 Lumber DOL 1.00 BC 0.95 Vert(CT) 0.41 17 559 240 BCLL 0.0 Rep Stress Inv NO WB 0.88 Horz(CT) 0.06 12 n/a n/a BCDL 5.0 Code FBC2017/rP12014 Matrix-S LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No.1(f1at) WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. (Ib/sae) 12-1281/0.3.8, 21=1758/0-8-0 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3572/0, 3.4-5014/0. 4-5=-6426/0, 5.6=-6667/0, 6-7=6667/0, 7-8=5422/0, 8.9-3866/0, 9-10-2693/0 BOT CHORD 20-21=0/2174, 19.20=0/5014, 18-19=0/6029, 17-18-0/6667, 16-17=0/6667, 15.16-0/6103, 14-15-0/4775, 13-14==866, 12-13=0/1549 WEBS 10-12=1971/0,2-21=-2744/0,10.13=0/1514,2-20=0/1850,9.13=-1520/0,9-14=D/773, 3-20=1870/0, 3-19=0/820, 8.14=-117910, 4-19-1316/0, 8.15=0/856, 4-18=0/618, 7-15-90110. 5-18=-7121162. 7-16=-80/1157, 5-17-385/145, 6-16=-430/0 PLATES GRIP MT20 2441190 Weight: 152 Ib FT = 20%F, 11 %E Structural wood sheathing directly applied or &-" oc pudins, except end verticals. Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Bearing at joint(s) 21 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-" 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) 239 Ib down at 1-94. 239 lb down at 3- 9.8, and 239 lb down at S-941, and 239 lb down at 7-9.8 on top chard. The design/selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, bads applied to the face of the truss are noted as from (F) or back (8). LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pill Vert: 12-21- 10. 1-11-100 Concentrated Loads (lb) Vert: 2=239( B) 3=-239(8) 5=239(B) 23=239(8) This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on an/ eleg; tronip odes. s(hi p,• O'Regln P€ 10.58126. 11l!s Cetf ifi90'a1 Periie: EaetBIPd,jInge _ • 3361G, Oeti March 9, 2018 O WARNING - Varrry design parsmatars and READ NOTES ON THIS AND INCLUDED MIMK REFERENCE PAGE e104477 rev. 10N3,20/S BEFORE USE Oesign valid for use only withs1Rek® sonneetons. Thisdesign is based andy, upon parameterssham, and is tar an indiNdualths" component, net a ttun system. Before use. the building designer must wiry the applicability of design parameters and property incorporate this design into the overall to bulking design. Bracing indlited is to prevent budding of individual truss web andMr Chord members only. Additional temporary and permanent bracing Is alwaysrequired for stability and to prevent colapsa Wth possible personal Wdy and property damage. Far general gudanbe regarding the . fabrication, storage, dellvery, erection and bracing of wises andson systems, ace ANSVTPII Quality criteria, OSS49 and SCSIBuilding Component 6904 Parke Ent 8114. Sauey inferoutdn avallable fromTrustPUteInstitute. 218 N. LeeStreet, Suite 312. Almond". VA 22314• Tampa. FL 36610 Job Truss TrussType Oy Ply Park Sq/Bareelona-A or C_TRAY T13452421 P2392ACT F8 ROOF TRUSS 4 1 M10-h10nG8 Lumber, t5an0W. I-L. 0.141 H 130 8.130 s Sep 15 2017 MiTek Industries. Inc, Fri Mar 9 10:52:04 2018 Page 1 10:IGEL2vgrkv4uEJUYC2jFzkf ngiS3zkPMTUGHIUNC&4kO8BVAf YSOJBaJKd98_VXzcgb9 1 Scale'-1:16.8 tx3 = 3u3 = 1x3 II 1x3 II 3x3 = 3x3 = 13x3 - 2 3 4 5 81= 13 34 = 3x3 - t0.2.0 LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.39 Vert(LL) -0.OS 10.11 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.40 Vert(CT) -0.06 10.11 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(CT) 0.01 7 n/a n/a BCOL 5.0 Code FBC2017/rP12014 Matrix-S Weight: 54 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 purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12-539/0.3-8, 7=539/0.3$ FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-12=535/0, 6-7-535/0, 1-2=492/0, 2-3=1089/0, 3.4=1089/0, 4-5=108910, 5.6- 49210 BOT CHORD 10-11=01912. 9.10=011089, 8.9=01912 WEBS 6-8=0/632, 1-11-0/632, 5-8=583/0. 2-11=583/0, 5.9=0/380, 2-10=0/380 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Recommend 2x6 strongbacks, on edge, spaced at 10-" oc and fastened to each truss with 3-1 Od (0.131' X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified Dirt ag ele tronip copies. f;hl ip.,0.'Reglin P€o.59148 if ITik•lt!syF'Ccrit6904Parke . -.0 "Pa' F 3.. 0j Diti March 9,2018 QWARNBNG • Vedy daalpn pramefan and READ NOTES ON THIS AND INCLUDED AIREK REFERENCE PAGE s11-7473 rev. Idp3/MIS BEFORE USE Oesign valid foruse onlywithUrrelalt conneaon. This designis based "upon parameters sham• and is taran iMhkW&l budding component, not a truss system. Balers use. the budding designer must verify fife applicability of designparameters and property Incorporate this design hrtd the overall WK budding design. Bracing indicated is to proven budding of individual truss web and/a Chord members only. Additional temporary and permanent bracing M' is property alwaysrequiredforstabilityandtopreventcollapsewanpossiblepersonalinjuryanddamage. For general guidance regarding the L1rls fabrication. storage. delivery. erection and bracing altruismand truss systems. see ANSIM41 Ouathy Criteria. OSS42 and SCSI Building Component 6904 Parke Fast Bhrd. SafetyIrdormatfonavadablehornTrussPWeinstitute. 216 N. Lee Street. Suite 112. Alexandria. VA 22314. Tampa. FL 36610 Job Truss Truss Type Dry Ply Park SglBareelons-A or C TRAY T13452422 P2322ACT F&A ROOF TRUSS 1 1 It Mid-Flonda Lumber. BanoW, FL. 13 0-1-B H i130 1x3 = 1 3x3 10 = txs II 2 3 G.IJV a xP ID LV1 r Mr r=R mtaY3=I=5, rrw:. rO Mer = I-- L=r= ray= r IO:WEj_2vgrkv4uEJUYC2jfzkfng-BedLyIN5FjPc5XBmeRMgioFsiww4JUspxY 1zzcgb8 1 S ld 1:16.6 tx3 II 3x3 = 3x3 = A 5 15 6 1x3 = 11 10 9 3x3 1.n = 1-1 = 7 v3 = 9fG 3x3 = TRUSS IS NOT DESIGNED TO SUPPORT CONCENTRATED 9.B.B LOADS AT ITS CANTILEVERED END(S). l 10.2-0 8468 1-7-a LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.53 Ved(LL) 0.07 10-11 2-999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.50 Ven(CT) 0.09 10-11 999 240 BCLL 0.0 Rep Stress Inv YES WB 0.25 Horz(CT) 0.01 8 n/a nla BCDL 5.0 Code FBC2017fTP12014 Matrix-S Weight: 54 lb FT = 20%F, 1196E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(0at) TOP CHORD BOT CHORD 2x4 SP Na.2(flat) WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. (Ib/size) 12=45210-3.8, 8=626/0.3.8 Max Grov 12-460(LC 3). 8=626(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-12-464/0, 1-2=415/0, 2-3=768/0, 3.4=768/0, 4-5=768/0 BOT CHORD 10.11 =0l139, 9-10=0/768, 8-9=0/423 WEBS 1-11-0/531, 5-8=73010. 2-11-45110. 5-9=0/490 Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling direly applied or 10-0.0 of bracing. Except: 6.0- 0 oc bracing: 7-8. NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Recommend 2x6 strongbacks, on edge, spaced at 10.04) oeand 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. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on apy- elg&Vonip owies. h(Jip d ;0'Reggn P.No.SB128• t690sPafftelaaFBl d; Iampa L3361i t0a March 9, 2018 A WARNING • Verity design parameters and READ NOTES ON THIS AND INCLUDED AUTEK REFERENCE PAGE abF717= tev. 161 =/=615 BEFORE USE. ~ Design valid for use only with MTek* Connectors. This design is based only upon parameters shown, and Is for an individual building WMPWenit, no a truss system. Before use, the Wilding designer must verity the applicability, of design parameters and properly incorporate this design Into the overall Wilding design. Bradng indicted isto prevent buddingof Individual trussweb andlorchord membersonly. Additional temporary andpermanent bracing wT is always required for stability am to prevent collapse with possible personal 0 j" andproperty damage. For general guidance regarding the IA. IablWtion. Storage, delivery, erection and bradng of in=" and truss systems, sea ANSVrP11 Duality Criteria, 0aBd9 and SCSI Building Component 6904 Parka East Blvd. SafetyInformation avallabld from Truss Plate Instdute. 218 N. Lee Street, Sues 312. Alexandria. VA 22314. Tampa. FL 361110 Job Truss Type oy PlyPark Sq/Barcelons-A or C_TRAYT13452423TROOFTRUSSP2392ACTF941 Job Reference (ontionall mno-r-1011(la Lumber, 0111`101N, IL. i 1.30 l i tie I 0.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52:06 2018 Page 1 10:IGEj_2vgrkv4uEJUYC2ifzkFng-frBj9SOj01 XT)hnyC9TeGwF%_GyJW?d5Tg520zcgb7 t-5.8 lid II 1x3 11 1A MT20HS = tx3 II 1x3 II 3x8 = 1 31 - 2 3 4 5 8 7 will Il w ll Il w 1 r r' • n it I 11J-r r-r-r r-CI'1 pill- 3x3 11 10= 34II Scald - 1:18.7 a 741.0 3-041 Plate Offsets (X.Y<- 113:0-1-8.Edoel LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 Tc 0.78 Vert(LL) -0.12 10-11 >726 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.94 Vert(CT) -0.17 10.11 >531 240 MT20HS 1871143 8CLL 0.0 Rep Stress Iner YES WB 0.35 Horz(CT) 0.01 8 n/a n/a BCOL 5.0 Code FBC2017/rP12014 Matrix-S Weight: 53 lb FT - 20%F, 11 %E LUMBER- BRACING. TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. Except: 2-2-0 of bracing: 10-11. REACTIONS. (lb/size) 14=440/Mechanieal, 8-251/Mechanical, 9=2801041.0 Max Grav 14=443(LC3).8=251(LC 1).9=321(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-14-485/0, 7-8=320/0, 1-2=567/0, 2-3=567/0, 3.4=567/0, 4.5=417/0, 54=-417/ 0, 6.7=417/0 BOT CHORD 12-13=01567. 11-12-01823, 10.11=01823. 9.10=0/417 WEBS 1-13-01`740, 4-12=337/0, 2-13=-31210, 7-9=0/544, 4-10=-532/0, 6.9=-385/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections. 4) Recommend 2x6 strongbacks, on edge, spaced at 1044 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. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on apy- ele troniF Cf ies. zf;ih ip 0;0'Re( genPE;No.5E12& 169.04ParMEait Bi d jApa L_ 33ritOjt March9,2018 QWARNING - Varlly daalgn parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE MI-7472 rev. fdWOOIS BEFORE USE. Design valid far use only With Mrrak® connectors. This designisbaled ordy upon parametersShorn, and isforanindividual building component, not a truss "am. Before use, the building designer must wady the applicability of design parameers and property incorporate this design into the overall building design. Bracing Indicated Is topreventbuddingofIndiNdualtowWeband/or chard memo&& only. Additionaltemporary and permanent bracing Is alwaysrequired forstability and to prevent collapse With possible personal injury and I Sty damage. Fa general guidance regarding the '.xti fabrication, storage, delivery, erection and bracing of trusses and truss sydams, ace ANSIRPH Quality Criteria, OS82a and SCSI Building Component 8804 Pane Fast Blvd. Safety Information available from Tow PimaInstitute. 218 N. Lee Street, Suite 312. Mentions. VA 22314. Tamps, FL 36610 Job Truss Truss Type Oty Ply Park SglBareelona-A or C TRAY T13452424 P2392ACT FBA GABLE 1 1 Job Mid -Florida Lumber, Bartow, FL. 214 II 3 1x3 11 8.130 s Sep 15 2017 MTek Industnes, Inc. Fn Mar 9 10:52:05 2018 Page 1 ID:16Ej 2vgrkv4uEJUYC2ifzkfng•frBj95ojOInhmyC9TeGwF4gGApfa d5Tg52Ozcgb7 4 1x3 II 5 tx3 11 a 3x3 II Scale • 1:12.7 12 11 10 9 B 7 34 11 Ix3 11 1x3 11 Ix3 11 1 x3 11 3x3 11 11-0 1-0 2 N! I 0-&9 21 1." 1-" LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.09 Vert(LL) n/a n/a 9" MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(CT) n/a n/a 9" BCLL 0.0 Rep Stress Inv YES WB 0.03 Horz(CT) 0.00 7 n/a n1a BCDL 5.0 Code FBC2017frP12014 Matrix-R Weight: 33 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 purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 6.10-0. lb) - Max Grav All reactions 250 lb or less at joints) 12, 7, 8, 9, 11, 10 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Gable requires continuous bottom chard bearing. 2) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 3) Gable studs spaced at 1-4-0 oc. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-" 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. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on apy-electronip ies. PLh ipJ;0'Reg in P€NoS81?& d7 "IF1Colf, t69G6 Parke East .BIPd,Iam_paf-;,3.3-Gt11 DAti March 9,2018 0 WARNING - VMIy design pararomue and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MIE7472 rev. I&WMtS BEFORE USE. Design valid tar use anywith NReks) connectors. This designit basedonlyupon parametersshorn. allis far an individual building component not aruts "am. Before use, the Wilding designer mull vent the applicability of design parameters and properly, incorporate this design into the everts Wilding design. Bracing indicated is to prevent budding of individual buss Web Motor chord members a l y. Adddionel temporary and pemunem bracing Il yl wi ' Is always raquired far stability aM to prevent casaple With possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erasion allorating ofbusses andbullsyctems, gee ANSUTPN Quality Crlterla, OS842 and SCSI Building Component 6204 Parke East Blvd. Safety btformatlen available from Truss plate Insisted. 218 N. Lee Street. Sine 312. Ale andria. VA 22314. Tampa. FL 36610 Job Truss Truss Type Oy Ply Park SglBareelone-A or C_TRAY I T13452425IP2392ACTF10GABLE11 Job Reference (onflonall caw-rwnae Lumuer, aancw, rL. 1 tx3 II 21,0 11 18 1x3 = 1x3 = 1s n n a.13u s,bep 15 Lu1 y mi f ek InGUstnes. Inc. Fn Mar B 10:51:52 201a Page 1 I0:I6EL2vgrkv4uEJUYC2iFZkf ng-38LRDJOxJkmS 1XiGNDCIGZghJeOaNFY2tiHM4EZcgbL Scale a 1:13.4 3 1x3 II 4 "a II 5 Ila II a Ix3 II 7 3x3 II 14 13 12 11 11011 1x3 11 1x3 II 1x3 II 10 9 110 II 110 II LOADING (psf) SPACING- 2 0 0 CSI. DEFL. in (loe) 1/de8 L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0.09 VeA(LL) nla n/a 999 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Ina NO VJB 0.03 Horz(CT) 0.00 8 n/a n1a SCOL 5.0 Code FBC20171TP12014 Matrix-R LUMBER- BRACING - PLATES GRIP MT20 2441190 Weight: 35 lb FT = 20%F, 11%E TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 7-2-8 oc purtins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling direly applied or 6-00 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 7-2-8. III) - Max Grav All reactions 250lb or less at joint(s) 14, 11. 12. 13. 10, 9 except 8=1291(LC 1) FORCES. (lb) - Max. Comp.IMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 7-8-1287/0 NOTES- 1) Gable requires continuous bottom chard bearing. 2) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 3) Gable studs spaced at 1-4-0 oc. 4) Recommend 2x6 strongbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with 3.1 Od (0.13.1' X 3') nails. Strongbacks to be attached to walls at their outer ends orrestrained by other means. 5) CAUTION, Do not erecttruss backwards. LOAD CASES) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 8-14=-10. 1-7-100 Concentrated Loads (lb) Vert: 7-1265 This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on apy_elkCtronip . ies. h pJ;O:RegtinPa NNg.58C S!diil.. O.'! tf C,c(EL6f18'6PerkeEaif8lPd, jfifnpe , 33610sOati March 9,2018 0 WARNING • Verly deafen parematera and READ NOTES ON THE AND INCLUDED WTTK REFERENCE PAGE YM17472 rev. %V3400 aEFORE USE Design valid for use only rim Mrtek® connectors. This design Is Weed only upon parameters shown, and is for an iMhfoual building component, not awas aysten. Berme use. ua building designer must want the applicability of design parameters and properly incorporate this design into caw ovens building design. Bracing Indicated is to prevent budding of Indludual truss web andfm chard members only. Additional temporary and permanent bndrg sue' is always raOulmd for stability and to preven relapse wdh possible personal injury and property damage. For genital guidance regarding me .1'+ti fabreation, storaga, delivery. erection and bracing of truces and true systems. tea ANSUMI Quality Ctftarle, DS649 and SCSI Building component 6904 Parke Fast Bald. SafetyInformation availablehorn Truss Plate Institute. 21a N. LeeStreet. Suite 312, AkxandN. VA 22314. Tampa. FL 36610 Job Truss Truss Type Oty Ply Park SglBarcelone-A or C_TRAY I T13452426 P2392ACT Fit ROOF TRUSS 6 all Mid•Flonda Lumber. Bartow. FL. a1a H 1J-0 1 3x3 = 12 11 a.13u a Sep 1* zoi I Mt IeK Industries, Inc. Fn Mar a lu:Dl:b4 zula rage 1 ID:tUEL2vgrkv4uEJUYC2iFzkFreg-?XTSe9ECrLOAHmVeFen0bev ?r6msKcmS86zegbJ 1-2.4 Soak - 1:12.0 3x3 = 34 = 2 3 3x3 = 4 Ix3 11 3x3 II LOADING (psf) SPACING- 2 0-0 CSI. DEFL. in loc) Well Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.47 Vert(LL) 0.02 6-7 999 360 TCDL 10.0 Lumber DOL 1.00 SC 0.33 Vert(CT) 0.02 6.7 999 240 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(CT) 0.00 5 n/a We BCOL 5.0 Code FBC2017/rP12014 Matrix-S LUMBER- BRACING - TOP CHORD 2x4 SP No.2(Bat) TOP CHORD SOT CHORD 2x4 SP N0.2(flat) WEBS 2x4 SP No.3(Bat) SOT CHORD REACTIONS. (lb/size) 10=364/0.8.0, 5=364/Mechanical FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-10-358/0, 4-5=35910, 1-2-269/0. 2-3-52510, 3-4-279/0 BOT CHORD 8-9=0/525, 7-8=0/525, 6-7-0/525 WEBS 4.6=0/371, 1-9=0/366, 3.6=33410, 2-9-34810 PLATES GRIP MT20 244/190 Weight: 39 lb FT = 20%F, 1196E Structural wood sheathing directly applied or6-" oc purling, except end verticals. Rigid ceiling directly applied or 10.60 oc bracing. NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 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. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified On apy-electronip _ ies. i;bipdr,0'RegirNg.58i?6di?eC"ier;,urt,a;,.P. PRParliel:ee Wd,jampffL3*181 Data" March 9,2018 AWARNING . Wdly design parsmarars and READ NOTES ON TNIS AND INCLUDED WTEK REFERENCE PAGE 601.7472 rev. 14110=013 aEFORE USE Design valid far use only with sARen® contractors. This design is based only uponparameters shorn, and Is for an irdNidual building component, net a truss system. Belot use, the bWW ftdesignermustveny me appkabaeyofdesignperamelersand property irldaporste thisdesign into the overall MR brMUV design. Bradng indicted is topreventbudding of indMduu true weband/orclammembers only. Additional temporary and pentranern bracing M71' . is always re4Wred forSAW" and toWaverscdapse with possible personal Injurymce and propertydamage. For general guidanregarding the L}/ia fabrication. storage, delivery, areaion and bradng of trusses and trustsystems. ace ANSOMOualhy Crttarta, 011 9 and BCM SubdingComponent 6904Parka East Blvd. So" Irdermalten evaluatehornTrussPlateInstitute. 218 N. Lee Street, Sued 312. Almnidds. VA 22214. Tampa. FL 36610 Job Truss Truss Type Park StiIBareelona-A or C TRAY10tyty T13452427 P2392ACT FIIG ROOFTRUSS t 1Job Reference loptionall Mro-rtarwa Lumber, ttartOW, rL. a1a H 130 1 30 12 11 a.13us beg 15 201 / hei I ek industries. mr— Fn Mar 9 10:51:54 2018 Page 1 IO:INEL2vgntv4uEJUYC2jFzkFng-?XTSe7ECrLOAHrtf VeFonOlgtOuGr3ksKcmSSSzegbJ t-2.4 34 2 3 3x3 = Seek a 1:12.9 3x8 4 lid II 3,0 11 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well L/d TCLI 40.0 Plate Grip DOL 1.00 TC 0.92 Vert(LL) 0.04 6.7 999 360 TCDL 10.0 Lumber DOL 1.00 SC 0.76 Vert(CT) 0.05 6.7 999 240 BCLL 0.0 Rep Stress Ina NO W8 0.37 Horz(CT) 0.01 5 n/a n/a BCDL 5.0 Code FBC2017/rP12014 Matrix-S LUMBER- BRACING - TOP CHORD 2x4 SP No.1(flap TOP CHORD SOT CHORD 2x4 SP No.2(Oat) WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. (lb/size) 10=774/041-0, 5=774/0-3.9 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-10-767/0, 4-5=769/0, 1-2=565/0, 2-3=1119/0, 3-4—SBS/0 SOT CHORD 8-9=0/1119. 7-8-0/1119, 6-7=0/1119 WEBS 4-6=W779, 1-9=0/767, 3-6=725/0, 2-9=753/0 PLATES GRIP MT20 244/190 Weight: 39 lb FT = 200AF, 11%E Structural wood sheathing direly applied or 6.0-0 oc pudins, except end verticals. Rigid ceiling direly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Girder Carries tie-in span(s): 7-0-0 from 0-0-0 to 6-11-4 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase-1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 5-10-10. 1-4-224 This item has been electronically signed and sealed by ORegan,.Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on apy_electronip ies. tfhlry'pdr,0'Regtin P€No.SB128w y11Tek 1QSy ' Ccflt690bParkeEastB1>rd,Jdfnpi , 73619j Date March 9,2018 QWARMNG - VM/yAulpn patametars and READ NOTES ON THIS AND INCLUDED &IBEX REFERENCE PAGE 1111.7472 ter, t6ala/2afa BEFORE USE Oesign valid far use onlywith Mrtek® Connectors. This design is baud only upon p1ramelers shorn. and isfor an iodMdust budding component. not a cuss system. Before use, the building designer must wady the app8rability of design parameters and property incorporate this design into the oven! budding design. anteing Wiuted is to prevent budding of baiwikual wss Web and%or daro rtembers only. Addhional temporary and Permanent bracing MYIw'i . is &waysrequired for stabilityand to prevent Collapsewith possible f injury and Property damage. For general guidance regarding the 1ri 1 fabnintion, storage. dedvety. erection and bradrgofuusses and wss systems, see ANSVIPII Ouality criteria, OS" and BCSI Building ComPotlef t 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218N. Lee Street. Suite 312. Alaundna. VA 22314• Tamps, FL 36610 Job Truss Truss Type Oty Ply Park SglBanxlona-A or C_TRAY 1 T13452428 P2392ACT F12 ROOF TRUSS 3 1 Job Reference foodonall Mid -Florida Lumber. Bartow, FL. 1-3-0 1 3xa = a.13D 8 Sep 15 2ul i Mt tex industries. Inc. t•n Mar v 1u:oi:Ob zula rape 1 IO:IdE)_2vgrkv4uEJUYC2jFzkFng-xwax3gGSMVHtM? l c2HGsprHREgXJOE9rtwF2D7zcgbH j 1-2-0 3x3 2 3 330 = 3xa 4 Sink • 1:12.9 3x3 = tx3 11 1x3 11 3x3 = to 9 a 7 a 5 3x3 II 3x3 11 14d t4-0 5-5.0 6.11dI3,11.0 14.0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. to loe) Udefl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.47 Vert(LL) -0.02 8-9 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.33 Vert(CT) -0.02 8-9 >999 240 BCLL 0.0 Rep Stress Inv YES WB 0.18 Horz(CT) 0.00 5 n/a n1a SCOL 5.0 Code FBC2017frPI2014 Matrix-S Weight: 40 lb FT - 20%F, 1196E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10.00 oc bracing. REACTIONS. (lb/size) 10=367/Mechanical, 5=367/Mechanical FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 1-10=361/0, 4-5=361/0, 1-2=281/0, 2-3=S33/0, 3.4-28110 BOT CHORD 8.9=0/533, 7-8=0/533, 64=0/533 WEBS 4-6=0/375, 1-9=0/375, 3-6-342/0, 2-9=342/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0411 oc and fastened to each truss with 3.10d (0.131 ` X 3') nals. Strongbacks to be attached to walls at their outer ends or restrained by other means. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on apy_elo.Ctronip .copies. hlfi,J:O'Reggn P€NoS6128• r t6906 PulieEaifBl d,Zeeiipe L 0, i0eti • • March 9,2018 QWARMNG - VWfy dealyn paramaters and READ NOTES ON THIS AND INCLUDED aUTEK REFERENCE PAGE 11047173 rev. 14W/2015 BEFORE USE. Designvalidforuseonlywith Urraidemnnauors. This design isbaud only upon parameters shown, and is for anindividual bulking component, not a was "am. Before use, the budding designer must verily the applicability of design parameters and property incorporate this design into the Overall budding design. Bracing indicated is to prevem but" ofindividual truss wait andlarchard members only. Additional temporaryand permanentbracing M11' Is alwaysrequired for stability and to prevent collapse with possible per**" injuryand propertydamage. Forgeneralguidanceregarding the fabrication, storage. delivery, erection and bracing of trusses and truss "am. ANSVrPl1 Quality CMarla, OSS42 and BCSI Building Component Go" Pence Fastam. Safety lrdantutlon available hem Truce Plate InsteNa. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa. FL 36610 Job Truss Truss Type Oty Ply Park SglBarcelona-A or C TRAY T13452429 P2392ACT FT1 SPECIAL 1 Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 Mirek Industries, Inc. FA Mar 9 10:52:08 2018 Page 1 ID:IUEj_2vgrk,AuEJUYC2iFzkfng-bDJUanP XenAy7wLJaV4LLKCS3c17FnwYnWAlzcgb5 2-3, 4-5-8 6.7d 8 9 4 10.11-2 13-1-0 15.2-14 174-12 10 8-10 21.10$ 2310 2-1-14 2-1-14 2-1-14 2-1.14 2-1-14 2-1-14 2.1-14 2.1-14 2: 1 THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 7x8 = 1.Sx4 II Sx8 = 1.Sx4 II 4x8 = 1.Sx4 11 4x8 = 2 3 4 23 5 8 7 24 Stale a 1:37.1 Sx5 = 4x10 = 1.Sx4 II 64 8 25 9 10 2811 22 12 4x4 II 8x12 — 2x4 II 8x12 UT20HS = 2.4 11 4x8 = 2x4 II 400 = 2x4 II 600 = 3x4 II LOADING (psi) SPACING- 2.0-0 CSI. DEFL. in loc) I/deb Ud PLATES GRIP TCLL 40.0 Plate Grip OOL 1.00 TC 0.98 Vert(LL) -0.71 17 >366 360 MT20 244/190 TCDL 10.0 Lumber OOL 1.00 BC 0.99 Ven(CT) -0.97 17 ,266 240 MT20HS 187/143 8CLL 0.0 ' Rep Stress Incr NO WB 0.97 Harz(CT) 0.09 12 n/a nla BCDL 5.0 Code FBC2017/TPI2014 Matfix-S Weight: 244 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP OSS 'Except' TOP CHORD Structural wood sheathing directly applied or 1-5-14 oc puriins, 8-11: 2x4 SP No.2 except end verticals. BOT CHORD 2x6 SP OSS BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2x4 SP No.3 'Except' 1-21,3-21.3-19.5-19,5-17,11-13,9-13,9.15,7-15,7-17: 2x4 SP No.2 REACTIONS. (lb/size) 22=3703/0-7-4, 12=2758/0.3.8 Max Uplift 22—S30(LC 4), 12=382(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-22-32951478, 1-2=-6770/963, 2-3=-6770/963, 3-4-15381/2144, 45=1538112144, 5-6=-16966/2286, 6-7-16966/2286, 7-8=1236111677, 8-9=1236111677, 9.10-5108/703, 10-1 1=5108/)03,11-12=-2388/337 BOTCHORD 21-22=671464, 20-21=-1760/12473, 19-20=1760/12473, 18-19=2442/17783, 17-18-2442/17783, 16-17-2113/15662. 15-16-2113/15662, 14-15=1354/WSO, 13-14=135419820,12-13=-48/341 WEBS 2-21=6991124. 3-20=331344, 4-19=-656/116, 5-18=471453, 6-17=773/123, 7-16=-65/580, 9.14=44/429, 10-13=-424/80, 1-21-980/6901, 3-21=6241/872, 3-19=-445/3182, 5.19-26281377, 5-17=-894/171, 11-13-716/5208, 9.13--5233/712, 9-15=381/2703. 7-15-36131526, 7-17-24711427 NOTES- 1) 2-ply trussto beconnectedtogether with 10d (0.131'x3") nails as follows: Top chords connected as follows: 20 - 1 row at 0.44 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0." oc. Webs connected as follows: 2x4 - 1 row at 0- 9-0 or. 21 All loads are considered equally applied to all plies, except if noted as front (F) or back (8) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated. 3) Wind: ASCE 7-10: Vuh=140mph (3-second gust) Vasd-108mph; TCDL=4.2psf; BCDL=3.Opsf; h-15ft; 8=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; End.. GCpi=0.18; MWFRS (directional); Lumber DOL-1.60 plate grip DOL-1.60 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10. 0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-64 tail by 2-0-0 wide will rd between the bottom chard and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 530 lb uplift at joint 22 and 382 lb uplift at joint 12. 9) Girder carries tie-in span( s): 5-0. 0 from 0-0-0 to 10.11-4; 2-10-0 from 16-3.4 to 21-6-12; 5-0-0 from 0-" to 10-114 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 429 lb down and 62 lb up at This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on ag_elQl;#onip Gies. 0'Refgin P4ENo.5612& Sfjl Ttk G9Qsy t:ori46MPOkOWWd,Zempa4? f "33LOS 1'OetiMarch9,2018 CAWYA Rlr•' M assign p... and READ NOTES ON THIS AND INCLUDED aOTEK REFERENCE PAGE 601-7472 ray. 16AUMISBEFOREUSE. Oesignvaed for use only with slrrek® connectors. This design is basso only upon peramatehl shown, and it for An individual building component, not a truss system. Before we, the building designer must verity the appgutlBy, of design parameters and property incorporate this design into the overall building design. 8neft indicated is to prevent building of indlnidual was web andror chord members only. Additional temporary and Permanent bracing wT' • Is always required roc stabf'dy and toprevent coaapso with possible personal injury and property damage. For general guidance regarding the 'e fabrication. storage, delivery. erection and bracing of castes and truss systems, acts ANSVrF41 QualityCriteria. OSS42andSCSIBuilding Component 6904 Padre East 84d. Safety Information available from Trust Plata Insmufa. 218 N. Lee Street, suite 312. Alexandria, VA22314. Tampa. FL 36610 Job Truss runs Type Oy PlyPark SglBareelone-AorC TRAY T13452429 P2392ACT FT1 SPECIAL 1 all. Mid -Florida Lumber, Bartow, FL. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase-1.00 Uniform Loads (plf) Vert: 1-6-373, 6-25=100, 25-26=239, 11-26-115, 12-22=10 Concentrated Loads (lb) Vert: 6=-429 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52:08 2018 Pape 2 ID:16EL2vgrkv4uEJUYC2jfzkfng-bDJUanP XenAy?wLJaV4LLKCS3e17FnwYn9Celzegb5 0 WARNING • VArlly design parameters and READ NOTES ON THIS AND INCLUDED NREK REFERENCE PAOE WI.7472 raw. 101102MIS BEFORE USE Design valid for use any With Urrekt6 conneuors. This design Is bused onlyupon parameters shovm, and is for an individual building Component, net a tnus system. Before use, the building designer must waft the applicability at design parameters and prop" Incorporate this design Into the overall MR budding design. Bracing indicated is to prevent tucidifg of individual truss Web and/or Chord members only. Additional temporary and permanent brsdng is always requited tot stability and to prevent collapse an possible personal INury and property damage. Far general guidance regarding the Ow fabrication. storage, delivery, areaion and tracing of trusses and trusssystems, see ANSIRPl1 Quality Criteria, OSS46 and SCSI Budding Component 6204 Parke East Blvd. Safety Information Available both Truss Plate Institute. 216 N. Lee Street. Suite 312. Al"Andha. VA 22314. Tampa. FL 361110 Job Truss se Type Oy Ply Park SglBanxlona-A or C_TRAY SPECIAL T13452430 P2392ACT FT2 1 Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Fri Mar 9 10:52:10 2018 Page 1 ID:16Ej_2vgrkv4uEJUYC2i FzkFng•XcQE?TRE3G 1uCl4iR?XYOmO2itL2bE6D?SeJiBzegb3 2-3.14.5.8 fr7 I &1 131. I -2.4 I_7-4-u1a094u2-1-2414 24-112$ 4o I 221 -32-3• IO101.46 iScale = 1: 37.1 THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL 5x5 = 1. Sx4 II 4x10 = 1.Sx4 II 4x8 = 1.Sx4 II 4x8 = Sx5 = 4x1O = 1.Sx4 II 5x6 = 22 _ 12 3x4 II 84 - 2.4 II Sx8 MT20HS = 2.4 I I 4x8 = 2x4 II 4x10 = 2.4 I I 7x8 = 3x4 II LOADING (psf) SPACING- 2-0-0 CSI. TCLL 40. 0 Plate Grip DOL 1.00 TC 0.93 TCDL 10. 0 Lumber OOL 1.00 8C 0.82 BCLL 0. 0 Rep Stress Inv NO WB 0.66 BCDL 5. 0 Code FBC2017/rP12014 Matrix-S LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x6 SP No.1 'Except' 12-19: 2x6 SP DSS WEBS 2x4 SP No.3'Except' 1-21, 3-21,3-19,5.19,5-17,11-13,9-13,9.15,7-15,7-17: 2x4 SP No.2 REACTIONS. (lb/ size) 22-190010-74.12=2367/0.3.8 Max Uplift 22-283(LC 4), 12-372(LC 5) OEFL. in ( loc) Well Ud PLATES GRIP Vert(L-) - 0.55 17 :-472 360 MT20 244/190 Ven(CT) - 0.82 17 >316 240 MT20HS 1871143 Horz(CT) 0.07 12 n/a n/a Weight: 244 lb FT - 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-11-14 ot: purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-22-1693/259, 1-2-3663/547, 2-3-36631547, 3.4-SSSS/l435. 4-5-955911435, 5-0- 1332612034, 6-7-13326/2034. 7-8=1192911870. 8-9-11929/1870. 9.10=4594/725, 10-11= 4594n25, 11-12-2088/336 80T CHORD 20-21-1082/7222, 19-20-1082/7222, 18-19-1871/12396, 17-18-1871/12396, 16-17=- 2163/14153, 15-16-2163/14153, 14-15-1487/9346, 13-14-1487/9346, 12-13= 46/286 WEBS 3- 20-251270. 5-18=-68/526, 6-17=-686/139, 7-16=81/586, 8-15=723/150, 9-14- 441394. 1-21-562/3766, 3-21-38951586, 3-19=406/2557, 5-19=3105/520. 5.17-225/1018, 11-13- 74214706, 9-13-5201/834, 9.15c,451/2826, 7-15-2435/363, 7-17-SOS/I 76 NOTES- 1) 2-ply truss to be connected together with 1od (0.131'x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oil Bottom chords connected as follows: 2x6 - 2 rows staggered at 0.9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 or 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (8). unless otherwise indicated. 3) Wind: ASCE 7-10: Vuh= 140mph (3-second gust) Vasd-108mph; TCDL=4.2psh BCDL=3.Opsh h=15ft; 8=45ft; L=24ft; eave=oft; Cat. If: Exp B: End., GCpi=0. 18; MWFRS (directional): Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will rd between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 283 lb uplift at joint 22 and 372 lb uplift at joint 12. 9) Girder carries tie-in span( s): 5-0-0 from 10.7-12 to 21100816-6-12: 5-0-0 from 10.7-12 to 16.E-12 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 413 lb down and 131 lb up at This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on ally- elegtn Nd.58128• ronip . ies. I i J: O'RI:g1iP4€ i6904ParlieFapBIPd,Idmpa ¢j Dan March 9,2018 nI 11Prnmafara and READ NOTES ON TNf3 AND INCLUDED AUTEK REFERENCE PAGE atrF7473 rev. 1dAlMIS9EFORE USE is riln Mnek® connectors. Thisdesign is based anti upon parameters shown. and is fa an individual building componm net a truss "am. Before use, the building designer must weft the applicabdiy of design parameters and properly, Incorporate this design into the overall MR bulking design. Bracing indicatedis to prevent Welding of iMividuld truss web andlet Urord members only. Additional temporary and Permanent bracing sty' is always required for stability and to prevent collapse with possible personal injury and property damage. Far general guidance regarding the oNr•- fabrkation, storage, deavery, erection and bracing of wanes and truss systems, seeANSVrPHQualityCriteria, OSS42and SCSI Building Component 6904 Parke Fast SM. Safety Information anal able from Truss PlusInstkute. 218 N. Lee Street. Suite 312. Ala andfa. VA 22314. Tamps, FL 361110 Job Truss cuss Type Oty Ply PSgBar elona-A or C_TRAY T13452430erk P2392ACT FT2 SPECIAL 1 Mid - Florida Lumber, Bartow, FL. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase-1.00 Uniform Loads (plf) Vert: 1-6=100, 6-26,-298, 11-26=100, 12-22-10 Concentrated Loads (lb) Vert: 6-413 25=363 8. 130 a Sep 15 2017 miTek Industries, Inc. Fn Mar 8 io:3z:lu zoia Page z 10: 16EL2vgrkv4uEJUYC2jFzkFWXeOE?TRE3G 1 uC14jR?XYOmOZjtL2bE60?5eJiBzcgb3 Q — RMNO • varlry design Perimeters and READ No7Es ON T111S AND INCLUDED M17EK REFERENCE PAGE MIF7473 raw. 1dAUM15 BEFORE USE. Design valid tar use only with MITMA eonnoaom. This design Is based only upon paramment shorn, and Is for An iMiNduN building Component, not a trusssystem. Before use, the building designer must verilytheappliubNly of design parameters and property into"rate this designinto theoverall in building design. Bradng ldiuted Is to provers buelding of iMividualtruss web and/orchordmembers only. Additional temporary andpermanent bratlngIµ:1.wT' is alwaysrequired for nubility and to prevent cagapse with poasible personal injury and property damage. Far general guidance regarding the rsMution, storage. delivery, emotion and bracing oftrussesandtrusssystems, sea ANSIrPl1 Quality Ce terla, OSS42 and BCSI Building Component 6904 Parke East 814d. Safety Information eval abld from Tntu Plate Institute. 218 N. Lee Street. Suee 312. Alesandna, VA 22314• Tampa, FL 36610 Job Truss nlss Type Dry Ply Park SgBarcelons-A or C_TRAY T13452431 P2392ACT FT3 SPECIAL 1 q Mid -Florida Lumber, Bartow, FL. 1.11.8 3.9-4 1-1141 1-8.12 8.130 s Sep 15 2017 MTek 1-9-12 1-9.12 1-9.12 14 1-12 1-0-12 Inc. Fri Mar 9 10:52:11 2018 Page 1 1-9.12 1-11-4 Stab n 1:28.8 3.4 II 6x12 UT20HS = 1.Sx4 II 5x8 = 1.50 II 44 = axe = 1.Sx4 II axe = 1.Sx4 II 1 21 2 3 4 5 6 7 a 9 42 10 u Jul 19 18 17 18 t5 14 13 12 20 2X4 II IOX12 = 2.4 I I SX8 = 4x8 = 2X4 I I 6xe = 2x4 II tit 5x8 MT20HS = 40 = THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. LOADING (psf) SPACING- 1-4-0 CSI. TCLL 40.0 Plate Grip DOL 1.00 TC 0.96 TCOL 10.0 Lumber DOL 1.00 8C 0.98 BCLL 0.0 Rep Stress Incr NO WB 1.00 BCOL 5.0 Code FBC2017/rP12014 Matrix-S LUMBER - TOP CHORD 2x4 SP No.1 D BOT CHORD 2x6 SP DSS WEBS 2x4 SP No.3'Except, 2-20,2-18,4-18,4-16,6.16,7-15,7-13,9.13,9.11: 2x4 SP No.2 REACTIONS. (lb/size) 20=7232/0.8-0, 11=3189/Mechanicel Max Uplift 20=1069(LC 4). 11=460(LC 5) DEFL. in (loc) Ildefl L/d Vert(LL) -0.40 16 >490 360 Vert(CT) -0.55 16 >356 240 Horz(CT) 0.07 11 n/a n/a PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 280 lb FT - 200A BRACING - TOP CHORD Structural wood sheathing directly applied or 2-1-8 cc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10.0.0 cc bracing, Except: 2-2-0 cc bracing: 17-1a,16-17. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-20=-680/108, 1-2=-663198, 2-3=21440/3139. 3-4-21440/3139, 4-5=24927/3610. 5-6=2492713610, 6-7-20795/3002, 7$=10590/1529, 8-9=10590/1529, 9-10=279140 80T CHORD 19-20=1779/12083, 18-19=1779/12083, 17-18=4265/29296, 16-17=-4265/29296, 15-16=3002/20795, 14- 15=2341/16211, 13-14=2341/16211, 12-13=-808/5596, 11-12=-808/5596WEBS 3-18=10751176, 4-17- 353/59, 6-IS- 229S/346, 7-14=37/314, 2-20=12918/l901. 2-18=1539/10594, 4-18=-8887/1276, 4-16= 4943n42, 6.16=-695/4673, 7-15=761/5186, 7-13=-6358/921, 9-13-815/5650, 9.11= 6030/871 NOTES- 1) 3-ply truss to be connected together with I Od (0.131'x3") nails as follows: Top chords connectedas follows: 2x4 - 1 row at 0- 4-0 cc. Bottom chords connected as follows: 2x6 - 2 rowsstaggered at 0-9-0 cc. Webs connected as follows: 2x4 - 1 row at 0.9- 0 cc. 2) All bads are considered equally applied to all plies, except if noted as front (F) or back (8) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated. 3) Wind: ASCE 7-10: Vuh=140mph (3-second gust) Vasd=108mph; TCOL=4.2psf; SCOL-3.Opsf; h=15ft; B=45ft; L-2411; eave=oft; Cat. II; Exp B; End., GCpi=0.18; MWFRS (directional); Lumber DOL-1.60 plate grip DOL-1.60 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0.0 wide will fill betweenthe bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1069 lb uplift at joint 20 and 460 lb uplift at joint 11. 10) Girder tarries tie-in span(s): 1641-0 from 0-" to 5.8-0 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 6305 lb down and 911 lb up at 5-3.8 on top chord. The design/selection of such connection device(s) is the responsibility of others. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on apy_ele tronip copies. 1: t Aljipd;0'Reg n PENo.5B1?6 wdI?l'l syfr 169M Phis- t Wd;Iarimpai; 33610sDeli"' March 9,2018 CAURRIW - aeapn paramarers and READ NOTES ON THIS AND INCLUDEOWTEK REFERENCE PAGE MIF7473 rw. 1010MIS BEFORE USE Design valid for use oNy With Mrrekib connectors. This design is based only uponparameters shown, andisfa anindividual building component, nota truss "am. Beforeuse, thebuiNingdesigner must rattly the applicability of design parameters and property incerporste this design intothe overall is bu9ding design. Bracing Indicated is to prevent bu4dingof individual thus Web AnNa chowd member onty. Additional temporary and permanent bracing f is &Ways mqu'ved for su biy on lland to preventcollapseWithpossl&le penet injury end Mope" damage. Fa general guidance reganiing the .x- fabriration, storage, delimy. erection and bracing of trusses end truss "a &. tee ANSVrPH Duality Cohorts, OR and SCSI Buading Component sow Parke East BM. Safety hdarmation available from Truss Plate Institute. 21a N. Lee Street. Sube312. Nennaia. VA 22314. Temps, FL 36610 Job Truss Truss Type Oy Ply Park Sg43amelona-A or C_TRAY T13452431 P2322ACT FT3 SPECIAL 1 Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Fri Mar 9 10:52:11 2018 Pape 2 10:16EL2vgrkv4uEJUYC2jfzkFng-?o_cCpRs4ZSIpSfw i2nz_Wvmew(bBMEIOsFdzcgb2 LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-4=604, 4.10=67, 11-20=7 Concentrated Loads (lb) Vert: 4=6305 QWARMNG - Vady design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MS-7472 rev, taMMOtS BEFORE USE Design valid far use any with MRek® connectors. This design is bused any upon parameters shown, and is for an individual budding eampenem, not a truss system. Before use, the budding designer must verify the applicability of design parameters and pmpery dnrerponne this design into the overallbuddingdesign. Bracing indicated is to proven buciding ofirdiwidual truss web andrdr chord member only. Additional temporary and permanent bracing isalways required for subiky and to prevem collapse want p"siMe piny injuryand property damage. For general guidance regarding the . fabrication, storage, dedvery, erection and bracing oftrusty andtruss systems, seta ANSIRPN Guallty CrherU4 OSS42 and BCSI Budding Component so" pare Fast BNd. Information Infoution awdi de horn Truss Plate Insiduu, 216 N. Lee Street. Suite 312. AlaUndAa. VA 22314• Tampa, FL 36610 Job truss Truss Type Oty P Perk Sgftfcebne-A or CTRAY T13452432 P2392ACT fTa SPEGAL 1 2 Jab Reference (optional) MKt-Panda Lumbar. Barlow, FL. a.130 s Feb 12 201 a MTek Industries. Inc FA Mar 9 14:46:1S 2016 Page 1 ID:16EL2vgrkv4uEJUYC2iFzkfng-tmVmPdLOFhRbe8uDAm5?K9VvbhJF?N7YdgdKVoHzce 1 s 2 15 5.4-14t2-9•S 2-7-9 Ni 716 = e2X4 THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. axe = 04 = 1.Sx4 II Soak - 1:15.7 5xS = 2-0-5 5.4-14 8 2 4 2.9.5 2-7-9 2.91t LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in loc) Well Ud PLATES GRIP TOLL 40.0 Plate Grip OOL 1.00 TC 0.68 Vert(LL) 0.05 6-7 999 360 MT20 244/190 TCOL 10.0 Lumber DOL 1.00 BC 0.61 Vert(CT) 0.07 6-7 999 240 BOLL 0.0 ' Rep Stress Ina NO WB 0.88 Horz(CT) 0.01 5 n/a Me BCOL 5.0 Code FBC2017/TPI2014 Matrix-P Weight: 91 lb FT - 2096 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 8=1892/Meehanical, 5=2261/0.8.0 Max Uplift 8=468(LC 4), 5-558(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-8=16571419. 1-9=34641856, 2-9=3464/856, 2-3-3658/903, 4-5=597/156 80T CHORD 7-13=856/3464, 6.13=856/3464, 6-14=903/3658, 5-14-903/MS8 WEBS 2-7=959/263, 1-7-911/3686, 3-5=38921961 Structural wood sheathing directly applied or 6-0.0 oc purlins, except end verticals. Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES- 1) 2-ply truss to be connected together with 1Od (0.131"XW) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 or. Webs connected as follows: 2x4 - 1 row at 0.9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (8) face inthe LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (8). unless otherwise indicated. 3) Wind: ASCE 7-10: Vuh=140mph (3-second gust) Vasd=108mph; TCDL-4.2psf: BCDL=3.Opsf; h=15ft; 8=45f: L-241t; eave=oft; Cat. 11; Exp B; Part End., GCpi=0.55: MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fd between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 468 lb uplift at joint 8 and 558 lb uplift at joint S. 9) Girder carries tie-in span(s): 641-0 from 0-" to 8-7-4 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 398 lb down and 97 lb up at 7-0.0 on top chord, and 256 lb down and 62 lb up at 1-4.8, 256111 down and 62111 up at 3.4-8, and 256 lb down and 62 lb up at 5.", and 258 lbdown and 63111 up at 7-4-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase-1.00 Uniform Loads (plf) Vert: 1-4-335, 5-8-10 Concentrated Loads (lb) Vert: 6-256(F) 10-398 12-256(F) 13=256(F) 14=258(1`) This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on apy-ele-Ctronip ties. ghi ipl;0'Regan P€o.5B128iStdIT•. f•f!Co1i i690dPErkel:aif(31 d,Z6riipii ,•3361G Ostia March 9,2018 O WARNING - Val y design parameters and READ NOTES ON THIS AND INCLUDED h0TEK REFERENCE PAGE 101.7471 raW. 10MMIS BEFORE USE. Oeslgn valid fa use only %AMMrret® connectors. This design is based only upon parameters sraun, and is to an individual building component. not a truss system. Before use, the building designer must Worry the applicability ofdesign parameter and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web Anaor Gard members only. Additional temporary are permanent bracing Is sways required forstebaity and to prevent coluipse vdh possible personal injury and property damage. Fageneral guidance regarding the .GM fabrication. stooge, delNery, erection andbracing of trusses ana trusssystems. Bee ANSVTPII Quality Criteria, OSSAS and SCSI Building Component 6904 Parke East Bl d. Safety Information evadable fromTruss Plate Institute. 218 N. LeeStreet. Suite312. Alexandria. VA 22314. Tampa. FL 36610 Job Truss Type Oty Ply Park SglBarceW" or CTRAYTfuss T13452433 P2392ACT FTS ROOF TRUSS 1 Mid -Florida Lumber, Bartow, FL 8.130 a Sep 15 2017 MTek Industries, Inc, Fri Mar 9 10:52:13 2018 Page 1 10:ltiEL2vgrkv4uEJUYC2iFzking-y86NdUTSMBOT3mol675F2P2Ez4Lld2 i3tzJWtogbO 1 2-4-9 1 4-7-7 ( 7-00 2- 4-9 2.2.13 2.4-9 54 = THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 4x4 = 2 4x6 = 3 Scale = 1:13.2 a 2x4 II 5 4x8 = LOADING ( psA SPACING- 2 0-0CSI. OEFL. TCLL 40.0 Plate Grip DOL 1.00 TC 0.29 Vert(LL) TCDL 10.0 Lumber DOL 1.00 BC 0.95 Vert(CT) BCLL 0.0 Rep Stress Inv NO WB 0.61 Harz(CT) SCOL 5.0 Code FBC2017frP12014 Matrix-P in ( loc) I/de8 Lid 0. 04 6-7 >999 360 0. 06 6-7 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD SOT CHORD 2x6 SP No.1 WEBS 2x4 SP No.3 *Except' BOT CHORD 1- 7,2-0,3.5: 2x4 SP No.2 REACTIONS. ( Ib/size) 8=1290/0.3-8, S-2968/O-" Max Uplift 8-165(LC 4), 5=35(LC 4) Max Grav 8=2225(LC 2). 5=3412(LC 2) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-8=17231156. 1-2=37731317, 2-3=46841631 BOT CHORD 6-7-31713773, 5-6=-631/4684 WEBS 1-7-34514104, 2-7-7671129, 2-6=34411263. 3-0=24211899, 3-5-5096/687 NOTES - 0.01 5 n/ a n/a PLATES GRIP MT20 244/ 190 Weight: 78 lb FT = 20% Structural wood sheathing directly applied or S-6.6 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0.0 oc bracing. 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: 2x6 - 2 rows staggered at 0.3 0 oc. Webs connected as follows: 20 - 1 row at 0.9-0 old 2) Allloads are considered equally applied to all plies, except it noted as front (F) or back (8) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7- 10: Vuft-140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; SCOL=3.0psf; h=15R; 8=45ft; L-24ft; eave=4ft: Cat II; Exp 8: End., GCpi=0.18: MWFRS (directional); Lumber DOL-1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 pal bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chordin all areas where a rectangle 3-&0 tall by 2.0.0 wide will fd between the bottom chord and any other members. 7) Provide mechanical connection ( by others) of truss to bearing plate capable of withstanding 165 lb uplift at pint 8 and 635 lb uplift at joint S. 8) Hanger( s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 357 Ib down at 1-9-4. 357 lb down at 3-9- 4. and 357 Ili down at 5.94, and 25991b down and 698 lb up at 5-9-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live ( balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-4-100, 5.8-10 Concentrated Loads (lb) Vert: 6=217 9- 217 10=-90(F) 11-217 12=90(F) 13-2689(F-90, B-2599) This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified On apy-eleCtronip ies. Rh PJ;0'RegBs Tl0SB12c 4!IAITek.sy jCo1(.,¢rDyn•F• t690d ParlieEaeTBIPd,ZempafL 33610, i Diti March 9, 2018QWARNING - varw design parsmsrars and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGEMO-7472 rev. 104=015 BEFORE USE Design valid for use 0Ny With Mrrek® dametlara. This design is based anty upon parameters shown, and is for an indi4dual building Component, not a truss system. Before use, thewilding designer must vef0y the applicabilityof design parameters andproperty iexarporate this designinto the overallis buildingdesign. Bracing indicated is to prevent buckling of individual truss Web anliar chord members only. Additional temporary and permanent bracing 11t711.wT ," is alwarequired ter staboity andto prevent collapse win erty possible perebrrsl"and propdamage. ForgeneralguidanceregardingtheNI IN.. fabrication, storage, delivery, traction andbracing of trusses and truss "ems, awe ANSIRPIIOwlity Criteria. OSS49 and SCM Building Component 6904 Parka East BNd. Barely IMomuttion available from Truss Plate Institute, 216 N. Lee scan, Suite 312. AMUndna, VA 22314. Tamps, FL 36610 Job Truss russ Type Oy Py Park SgBarcelona A or C_TRAY MONO T13452434 P2392ACT G1 HIP 1 1J. Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries. Inc. Fri Mar 9 10:52:14 2018 Page 1 ID:t6EL2vgrkv4uEJUYC2jfzkFng-0NglrgUt7UYKgwNVggcUbeaKlUnjX28 CV*yzegb7 1-0'12 5.11• 7-1, 1 12 5.11-4 2-0-0 4x4 = 3 t2 48x6 II 4x4 = 1.Sx4 II Sx4 II Scale a 1:28.5 LOADING (psf) SPACING- 2-0-0 CSI. OEFL. in loc) I/de8 Ud PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 TC 0.63 Vert(L-) 0.10 7-8 >963 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.20 7-8 >461 180 BCLL 0.0 Rep Stress Ina YES WB 0.60 Horz(CT) 0.01 10 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MP Weight: 55 lb FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing direly, applied or 6-0-0 oc puriins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling direly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 8=38710-8-0, 10=280/0.1-8 Max Harz 8=187(LC 12) Max Uplift 8=87(1-C 12), 10=130(LC 12) Max Grav 8=387(LC 1). 10=311(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8-315/210 BOT CHORD 7-8=-2561151 WEBS 4-10=316/266 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph: TCOL=4.2psf; SCOL-3.0psf; h=15ft: B=45ft; L=24ft; eave=oft: Cat. II; Exp B; Part. End., GCpi=0.55: MViFRS (directional) and C-C Exterior(2) -1. )-0 to 2.0-0, Interior(1) 2-0.0 to 6-0.0, Exterior(2) 6-0-0 to 7-0-12 zone; end vertical left exposed;C C for members and forces 8 MWFRS for reactions shown: Lumber DOL=1.60 plate grip OOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.&0 tall by 2-0-0 wide will fin between the bottom chord and any other members. 6) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 10. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 87 lb uplift at joint 8 and 130 lb uplift at joint 10. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on apy_electronip copies. y hiJipd,O'Reg6nP FNo.5812; Eji9GS Pprkelaet 811rd, Jampe • 33610, xOSte March 9,2018 Q wAimma • verity design parameters and READ NorEs ON THIS AND INCLUDED AVTEK REFERENCE PAGE 6MY473 rev. 10NM15 BEFORE USE. Design vaid for use orsy with Weld® connectors. This design is bused any upon parameters shovm, and is tot an indiNdual budding component, no a truss system. Before use, the Wilding designer must weft the Applicability ofdesign parameters and property incorporate this design We the Wendt budding design. anteing kdirated isto prover buckling ofindWual van web and/or chord members Way. Additional temporary and pemunert bracing IS always required for subnly and is provers callapsa wah possdbk personal i tjury and property damage. Fin ding mgeneralguidanceregarding .' fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSVIPN Oualby criteria. 021849 and SCSI Building Componem 6604 Parke East Blvd. Safety Information avasable from Truss PlateInsisted. 216N. Lee Street. Sues 312. Alexandria. VA 22314. Tampa. FL 36610 Job Truss Truss Type Oty Ply Park SgSarcelona-A or C_TRAY T13452435IP2392ACTG2MONOHIP11 Job Reference (optionall Mid -Florida Lumber, Bartow. FL. 8.130 s Sep 15 2017 MiTek Industries. Inc Fri Mar 9 10:52:14 2018 Page 1 ID:16Ej_2vgda4uEJUYC2jfzkfng-ONglrgUl7UYKgwNVggcUbcaJvUooXI Uow4elMyicgb9 1412 4.7-4 7-11 • 11 12 j 4-7-4 34.0 Iz1 = 12 612 MT20H5 11 Scale - 1:24.8 iXI-2 4.9-0 3,24 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(L-) 0.15 7-8 >630 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.19 7-8 >480 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Inv YES WB 0.70 Harz(CT) 0.02 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 50 lb FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oe purtins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling diredy applied or 10-0-0 oc bracing. OTHERS 20 SP No.3 REACTIONS. (lb/size) 8-387M-", 10=280/0-1-8 Max Harz 8=113(LC 12) Max Uplift 8=105(LC 12), 10=113(LC 12) Max Grav 8=387(LC 1), 10=297(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=30SQ17 WEBS 4-10=304/236 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh-140mph (3-second gust) Vesd=108mph; TCDL-4.2psf. BCOL-3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; Part. End., GCpi=0.55; MWFRS (directional) and C-C Exterior(2) -1-0.0 to 240.0, Interior(1) 2-0-0 to 4-", Exterior(2) 4-" to 7812 zone;C-C for members and forces & 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 psf bottom chord live bad nonconcurreni with any other live loads. 6) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members. This item has been 7) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verily electronically signed andcapacityofbearingsurface. Sealed by ORegan, Philip, PE8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 10. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 105 lb uplift at joint 8 and 113 lb uplift at using a Digital Signature. joint 10. Printed copies of this document are not considered signed and sealed and the signature must be verified on apy_elpctronip copies. t Ai p:h,ORegBn P€No.SB1?& SiyllTok:s;tetft6904Padie;Eaet Blvd, jempi , • 3M10jF 4Omi'L March 9,2018 O WARNING • Vadfy detlgn parameter and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 11110*7472 rev. 16WMIS BEFORE USE. Designvalid nor use onlyWith MRakScomtechom. This designisbased ordy upon parameters shorn, and istar anindividual budding component• not a this system. Before use. the budding designer must veMy the Applicability of design parsmaers and peopedy inurporste this design into the overall budding design. Bracing indicated is to prevent buciding et ktdhMual truss web andlar chant members only. Additional temporary and permanent bracing u alwaysrequired for stablgty and to prevent Collapse withpossible personal injuryand propertydamage. Fatgeneral guidanceregardingthe tabdmion. storage. delivery, aeadn and bracing of trusses and bass systems. ace ANSUTPII Oualhy criteria, OSS49 and SCSI Building component 8904 Parke East Blvd. So" Intormation available horn Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa. FL 36610 Job Truss Truss Type Oy Plyerk SglBarcelona-A or C_TRAY T13452436 P2392ACT G3 COMMON 1 Mi&Florida Lumber, Bartow, FL. 4x8 10 9 4x4 = 6.00 8.130s Sep 15 2017 MTek Industries, Inc. Fri Mar 9 10:52:15 2018 Page 1 4-3.4 1412 3x4 11 tz4 11 53.4 11 LOADING (psf) SPACING- 2-0.0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 TCOL 10.0 Lumber DOL 1.25 BC 0.26 BCLL 0.0 - Rep Stress Inc YES WB OAS BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS 4 DEFL. in (loc) Well L/d PLATES GRIP Ven(LL) -0.02 6 >999 240 MT20 244/190 Vert(CT) -0.05 5.6 >999 180 Horz(CT) 0.00 5 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP NO.2 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 5=387/041-0, 10=280/0-1-8 Max Hon 10=95(LC 11) Max Uplift 5-130(LC 12). 10=88(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-5= 310/294 WEBS 1-10 =292/226 Scald - 1:24.2 Weight: 38 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 cc purlins, except end verticals. Rigid ceiling direly applied or 10-0.0 cc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind; ASCE 7-10: Vuh-140mph (3-second gust) Vasd-108mph; TCDL=4.2psf; BCOL-3.0psf; h=15ft; 8=45ft; L-24ft; eave=oft; Cat. 11; Exp B; Part. End., GCpi=0.55; MWFRS (directional) and C-C Exterior(2) 0.5.4 to 641-0, Interior(1) 641-0 to 9.0.0 zone; end vertical right exposed;C-C for members and forces 3 MVVFRS for reactions shown; Lumber DOL-1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 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 24-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 10 considers parallel to grain value using ANSI/fPI 1 angle to grain formula. Building designer, should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 10. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 130 lb uplift at joint 5 and 88 lb uplift at joint 10. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on apy-ftctronip ies. Phlo'pJ,,0''R'eganPENo.5 A& T IQs Ccli t69G'SParke'Eait 81 d, jampa _3Nr1G, 7Oati March 9,2018 O WARNING - Vadly design promatars and READ NOTES ON rN IS AND INCLUDED MrrEK REFERENCE PAGE M I-7472 rev. f&VWoIS BEFORE USE. Design valid for use onlywith MRek® Connecters. This design is based Only upon parameters shown, and isfor an individual building ComponerlL not atrues system. Before use, the building designer must verity the appkabday ofdesign parameters and property inrarponde this design into the events buading design. Bracing indiMed is to prevent buWng of individual truss web and/or duvd members only. Additional temporary and permanent bnCing a is sNrayarequired for stabl4ry personalandtoproverscollapsewithpossible injuryand property damage. For general guidance regarding the .M` latrr4atim. storage, delivery, areGion andWadngofwiles and truss systems, ace ANSIRPII Quality Criteria, OSSM andSCSI Building Component 8904 Parka Fast Blvd. Safely Infennatlon available from Truss Plate Institute. 21a N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa. FL 36610 Job Truss Truss Type oy Ply Park Sq/Barcelona•A or C TRAY T13452437 P2392ACT G4 HIP 1 1 Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Indusvias, Inc. Fri Mar 9 10:52:16 2018 Page 1 ID:IUEL2vgrkv4uEJUYC2iFzkfrig-M=WVArH6o2wOXtnfeygl gg_IVa73gS015dvrzcgaz 2 4-0 5.0-0 7-11-4 91L0 2 4 0 2-0 2-11.4 10-12 04 = 4x4 = 6.00 F12 _ 4x6 3x4 II LOADING (psf) SPACING- 2-0.0 CS1. DEFL. in loc) Udell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(L-) 0.06 7-8 999 240 TCDL 10.0 Lumber OOL 1.25 BC 0.37 Vert(CT) 0.07 7-8 999 180 BCLL 0.0 ' Rep Stress Incr NO W8 0.15 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2z4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 6=424/0.8.0, 12-323&1-8 Max Horz 12=111(LC 8) Max Uplift 6=209(LC 8), 12-177(LC 8) Max Grav 6=425(LC 18), 12=324(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-260/184, 3-4=2811173, 4-6-329/186 WEBS 1-12-338/189 Scale a 1:21.0 PLATES GRIP MT20 244/190 Weight: 40 lb FT - 20% Structural wood sheathing directly applied or6-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0.0 cc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft-140mph (3seaond gust) Vasd=108mph; TCOL-4.2psf; BCDL-3.0psf; h=15ft; 8=45ft; L-24ft; eave=4ft; Cat. II; Exp 8; Part. End., GCpi=0.55; MWFRS (directional): end vertical right exposed; Lumber DOL=1.60 plate grip DOL-1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load 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 3-6411 tall by 2-0-0 wide will M between the bottom chord and any othermembers. 6) Bearing atjoint(s) 12 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 12. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 209 lb uplift at joint 6 and 177 lb uplift at joint 12. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 65 lb down and 169 lb up at 2-4-0, and 9 lb down and 76 lb up at 3.8.0, and 65 lb down and 169 lb up at 5-0-0 on top chord, and 26 lb down and 27 lb up at 2-4-0, and 12 lb down and 13 lb up at 3.84), and 26 lb down and 27 lb up at 4-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility ofothers. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase-1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=60, 2-3-60, 3-4=60, 4-5--60, 6.10-20 Concentrated Loads (Ib) Vert: 2=18(F) 3-18(F) 8=14(F) 7-14(F) 13=9(F) 14=8(F) This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on apy-ellnC.tronip Gies. top 7;0'Regtjn PM0311126- 11Tek1QS}1,C0 r . t6906 Perlis East Bl?d,jfaiihp`ar ;,33E1Gl Oata.+r March 9,2018 O WARNING - want, dulgn paramstam and READ NOTES ON 7M5 AND INCLUDED WTEK REFERENCE PAGE 11416-74711 rev. 1060112R01S BEFORE USE. Oeaignvaed tot use oraywith UrrokSconnectors. This designisbased dnfy upon parameters shown, and is la an individual buddingcomponent, not a truss system. Before use, the budding designer must verity the appliubdiry of design parameters and property incorporate this design into the overall MR building design. Bradng Indicted is to proven bucidirg of individual truss web and/orchord members only. Additional temporary and pormenern bmdrg u alwaysrequired for =Way and to prevent collapse with possiblepersonal injuryand property damage. For general guidanceregarding the L1 id h briction. storage. dedvery. erection and Wad" of trusses and truce systema, see ANSVM1 Quality Criteria, OSBd9 andSCSI Building Component BOW Parke East Btw. Safety Information available from Truss Plate Instaute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tamps, FL 36610 Job Truss rType Oty ty Park Sq/Barcelona-A or C_TRAYT13452438 MoNOP2392ACTH1 HIP 1 1 Job Reference (oationali Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Fri Mar 9 10:52:17 2018 Page 1 ID:IGEL2vgrkv4uEJUYC2ifzkFro-"tTsNMOPW VXN64Lz98DFCych,4kXrFchrARHzegay1-0-0 2-10-0 &" 1-0-0 2-10.0 2-10-0 Scale - 1:14.1 4x4 = 3x4 = 2x4 = 5 1.Sx4 II 2-10.0 2.10-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well cad PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Ven(LL) -0.00 6-9 999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.10 Vert(CT) ' -0.01 6-9 999 180 BCLL 0.0 ' Rep Stress Ina YES W8 0.09 Harz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MP Weight: 27 lb FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 5=215/Mechanical, 2=286/0-3.8 Max Harz 2-73(LC 12) Max Uplift 5=70(LC 9). 2-93(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2561134 Structural wood sheathing direly applied or 5.8-0 oc purlins, except end verticals. Rigid ceiling direly applied or 10.0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCOL-3.0psf; h=25ft; 8=45111; L-24ft; eave=4n; Cat II; Exp 8; End., GCpi=0.18; MWFRS (directional) and C-C Exterbr(2) -1-" to 2-0.0, Interior(1) 2-0.0 to 2-10-0. Exterior(2) 2-10-0 to 5-6-4 zone:C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL-1.60 plate grip DOL-1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-64 tall by 240-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 70 Ill uplift at joint 5 and 93 lb uplift at joint 2. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on apy-elgLttfonip . copies. fiin ip; ,0'Reg3nP€T1o.iB126r , t690'SPIirlieEast:8l drJempef 3361Gs sOath March 9,2018 0 WARNING • Vedry design paramaters and READ NOTES ON THIS AND INCLUDED AUTEK REFERENCE PAGE MF7473 rev. 1441=615 BEFORE USE Design valid ler use only Wih Mlrek® cannectors. This design is based only upon parameters shorn, and is for an Individual building eomponerb, not a truss systarn. Before use, the buading designer mutt Vedy the appliCJOXity Ofdesign parameters and property, incorporate this design into the Oversa building design. Bracing indicated isto prevent budding of indhAdual truss Web and/or Chord members Only. Adddidnal temporary and pemunent bracing is always required forstabgiyandto preventcollapse woh possible personalinjuryand property damage. Forgeneral guidance regarding the fabrication, storage, delivery, erection andbracing of busses and truss systerns, ace ANSV"41 Ouallty Criteria, OSS42 and SCSI Building Component Saw Parke East Bid. Safety Information avaaabte from Truss Plate Insulted. 218 N. I" Street. Sucre 312. AlexandN. VA 22314. Tampa, FL 36610 Job Truss Truss Type oy Ply Park SglBafeelona-A or C TRAY I T13452439 P2392ACT H2 COMMON 1 all Mid -Florida Lumber. Bartow. FL. 8.130 s Sep 15 2017 MTek Industries. Inc. Fri Mar 9 10:52:18 2018 Page 1 ID:16Ej_2vgrkv4uEJUYC2jfzkFng48vGgCXF8j2m9XhGvggOIS17d5ERT7ftMakzlzcgax 2-10-0 5$-0 6-8-0 2-10.0 2-10411 14-0 4x4 = 2x4 = 2x4 Seale - 1:14.5 2.104 2.10.0 LOADING (pst) SPACING- 2-0-0 CSI. OEFL. to loc) Vde6 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.26 TC 0.10 Ven(LL) 0.00 5-8 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.15 Vert(CT) 0.01 5-8 999 180 BCLL 0.0 ' Rep Stress Inv NO WB 0.05 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MP Weight: 22 lb FT - 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. lb/size) 1=238/Mechanical, 3=309/0-3.8 Max Hoyt 1-36(LC 6) Max Uplift 1-71(LC 8). 3=122(LC 8) Max Grav 1-249(LC 17),3=316(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 2SO (lb) or less except when shown. TOP CHORD 1-2-334/113, 2-3=333/111 80T CHORD 1-5=-66/277, 3-5=-W/277 BRACING - TOP CHORD Structural wood sheathing direly applied or S-B-0 oc purlins. BOT CHORD Rigid ailing directly applied or 10.0.0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wend: ASCE 7-10: VuR=140mph (3-second gust) Vasa=108mph; TCDL=4.2psf: BCDL-3.Opsf; h-25ft; 8-45ft; L-24ft; eave=oft; CaL II; Exp 8: End., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live bads. 4) • This truss has been designed for a live load of 20.Opsfon the bottom chord in all areas where a rectangle 3-&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 71 Ill uplift at joint 1 and 122 lb uplift at joint 3. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 79 lb down and 170 lb up at 2-10-0 on top chord, and 26 lb down at 2-10-0 on bottom chord. The design/selection of such connectiondevice(s) is the responsibility of others. e) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (ptf) Vert: 1-2--60, 2-4--60, 6-9-20 Concentrated Loads (lb) Vert: 5 =26(F) 2-8(F) This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on apy-el%troniC es. f"' ITIk pJ; O'Rfig n P Nd.58126• lt! SyFtfC r tfi986ParkeEast8ltrd, jafepe` , 3361G March 9,2018 0 WARNING • VerBy design parematers and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 11,01.7473 nu. faiWROIS BEFORE 115E Design vaddfor useony %Mil MRek® rannaaors. This design Isbaudonty upon parameters dlaem, and isforan individual !wilding component, not a trusssystem. Before use, the budding designer must vedy Me appkebldty of design parameters and property Incdporwe this design into the ovens -ME building design. anteing indi"ad is topreventbuWng of individual truss web and/or cardmembers ". Additional temporary and penunem bracing Iltil wT' is alwaysrequired for stability and topreventcollapse with possible personal injury and properly damage. For general guidance regarding the 31 ii YYLL labdastion. storage. deduery. erection and bndrg at trussesand trusssystems. ace ANSVrP11 Quality Criteria, DS642 and SCSI Building Component 6904 Pence Fast Blvd. Saw" Information available hom Truss Plate InflbNe. 216 N. Lee Sired. Suite 312. Alexandria. VA 22314. Tamps. FL 38610 Job Truss Truss Type Dry Pty Park S I/Barcelona-A or C TRAY T13452440 P2392ACT J2 JACK 1 1 all Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries, Ina Fri Mar 9 10:52:19 2018 Page 1 ID:16EL2vgrkv4uEJUYC2jFzkFn"LTeuYYy1 AdnhGSSOBBgHIeVbrCS1Y47KH W 9zcgaw 1-0-0 2.10-0 1-0 0 2-10.0 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deb Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) 0.00 4-7 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.08 Vert(CT) 0.01 4-7 999 180 SCLL 0.0 ' Rep Stress Inrr YES WB 0.00 Harz(CT) 0.00 3 n/a Na BCDL 10.0 Code FBC2017frP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=66/Mechanical, 2=182/0.3-8, 4-34/Mechanicel Max Harz 2-75(LC 12) Max Uplift 3-39(LC 12), 2=41(LC 12). 4-1 (LC 9) Max Grav 3=77(LC 17), 2=182(LC 1), 4=49(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale - 1:11.7 PLATES GRIP MT20 2441190 Weight: 11 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing direly applied or 2-10-0 oc purlins. SOT CHORD Rigid ceiling directly applied or 10-0-0 oe bracing. NOTES- 1)1A nd: ASCE 7-10: Vuh-140mph (3-second gust) Vasd-IO8mph: TCDL=4.2psf. 8COL=3.0psf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Pan. End., GCpi=0.55; MVWRS (directional) and C-C Exterior(2) -1-0-0 to 2.0-0, Interior(1) 2-0-0 to 2-9-4 zone:C-c for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live bads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-0-0 wide will fa 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 39 lb uplift at joint 3, 61 Ib uplift at joint 2 and 1 lb uplift at joint 4. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on apy-elg&.Vonip copies. ti<hl gJr,O'Reg9li P Nwo.511Oi t69.0!Parkel±sasTBl d,jampe _3361GjOeti March 9,2018 0 WARNING • Varlfy design parameters and READ NOTES ON THE AND INCLUDED AIITEK REFERENCE PAGE MIF7472 raw. 16AIMIS BEFORE USE. Design valid for use only wW MiTek® Cannanore. This design Is based only upon parameters sham, and is for an indiwaual budding component, not a truss "am. Before use, the building designer mull vedy the appdubdity of design parameters and property inemperate this design into the overoi buBeing design. Bracing indicatedisaprevent Welding atindhAdual truss web andlor hard membersonly. Addibanal temporary and permanent bracing is always requiredfor aabdiy andtoprevent ctlapse with possible personal injury and property damage. Forgeneral guidanceregardirp the fabrication, storage, delivery, erection and bracing Mtrusses and truss systems, see ANSIRPN Quality Criteria. OSS4 2and SCSI Building Component 6904 Parke East 11M. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tamps, FL 36610 Job Truss Truss Type oty Ply Park SglBarcelona-A or C_TRAY T13452441 P2392ACT J3 JACK 3 1 Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52:19 2018 Page 1 ID:ItiEL2vgrkv4uEJUYC2jFzkfng-mLTeuYYyt AdnhGSSOBflgHCtVy,iCSjY4?KHW9zcgaw 1412 2-11-4 14 12 2.11.4 3x4 = LOADING (psi) SPACING- 2 0 0 CSI. DEFL. in loc) I/deb Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(L-) 0.01 4-5 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.28 Vert(CT) 0.01 4-5 999 180 SCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.04 3 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MR LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 5=198/0-8 , 3=66/Mechanical, 4=27/Mechanical Max Horz 5=127(LC 12) Max Uplift 5=19(LC 12), 3=67(LC 12), 4=22(LC 12) Max Grav 5=198(LC 1), 3=89(LC 17), 4=51(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale - 1:18.8 PLATES GRIP MT20 244/190 Weight: 13 lb Fr = 20% Structural wood sheathing directly applied or 3-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 1044 oc bracing. NOTES- 1) Wind: ASCE 7-10: Vuh=140mph (3-second gust) Vesd=108mph; TCDL=4.2psf; BCDL=3.Opsf,, h=15ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp B; Part. End., GCpi=0.55; MWFRS (directional) and C-C Exterior(2) -1-0.0 to 2-0.0, Interior(1) 2-0-0 to 2-11-4 zone; end vertical left exposed;C-C for members and forces 8 MIAFRS 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 bads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.641 tall by 2.0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss totruss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 19 lb uplift at pint 5, 67 Ib uplift at joint 3 and 22 Ib uplift at joint 4. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any_eleptronip ies. f;hflipJ;O'Reg3n P€No.58128 L(iw4PMul att.Wd,Iui. f ,_33tid OafaN; March 9,2018 WARNING - Vadly assign parameters andREAD mores ON rNIS AND INCLUDED afITEK REFERENCE PAGE 11e1.7473 rev. 1OWMIS BEFORE USE. Design valid for use ordywith MTek® connectors. This design isbased only upon parameters Shorn, and is for an individual building component. not a was system. Before use. the building designer must verify the applicability ofdesign parameters and property Incorporate this design into the overall Ouading design. Bradngindicated is to provers buckling ofindividual trusswebandlorehom members only. Additional temporary and permanent bracing . is always required for stability and to prevent collapse with possible personal Injury and propefy damage. Forgeneral guidance regarding the fabrication, storage, delivery, waction and bracing of truss" and truss systems, see ANSVrPN Quality Cederia, OSS42and SCSIBuilding Component 6204 Parke Fast Blvd. Safety Information available hors Truss Plate Institute, 21A N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Jab Truss Truss Type oy Ply Park Sg/8arcebna-A or C_TRAY T13452442 P2322ACT J5 JACK 4 1 Job Reference lootionah I Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52:20 2018 Page 1 ID:INEL2ugrkv4uEJUYC2jfzkfng-EX 105uWjKITOrre05jugtgPMCxvyhMg2-cgav 5-0.0 1-0 0 5-0-0 2x4 = LOADING (PSI) SPACING- 2-0-0TCLL20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress In YES BCDL 10.0 Code FSC20171TPI2014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 CSI. DEFL. in loc) I/deb Ud TC 0.32 Vert(LL) 0.04 4-7 999 240 BC 0.26 Vert(CT) 0.06 4-7 988 180 WB 0.00 Horz(CT) 0.00 3 n/a n/a Matrix -MP REACTIONS. (lb/size) 3=127/Mec hanical, 2-264/0.3.8, 4=64/Meohanical Max Horz 2=108(LC 12) Max Uplift 3=64(LC 12). 2=73(1.0 12) Max Grav 3=127(LC 1), 2-264(LC 1), 4=91(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale - 1:17.0 PLATES GRIP MT20 244/190 Weight: 18 lb FT - 20% BRACING - TOP CHORD Structural wood sheathing direly applied or 5" oc purlins. BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult-140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; 8=45ft; L=24ft; eave=oft; Cat. II; Exp B; End., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0.0 to 2-0.0, Interior(1) 2-0.0 to 4-11-4 zone;C-C for members and forces 8 MvuFRS 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 bads. 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 1 tall by 2-0-0 wide will rd 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 64 lb uplift at joint 3 and 73 lb uplift at joint 2. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on apy_ele,Ctronip copies. t;hi)ip.d;0'Regan No.58126T1QjijCaf( t69fl4PerkeEait :Bldd, jampii9; ;,9361G Oeti March 9,2018 Q WARNING • Varhy daslgn parameters and READ NOTES ON THIS AND INCLUDED WEK REFERENCE PACE AM7172 ray. I&ON 0/S BEFORE USE. Designvalid for useonly with UlTek® conneetors. Thisdesign is basedonlyupon parameters shown, and is for an individual budding component, not atruss system. Before use, the buddingdesigner mustverify the applicabilityofdesign parameters and property incorporate this design intothe overall building design. Bracing indicated isto prevent budding of individual truss web and/or chard members only. Additional temporary and permanent bracing M11wT "' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding thefabrication, storage, delivery, erection and bracingof trusses and true& systems, see ANSIRPIt Quality criteria, DS842 and BCSI Building Component 69M Parke East Blvd. Safety Information available from TAM Plate Insisted. 218 N. LeeStreet. Suite312. Albumins. VA 22314. Tampa, FL 36610 Job Truss fuss Type Oty PlyPark Sq/Barcelona-A or C TRAY JACK 1 T13452443 P2392ACT J7 17 Job Reference (optionall Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Fri Mar 9 10:52:20 2018 Page 1 ID:IUEL2vgrkv4uEJUYC2jFzkFng-EX105uYVfKITOrre05jugtgKhvppxty Uf3g2tzcgav 1.0-0 7-0.0 1-0-0 7-0-0 3x4 = LOADING (psf) SPACING- 2 0 0 CSI. DEFL. TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) TCDL 10.0 Lumber DOL 1.25 BC 0.54 Vert(CT) BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) BCDL 10.0 Code FBC2017frP12014 Matrix -MP in (loc) Well cad 0.12 4-7 >679 240 0.24 4-7 >348 180 0.00 2 n/a n/a t LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD REACTIONS. (lb/size) 3=183/Mechanical, 2=342/0.34, 4=90/Mec hanical Max Harz 2=141(LC 12) Max Uplift 3=93(1-C 12). 2 82(1-C 12) Max Grav 3=183(LC 1), 2-342(LC 1), 4-129(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale - 1:21.8 PLATES GRIP MT20 244/190 Weight: 24 lb FT = 20% Structural wood sheathing direly applied or 6-0-0 oc purlins. Rigid ceiling direly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; End., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-641 tall by 2-0-0 wide will fit between the bottom chord and any othermembers. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 93 lb uplift at joint 3 and 82 lb uplift at joint 2. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on atly-electroniq ies. Ptih ipJ;0'Regan P o.581 . t6911L Partial:aptBl d,ZtilnptiF-t_336.100eti March 9,2018 0 WARNING - Varlfy design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE aW7Q3 ray. 1110M ldIS BEFORE USE Designvalid for use onlywith MRek® connectors. This designisbased only upon parameters shorn, and isfor an individual buildingcomponent, not a truss system. Before use. the building designer must venfy the applicability of design parameters and property incorporate Nis design into the overall building design. Bracing indicated is to prevent budding of individual truss reb sniffer chord members only. Additional temporary and permanent brscing isakrays required forstability and to prevent collapse with possiblepersonal injuryand property damage. For general guidanceregarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII aualkyCriteria, DS820and SCSI Building Component 600e Parke EastBlvd. Safety Information available from Truss Plate Institute. 218N. Lee Street, Suite 312. Alexandria. VA22314. Tampa, FL 36610 Job Truss Truss Type Oty Park Sg/Barcelona-A or C_TRAY ip" T13452444 P2392ACT J7T SPECIAL 3 1 Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Fri Mar 9 10:52:21 2018 Page 1 ID:IGEj_2vgrkv4uEJUYC2jfzkf ng-j]bOJD28UeOK070raoE7N5NTFJCIgMCgXJpOa2zcgau t-0-0 2-1-12 2 7-" 1-0-0 2-1-12 0- - 2 4-" 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 TCDL 10.0 Lumber DOL 1.25 BC 0.33 BCLL 0.0 - Rep Stress Ina NO WB 0.00 BCDL 10.0 Code FBC2017fTP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. lb/size) 4=214/Mechanical, 2=352/0-3.8, 5=49/Meehanical Max Harz 2=143(LC 12) Max Uplift 4=101(LC 12), 2-91(LC 12) Max Grav 4-214(LC 1), 2=352(LC 1). 5=99(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or lessexcept when shown. Scale - 1:21.7 Md N DEFL. in (loc) I/defl L/d PLATES GRIP Vert(L-) 0.20 3 >394 240 MT20 244/190 Vert(CT) -0.31 3 >263 180 Horz(CT) 0.16 5 n/a n/a Weight: 25 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing direly applied or 640-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psh BCDL-3.Opsf,, h=25ft; 8=45ft; L=24ft; eave=4R; Cat. 11; Exp B; End., GCpi=O.18; MWFRS (directional) and C-C Exteriar(2) -1-0-0 to 2-0.0, Interior(1) 2-0.0 to 6-11-4 zone;C-C for members and forces 8 MWFRS for reactions shown: Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.60 tall by 2-0.0wide will fat 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 101 lb uplift atjoint 4 and 91 lb uplift at joint 2. 6) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) 2. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on apy_elgLctronip cgDies. 1;hlJip d;0'Regan P•No.58126w a69G1P'Faet 81 d, jalrnp3 _ _33610, March 9,2018 Q WARNNlG • Vedry dasign parematent and READ NOTES ON THIS AND INCLUDED W TEK REFERENCE PAGE W0-7472 rev. 18AW201S BEFORE USE - - Design valid for use only with Urrak® connectons. This design is based only upon parameters shown, and isfor an individual building component, not a truss system. Before use, the building designer must veritythe applrobility of design parameters and property incorporatethis design intothe overall ' building design. Bracing indicated is to preventbudding ofindividual truss web andlor chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury andproperty damage. For general guidance regarding the - fabrication, storage, delivery, erection andbracingoftrusses and truss systems, see ANSVrPli Quality Criteria, OSS42 and SCSI Building Component 6204 Parke East Blvd. Safety Information available from Truss PlateInstitute. 218N. Lee Street. Suite 312. Alexandria. VA 22314. Tamps, FL 36610 Job Truss russ Type oy Ply Palk Sq/Bareelona-A orC_TRAY JACK 1 Tt3452445 P2392ACT KJ2 2 all Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Fri Mar 9 10:52:23 2018 Page 1 ID:16EL2vgrkv4uEJUYC2j FzkFng-f6j9jvb07Fg2F12DhOGDS WSzz6xY8Gi7?dlVhacgas 1-5-0 4-0.1 1.5.0 4 1 2x4 = LOADING (psf) SPACING- 2 0 0 CS1. DEFL. in loe) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) 0.01 4-7 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.16 Vert(CT) 0.02 4-7 999 180 BCLL NO Rep Stress Inv NO WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=94/Mechanical, 2=256/0-5 11, 4=47/Mechaniral Max Harz 2=75(LC 8) Max Uplift 3=49(LC 8), 2=96(1-C 8) Max Grav 3=94(LC 1). 2=256(LC 1), 4=70(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when showrh. Scale - 1:11.5 PLATES GRIP MT20 244/190 Weight: 15 lb FT - 20% BRACING - TOP CHORD Structural wood sheathing directly applied or4-0.1 oe purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 8=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Part. End., GCpi=0.55; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 49 lb uplift at joint 3 and 96 lb uplift at joint 2. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3 lb down and 27 lb up at 1-6-12, and 3 Ib doom and 27 Ib up at 1-6-12 on top chord, and 2 Ib up at 1-6-12, and 2 Ib up at 1-6.12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, bads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase-1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=W, 4-5=20 Concentrated Loads (lb) Vert: 9=4(F=2, 8=2) This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on apy-eleLtronip oODies. t h ipJr,O:Rej)dn P€No.i6126• 40. ar... . aat.81)rd:ZerjhPA , _331i1G I)ati March 9,2018 WARNING . Vedlydaalpn parameters andREAD NOTES ON THIS AND INCLUDEDA4ITEK REFERENCEPAOE alll•7473 rav, fdrWMIS9EFOREUSE Design valid for use only with MTakS connectors. This design is based only upon parameters shown, and is for an individual building component, not a trusssystem. Beforeuse, the building designermust varly, theapplicability of design parameters and propertyincorporate this design intothe overall ME building design. Bracing indicatedis to prevent budding ofindividual truesweb and/orNord members only. Additionaltemporary and permanent bracingwT ' is akvays requited for stability and to prevent Collapse with possible personal injury and property damage. For general guidance regarding the IN. labrtcation, storage, delivery, erection and bracing of truseu and truss systems, see ANSVIP11 Quality Criteria, DS649 and SCSI Building Component 8904 Parka FastBlvd. Safety Information available from Truss Plata Instaute. 219 N. Lee Street. Sube 312. Alexandria, VA 22314. Tampa, FL 361110 Job Truss ruse Type Oty PlyPark SglBarcelona-A or CTRAY1 T13452446 P2392ACT KJ3 JACK 2 1 Job Reference (ontionall Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Fri Mar 9 10:52:24 2018 Page 1 ID:16Ej 2vgncv4uEJUYC2iFzkfng-7IHXxFe0m2o,ASBOFxnQ7jT7iMStjyHDH12BNzcgar 1$-0 4-1-14 16 0 4-1.14 Scale = 1:18.7 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) 0.04 4-5 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.24 Vert(CT) 0.04 4-5 999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.06 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MR Weight: 17 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 3=78/Mechanical, 5-231/0-11-5, 4=33IMechanical Max Harz 5=127(LC 8) Max Uplift 3=-86(LC 8), 5=-149(LC 8), 4=39(LC 8) Max Grav 3=78(LC 1), 5=231(LC 1), 4=70(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 260 (lb) or less except when shown. Structural wood sheathing directly applied or 4-1-14 oe purling, except end verticals. Rigid ceiling directly applied or 10.0-0 cc bracing. NOTES- 1) Wind: ASCE 7-10: Vub=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp B; Part. End., GCpi=0.55; MWFRS (directional); end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-" tall by 24-0 wide will rd 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 86 Ill uplift at joint 3, 149 lb uplift at joint 5 and 39 lb uplift atjoint 4. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 101 lb up at 1-6-12, and 101 lb up at 1-6-12 on top chord, and 45 lb up at 1-&12, and 45lb up at 1-6-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, bads applied to the face of the truss are noted as from (F) or back (8). LOAD CASE(S) Standard 1) Dead + RoofLive (balanced): Lumber Increase-1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-60, 2-3-60, 4-5-20 Concentrated Loads (lb) Vert: 6=66(F-33, 8=33) 7=7(F=3, 8=3) This item has been electronically signed and seated by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on ally-eleotronip copies. t hl I'Pd;O'Regttr PLQNo.61?6 t690dParliel:asiBl d,jampa ;,3Mtllj i0ati March 9,2018 O WARNING - Verlly, design paramstan and READ NOTES ON THIS AND INCLUDED NITEK REFERENCE PAOE WJ.7473 rev. 10t121201S BEFORE USE. Design vaad taruse only with Mrek® connectors. This design is based only upon parameters shoum, and is for an individual building component, not a truss system. Before use, the building designer must veriy, the &pplicAbdity at design parameters and property intemperate this design into the overall MR budding design. Bracing indicated isto prevent budding at individual we& web and/orended members deity. Additional temporary and permanent bradno t .wT" is &Ways required for stability and to prevent CaUpse wan possible personal injury and property damage. Forgeneral guidance regarding the [l. fabrication, storage, delivery, erection and bracing of trusses and true systems, $ee ANSVrPl1 Quality Criteria. OSB-a9 and SCSI Building Component 6204 Parke East 8W. Safety Information evadable tram True& Plata Institute, 218 N. Lee Street, Bute 312. Alexandria, VA22314. Tamps, FL 36610 Job Truss Truss Type Oy Ply Pent Sq/Barcelona-Aor CTRAY1 T13452447IP2392ACTKJSJACK2 Job Reference (aptionall Mid -Florida Lumber, Banow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Fri Mar 9 10:52:25 2018 Page 1 ID:16EL2vgrkv4uEJUYC2jfzkFng-bVgvSbceX WnVeicpel3XxX9ywW8rACOSxnbjpzcgaq 1-5-0 3." 74).14 1-5-0 3.9$ 33d Scab = 1:16.7 3x4 = 7 14 LOADING (psf) SPACING- 2-0-0 CSI. OEFL. in loc) I/deb Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) -0.11 4-7 >781 240 MT20 244/190 TCOL 10.0 Lumber DOL 1.25 BC 0.60 Vett(CT) -0.25 4-7 >341 180 BCLL 0.0 ' Rep Stress Inn NO WS 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MP Weight: 24 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or6 0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling direly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=183/Mechaniaal, 2=37510.5-11, 4=95/Mechanical Max Harz 2=108(LC 8) Max Uplift 3=79(LC 8). 2=-118(LC 8) Max Grant 3=183(LC 1), 2=375(LC 1). 4=129(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; VuIt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psh BCDL=3.Opsf,, h=25R; 8=45R; L=24R; eave=4R; Cat. 11; Exp B: End., GCpi=0.18: MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psfbottom chord live load nonconcurrent with any other live bads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-611 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 791b uplift at joint 3 and 118Ill uplift at joint 2. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3 lb down and 11 Ill up at 1-&12. 3 lb down and 11 Ill up at 1-&12, and 3 lb down and 44 lb up at 4-4-12, and 3 lb down and 44 lb up at 4-4-12 on top chord, and 2 lb up at 1-&12, 2 lb up at 1-&12, and 5 lb down at 4-4-12, and 5 lb down at 4-4-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, bads applied to the face ofthe truss are noted as front (F) or back (8). This item has been LOAD CASE(S) Standard electronically signed and 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 sealed by ORegan, Philip, PE Uniform Loads (plf) using a Digital Signature. Vert: 1-3=80, 4-5=20 Printed copies of this Concentrated Loads (lb) document are not consideredVert: 10=4(F=2, B=2)11=1O(F-S. B-5) signed and sealed and the signature must be verified on apy-ele-Ctronip ies. PJ;0'Reggn Nb.58cil t6911'4Perlie:East 81Pd,Iampifi _33619 Deti March 9,2018 Q wARNING - VMIy design parameters and READ NOTES ON THIS AND INCLUDED af17EK REFERENCE PAGE 1161.7473 ray. IMM10/11BEFORE USE. Design valid for use only with Weh® connectors. This design it based only upon parameters sham, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of deign parameters and property incorporate this design into the overall il ENbuildingdesign. Bracingindicated isto prevent budding ofindividual truss web and/orchord member only. Additional temporary and permanent bracing . is Oways required for stabilityandto prevent collapse with possible personal injury and property damage. Fargeneral guidance regardingmL76s eraieulnication, storage, delivery, erection and bracing of wsses and sousystems, ace ANSIRP11 Quality Criteria, 09842 and SCSI Building Component 6204 Parke East Blvd. SafetyIMormallonavailablefromTrussPimaInstitute, 218 N. Lee Street. Suite M2, Alexandria, VA 22314. Tampa, FL 36810 Job Truss Truss Type Oty Ply Park Sq/Barcelona-A or C_TRAY T13452448 P2392ACT KJ7 JACK 5 1 e Reference (onflonall Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Fri Mar 9 10:52:26 2018 Page 1 ID:16EL2vgrkv4uEJUYC2jFzkFng-3hOHMxdGIA2d6mloNMgl484RFKuvLYnZha WSFFzcgap 1-5-0 5-2.5 9-10-13 1-5-0 5-2-5 4$8 Scale - 1:21.9 2x4 = 1.5x4 11 5 5.25 5 2s 3x4 = 9,10.13 4-" LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) UdeO Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.03 6-7 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.43 Vert(CT) 0.07 6-7 999 180 BCLL 0.0 Rep Stress Incr NO WB 0.36 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 42 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 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=128/Meehanical, 2=511/0-5-11, 5=328IMechanical Max Horz 2=142(LC 8) Max Uplift 4=70(LC 8), 2-148(LC 8), 5-69(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=775/136 BOT CHORD 2-7=-208l708, 6-7=208/708 WEBS 3-7=0/275, 3-6-769/225 NOTES- 1) Wind: ASCE 7-10: Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; 8=45ft; L=24ft; eave=oft; Cat. II; Exp B; End.. GCpi=0.18: MWFRS (directional); 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 bads. 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 wide will rd 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 70 lb uplift at joint 4, 148 lb uplift at joint 2 and 69 lb uplift at joint S. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3 lb down and 11 lb up at 1-&12, 3 lb down and 11 lb up at 1-6-12. 3 lb down and 44 lb up at 4-4-12, 3 lb down and 44 lb up at 4-4-12. and 27 lb down and 77 lb up at 7-2-11, and 27 lb down and 77 lb up at 7-2-11 on top chord, and 2 lb up at 1-6.12, 2 lb up at 1-&12, 5 lb down at 4-4-12, 5 lb down at 4-4-12, and 20 lb down at 7-2-11, and 20 lb down at 7-2-11 on bottom chord. The design/selection of such Connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4-60, 5-8-20 Concentrated Loads (lb) Vert: 13=53(F=27, 8=27) 14=4(F=2, B=2) 15=10(F-5, 8=-5) 16=35(F=17, B-17) This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on apy-ele tronip copies. th ipd;0'Regti Pr(No.58WIlyljTpk•jes}Ceif , . toga Parke'Sapt Wd, jiifep8 - _336101Oiti March 9,2018 O WARNING - Vadfy AWan parameters and READ NOTES ON THIS AND INCLUDED hMK REFERENCE PARE 0F7473 rev. 10AWMIS BEFORE USE Design valid for use only with Miele® connectors. This design is based only, upon parameters shown. and is for an individual building component, not a tons System. Before use, the building designer must Verify, the applioability of design parameters and property incorporate this design into the overall OuWing design, crating indicated is to prevent building of individual truss web andior chord members only. Additional temporary and permanent bracing 11t11' Isalways required for stability and to preventcollapse w ah possible personatinjury and property damage. Forgeneral guidance regarding the s75s fabrication• storage, delivery, erection and bracing of trusses andtrusssystems, sae ANSVrPl1 Quality Criteria, OSSA9 and SCSI Building Component 6904 Parke Fast aim. Safety Information available item Truss Plate Institute. 21a N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 36610 Job Truss Type Oty Ply Pafk Sq/Bareelona-A of C_TRAYnISsu T13452449 P2392ACT KJ7T PCIAL 2 1 a Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Fri Mar 9 10:52:27 2018 Page 1 ID:WEL2vgrkv4uEJUYC2jFzkFng-Xyf 2Heu 3UAUkwt?vIJLXdMd V 1j6b40?jwEGioizcgao 1-5-0 63.2.2 -4-11 9.10.13 1-54 3-2-2 3.2-9 36.1 4x4 = 3x4 n LOADING (psi) SPACING- 2-0-0 CS1. TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 TCDL 10.0 Lumber DOL 1.25 BC 0.92 BCLL 0.0 Rep Stress Incr NO WB 0.30 BCDL 10.0 Code FBC2017frP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP DSS BOT CHORD 2x4 SP No.2 *Except' 3-9: 2x4 SP No.3, 3-6: 2x4 SP No.t WEBS 2x4 SP No.3 REACTIONS. lb/size) 5=70/Mechanical, 2=500/0-5.11, 6=367/Menhaniral Max Horz 2=142(LC 8) Max Uplift 5=40(LC 8). 2=148(LC 8), 6=101(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3.4=1015/253 BOT CHORD 3.8=-312/978, 7-8=313/981 WEBS 4-8=-27/299.4-7-1056/337 Scale= 1:21.4 DEFL. in (loc) I/defl Ud PLATES GRIP Ven(LL) -0.23 3-8 >521 240 MT20 244/190 Vert(CT) -0.47 3-8 >253 180 Horz(CT) 0.18 6 n/a n/a Weight: 40 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-106 cc puffins. 130T CHORD Rigid ceiling direly applied or 10-0.0 oC bracing. NOTES- 1) Wind: ASCE 7-10; Vutt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf: BCDL=3.Opsf; h=25R; 8=45f; L=241t; eave=oft; Cat. II; Exp B; End., GCpi=0.18; MWFRS (directional); 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 bads. 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 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 40 lb uplift at joint 5, 148111 uplift at joint 2 and 101 lb uplift at joint 6. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3 lb down and 11 lb up at 1-6-12, 3 Ill, down and 11 lb up at 1-612, and 33111 down and 76lb up at 7-2-11, and 33 lb down and 76 lb up at 7-2-11 on top chord, and 21b up at 16-12, 2 ID up at 1-6-12, at 4-4-12, at 4-4-12, and 2 lb down at 7-2-11, and 2 lb down at 7-2-11 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 3.5=-60, 9-10-20. 36-20 Concentrated Loads (lb) Vert: 14=-66(F=33, B=33) 15=4(F=2, 8=2) 17=2(F=1, B=1) This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on apy-eIggtronip copies. ifyh iPJk,O'Rega PF•tId.561464 i1jAT4 11 sy aCefj ...Ad ampa 3361oj March 9,2018 0 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED aaTEK REFERENCE PAGE AGF7472 rev. 16d0= bBEFORE USE. Design valid for use only with MTekO connectors. This design is based only upon parameters sham, and is for an individual building component, not a truss system. Before use, the budding designer must vent' the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent budding of individual truss Web and/or card member$ only. Additional temporary and permanent bracing mT' Is akvays required la stability and to preventcolapse With possible personalinjury and property damage. Fargeneral guidanceregarding me INN... fabrication, storage, delivery, arection andtracing oftrusses and trusssystems, see ANSIRPIt QualityCmena, Olt and SCSI Building component 6204 Parke Fast Blvd. Safety Information available ItemTrussPlate Institute. 218 N. LeeStreet, Suite 312. Alexandria. VA 22314. Tampa, FL 361110 Job Truss Truss Type Oy Ply Park SgBareelona-AorC TRAY T13452450 P2392ACT M1 JACK 1 1 Iall Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Fri Mar 9 10:52:27 2018 Page 1 10:10EL2vgrkv4uEJUYC2ifzkFng-XtyfZHeu3UAUkwt7w3LXdMdbK7044hjwEGioizcgao 5-0-0 5-0-0 3x4 = 2x4 II 5114 LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in loc) Ildefl Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) 0.05 3.5 999 240 TCOL 10.0 Lumber DOL 1.25 BC 0.86 Vert(CT) 0.10 3.5 592 180 BCLL 0.0 Rep Stress Ina NO WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MP LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.2 BOT CHORD REACTIONS. (lb/size) 1=513/0-3.8, 3=597/Mechanical Max Horz 1=81(LC 8) Max Uplift 1-11O(LC 8), 3=177(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All (areas 250 (lb) or less except when shown. Scale = 1:17.0 PLATES GRIP MT20 244/190 Weight: 23 lb FT - 20% Structural wood sheathing directly applied or 5-0-0 oc puffins, except end verticefs. Rigid ceiling direly applied or 8-0-9 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph; TCOL=4.2psf; BCDL-3.0psf; h=25ft: B=45ft; L=24ft; eave=oft: Cat. II; Exp B; End., GCpi=0.18; MWFRS (directional); Lumber DOL-1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other live bads. 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 fd 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 110 lb uplift at joint 1 and 177 lb uplift at joint 3. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 116 lb down and 41 lb up at 1-1-13, and 606 lb down and 181 lb up at 3-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, bads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2-60, 1-3=20 Concentrated Loads (lb) Vert: 5-116(8) 6=-606(8) This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on atly.ele-ctronip . ies. t;htipJ:,D.'Regtin PE o.5BCI I?!.tyCeti L698'6P1irlie'EaM 81 d, Jafopii _33fr10 Dati March 9,2018 0 WARNING . Verity design parameters and READ NOTES ON THIS AND INCLUDED NITEK REFERENCE PAGE A0144711 rev, 10, UMIS BEFORE USE. Design valid for useonly with MTea® connectors. This design is based only uponparameters shown, and is for an Individual building contponem, not a truss system. Before use, the building designer must weft theapplicability of designparameters and properly incorporate this design into the everts building design. Bracing indicated is to prevent budding of individual truss web arld/or chord members only. Additional temporary and permanent bracing N91MT' is alwaysrequired la stabsity and to prevent collapse with possible personal injury and property damage. For generalguidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPI1 Ouathy Criteria, OSS46 and BCSI BuildingComponent 6204 Parke Fast SM. SafetyInformationrarableIsomTrussPlateInslane, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 38610 Job Truss fuss Type Oy PlyPark Sglaarcelons-A or C_TRAY T13452451 P2392ACT M2 JACK 1 1 Job Reference Motional) Mid -Florida Lumber. Bartow. FL. 3x4 = 5-" 8.130 s Sep 15 2017 MTek Industries. Inc. Fri Mar 9 10:52:28 2018 Page 1 ID:16Ei,-2vgtkv4uEJUYC2i FzkFng-74W2ndfXgoJLM4 SBUnsm929nl7alpXxs8u7GK8zcgan 2.4 11 Scale-1:17.0 LOADING (psi) SPACING- 2-0.0 CSI. OEFL. in loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.03 3.5 >999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.06 3-5 >972 ISO SCLL 0.0 Rep Stress Inv NO M 0.00 Harz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MP Weight: 23 lb FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0.0 oc purlins, BOT CHORD 2x6 SP No.2 except end venicals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0 oc bracing. REACTIONS. (lb/size) 1=463&3.8, 3=349/Mechanical Max Horz 1=81(LC 8) Max Uplift 1-121(LC 8). 3=125(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shovm. NOTES- 1) Wind: ASCE 7-10; Vuh-140mph (3-second gust) Vasd=108mph: TCDL=4.2psf; BCDL=3.Opsf; h=25ft; 8=45ft; L-24ft; eave=oft: Cat. 11; Exp B; End., GCpi=0.18: MWFRS (directional); Lumber OOL=1.60 plate grip DOL-1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live bads. 3) ' This truss has been designed for a live load of 20.Opsfon 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 121 lb uplift at joint 1 and 125 lb uplift at joint 3. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 235 lb down and 92 lb up at 0-10-12. and 188 lb down and 88 lb up at 2-10.12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, bads applied to the face of the truss are noted as front (F) or back (B). This item has been LOAD CASE(S) Standard electronically signed and 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase-1.25 sealed by ORegan, Philip, PE Uniform Loads (p1f) using a Digital Signature. Vert: 1-2-60. 1-3-20 Printed Copies of this Concentrated Loads (lb) document are not considered Van: 5=235(F) 6-188(F) signed and sealed and the signature must be verified on apy-etpotroniq Gies. 1f{h(ipJ;O:Regfin PFrNo.58128• SfyyT9k 1 j'i,'j Ccff v. L69G6 Parlie:Eaet :BIPdrjempaf ;,33618j Dahl March 9,2018 Q wARMNG - verily design parameters and READ NorES ON THIS AND INCLUDED MIrEK REFERENCE PAGE aaF7472 rsv, 16AUOOIS BEFORE USE. Design valid foruse anywith UTek® connectors. This designIsbased only, upon parametersshown, andis Ior an int0lvidual bulldeg Component. not atruss system. Set&* use, the buitdirg designer must verily the applicability of design parameters and proporty, Incorporate this design intothe overall . bucking design. Bracing indicated Is to prevent budding ofindividual truss Web andfor chard members any. Additional temporary and permanent bracing Isalways reruuaa for stability and to prevent collapse with possible personal WW and property damage. For general guidance regarding the fabrication. storage. delivery. demon and bracing of tNsads andtruss systems. see ANSUMI Quality Criteria. OSS419 and SCSI Building Component 690s Penn East Blvd. SafetyInformation milaald from Truss PlateInstitute. 21a N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa. FL 36610 Symbols PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y offsets are indicated. Dimensions are in ft4n-sixteenths. Apply plates to both sides of truss and fully embed teeth. Q';1fi NJ For 4 x 2 orientation, locate plates 0- 'lid' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20120 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. loons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. SCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 64-8 dimensions shown in ft-in-sixteenths Drawings not to scale) 2 3 TOP CHORDS as c2a o WEBS yy 4 Q a O H c BOTTOM CHORDS 8 7 6 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See SCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I p bracing should be considered. of O 3. Never exceed the design loading shown and neverUstackmaterialsoninadequatelybracedtrusses. p4. Provide copies ofthis truss design to the building designer, erection supervisor, property owner and all other interested parties. 5 I 5. Cut members to bear tightly against each other. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSILETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311. ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 102012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 6. Place plateson each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/rPI 1. 7. Design assumes trusses will be suitably protected from the environment in accordwith ANSI/TPI 1. S. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structurat consideration and is the responsibility of truss fabricator. General practice is to camber for dead load 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 pudins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing. or less, it no ceiling is installed, unless otherwise noted. IS. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior approvalof an engineer. 17. Install and load vertically unless indicated otherwise. IS. Use ofgreen or treated lumber may pose unacceptable environmental, health or performance risks. Consuft 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 ANSVTPI 1 Oualily Criteria. b co CEILING AT 9'- 4" NOTE: 2nd FLOOR OVER ENTRY I r- 4" I 1 s-11112" WALL I 21'- o 1/2- I 6'- a.. I I s'- s- I r- 9' Ir ( 24" NOTE: SEE ENGINEERING PROFILES FOR SPECIAL CONNECTIONS AND NAILING SCHEDULES. FLOOR SPACING 24" O.C. UNLESS OTHERWISE NOTED. ALL WALLS SHOWN ARE LOAD BEARING AT 9'-4" UNLESS OTHERWISE NOTED. FIRST FLOOR APPROVED TRUSS ANCHOR BY BUILDER BOTTOM =4x2 TOP = 4x2 2x4 Cont. Band=. TRUSS END DETAIL APPROVED TRUSS ANCHOR BY BUILDER PLUMB CUT OVERHANG HEEL HEIGHT = 2 x 4 BOTTOM = 2 x 4 TOP= 2x4 12 6.0 i / ONO 12" TRUSS END DETAIL o A b6 23 - HHUS46 FLR. HGRS O 1 - HGUS26-3 3-PLY HGR w C9 Q C7 MID - FLORIDA LUMBER ACOUISITIONS BARTOW, FLORIDA TRUSS LOADING CONDITIONS ROOF TRUSSES I FLOOR TRUSSES 10.0 THIS TRUSS SYSTEM HRS BEEN BESIC E0 WITH LOBOS GE ERMTEO BY 140 WK WINOS USING 42 PSF TOP CHORD M LOBO FIND 30 PSF 80TTOh MID OERO LORD 0 MILES FROM KMa K OCERLINE. CRT. II. UP. B MM 7.101 2392 - A or C IPark Square Homes 12' TRAY CLG. OPT. P2392ACT Barcelona - A or C WA 17-21-171 Bm- 12'- 8" 1 30'- 2" 9'- 6" 9 1/4" j< 0- v I, T- 0" = 91 I 19'-11 1/4" ,I I ,if —I = I lc— 91- 9" : I f 9'- 3" 19 1/2" 24" 24" NOTE: SEE ENGINEERING PROFILES FOR SPECIAL CONNECTIONS AND NAILING SCHEDULES. FLOOR SPACING 24" O.C. UNLESS OTHERWISE NOTED. ALL WALLS SHOWN ARE LOAD BEARING AT 9'-0" UNLESS OTHERWISE NOTED. APPROVED TRUSS ANCHOR BY BUILDER BOTTOM =4x2 TOP = 4x2 2x4 Cont. Band t TRUSS END DETAIL APPROVED TRUSS ANCHOR BY BUILDER PLUMB CUT OVERHANG HEEL HEIGHT = 2 x 4 BOTTOM = 2 x 4 iTOP= 2x4 12 6.0 f go 12 12,E z TRUSS END DETAILlei J L 22 - HUS26 1-PLY HGR O 1 - HGUS26-2 2-PLY HGR J MID - FLORIDA LUMBER ACQUISITIONS BARTOW, FLORIDA ROOF TRUSSES 1 FLOOR TRUSSES I X-11 1111tvl THIS TRUSS SYSTEM MRS BEEN OESRDIEO WITH LOimS GENERRTEO BY I40 ,PH WINOS USING 4.2 PSF T(P CHORD CIA LOTTO FWD 3.0 PST BUTTON DOW OETO LORD 0 MILES FROM HLWJD 1f OOE kINE. CAT. 11. E)F. B MCE 7-I01 jPark Square Homes2392 - A or C — TRAY CLG. OPT. SECOND FLOOR Barcelona - A or C am P2392ACT N,A 7.21-17 S. City of Sanford Building and Fire Prevention Product Permit # # 1 8 Approval e. vification 73 04MFORu Form Project Location Address2:eov, Sar c rc1 As required by Florida Statute 553.842 and Florida Administrative Code 9N-3, please provide the information and product approval number(s) on the building components listed below if they are to be utilized on the construction project for which you are applying for a building permit. We recommend that you contact your local product supplier should you not know the product approval number for any of the applicable listed products. Be aware that windows, skylights, and exterior doors must be tested in accordance with the Florida Building Code, Section 1714.5. More information about Statewide Product Approval can be obtained at www.floridabuilding.org. The following information must be available on the jobsite for inspections: 1. This entire product approval form 2. A copy of the manufacturer's installation details and requirements for each product. Category / Subcategory Manufacturer Product Description Florida Approval # include decimal 1. Exterior Doors Swinging Therma - Tru Single Door FL8871.5 Sliding MI Windows and Doors Series 420 Alum SGD - 2 Panel FL.15332.4 Sectional Clopay Building Products 94rr40-W4 FL15279.20 Roll U Automatic Other 2. Windows Single Hung MI Windows & Doors Series GA 185 Aluminum SH FL 17499.2 Horizontal Slider Casement Double Hun Fixed MI Windows & Doors Series GA 185 Alum Picture Fixed FL15349.1 Awning Pass Through Projected Mullions MI Windows & Doors 5764 Verical Alum Mullion FL 15353.2 Wind Breaker Dual Action Other June 2014 Category / Subcategory Manufacturer Product Description(including Florida Approval # decimal 3. Panel Walls Siding James Harding Bldg Products Hardie Panel FL13223.2 Soffits ' Aluminum Coils, Inc Coils / Soffits FL12194.1 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4. Roofing Products Asphalt Shingles IKO Industries, LTD Asphalt Shingles / Cambridge FL7006.1 Underla ments Warrior Roofing 15 and #30 Roofing Felt FL2346.1 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shinales Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofing slate Cements/ Adhesives / Coatin Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E. P.S. Roof Panels Roof Vents Other June 2014 Category/Subcategory Manufacturer Product Description Florida Approval # include decimal 5. Shutters Accordion Bahama Colonial Roll u Equipment Other 6. Skylights Skylights Other 7. Structural Components Wood Connectors / Anchors Truss Plates En ineered Lumber Railing Coolers/Freezers Concrete Admixtures Precast Lintels Insulation Forms Plastics Deck / Roof Wall Prefab Sheds Other 8. New Exterior Envelope Products Applicant's Signatu Applicant's Name NN\,C -VL; ,OV-3 Please Print) June 2014 Florida Building Code Online Page 1 of 3 Business&Professional' I I. Regulation I i ficiYlT'iZaliiftiil BCIS Home ' Log In I Use, Registration Mot Topic submit Surcharge I Stats B Facts j Publications FBC Staff BCISSite Map Links Search lolida r Product Approval yyeeaa i USER: Public User PmEutt Aeereval Menu > Prooutt pr Application Searen > Application LiSt > Application Detail FL # Application Type Code Version Application Status Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method FL8871-R8 Revision 2017 Approved rn Therma-Tru Corporation 118 Industrial Drive Edgerton, OH 43517 419) 298-1740 rickw@rwbldgconsultants.com Vivian Wright rickw@rwbldgconsultants.com Exterior Doors Swinging Exterior Door Assemblies 0 Evaluation Report from a Florida Registered,Architect or a Licensed Florida Professional Engineer L7 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 National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2021 Validated By Ryan 1. King, P.E. Wi Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By FL8871 R8 COI (bl Certificate of Indeoendence.odf Standard Year ASTM 01929 1996 ASTM D2843 1999 ASTM D635 2003 ASTM E1300 1998 ASTM E84 2000 ASTM G26 1995 TAS 201, 202, 203 1994 Florida Licensed Professional Engineer or Architect FL8871 R8 Eouiv (b) Equivalency of Standards.odf http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgty3Ij Wak2nHrp... 2/10/2018 Florida Building Code Online Page 2 of 3 Sections from the Code Product Approval Method Method 1 Option D Date Submitted 10/17/2017 Date Validated 10/17/2017 Date Pending FBC Approval 10/19/2017 Date Approved 12/12/2017 Summary of Products FL # Model, Number or Name Description 8871.1 a. "ClassicCraft Rustic" Series 3'6 x 8'0 "Impact" Opaque Fiberglass Radius Top Single Door (X) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVH2: Yes FL8871 R8 11 (b) inst 8871.1.odf Approved for use outside HVH2: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant, Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.1 for Design Pressure Ratings by FL8871 R8 AE (b) Eval 8871.1.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. 8871.2 b. "ClassicCraft" or "ClassicCraft 3'6 x 8'0 "Impact" Opaque Fiberglass Single Door (X) - Rustic" Series Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVH2: Yes FL8871 R8 11 (b) inst 8871.2.odf Approved for use outside HVH2: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.2 for Design Pressure Ratings by FL8871 R8 AE (b) Eval 8871.2.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. 8871.3 c. "ClassicCraft" or "ClassicCraft 3'6 x 8'0 "Impact" Opaque Fiberglass Single Door with Rustic" Series Sidelite (OX or XO) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVH2: Yes Approved for use outside HVH2: Yes FL8871 R8 11 (b) Inst 8871.3.odf Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.3 for Design Pressure Ratings by FL8871 R8 -AE (b) Eval 8871.3.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of "]" part numbers for these sidelites, which have been stained or painted within six months of installation.) 8871.4 d. "ClassicCraft" or "ClassicCraft 3'6 x 8'0 "Impact" Opaque Fiberglass Single Door with Rustic" Series Sidelites (OXO) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVH2: Yes FL8871 R8 11 (b) inst 8871.4.ndf Approved for use outside HVH2: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.4 for Design Pressure Ratings by FL8871 R8 AE (b) Eval 8871.4.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of "I" part numbers for these sidelites, which have been stained or painted within six months of installation.) 8871.5 e. "FiberClassic" or "SmoothStar" 3'0 x 8'0 "Impact" Opaque Fiberglass Single Door (X) - Series Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVH2: Yes FL8871 R8 Il (h) Inst 8871.S.odf Approved for use outside HVH2: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.5 for Design Pressure Ratings by FL8871 R8 AE (b) Eval 8871.S.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgty3Ij*Wak2nH.rp... 2/10/2018 Florida Building Code Online Page 3 of 3 8871.6 f. "FiberClassic" or "SmoothStar" 3'0 x 8'0 "Impact" Opaque Fiberglass Single Door with Series Sidelite (OX or XO) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVH2: Yes FL8871 R8 11 (b) Inst 8871.6.odf Approved for use outside HVH2: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.6 for Design Pressure Ratings by FL8871 R8 AE (b) Eval 8871.6.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of "I" part numbers for these sidelites, which have been stained or painted within six months of installation.) 8871.7 g. "Fiberaassic" or "SmoothStar" 310 x 810 "Impact" Opaque Fiberglass Single Door with Series Sidelites (OXO) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVH2: Yes FL8871 R8 it (b) Inst 8871.7.odf Approved for use outside HVH2: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.7 for Design Pressure Ratings by FL8871 R8 AE (b) Eval 8871.7.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of ")" part numbers for these sidelites, which have been stained or painted within six months of installation.) 8871.8 h. "FiberClassic", "SmoothStar", 6'0 x 8'0 "Impact" Opaque Fiberglass Double Door (XX) - ClassicCraft" or "ClassicCraft Inswing or Outswing Rustic" Series Limits of Use Installation Instructions Approved for use in HVH2: Yes FL8871 R8 II (b) Inst 8871.8.odf Approved for use outside HVH2: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.8 for Design Pressure Ratings by FL8871 R8 AE (bl Eval 8871.8.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. 8871.9 i. "FiberClassic", "SmoothStar", 6'0 It 8'0 "Impact" Opaque Fiberglass Double Door with ClassicCraft" or "ClassicCraft Sidelites (OXXO) - Inswing or Outswing Rustic" Series Limits of Use Installation Instructions Approved for use in HVH2: Yes FL8871 R8 II (b) Inst 8871.9.odf Approved for use outside HVH2: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.9 for Design Pressure Ratings by FL8871 R8 AE (b) Eval 8871.9.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of "]" part numbers for these sidelites, which have been stained or painted within six months of installation.) Badt Nett Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 8SO-487.1824 The State of Florida is an AA/EEO employer. Copyright 2007.2012 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your mall address Meased Jn response -to a.public-records request do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395. 'Pursuant to Section 45S.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 4SS, F.S. must provide the Oepartment with an email address If they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to Supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: M IN 19Rl Cfedh Card Safe http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgty3Ij Wak2nHrp... 2/10/2018 THERMAITRU 0 THERMA TRU DOORS 1 1 B INDUBTRIAL DR., EDGERTON, OH 4351 7 SMOOTH STAR & FIBER CLASSIC FIBERGLASS SINGLE DOOR INSWING / OUTSWING GENERAL NOTES "IMPACT" I. This product has been evaluated and bin compliance with the 6111 Edition (2017) Florida Building Code (FBC) structural requirements including Ihe'Tfigh Velocity Hurricane lone" (HVHZ). 2. Product anchors shag be as fisted and spaced as shown on details. Anchor embedment to base material shall be beyond wag dressing or stucco. 3. When used In 1he'HVHr this product complies with Seclion 1626 of the fiorddo Bullring Code and does not require an impact resistant covering. 4. When used in areas outside of the 1WHr requiring wind home debris protection, this product complies with FBC Sections 1609.1.2 & R301.2.1.2 and does not require an Impact resistant covering. This product meets missile level Ir and includes Wind Zone 4 as defined InASTM E 1996 and FBC Sections 1609.1.2.2 6 R301.2.1.2.1. 5. For 2x stud homing construction, anchoring of these units sholl be the some as that shown far 2c buck mosonry construction. 6. Site conditions that deviate from the defoik of this drawhlg require further engineering analysis by alicensed engineer or registered architect. 7. Oulswing configurations using coastal sill item 94 under active doors meet water Infiltration requrements for14VHr. 8. Inswing configurations and outswing configurofigns using sBl Item N5 under the door do not meet the water Infiltration requirements for the 1WHr and shag be installed any in non -habitable areas or at habitable locations protected by an overhang or canopy such that the angle between the edge ofcanopy or overhang to sill is less than 45 degrees. TABLE OF CONTENTS DESCRIPTION T al elevolions, ensuresB eneral notes Door panel details Smooth slorDoorNpaneldeloftFiberclassicHorizontalcrosssections Vertical cross sections Buck and home - 2X buck masonryconstuction Fromeanchoring - IX buck masonryconstruction BI B7 of Materials & Components 37.75MAX. FrFRAME WIDTH 36.00' MAX. PANEL WIDTH I m d r _•'tK q t COVERALL DES)GN?PRESS^I1REW), DOOR IYP.E P•x tti t' SWINGit arrFRAME EDIM NSIDN POSRIVE3.NEGA7IVE INSWING 37.75" x 98.00- 80.0 80.0SMOOTH OUTSWING 37.75" x 96.50" 80.0 80.0STAR INSWING 37.75" x 98.00" 80.0 80.0FIBER OUTSWING 37.75" x 96.50" 80.0 80.0CLASSIC See Sheol B for design pressure Tmllatkxx. ono er: 2VIZanW. FL-8871.5 n 1 or 8 EXTERIOR 1 IWWA I 4, - Flow, m, W, 0 Em L DETAIL A -A J ID DOO EL 000000000000000000000000000000000000000000000000000000000000, 000000000000000000000000000000000000000000000 00000000-B00000 000000000000000000000000000000000000000000000000000000000000o0200200ONO I DETAIL A -A Ponal reinforcement 01 t% 28.86% OPEN AREA MAX. INTERIOR t—1 "\ HORIZONTAL CROSS SECUON NOTE: WOOD DOOR COMPONENTS: PINE (SG - 0.421 A) EXTERIOR IffI 0111 %it8 Wz 06zif lz 0 cw 0 a: IL C Z INTERIOR tj\ VERTICAL CROSS SECTION WAM- N.T.S. Duo. W. DWS CHL Wf- LFS WA"Al NW FL-8871.5 Dan 2 or1: L DETAIL A -A J R PANEL8-0--dIC 00000000000000000000000000000000000000000000000000000000000000000000000000000000000000000000000000000000 00000 0--o-s00-00 000000000000000000000000000000000000000000000000000000000000 DETAIL A -A Panel teinfomernent W 28.86% OPEN AREA MAX. INTERIOR K-1\ HORIZONTAL CROSS SECTION EXTERIOR a 5ozo0 01207 IL6. maim 0Fb! IL INTERIOR ImT d 2\ VERTICAL CROSS SECTION NOTE: WOOD DOOR COMPONENTS: PINE (SG - D.42) rBY. DWSfffLFS RM ND-= FL-8871. 5 T 1or J N• . g` tinfig:. i % ssT ``` 0i3.;z° y, N cp 9m CW 19 INTERIOR 10in 0 4 LIo 4 ° .. 3 4 0 18 EXTERIOR 40 NO I0L. 60 A i E @ E 1.1/4•MIN. @ 0 FJdB.IttP.) D I o 0B634Scc3HORIZONTALCROSSSECTIONB S 5 5 S 4 ShownW/1K subbuckL0.IS 0.1.7 L r C'SINK CSINK e I (TYP.) ITYP.) °,•. N e N 8 9 9 8 BB z 10 INTERIOR INTERIOR 10 I? ; I? >' e.. L eza O N C vniv^2 u 12 12 40 EXTERIOR EXTERIOR 40 14 are 05 22 08 : 1•t/r'MM. L C 60 60 C 16 sust N.T.S. EMB. (IYP.) E sx DWS o 1 HORIZONTAL CROSS ACIION 1 I PMM. w "o_ ; 2 HORIZONTAL CROSS SECTION a q Oulswing shown - Inswing 4 Calswosg slsown . inswing FJdB. (IYP.) also oppToved aho approved FL-887f .5 u SKET OF 8 " o d v EXTERIOR ----71 ""' INTERIOR 1 VERTICAL CROSS SECTION oko approved EXTERIOR INTERIOR 4 VERTICAL CROSS SECTION Q.j Ins Ing conrgmoiionseegeneralshe1 for 0 r wolernotes. inf"lralionet requhements EXTERIOR J""%J" 'INTERIOR 2 VERTICAL CROSS SECTION S Shown wl I Xstib =t EXTERIOR INTERIOR VERTICAL CROSS SECTION SECTION5 Inswing configwolionseegeneralnotes, sheel I forgrwaterbnlAhalbnregt* ements V'• gg i n D INTERIOREXTERI(f' Brrrrl rrs 0 ucr•• s g a) u E9poa40 mdn` 4 5 10 60 N o3 VERTICAL CROSS SECTION S oulm" confamollon seege ralnotes l o el1 11Vllrwhaterinfaholbn I INTERIOR EXTERIOR see genersheetal notes, I for 11vHr wolerIn511rolbn requiements or. DWS ° en LFS 4, ec wa: ° FL-8871. 5 Cc n 5 ar 8 Q xz, Z. & r I to 0) W6It0z TYP. HEAD & E JAMBS, c TYP. HEAD & 56 o 1, MASONRY J MASONRY JAMBS g2 OPENING OPENING IL FRAME 0 2XBUCK-s,j Ci tq 2X BUCK - a 0 ir to SLICK ANCHOJUNG HINGE JAMB FRAME ANCHORING STRIKEJAMB Mosorty 2X buck construction ;z 7 NeN CONCRETE ANCHOR NOTES: 1. Concrete anchor locations of the comers may be adjusted to molniain the min. edge distance to mortar joints. 2. Concrete anchor locations noted as 'MAX ON CENTER" must be adjusted to maInfoln the min. edge dislonce to mortar joints, additional concrete anchors may be required toenswe the "MAX. ON CENTER' dimension ore not exceeded. 12 3. Concrete anchortable: ANCHOR. CLEARANCE WIN: CLEARANCE ADJAC EENV'. oEMBEDME ...... SIZE EDGE."' 12 u ITW am05122108 TAPCON 1/4- 1-114* r C L SCAM N.T.S. DWSELCO114* 1 1-114" 1. 4' IULTRACON61 cwL On LFS WOOD SCREW INSTALLATION NOTES HINGE DETAIL LATCH A DEADDOLT DETAIL DRwm mL- 1. Mainfoln a minimum 5/r edge distonce, I*end dblonce,& I*o.c.spocingof FL-8871.5 wood screws to prevent the splilling of wood. TYPE TO MASONRY i0 u. TYP. HEAD lot, oil z JAMBS cos0 MASONRY 6OPENING30A: If E lz 0 FRAME lit1791In Luu BUCK 0Ix0 A R IATCH A DEADBOLT DETAIL a t! ev, LL. HINGE JAMB STRIKE JAMB CONCRETE ANCHOR NOTES FRAME ANCHORING 11 I. Concrete anchor locallons of the comers may be acW&d tomathfuh the ffft Mosonry IX Wck constrixilon 12 J@ edge oftlonce to rnodor joints. a 6 2. Co=eteonchwbcoibmnoted asMAX. ONCZNMrffmfbeodMIedto nwhroln the mh edge dstonce to morfor Joints, oMflonal concrete orschas L may be required to ensue the WAX ON CENTEr dnmubn Ow not exceeded. 3. Concrete anchor tobb., G 12 ANCHORMl)-_ C!EARANCE ANCHOR -MASQNRY-` -':. lQADJA L 12 .. k.. .... .. . CtNt' 5122108 EMBEDMENT k ov.-- 10 1 11w lApCome1/ 4- 1.114- r =k& N.T.S. HINGE DETAIL DWS a i llw ow fff- YAPCON r TALLAWN NOTES: DPAWW No.: WOOD SCREWINS1. Mahloln a mk*mxn 51r edge clstonce. l"end d1slanCe. & I"o.c. spacingof FL-8871.5 D* wood screws to prevent theWfillkV of wood. owor a Blll OFMATERIALS ITEM DESCRIPTION MATERIAL A 1 X BUCK SG >= 0.55 WOOD B 2X BUCK SG >= 0.55 WOOD C MAX. I/4'SHIM SPACE WOOD D 1 /4" X 2-3/4" PFH ELCO OR ITW CONCRETE SCREW STEEL MASONRY - 3,000 PSI MIN. CONCRETE CONFORMINGTO ACI 301 OR HOLLOW BLOCK CONFORMING TO ASTMC90 CONCRETE 3/16" X 3.1/4PFH ITW CONCRETESCREW STEELkL1/4"X 3-3/4" PFH OW CONCRETE SCREW STEEL R 10 X 2-1 /T PFH WOOD SCREW 1.15" MIN. EMBEDMENT)STEEL INSWING ADJUSTABLE THRESHOLD IS300AJ ALUM./WOOD 2 INSWING THRESHOLD (WWHP5) ALUMJCOMP. 3 INSWING SELF ADJUST THERMAL BREAK THRESHOLD ISP30M ALUMJCOMP. 4 OUTSWING COASTAL THRESHOLD ALUM./WOOD 5 OLRSWING STANDARD THRESHOLD ALUM./WOOD 6 INSWING THRESHOLD ALUM./COMP. 7 DOOR BOTTOM SWEEP VINYL B JAMB PINE SG>=0.42 WOOD 9 JAMB OAK SG >= 0.42 WOOD 10 WEATHERSTRIP FOAM II HINGE STEEL 12 1110 X 3/4" PFH SCREW STEEL 13 R9 X 3" PFH WOOD SCREW STEEL 14 LATCH STRIKE PLATE STEEL 15 SECURITY STRIKE PLATE STEEL 16 B X 2-1 IT PFH SCREW STEEL 17 RB X 3/4" PFH SCREW STEEL IB KWIKSET SERIES PASSAGE LOCK STEEL 19 KWIKSET SERIES DEADBOLT 660 STEEL 40 SMOOTH STAR DOOR - SEE DOOR PANEL DETAIL SHEET FOR DETAILS 41 DOOR SKIN 0.07T THK. SMOOTH STAR Fy = 6,000 PSI MIN. FIBERGLASS 42 TOP RAIL SMOOTH STAR COMP. 43 LOCKSTILE SMOOTH STAR WOODAVL 44 HINGE STILE SMOOTH STAR WOOD 45 BOTTOM RAIL SMOOTH STAR COMP. 46 PANEL REINFORCEMENT 0.023" THK. SMOOTH STAR STEEL 47 FOAM CORE POLYURETHANE 60 FIBER CLASSIC DOOR - SEE DOOR PANEL DETAIL SHEET FOR DETAILS 61 DOOR SKIN 0.137' THK. FIBER CLASSIC = 6,000 PSI MIN. FIBERGLASS 62 TOP RAIL FIBER CLASSIC COMP. 63 LOCK STILE FIBER CLASSIC WOODAVL 64 HINGE STILE FIBER CLASSIC WOOD 65 BOTTOM RAIL FIBER CLASSIC COMP. 66 PANEL REINFORCEMENT 0.023" THK. FIBER CLASSIC STEEL 67 1 FOAM CORE POLYURETHANE I 4-W I 1 O A HEAD lSIDJamb li\Nl — Ilr 1 • SbT IH ES OLD s.7s 4 S TRESHOLO Oubw V stondord A i r i0 p F3u b S.BS b L F THRESHOLD I o 2 bms *vodpntobb n a 1 7klvvv71III -- 4 RESHOLD k.zjOutswbp eoostol T h 5.83' RESHOLD m Bi- DWS 6 b—ft ax. up. LFS MAX. DESIGN PRESSURE _ +/- 50 PSF 0RAA N0' FL-887I.5 san 8 or 8 Florida Building Code Online Page 1 of 3 SCIS Mom! Log In User Registration j Hot Topics ( Submit Surcharge Steil & Facts i Publications FSC Staff SCIS Site Map UnkS Sear-n Product ApprovaldbwurUSER: Public User 2 ProEuct Aooroval Menu > PreAUG or Anolintlan Search > Aoolleation List > Application Detail M, FL FL15332-R4 Application Type Revision Code Version 2017 Application Status Approved Comments Archived 17 Product Manufacturer MI Windows and Doors Address/Phone/Email 6S0 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsidinger@miwd.com Authorized Signature Brent Sitlinger bsitlingerOmiwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Emd(I Category Exterior Doors Subcategory Sliding Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Ci Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Luis Roberto Lomas the Evaluation Report Florida License PE-62S14 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2018 Validated By Steven M. Urich, PE 9 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 FLIS332 R4 COI FLCOI.odf Standard AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 option D Year 2008 https://www.floridabuilding.org/pr/pr_app_dil.aspx?param=wGEVXQwtDgtH85 72gvdV'Id... 2/ 1 /2018 Florida Building Code Online Page 2 of 3 Date Submitted 08/11/2017 Date Validated 08/13/2017 Date Pending FBC Approval 08/15/2017 Date Approved 10/10/2017 Summary of Products FL ?f Model, Number or Name Description 15332.1 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OXO 145-3/4"x80" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVH2: No FLi5332 R4 II 08-00500E.odf Approved for use outside HVH2: Yes Verified By: Luis Roberto Lomas 62S14 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R4 AE 510807D.Odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.2 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OX, XO, XX 96"x8O' NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVH2: No FLi5332 R4 II 08-00498E.Ddf Approved for use outside HVH2: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R4 AE S10805D.odf PRESSURE RATINGS Created by Independent Third Party: Yes' 15332.3 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OXO REINFORCED 14S-3/4"x96" Limits'of Use Installation Instructions Approved for use in HVH2: No FLi5332 R4 11 OR-02248C.odf Approved for use outside HVH2: Yes Verified By: Luis Roberto Lomas 62S14 Impact Resistant: No Created by independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLi5332 R4 AE 512968C.odf PRESSURE RATINGS Created by independent Third Party: Yes 15332.4 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OX, XO, XX REINFORCED 96"x96" Limits of Use Installation Instructions Approved for use in HVH2: No FL15332 R4 11 08-02249C.odf Approved for use outside HVH2: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR'DESIGN FLi5332 R4 AE 512969C.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.5 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED XXX 143"x96" REINFORCED Limits of Use Installation Instructions Approved for use in HVH2: No FL15332 R4 II 08-022SOC.odf Approved for use outside HVH2: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLi5332 R4 AE 512970C.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.6 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OX, XO, XX ALUMINUM SGD 96"x96" Limits of Use Installation Instructions Approved for use in HVH2: No FL15332 R4 II 08-00499E.Ddf Approved for use outside HVH2: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure, N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN Fi 1S332 R4 AE S10806D.0df PRESSURE RATINGS Created by Independent Third Party: Yes 15332.7 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OXO 146"x96" ALUMINUM SGD Limits of Use Installation Instructions Approved for use in HVH2: No FLi5332 R4 II 08-00501E.odf Approved for use outside HVH2: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by independent Third Party: Yes Design Pressure: N/A Evaluation Reports https://w,Afw.floridabuilding.or?/pr/pr_app_dtl.aspx?param=wGEVXQwt.DgtH85 72gvdWId... 2/1 /2018 Florida Building Code Online Page 3 of 3 Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FI IS332 R4 AE 510808D.Odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.8 SERIES 430/440 ALUMINUM SGD SERIES 430/440 ALUMINUM SGD XXX 143x80" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVH2: No FLIS112 R4 It_08-00502E.odf Approved for use outside HVH2: Yes Verified By: Luis Roberto Lomas 62S14 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R4 AE S10809D.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.9 SERIES 430/440 REINFORCED SERIES 430/440 REINFORCED ALUMINUM SGD XXX ALUMINUM SGD 143"x96" Limits of Use Installation Instructions Approved for use in HVH2: No FLIS132 R4 )) 08-00503E.odf Approved for use outside HVH2: Yes Verified By: Luis Roberto Lomas 62S14 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FI t S332 R4 AE S108100,ndf PRESSURE RATINGS Created by Independent Third Party: Yes eadc Q Contact Ut :: 2601 Blair Stwne Road Tallahattee a 32394 phone 8SO-4497-I1124 The State of Florida is an AA'/EEO employer. fAciv ieht 2007-2012 State of Florida.:: Privacy statement :: Accessibilitytv Statement :: Refund Statement UnderFlorida law, email addresses are public records. Ifyou do not want your e-mail address released in response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by -traditional mall. If you have any questions. please contact BS0.467.139S. 'Pursuant toSection4S5.27S(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 45S. F.S. must provide the Department with an email address It they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish toSupplyapersonaladdress, please provide the Department with an email address which can be made available tothe public. To determine It you are a licensee under Chapter 4SS, F.S., please click here . Product Approval Accepts: W9 0 Q;aOk,Cti - Safe https://www.floridabuilding. org/prlpr_app_dtl.aspx?param=wGEVXQwtDgtH85 72gvdWId... 2/1 /2018 NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REOUIREMENTS OF THE FLORIDA BUILDING CODE. 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. 1X BUCK OVER MASONRY/CONCRETE IS OPTIONAL. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 4. ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION FACTOR Cd-1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 5. FRAME MATERIAL: EXTRUDED ALUMINUM 6063—T5. 6. UNITS MUST BE GLAZED PER ASTM E1300-04/09 WITH SAFETY GLASS. 7. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. B. SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF :1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4". 9. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EQUAL OR GREATER THAN 1.0 DO NOT REOUIRE WATER INFILTRATION RESISTANCE. OVERHANG RATIO - OVERHANG LENGTH/OVERHANG HEIGHT 10. FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE 110 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8- MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANC14ORS 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 I" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 12. FOR ANCHORING INTO METAL STRUCTURE USE /10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 13. ALL FASTENERS TO BE CORROSION RESISTANT. 14.INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT -.BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD — MINIMUM SPECIFIC GRAVITY OF G-0.42 B. CONCRETE —' MINIMUM COMPRESSIVE STRENGTH OF 3.192 PSI. C. MASONRY — STRENGTH CONFORMANCE TO ASTM C-90, GRADE N. TYPE 1 (OR GREATER). D. METAL STRUCTURE: STEEL 18GA. 33KSI OR ALUMINUM 6063-75 .D48* THICK MINIMUM 15. APPROVED CONFIGURATIONS: OX, XO, XX, XP, PX, XIP, PIX TABLE OF CONTENTS SHEET NO. DESCRIPTION 1 NOTES 2 — 3 ELEVATIONS 4 — 10 INSTAL I ATION DFTAII S RENSIDNS '• DEscRr,nDN DATE APPROVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. REVISED INSTALLATION DETAILS 08/03/15 R.L. REVISED INSTALLATION DETAILS 08/21/17 R.L. SIGNED: 0612112017 AND LLCMIWINDO650WESTMARKETSTREET GRATZ. PA 17030 511RI%,iGEIVS : 9d+% 0, 6126 ' *= SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" X 96" NOTES r DO,• TATE OF T 'CL 0RI0P• DRAWN: Dlrc ND. REV V.L. 08-02249 C zsS/ONA11EaG` O 0 Luis R. Lomas P.E. FL No.: 62514 srruE NTS 01 10/30/13 —1 OF 10 LROBERTOLOM4SP.E. FW WOODFORD RD LENOSVALE. NC 27023 474.666-0609 dbMSdsbmev*e i FI HI 6' MAX _ 96' MAX FRAME WIDT11 2) ANC140RS PER LOCATION SEE CHART /3 FOR NUMBER OF LOCATIONS REQUIRED r17 MAX M- r- r D.C. -, 6' T 17' MAX O. C. 16" IAX AME IGHT 6" MAX 6' MAX SERIES 420 SGD REINFORCED WITHOUT ADAPTER EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING 335. 0PSF NONE SEE CHARTS 8t AND 82 FOR OTHER UNITS RATINGS NOTES: 1. MAXIMUM PANEL SIZE. 49 FR* x 95' 2. MAXIMUM D.L.O.:44Sr8'x90518' HARDWARE SCHEDULE FLAT MOUNTED HANDLE SET (99-04.145) AT 38 314.ON CENTER FROM PANEL BOTTOM METALLIC TANDEM ROLLERS (99.17.195) AT EACH END OF PANEL BOTTOM RAILS JIANUM 6003-70 REINFORCEMENT (658) AT ALL PANEL INTERLOCKS REVISNUIS RLH Df5CROMON MR APPROVED A ADDED FLANGE AND FIN INSTALLATDN 12/10/13 R.L. B REVISED INSTALLATION DETAILS D8/D3/15 R.L. C REVISED INSTALLATDN DETAILS D6/21/17 R.L. CNARTor WHERE WATER INFILTRATION RESISTANCE ISREQUIRED. CFF AInTF a.CrrFFT r Design pressure chart (psQ From Sbgb Panel end TotalFrame WIN (in) Height lL+) 30. 0 60. 00 30. 0 72. 00 42. 0 84. 00 46. 0 06. 00 Pos Nap I POD I Meg Pos Neg POD Nag 84. 0 40.0 56.4 40.0 50.9 4D.0 45.7 40.0 42.0 ae. o 40.0 55.2 40.0 1 48.0 4D.D 43.0 39.4 39.4 OLD 40.0 52.4 1 4D.0 1 45.+ 40.0 40.637.1 37.1 86. 0 40.0 40.8 1 40.0 1 43.1 38.4 38.4 35.0 35.0 CHART 82 WHERE WATER WFILTRATION RESISTANCE IS NOT REOUIRED. SEE NOTE 9 SHEET I Design pressure chart (psQ Frame a"elom SInI jePanel and Told me FraVJdlhIn) . I ti) 30. 0 W.00 36.0 7Z00 420 84. 00 46.0 06.00 Poe NOR Poo Nap Pes Nap POD Nov 84.0 58.4 58.4 50.9 S0.9 45.7 45.7 4ZD 42.0 a8.0 55.2 55.2 48.0 48.D 43.0 43.0 30.4 39.4 02.0 52.4 SZ4 45.4 45.4 40.8 4D.6 37.1 37.1 98.0 49.0 49.8 4J.1 43.1 A A 35.D J5.0 CHART 83 Number or anchor locations required Frame Single Panel and Total Frame Width (n) Heigh in) 30. 0 36.0 7Lo 42. 0 04.0 48.0 00.0 HAS NAS JambHAS Jamb HAS Jamb HRS I Jamb 64.0 4 6 5 6 B 6 6 6 88.0 4 6 5 6 6 8 6 6 92.0 4 8 5 B 6 8 6 6 06.0 4 8 B B B 8 8 6 MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ, PA 17030 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" X 96" ELEVATION WAWA. OND ND. R V.L. 08-02249 scut NTS IDAE 10/30/13 I 5` 2 OF 10 L ROOERTO LOM4S P.E. 1432111JOOFORDRD LEWISVILLE, NC 27023 434-MOOSO / ad118s®aldruSp.cdn SIGNED: 0612112017 N\X\` c' 1R !'I 'IDr1f/ sF ,d} TATE OF ., w O ij7s'pNA 11Er1 Luis R. Lomas P.E. FL No.: 62514 c N FR HE 96' MAX FRAME WIDTH 1) ANCHOR PER LOCATION AT HEAD & JAMBS SEE CHART #4 FOR NUMBER OF LOCATIONS REOUIRED 6" MAX — 17- MAX _ O.C. 1 6' MAAx 17* MAX O.C. 6" 1- 4X VAE GHT 6" MAX 6" MAX 2) ANCHORS PER LOCATION SERIES 420 SGD REINFORCED WITHOUT ADAPTER AT SILL EXTERIOR VIEW SEE CHART 14 FOR NUMBER OF LOCATIONS DESIGN PRESSURE RATING IMPACTRATING REQUIRED t35.OPSF NONE SEE CHARTS 91 AND 02 SHEET 2 FOR OTHER UNITS RATINOS HARDWARE SCHEDULE FLAT MOUNTED HANDLE SET (99.04-145) AT 38 314.ON CENTER FROM PANEL BOTTOM METALLIC TANDEM ROLLERS (99-17-195) AT EACH END OF PANEL BOTTOM RAILS MINUM 6063-TB REINFORCEMENT f6681 ATALL PANEL INTERLOCKS REVISIONS •• REV DESCRIPTION DATE APPROVED A ADDED FLANGE AND FIN INSTALLATKIN 12/10/13 R.L. B REVISED INSTALLATION DETAILS 08/03/15 R.L. C REVISED INSTALLATION DETAILS 06/21/17 R.L. NOTES., 1. MAXIMUM PANEL SIZE: 48 I/l x 95' 2. MAXIMUM D.LD.: 44 SAT' x 90 5AY CHART 94 Number o/ anchor locations required S^9k Panel and Tolal U91 VAdlb (In) Fame FbIpT1 tiI 30.0 60.0 36.0 1 72.0 42.0 Ilto 48.0 96.0 IIAS Jamb H&S Jemb H&S Jamb H&S tomb 84.0 4 6 S 5 6 6 6 5 R&D 4 6 5 6 6 5 6 6 OLD 4 6 5 6 8 8 5 5 96.0 4 6 6 6 6 6 6 5 MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ, PA 17030 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" X 96" FIN ELEVATION DRAOIb DIIO I& V.L. I08-02249 SME NTS — 10/30/13 3 OF 10 L. R0SER70 LOAMS P.E. 1432 KCODFORD RD LEWLSV9.LE, AC 27M 434. E -OW9 dMms6*1am"pe.cnm SIGNED: 0612112017 W. 4/ 60F W` 0ANFS; eIORIOP isONALuis R. Lomas P.E. FL No.: 62514 1/2' MIN. EDGE DISTANCE 1 3/8' MIN. WOOD FRAMING OR 2X BUCK EMBEQMENT 1 BY OTHERS MAX. SHIM 10 WOOD SPACE SCREW 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS EXTERIOR 11 I I' 11 11 INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS. NOT SHOWN FOR CLARITY. 2. PERIMETERAND JOINT SEALANTBY OTHERS TOBE DESIGNED INACCORDANCE WITHASTM E2112 SILL TO BE SET IN A BED OF APPROVED. SEALANT MIN. ENT FAIN. CVVL w TANCE 1 3/8' MIN. EMBEDMENT 1/2' MIN. EDGE DISTANCE J10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS REVK1DNs •. REV DESCNPWM DALE APPROVED A ADDED FLANGE AND FIN INSTALLATION 12/1D/13 R.L. B REVISED INSTALLATION DETAILS DB/O3/15 R.L. C REVISED INSTALLATION DETAILS 06/21/17 R.L. 1 /4' MAX. r SHIM SPACE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION SIGNED: 0612112017 MI WINDOWS AND DOORS LLC I luu n1, R L Del650WESTMARKETSTREET GRATZ. PA 17030 Q`;\ y•.GENs 9U+% SERIES 420 SCD REINFORCED WITHOUT ADAPTER A =' 96" X 90FRAMEINSTALLATION DETAILS 6,,661,f f€€``iOFy0 • TAT OF attee,, DRAWN: DWo w. 08—02E249 RLVFS'c(ORIDPC G`\ jS1ONA 11EasrxEM1ENTS10/30/13 4 OF 10 L ROBERTO LOMAS RE Luis R. Lomas P.E. 1432 WOODFORD RD LEWISVI.LE. AC 22D29 49449 OM9 A Wr62S@ib=SO*C0M FL No.: 62514 1 1/2' MIN 1" MIN. SEPARATION EDGE DISTANCE 1 1/4' MIN. EMBEDMENT CONCRETE/ MASONRY 1/4" MAXBYOTHERSFSHIMSPACE OPTIONAL 1- 1X BUCK I TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 3/16" TAPCON 3/16" TAPCON MASONRY/ CONCRETE BY OTHERS EXTERIOR II II II II INTERIOR SILL TO BE SET IN A BED OF APPROVED SEALANT 1 1/4MIN. a' . • EMBEDMENT a 2 7/8" MIN _ 1• MIN. SEPARATION EDGE DISTANCE VERTICAL CROSS SECTION CONCRET& MASONRY INSTALLATION REVISIONS oLscamroN O+IE APVRovEO ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. REVISED INSTALLATION DETAILS 08/03/15 R.L. REVISED INSTALLATION DETAILS 06/21/17 R.L. 1 1/4" MIN. EMBEDMENT I 1/ 4" MAX. 1• o ' SHIM SPACE MIN. INTERIOR EDGE DISTANCE D MI D N ., D SEPARATIONL / A EXTERIOR 3/16" TAPCON CONCREFE/ MASONRY BY OTHERS JAMB INSTALLATION DETAIL CONCRETEIMASONRY INSTALLATION OPTIONAL 1 XBUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SIGNED: 0612112017 MI RS DOOREETLLC vt 11t o 650DWESTMARDEA E GRATZ, PA 17030 G SERIES 420 SGD REINFORCED WITHOUT ADAPTER 6/y96 •y FRAME INSTALLATION DETAIL or: io r o , TAT OF ' P NAM7ND. REV rS 0R1O V.L. 08-02249 C 77/I NA MkENTSwiE10/30/13 st¢ET 6 LROBERTOLOMASP. E. Luis R. Lomas asP P.E. 1432NOODFORORDLE%7SVR.LE,AIC27023 FL NO,: 34•680-0609 Ilkmes V &b =spe. [om METAL STRUCTURE BY OTHERS 110 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS 1/2" MIN, EDGE DISTANCE 1/a" MAX. r SHIM SPACE 110 SMS OR SELF DRILLING SCREW EXTERIOR II II II II INTERIOR 1/2" MIN. EDGE DISTANCE I VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TOBE DESIGNED INACCORDANCE WITH ASTM E2112 SILL TO BE SET IN A BED OF APPROVED SEALANT l- 1/2" MIN. EDGE DISTANCE I 110 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS RENSIONS " REV EMR— I DATE APPROVED A ADDED FIANCE AND FIN INSTALLATION 12/10/13 R.L. 8 REVISED INSTALLATION DETAILS 08/03/15 R.L. C REVISED INSTALLATION DETAILS 06/21/17 R.L. 1/4" MAX. r SHIM SPACE JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 0612112017 MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ. PA' 17030 5 R • LOM//iceVGENsF9iP SERIES 420 SGD REINFORCED WITHOUT ADAPTER*•'.I0y8 1 96" X 96" FRAME INSTALLATION DETAILS q r ( 9,4N AIOF!.. G j7S ONA11Ea\ DRAM 000 No. 08 REV C sGVE DATE sREn2a9NTS10/30/13 5 OF 10 Luis R. Lomas P.E. FL No.: 62514 L. ROSERTOLORUS P.E. I1 KOODFOR0RDLE!"SVILLE,NC27023 q#-W84 09 utd*tnwW cm 1/2' MIN. EDGE DISTANCE WOOD FRAMING 1 3/8' MIN. OR 2X BUCK EMBEDMENT BY OTHERS 1/4" MAX. SHIM SPACE I10 WOOD SCREWS EXTERIOR LLU U—U INTERIOR 10 BE SET IN OF NED SEALANT 110 WOOD SCREW WOOD FRAMING OR 2X BUCH BY OTHER! MIN. AIENT LVYL W1.1 'IVL VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 1 3/8• MIN. EMBEDMENT T- 1/2• MIN. EDGE DISTANCE 10 WOOD SCREWS WOOD FRAMING OR 2X BUCK BY OTHERS ROASKM '• DESCRWIgN DAIE AVPIiDVED ADDED FIANCE AND FIN INSTALLATION 12/1D/13 R.L. REVISED INSTALLATION DETAILS 08/03/15 R.L. REVISED INSTALLATION DETAILS 06/21/17 R.L. 1/4" MAX. SHIM SPACE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION SIGNED: 0&21/2017 MI M RDEDOOREETRS LLC RIIho'tf. 6soWINDOWSEST GRATZ, PA 17030 6ENS•,P' SERIES 42D SGD REINFORCED WITHOUT ADAPTER Tt•' 0„8 6 +1 = 96" X 96" FLANGE INSTALLATION DETAILSSTATE O'er•• L P ••C t ORIODRAWIkDWDNO. REV V. L. 08 2249 C F . lf//)ss,ONA11E G` DATE sNTS10/30/13 7 OF 10 L. ROOERTO LORIAS P.E. 1432 WOODFORD RDLEWISVILLE. RC 27023 Luis R. Lomas P.E. FL No.: 62514434-MVmg rbawsotbMASM Lrin 1/2' MIN. EDGE DISTANCE . METAL STRUCTURE BY OTHERS EXTERIOR 1/4' MAX. SHIM SPACE 110 SMS OR SELF DRILLING SCREW INTERIOR L TO BE SET IN BED OF PROVED SEALANT 110 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS 1/2' MIN. EDGE DISTANCE I VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: I. INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 1/2' MIN. EDGE DISTANE 110 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS REVISIONS REV DESCAP110N DATE APPROVED A ADDED FIANCE AND FIN INSTALLATION 12/1D/13 R.L. D REVISED INSTALLATION DETAILS 05/03/15 R.L. C REVISED INSTALLATION DETAILS 06/21/17 R.L. JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 06121/2017 MI LLC6soWINDOWSESTMRDEDOOREETRS CRATZ, PA 17030 A\51.11oM9 iGENad+ SERIES 420 SGD REINFORCED WITHOUT ADAPTER D 8 6 96" X 96" tt FLANGE INSTALLATION DETAILS uTAT E OF lZ6FS,:.LOR1O. G\ piARlkcu oRc x0. R[V OB C SIoNIAII stNTSOME10/30/13 s EEJ2890 OF1as P.E. LDISR. Lomas L. RWERTO LORDS P.E. 14M ROODFORD RD LEWISVILLE. NC 2702 43, l.M4) 09 /Domesd'IVnespe.o FL No.: 1 1/2- MIN. 1• MIN. SEPARATION EDGE DISTANCE e „ '•• 1 1/4• MIN. e! EMBEDMENT CONCRETE/ MASONRY 1/4• MAX' BY OTHERS rL SHIM SPACE OPTIONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 3/16- TAPCON 3/16- TAPCON MASONRY/ CONCRETE BY OTHERS EXTERIOR U--U LU INTERIOR SILL TO BE SET IN A BED OF APPROVED SEALANT p, 1 1/4• MIN. a' EMBEDMENT e 2 7/8• MIN. _ 1" MIN. SEPARATION EDGE DISTANCE VERTICAL CROSS SECTION CONCRETE40SONRY INSTALLATION REV53M DESLRm1gN CAM APPROVED ADDED FIANCE AND FIN INSTALLATION 12/10/13 R.L. REVISED INSTALLATION DETAILS 08/03/15 R.L. REVISED INSTALLATION DETAILS 06/21/17 R.L. 1 1/4• MIN. EMBEDMENT 1/4• MAX. SHIM SPACE 1• INTERIOR MIN. EDGE DISTANCE d ' MIN. DSEPARATION 3/16- TAPCON EXTERIOR — CONCRETE/MASONRY JAMB INSTALLATION DETAIL BY OTHERS CONCRETEANASONRYINSTALLATICN OPTIONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITHASTM E2112 SIGNED: 0612112017 MI WS DOOREETRS LLC ILo650DWMSTA 17030•GENSF itI 9,PGRATZ• PA SERIES 420 SCD REINFORCED WITHOUT ADAPTER 1VD,,8261A • it= 96" x 96" FLANGE INSTALLATION DETAILS rr E al,ury AT OF DRAtIN: DRO RD. Rev O'••'c1 P.• V.L. 08-02249 C sS • 4RIO 5G1LE NTS — 10/30/13 L-9 OF 10 tNll %%%k L ROBERTO LOWS P.E. N32 WOODFORD RD LEW7SVILLE, NC 2hV3 LUIa R. Lomas P.E. 434•688-OW9 107+D $@*bRlM*ft.OMI FL No.: 62514 WOOD FRAMING BY OTHERS 1 1/4' MIN. EMBEDMENT APPROVED SEALANT BEHIND FIN Q8 WOOD SCREW APPROVED SEALANT BEHIND FIN 8 WOOD SCREW 7/16' MIN EDGE DISTANCE EXTERIOR 1/4• MAX SHIM SPACE 7/16' MIN EDGE DISTANCE ,IAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 1 1 /4' MIN. EMBEDMENT WOOD FRAMING BY OTHERS INTERIOR TRIM 1/4' MAX. SHIM SPACE RIDASO s NLv DLSC!®11DN DATE I AFP MI) A ADDED FIANCE AND FlN INSTALLATION 12/10/13 R.L. 0 REVISED INSTALLATION DETAILS 013/03/15 R.L. C REVISED INSTALLATION DETAILS 06/21/17 R.L. 1 5/8' MIN. EDGE DIST. 1 TRIM ° 1 1/4' MIN. INTERIOR EMBEDMENT MASONRY/CONCRETE BY OTHERS 1X BUCK BY OTHERS, HOOK STRIP 1X BUCK TO BE PROPERLY SECURED 3/16' EXTERIOR -=Q==?--- PANEL INTERLOCK HOOKSTRIP INSTALLATION MASONRYXONCRETE 1/2' MIN. METAL STRUCTURE 1/2' MIN. EDGE BY OTHERS r EDGE DISTANCEDISTANCE TRIM INTERIOR 1 3/8' MIN. EMBEDMENT HOOK STRIP I I 110 SELF DRILLING HOOK STRIP D SCREWeWOODPANEL SCRSCREW EXTERIOR INTERLOCK EXTERIORPANEL INTERLOCK HOOK STRIP INSTALLATION INTERIOR METAL STRUCTURE HOOI(STRIP INSTALLATION SIGNED: 06/21/2017 2X BUCKANOOD FRAMING AND KE OORS STREET LLCMIWIN650DWWEST 1R 10O4f ILL LLU GRATZ, PA 17030 5,• E NSF + GG SERIES 420 SGD REINFORCED WITHOUT ADAPTERVERTICALCROSSSECTION 1 NAT7; WOOD FRAMING OR 2X BUCK INSTALLATION 96" X 96" NAILFIN & HOOK IMSTALLATION DETAILS o ; lugFORSILLINSrALLATIONSEESHEETSs•D. cLORIOP• DMW* DAD IIo. 08-- n249 REV C NOTES: 1. INTERIOR AND NO SHOWN FORCLARIro1AFINISHES,BYOTHERS, a2. PERIMETER ANDJOINT SEALANT BYOTHERS TOBEw1L NTS10/30/13 10 OF 10 DESIGNED IN ACCORDANCE WITH ASTM E2112 Luis R. P.E. LAWRTOLOMASP.E. IWWD" RDRDLEWISVILLE,NC27M FL No.: : 62514 25134,M y scs.oam Florida Building Code Online Page 1 of 6 i •=1i l'i::= 1 . ° :a. 1 : .: e t e. SdbpSOS Home Lop In User Registration Hot Topics Submit surcharge Stats & Facts ; Publications F8C Staff f SCIS Site Map 1 Unks Searcht.J; ProductApproval 4° usER: Public Userr Product Approval Menu > Product or Aoolkatlon Search > Aoolication List > Application Detail FL $ FL15279-RS wn - , Application Type Revision Code Version 2017 Application Status Approved Comments reapply 11/28/17 Archived 13 Product Manufacturer Clopay Building Products Company Address/Phone/Email 8585 Duke Blvd. Mason, OH 45040 513) 770-6062 mwesterfield0clopay. com Authorized Signature Scott Hamilton sham ilton0clopay. com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Sectional Exterior Door Assemblies Compliance Method Certification Mark or Listing Certification Agency Intertek Testing Services NA, Inc. Validated By Gary Pfuehler 01 Validation Checklist - Hardcopy Received. Referenced Standard and Year (of Standard) Standard Year ANSI/DASMA 108 2005 ANSI/DASMA 115 2005 ASTM E1886 2002 ASTM E1996 2002 ASTM E330 2002 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect FLIS279 RS Eouiv 20170809 - FBC - DASMA 108 eoulv.odf FUS279 RS Eouiv 20170809 - FBC - DASMA 115 eouiv.odf Product Approval Method Method 1 Option A Date Submitted 08/10/2017 Date Validated 11/29/2017 https://www. floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZ 1 Q... 2/ 1/2018 Florida Building Code Online Page 2 of 6 Date Pending FBC Approval Date Approved 12/05/2017 Summary of Products Go to Page Q/ 12 O Page 1/80 0 FL * Model, Number or Name Description 15279.1 001 W3-09 DSIE-1A171: 2050, 1-3/8" Double -skin Insulated EPS (exterior skin 27 ga. min.; 2051, 2053, 4050, 4051, 4053, 62, interior skin 29 ga. min.) Single -Car (up to 9'0" wide) 64, 65, 62G, 62LG, 64G, SDP38, WINDCODE® W3 Garage Door SFL38, SRP38, 134, 135, 136, 6130, 6131, 6133 Limits of Use Certification Agency Certificate Approved for use in HVH2: No FLIS279 RS C CAC Letter with proof of contract and proof of insoection.odfApprovedforuseoutsideHVH2: Yes Impact Resistant: N/A FLIS279 R5 C CAC W3 Listing Intertek.odf Design Pressure: +20 PSF/-20 PSF Quality Assurance Contract Expiration Date Other: The OPTIONAL glazing available for this product OS/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FUS279 RS Ii 101655-Revl2.odf windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc. comply with the impact resistant requirement for windborne Created by Independent Third Party: debris regions (ref 1609.1.4 FBC). Evaluation Reports Created by Independent Third Party: 15279.2 002 W3-09 DSIE-1A471: GD1SP, Gallery/Artistry/Expressions: 1-3/8" Double -skin Insulated GR1SP, GD1LP, GR1LP, AR15P, EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.) ARiLP, ED1SP, ED1LP, 4132, 2132, Single -Car (up to 9'0" wide) WINDCODE® W3 Garage Door 6132, SFC38, MFC38 Limits of Use Certification Agency Certificate Approved for use in HVHz: No FLIS279 RS C CAC Letter with proof of contract and oroof of insoection.odf FL1S279 RS C CAC W3 Listing Intertek.odf Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-21 PSF Quality Assurance Contract Expiration Date Other: The OPTIONAL glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES FL15279 RS II 103952-RevOl.odf Verified By: Intertek Testing Services NA, Inc. comply with the impact resistant requirement for windborne Created by Independent Third Party: debris regions (ref 1609.1.4 FBC). Evaluation Reports Created by Independent Third Party: 15279.3 003 w3-09 DSIU-IA171: 9130, Double -skin Insulated PUR (exterior skin 27 ga. min.; 9131, 9133, HOP13, HDPF13, interior skin 27 ga. min.) Single -Car (up to 9'0" wide) HDPL13, 7130, 7131, 7133, 8130, WINDCODE® W3 Garage Door 8131, 8133 Limits of Use Certification Agency Certificate Approved for use in HVH2: No Approved for use outside HVH2: Yes FLIS279 R5 C CAC Letter with proof of contract and proof of insoection.odf Impact Resistant: N/A Design Pressure: +20 PSF/-20 PSF FLIS279 RS C CAC W3 Listing Intertek.odf Quality Assurance Contract Expiration Date Other: The OPTIONAL glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the Impact resistant requirement for windborne debris regions. The product without glazing DOES FLIS279 RS 1I 104175-Rev0l.odf Verified By: Intertek Testing Services NA, Inc. comply with the Impact resistant requirement for windborne Created by Independent Third Party: debris regions (ref 1609.1.4 FBC). Evaluation Reports Created by Independent Third Party: 1527944 004 W3-16 DSIE-1A171: 2050, 1-3/8" Double -skin Insulated EPS (exterior skin 27 ga. min.; 2051, 2053, 4050, 4051, 4053, 62, interior skin 29 ga. min.) Double -Car (9'2" to 16'0" wide) 64, 65, 62G, 62LG, 64G, SDP38, WINDCODE® W3 Garage Door SFL38, SRP38, 134, 135, 136, 6130, 6131, 6133 Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLIS279 RS C CAC Letter with proof of contract and proof of inspection.odfApprovedforuseoutsideHVH2: Yes Impact Resistant: N/A FLIS279 R5 C CAC W3 Listing Intertek.Ddf Design Pressure: +20 PSF/-21 PSF Quality Assurance Contract Expiration Date Other: The OPTIONAL glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES FLIS279 RS ti 101820-Revl3.adf Verified By: Intertek Testing Services NA, Inc. comply with the impact resistant requirement for windborne Created by Independent Third Party: debris regions (ref 1609.1.4 FBC). Evaluation Reports Created by independent Third Party: 15279.5 https://www. floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZ1 Q... 2/l /2018 Florida Building Code Online Page 3 of 6 005 W3-16 DSIE-IA471: GD1SP, Gallery/Artistry/Expressions: 1-3/8" Double -skin Insulated GR1SP, GDSLP, GR1LP, AR1SP, EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.) AR1LP, ED1SP, ED1LP, 4132, 2132, 1 Double -Car (9'2" up to 16'0" wide) WINDCODE® W3 Garage 6132, SFC38, MFC38 Door Limits of Use Approved for use in HVH2: No Approved for use outside HVH2: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-21 PSF Other, The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 15279.6 006 W3-16 DSIU-IA171: 9130, 9131, 9133, HDP13, HDPF13, HDPL13, 7130, 7131, 7133, 8130, 8131, 8133 Limits of Use Approved for use in HVH2: No Approved for use outside HVH2: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-21 PSF Other, The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the Impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 15279.7 1007 W3-16 PAN-2F153: 73, ISM, 75, 190, 84A, 94, 42, 48, SS, 428, 486, SSS, 4RST, 6RST, 4RSF, 6RSF Limits of Use Approved for use in HVH2:: No Approved for use outside HVH2: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-21 PSF Other, The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 15279.8 008 W4-09 DSIE-1F171:4300, 4301, 4310, 4400, 4401, HOG, HDGL, HDGF, 66, 66G, 67, 67G, 68, SP200, SF200, SE200, 6200, 6201, 6203 Limits of Use Approved for use in HVH2: No Approved for use outside HVH2: Yes Impact Resistant: No Design Pressure: +28 PSF/-29 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). Certification Agency Certificate FLIS279 RS C CAC Letter with oroof of contract and nroof of insoection.odf FLIS279 RS C CAC W3 Listino Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FLIS279 RS It 104028-RevOl.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Double -skin Insulated PUP. (exterior skin 27 ga. min.; interior skin 27 ga. min.) Double -Car (9'2" to 16'0" wide) WINDCODE® W3 Garage Door Certification Agency Certificate FL1S279 R5 C CAC Letter with proof of contract and oroof of insoection.odf FLIS279 R5 C CAC W3 Listino Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL1S279 R5 II 104168-RevOl.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Steel Pan (min. 25 ga.) Double -Car (9'2" to 16'0" wide) WINDCODE® W3 Garage Door Certification Agency Certificate FL1S279 RS C CAC Letter with proof of contract and proof of insoection.Ddf FL1S279 RS C CAC W3 Listino Intertek.odf Quality Assurance Contract Expiration Date OS/21/2028 Installation Instructions FL15279 RS II 101308-Revl2.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 2" Double -skin Insulated EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.) Single -Car (up to 9'0" wide) WINDCODE® W4 Garage Door Certification Agency Certificate FLIS279 RS C CAC Letter with proof of contract and proof of insoection.odf I FLIS279 R5 C CAC W4 Listino Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FLIS279 RS it 1016S2-S-Revil.odf Verified By: Intertek Testing Services NA,. Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.9 009 W4-09 DSIE-11`471: G02SP, Gallery/Artistry/Expressions: 2" Double -skin Insulated EPS GR2SP, GD2LP, GR2LP, AR2SP, (exterior skin 27 ga. min.; interior skin 27 ga. min.) Single AR2LP, ED2SP, ED2LP, 4302, Car (up to 9'0" wide) WINDCODE® W4 Garage Door HDGC, 6202, Sk158, MFC68 Limits of Use Certification Agency Certificate Approved for use in HVH2: No FL15279 RS C CAC Letter with proof of contract and proof Approved for use outside HVH2: Yes of insoection.odf Impact Resistant: No FLIS279 RS C CAC W4 Listino intertek.odf Design Pressure: +28 PSF/-29 PSF Quality Assurance Contract Expiration Date Other: The standard glazing available for this product OS/21/2028 meets the wind load requirements of the building code but Installation Instructions FL15279 RS II i03969-8-RevO2.odf https://www.floridabuilding.org/pr/pr_app_dti.aspx?param=wGEVXQwtDgv3yVVKJZ 1 Q... 2/1 /2018 Florida Building Code Online Page 4 of 6 DOES NOT meet the impact resistant requirement for Verified By: Intertek Testing Services NA, Inc. windborne debris regions. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.10 010 W4-09 DSIU-IF171: 9200, Double -skin Insulated PUR (exterior skin 27 ga. min.; 9201, 9203, HDP20, HDPF20, interior skin 27 ga. min.) Single -Car (up to 9'0" wide) HDPL20, 7200, 7201, 7203, 8200, WINDCODE® W4 Garage Door 8201,8203 Limits of Use Approved for use in HVHZ, No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +28 PSF/-29 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the Impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 15279.11 I011 W4-09 DSIUO-1K479: Canyon Ridge/Brookstone Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +28 PSF/-29 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1.609.1.4 FBC). 15279.12 012 W4-09 PAN-2F1S1: 73,1500, 75, 190, 84A, 94, 76, 42, 48, 55, 42B, 48B, 55S, 4RST, 6RST, 4RSF, 6RSF, 2RST, GOSS, GDSSV, GR5S, GR5SV, AR5S, ARSSV, EDSS, EDSSV Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25 PSF/-32 PSF Other: The standard glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. 15279.13 013 W4-09 PAN-2F441: G4S, GS4, G4L, GL4, GD4S, GD4L, GR4S, GR4L, G4SV, GS4V, G4LV, GL4V, GD4SV, GD4LV, GR4SV, GR4LV, E4S, E4L, ED4S, ED4L, E4SV, E4LV, EDSSV, ED4LV, SS4, SL4, AR4S, AR4L, SS4V., SL4V, AR4SV, AR4LV Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25 PSF/-32 PSF Other: The standard glazing available for this product meets the wind load requirements of the.building code but DOES NOT meet the impact resistant requirement for windborne debris regions. Certification Agency Certificate FL15279 RS C CAC Letter with proof of contract and oroof of insoection.odf FLIS279 RS C CAC W4 Listing Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FLIS279 RS If 104183-RevOl.odf• Verified By: Intertek Testing -Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Double Skin Insulated PUR (exterior skin 27 ga. min.; interior skin 27ga. min.) with Overlay Single -Car (up to 9'0" wide) WINDCODE® W4 Garage Door Certification Agency Certificate FLIS279 RS C GAG Letter with oroof of contract and proof of insoection.odf FL15279 RS C CAC W4 Listing Intertek.odf Quality Assurance Contract Expiration Date OS/21/2028 Installation Instructions FL1S279 RS li 1044S6-RevOl.ndf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Steel Pan (min. 25 ga.) Single -Car (up to 9'0" wide) WINDCOOE® W4 Garage Door Certification Agency Certificate FL15279 RS C CAC Letter with oroof of contract and oroof of inspection.odf FLIS279 RS C CAC W4 Listin6 Intertek.odf Quality Assurance Contract Expiration Date OS/21/2028 Installation Instructions FLIS279 RS II 3001S9-8-Revi6.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Gallery/Artistry/Expressions: Steel Pan (min. 24 ga.) Single - Car (up to 9'0" wide) WINDCODE® W4 Garage Door Certification Agency Certificate FLIS279 RS C CAC Letter with oroof of contract and proof of inspection.odf FLJS279 RS C CAC W4 Listing Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL1S279 RS II 103486-B-Rev08.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: IS279.14 014 W4-09 SPO-21`449: Grand Steel Pan (min. 24 ga.) with Overlay Single -Car (up to Harbor, Stone Manor 9'0"wide) WINDCODE® W4 Garage Door https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZ 1 Q... 2/1/2018 Florida Building Code Online Page 5 of 6 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHz: Yes Impact Resistant: N/A Design Pressure: +25 PSF/-32 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1:4 FBC). 15279.15 015 W4-16 DSIE-1F171:4300, 4301, 4310, 4400, 4401, HOG, HDGL, HOGF, 66, 66G, 67, 67G, 68, SP200, SF200, SE200, 6200, 6201, 6203 Limits of Use Approved for use in HVHz: No Approved for use outside HVH2:: Yes Impact Resistant, No Design Pressure: +25.5 PSF/-25.5 PSF Other: The standard glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. 15279.16 016 W4-16 DSIE-1F471: GD2SP, GR2SP, GD2LP, GR2LP, AR2SP, AR2LP, ED2SP, ED2LP, 4302, HDGC, 6202, SFC68, MFC68 Limits of Use Approved for use in HVH2: No Approved for use outside HVH2: Yes Impact Resistant: No Design Pressure: +25.5 PSF/-25.5 PSF Other: The standard glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. Certification Agency Certificate FLi5279 RS C CAC Letter with proof of contract and proof of inspection.odf FL15279 RS C CAC W4 Listing Intertek.odf Quality Assurance Contract Expiration Date OS/21/2028 Installation Instructions FLi5279 RS I1 103549-RevO6.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 2" Double -skin Insulated EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.) Double -Car (9'2" to 16'0" wide) WINDCODE® W4 Garage Door Certification Agency Certificate FLi5279 RS G CAC Letter with proof of contract and nroof of inspection.odf FLi5279 R5 C CAC W4 Listing Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FLi5279 RS II 101481-13-Revl3.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Gallery/Artistry/Expressions: 2" Double -skin Insulated EPS exterior skin 27 ga. min.; interior skin 27 ga. min.) Double - Car (9'2" up to 16'0" wide) WINDCODE® W4 Garage Door Certification Agency Certificate FLi5279 RS C CAC Letter with proof of contract and proof of insoection.odf FL1S279 RS C CAC W4 Listing intertek.odf Quality Assurance Contract Expiration Date OS/21/2028 Installation Instructions FL15279 R5 ii 104029-B-RevO3.odf Verified By: Intertek Testing Services NA, Inc. Created by independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.17 017 W4-16 OSIEO-11`4 9: Double Skin Insulated EPS (exterior skin 27 ga. min.; Coachman/Settlers/Affinity interior skin 27ga. min.) with Overlay Double -Car (up to 16'0' wide) WINDCODE® W4 Garage Door Limits of Use Approved for use in HVMZ: No Approved for use outside HVH2: Yes Impact Resistant: N/A Design Pressure: +25 PSF/-25 PSF Other, The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windbome debris regions (ref 1609.1.4 FBC). 15279.18 018 W4-16 DSIU-1F171: 9200, 9201, 9203, HOP20, HDPF20, HDPL20, 7200, 7201, 7203, 8200, 8201, 8203 Limits of Use Approved for use in HVH2: No Approved for use outside HVH2: Yes Impact Resistant: N/A Design Pressure: +25.5 PSF/-25.5 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). Certification Agency Certificate FL15279 RS C CAC Letter with proof of contract and oroof of inspecdon.odf FLi5279 RS C CAC W4 Listing Intertek.ndf Quality Assurance Contract Expiration Date OS/21/2028 Installation Instructions FLi5279 RS ti 103046-RevO7.odf Verified By: Intertek Testing Services NA, Inc. Created by independent Third Party: Evaluation Reports Created by Independent Third Party: Double -skin Insulated PUR (exterior skin 27 ga. min.; Interior skin 27 ga. min.) Double -Car (9'2" to 16'0" wide) WINDCODE® W4 Garage Door Certification Agency Certificate FL15279 RS C GAG Letter with proof of contract and nroof ofinsoection.odf FLi5279 RS C CAC W4 Listino Intertek.odf Quality Assurance Contract Expiration Date OS/21/2028 Installation Instructions FLi5279 RS I1 104169-RevOl.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Parry: Evaluation Reports Created by Independent Third Party: https://www. floridabuilding. org/pr/pr_app_dtl. aspx?param=wGEVXQwtDgv3 yVVKJZ 1 Q... 2/ 1 /2018 Florida Building Code Online Page 6 of 6 15279.19 019 W4-16 DS1UO-1K479: Canyon Double Skin Insulated PUR (exterior skin 27 ga. min.; Ridge/Brookstone interior skin 27ga. min.) with Overlay Double -Car (9'2" to 16'0" wide) WINDCODE® W4 Garage Door Limits of Use Approved for use in HVH2: No Approved for use outside HVH2: Yes Impact Resistant: N/A Design Pressure: +25.5 PSF/-25.5 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). Certification Agency Certificate FL15279 R5 C CAC Letter with proof of contract and oroof of in50ection.ndf FL15279 RS C CAC W4 Listino Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 RS (I 104457-RevO2.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.20 020 W4-16 PAN-2F153: 73, 1500, Steel Pan (min. 25 ga.) Double -Car (9'2" to 16'0' wide) 75, 190, 84A, 94, 42, 48, 55, WINDCODE®•W4 Garage Door 4RST, 6RST, 4RSF, 6RSF, GD5S, GDSSV, GRSS, GRSSV, ARSS, ARSSV,EDSS,EDSSV Limits of Use Approved for use in HVH2: No Approved for use outside HVH2: Yes Impact Resistant: No Design Pressure: +24 PSF/-24.S PSF Other, The standard glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. Go to Page = a Certification Agency Certificate FL15279 RS C CAC Letter with proof of contract and proof ofinsnection.odf FL15279 RS C CAC W4 Listino Intertek.odf Quality Assurance Contract Expiration Date OS/21/2028 Installation Instructions FL15279, RS Il 101711-B-RevIS.adf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: eack Nett 40 0 Page l/8d 0 Contact us :: 2601 Weir Stone Road, Tallahassee Fl. 32399 Phone: 950- 97-1924 The State ofFlorida isan AA/EEO employer. Copyright 2007.2012 State of Florida.:: Privacy Statement :: Accessibility statement :: Refund Statement Under Florida law, email addresses are pudicrecords. 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. Ityou have anyquestions, please contactaS0.467.1395. `Pursuant to Section 455.27S(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 45S, F.S. must provide the Department with an amall address If they have one. The emalls provided may be used for official communication with the licensee. however email addresses are publicrecord. If you do not wishto supply a personal address, pleaseprovide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 45S, F.s., please click h=-. : , Product Approval Accepts: ' 0 Cred1 Cr':rd Safe https://www.floridabuilding.orglprlpr_app_dtl.aspx?param=wGEVXQwtDgv3yVV JZ1Q... 2/1/2018 m zara•.: runTASSIAMHXIDIMSeiDXmas aTa nr re CLOPAOt. Ov. Lorr t ty AIMt AA7/Vnt yW.r A„ m•Tr ATAn T mes , en. SHEET 1 OF 2 OPTIONAL GLAZING MAY BE STANDARD OR IMPACT RESISTANT GAZING. SEE SECTION B-B FOR DETAILS. MAX STANDARD SIZE IS 42-1/2'.16-. IMPACT RESISTANT GLAZING IS 21-3/6•04-1/6'. n nm u uon u nni iun nm um n: - — AMR IOI IIOI ICMR, II01.01(0I ri1w r.e. aa pprr/ ppp eACAmme oneeK Wlq1. A Vonset 4Yae4 w" NOR rOaOoe I e¢ em rom - Tr-4• IUMVRoesRNSE".n MW UMIN IWit I DD a two M!m-Avn a SAW rivm Ne/S* emT own It DENSITY POLYSTYRENE FOAM DNSUATKIN1-5/10' THICK WITH VINYL HAIRCELL tor• A BACKER (INSULATED MODELS ONLY) s25 GA. MIN. GALV. STEEL SKIN WITH A DIKED -ON PRIMER. m weri Ja.OSJ tILIaa1 AND A BAKED -ON POLYESTER 1a'LTC aDLY TOP COAT APPLIEDTOOWNSIDESOFSTEELSKIN. SEE SHEET TWO FOR IMPACT RESISTANT CONSTRUCTION DETAIL A' AND STANDARD CONSTRUCT DETAIL 'B*; TRACK AND JAMB DETAILS. 4s toe, , mf M OeLmf O[ mm wm m lie LLANn eNo -: SIM mm AOIVtee A ra eaml R Aep-1b IR tt IOIDA09Wi,IYO 9 000® Aoa, ,u r a Tom Is arias DD nmL aMD we•O IBM a.000mmwma ee tl0L uaaw tn . clamIIOla7,tt roo.TO 4® tLe G. At tt t m , mn As v e tv s 0 Clopay Building Products °MASSSON01'I`EN 44550V440 Cmmnnnv ( 513) IT70-4800 12 GA CALK STEEL TOP ROLLER BRACKET. EACH BRACKET ATTACHED W/(4) 14 5 B' SHEET METAL 14 GA BALV. ROLLER HINGE. EACH NO= FASTENED TO END STILES WITH ( 4) #14.5/6' SHEET METAL SCAM AND (4) 1/4'. 3/4• SELF TAPPING SCREWS. SEE VIEW V. 3' TALL . 20 CA CALK STEM U- BARS IN A 2-1-2-1 PATTERN (I. E.M TWO U-R" ON BOTTOM SECTION. ONEU-BAIT ON NEAP SECTION. ETC.). EACH U-BM ATTACHED PWITH ER 5 1lF1/ T/ . SELF TAPPING SCREWSATTACHED WITH STEEL 2) J1144/88' SHEET METAL SCREW& DESIGNLOADS: +24.0 PST d -24. 5 PSF TEST LOADS: +38.0 PST Nt -37. 0 PSF PAN-2F1S3 vsminAe ulna Nu Its sIm W 4 16'O'W . 1G'O' H 1/3/97 K'cavtm CLASSIC AND CH RP STEEL PAN ro JAC DOUBLE -CAR. 16V +24/-24. 5 PSF 10 Mww B RAvDc *"K* 1017,, BC cMMQ mw Olson AlelDratam IDam es M n rA m MAP1o1LrEW W!!. ass Gmv. alty to AM I Asssv sAlsua Iws ma omv IMPACT RESISTANT ASSEMBLY DETAILS DRAWING 101711-A I SECTION B-B IMPACT -RESISTANT C"7IND OPTION) DI11L Y ciao -li .°0amk. onasalmoMror.otap rM 1ApM a me a/MI pn.Dt son m AleramO. of tanllma IEWp I.00O W IIMII M at wllo ll) M • A/r roll IrID NnoaKau" rowrwkt11s I STANDARD ASSEMBLY DETAILS DRAWING 101711-9 SECTION B-B (NON -IMPACT RESISTANT n A>•IND OP1fON1 IMW raid ail Rv. ODOM Dk 0MW SMML NwE llta ANIMA FVAW a INnMG TAW Fes' IO aAD10 111011 md;: UM RTANK pu/r tMll taAp eaRlr. STANMRD ASSEMBLY CONSTRUCTION: al1aML mL oo a t s` mm t m ON 11011CPoP1AMLryaso1Aar a PrAVDm loa M /FwSAInO.ED OM II.L11L• M AnmRONIM aM al'/IM M Dm am AIIDA7 Astum w a1N1WILE kill on t1Lln1 Mal M no 10.11 RNnDOIa M M FIDIaAMAIAW CODE M MDM1 " aaoMO0 Newt tsztllva Dose smom Dv. oMnD to r1r,AMit mw 4 MNLMN anon1 1 m oATa 2K M uo oommlSHEET 2 OF 2 KIM Ili ss mlMlOaDa WI Of ealr®1 N NwmE A luml 6CWWW MAR NWFORAL MI® M IIDf 1WLD W r aav[ AAatl onus a >N aRlm 1mA00 A w oaomosA on Nil®. nil onx Alone 1/ rr WAITsaws CM li t>llma (f ro AIM. n opllU ar• onrloa Ip-" . s aoap 1• DA wvae o1N tAIAbR ANC n r1a MIO D MOMIARID ROr11 W FROM A IYBI MOLW 0sutra. xaRaroa MIaA aD No 1 V Ia0. 1001 10 M5M U11-NI. A IA.U® lQa1Mr 011, 111,11111) AnticALTMM rmnm Alp/a AIM m1olROWtor wnwmx er Au.w an, n` M. o/ A wan 2410AW11R Ao mloss. m DO Dia D1 slow MLv. elm o11R mats DATE asDnllnN N 9RET pp lanl max, ! n 7 Ir l0. ` NA/A• /m l R Woolrg100 W 1l M wLv. DtGOt Np Gal IN@ 1m Vila, aIAtIRa. r1LTpm W no man — - NmF_ WACM CONODIAiAWN yk W GaWaai I1.q/o' am Ira mains Am (Q i Nr sinsowap•.Yr mr rA sD moos. AWA ME DOOR CPENDIO p 1/r w am DOES NOT AFFECT 111E LAND r to DAL aDW sum am ore Now LOAD RATING OF FIGS DOOR elm on Him m r( Hanzommomk rrnm sionteertAu obaa Ali IDm0111 1: M mil OF M AAaloa Son0.TANl DDOIa OwlD M 17 G Wv. am MD MORE U01 IOP BIGCKET DODIIF HORROMAL Al9' nNDalla OMItNIWWAorAIDINGratMKanoMORpCR1[ AND M W MMm1 kill OUPWO BLUM W= M M Iaoe M1 Atlpp 1Q amp A" Wool l>) Ir t- p/." 11m0 LAD mORR TIADIf Ia1D M M MARN0. IUD J>1HAFJI NEA BROOM OPT= et. r 0.1W. Am 1RIRall. 111011 M7olmLWpM. t- 1/r.1D n D1Lv. DIm IRM aM ID. B6 4) taia aMMm M Dt r MMO ANALIM 0 7®m 7rr-ate a 2 Clopay wP esamb m10t WE ' BuildingProducts rSOI ON 41040 t FstML Cmmnnnv ( s13) n0-eo0 WOOL 6 7rILL llnml aAD AIO 10 1RAM RIa1F1 B Ilof W D1® ?r O.L• 1• MIe1n1 DrvL MDt 1 noNOLI r tpR roe onAA r m smolt DESIGN LOANS: + 24. 0 PSF R -24.5 PST TEST LOWS: +38. 0 PSF Is -37.0 PSF MPC: PAW-2F153 RA1pD W4 kola om leoti( a eo- H Mro 1/3/ 97 ltsav)m CLASSIC AND CH DOUBLE -CAR. ISV RP STEEL PAN 24/-24.5 PSF SAWN Ar JACDm¢I sT MWW auvoc tssooe 101711 BC Florida Building Code Online Page 1 of 4 tiIN- SCIS Home I Log In I User Registration Hot Topils ( Submit Surcharge ( scats B Facts Publications ( PBC Stan ( BCIS Site Mao I Unlct I search d- rdor „ ProductApproval T_ USER: Public User a Product Approval Menu > Product or Applcaton Search > Application List > Application Detail FL # FL17499-R3 Application Type Revision Code Version 2017 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission If necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved 19 MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsidinger@miwd.com Brent Sitlinger bsidinger@miwd.com Windows Single Hung Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE 0 Validation Checklist - Hardcopy Received Standard AAMA 506 AAMA/WDMA/CSA 101/I.S.2/A440 AAMA/WOMA/CSA 101/I.S.2/A440 Method 1 Option A 01/15/2018 01/15/2018 01/21/2018 Year 2011 2008 2011 https://www.floridabuilding.oralprlpr_app_dtl.aspx?param=wGEVXQwtDgtCUGgvj Qiz6B... 2/1 /2018 Florida Building Code Online Page 2 of 4 Summary of Products FL # Model, Number or Name Description 17499.1 185 SH 36x84 Fin/Flange Frame IG/SG Impact Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R3 C CAC Mi Windows . 185 SH (Fin) Imoact 4 dfApprovedforuseoutsideHVHZ: Yes Impact Resistant: Yes FL17499 R3 C CAC MI Windows - 185 SH (Fin) Impact (S) Done.odfDesignPressure: +55/-5S Other: R-PG55`, Missile Level 0, Wind Zone 3. Glass to be FL17499 R3 C CAC MI Windows - 185 SH (Flanoe) Imoact 3).odfbeddedinPecora896sealant. FL17499 R3 C CAC MI Windows - 185 SH (Flange) Impact 4).odf Quality Assurance Contract Expiration Date 10/.17/2018 Installation Instructions FL17499 R3 11 08-0254SB.odf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R3 AE S133218-3.odf Created by Independent Third Party: Yes 17499.2 185 SH 52x72 Fin/Flange Frame IG/SG Single Hung Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R3 C CAC APC(13361)EI726.01-109-47-RO 185 SH(FLG waiver).odfApprovedforuseoutsideHVHZ: Yes Impact Resistant, No FL17499 R3 C CAC MI Windows - 185 SH (Fin) (11).odf FL17499 R3 C CAC MI Windows - 185 SH (Fin) (12).odfDesignPressure: +60/-60 FL17499 R3 C CAC MI Windows - 18S SH (Flanoe) Other: R-PG60 10).odf Quality Assurance Contract Expiration Date 10/08/2018 Installation Instructions FL17499 R3 II 08-02S49B.odf Verified By: Luis R Lomas PE-62514 Created by independent Third Party: Yes Evaluation Reports FL17499 R3 AE 5133276-4.odf Created by Independent Third Party: Yes 17499.3 185 SH 36x84 Fin/Flange Frame IG/SG Single Hung Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R3 C CAC APC(13363)Ei729.01-109-47-RO 185 SH (FLG waiver).odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL17499 R3 C CAC MI Windows - 185 SH (Fin) (13).odf FL17499 R3 C CAC MI Windows - 185 SH (Fin) (14).odfDesignPressure: +60/-60 FL17499 R3 C CAC Mi Windows - 185 SH (Flanoe) Other: R-PG60• ll).odf Quality Assurance Contract Expiration Date 10/17/2018 Installation Instructions R3 II 08-02550B.odfFL17499 Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R3 AE S13328B-S.odf Created by Independent Third Party: Yes 17499.4 18S SH 36x71 Fin, Finless, Flange Frame IG Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ:No FL17499 R3 C CAC APC H0462.01-109-47-RO 185 SH 042522).odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No Quality Assurance Contract Expiration Date Design Pressure: +60/-67 04/25/2022 Other: R-PG60• Installation Instructions FL17499 R3 II 08-03163.0df Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R3 AE 514082.odf Created by Independent Third Party: Yes 17499.5 185 SH S2x72 Fin/Flange Frame IG/SG Impact Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ, No FL17499 R3 C CAC M1 Windows - 185 SH (Finl Impact 21.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: Yes FL17499 R3 C CAC Ml Windows - 185 SH (Fin) Imoact https://www. floridabuilding. org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtCUGgvj Qiz6B... 2/ 1 /2018 Florida Building Code Online Page 3 of 4 Design Pressure: +SS/-55 3).odf Other: R-PGSS, Missile Level D, Wind Zone 3. Glass to be bedded in Pecora 896 sealant. FL17499 R3 C CAC MI Windows - 185 SH (Flanoel Imoact 2).odf FL17499 R3 C CAC MI Windows - 185 SH (Flanoel Imoact 5).odf Quality Assurance Contract Expiration Date 10/10/2018 Installation Instructions FL17499 R3 II 08-02544B-l.odf Verified By: Luis R Lomas PE 62S14 Created by Independent Third Pally: Yes Evaluation Reports FL17499 R3 AE 513320E-l.odf Created by Independent Third Party: Yes 17499.6 185 SH 52x84 Fin/Flange Frame IG/SG Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: 'No FL17499 R3 C CAC APC(13362)E1725.01-109-47-R0 185 SH(FLG waiverl5-81G 1-8A 52 1-SX84 R60(100918).odfApprovedforuseoutsideHVHZ: Yes FL17499 R3 C CAC MI Windows - 185 SH (Fin) (10).odfImpactResistant: No FL17499 R3 C CAC MI Windows - 185 SH (fin) (9).odfDesignPressure: +60/-60 Other: R-PG60 FL17499 R3 C CAC MI Windows - 18S SH (Flanoe) (9).odf Quality Assurance Contract Expiration Date 10/09/2018 Installation Instructions FL17499 R3 Ii 08-02546B-2.odf Verified By: Luis R Lomas PE 62S14 Created by Independent Third Party: Yes Evaluation Reports FL17499 R3 AE 513322E-2.odf Created by Independent Third Party: Yes 17499.7 185 Triple SH 111x72 Fin Frame IG/SG Single Hung 11002 Flange Frame IG/SG Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ, No Approved for use outside HVHZ: Yes FL17499 R3 C GAG MI Windows - 185 SH Triole (Finl 3).odf Impact Resistant: No FL17499 R3 C CAC MI Windows - 18S SH Triole (Fin) Design Pressure: +50/-50 41.adf Other: R-PGSO' Fu7499 R3 C CAC MI Windows - 185 SH Triole (Fiance) 3).adf FL17499 R3 C CAC MI Windows - 185 SH Triole (Flanoel 4).odf Quality Assurance Contract Expiration Date 10/20/2018 Installation Instructions FL17499 R3 It 08-02548B.odf Verified By: Luis R Lomas PE 62*14 Created by Independent Third Party: Yes Evaluation Reports FL17499 R3 AF 5133248-6.odf Created by Independent Third Party: Yes 17499.8 18S Twin SH 10602 Fin Frame IG/SG Single Hung 10502 Flange Frame IG/SG Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R3 C CAC MI Windows - 185 SH Twin (Fin) Approved for use outside HVHZ: Yes 3).odf Impact Resistant: No Design Pressure: +45/-45 FL17499 R3 C CAC MI Windows - 185 SH Twin (Flnl 4).odf Other: R-PG45 FL17499 R3 C CAC MI Windows - 18S SH Twin (Fiance) 31.odf FL17499 R3 C CAC MI Windows - 185 SH Twin (Flanoel 4).odf Quality Assurance Contract Expiration Date 10/20/2018 Installation Instructions FL17499 R3 II 08-02547B-7.odf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R3 AE S13323B-7.odf Created by independent Third Party: Yes Batyt Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 8SO-487-1824 The state of Florida Is an AA/EE0 employer. Copyright 2007.2013 State of Florida.:: Pnvacv Statement :: Accessibility Statement ;: Refund Statement https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtCUGgvj Qiz6B... 2/1 /2018 Florida Building Code Online Page 4 of 4 Under Florida law, emall addresses are public records. If you do not want your e-mail address released in response to public -records request. do hot send electronic mall to Nis entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact BS0.487.139S. 'Pursuant to Section 4SS.27S(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 4SS, F.S. must provide the Department with an email address If they 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 an be made available to the public. To determineif you are a licensee under Chapter 4SS, F.S., please click haL. Product Approval Accepts: g securiti-attTiucs https://www.floridabuilding.orglprlpr_app_dtl.aspx?param=,A,GEVXQwtDgtCUGgvj Qiz6B... 2/ 1/2018 NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REOUIREMENTS OF THE FLORIDA BUILDING CODE. 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. 1X BUCK OVER MASONRY/CONCRETE IS OPTIONAL. 4. WHERE SHIM OR BUCK THICKNESS IS LESS THAN 1-1/2" WINDOW UNITS MUST BE ANCHORED THROUGH THE FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE MATERIAL. 5. WHERE WOOD BUCK THICKNESS IS 1-1/2" OR GREATER, BUCK SHALL BE SECURELY FASTENED TO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE. WINDOW UNITS MAY BE ANCHORED THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. 6. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD, 7. BUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT IS PROVIDED. 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 STACK TO BE 1/4". 9. SHIMS SHALL BE LOCATED, APPLIED AND MADE FROM MATERIALS AND THICKNESS CAPABLE OF SUSTAINING APPLICABLE LOADS. 10. WIND LOAD DURATION FACTOR Cd-1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. I). FRAME MATERIAL: EXTRUDED RIGID PVC. 12. UNITS MUST BE GLAZED PER ASTM E1300-04/09, SEE SHEET 11 FOR GLASS DETAILS. 13. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 14. FOR ANCHORING THROUGH FIN INTO WOOD FRAMING OR 2X BUCK USE S8 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. REYMONS I REV I DESCRIPTION I DATE I APPROVED 1 A I REVISED ANCHOR SPACING & CHARTS I D7/11/16 I R.L. IBREVISEDGLASSID/02/17 R.L. 15.FOR ANCHORING THROUGH FRAME INTO WOOD FRAMING OR 2X BUCK USE 010 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 16.FOR ANCHORING THROUGH FRAME INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE'A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 17. FOR ANCHORING THROUGH FRAME INTO METAL STRUCTURE USE 110 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 18. ALL FASTENERS TO BE CORROSION RESISTANT. 19. 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-D.42 B. CONCRETE: MINIMUM COMPRESSIVE STRENGTH OF 2.ODO PSI. C. MASONRY: HOLLOW/FILLED BLOCK PER ASTM C90 WITH Fm-2.ODOPSI MINIMUM. D. METAL STRUCTURE: STEEL 18GA (.048') FY-33KSI/FU=52KSI OR ALUMINUM 6063-75 FU-30KSI .048" THICK MINIMUM I TABLE OF CONTENTS 1 SHEET NO. DESCRIPTION 1 NOTES 2 — 3 ELEVATIONS 4 — 10 INSTALLATION DETAILS 11 COMPONENTS SIGNED: 1211412017 MI WINDOWS DDOODOORS, 6soWMARKETSTREETi, GRATZ. PA 17030-0370 J\5v11W I'to GEN&. p/ e 0,,6 5r r SERIES185ALUMINUMSINGLEHUNGWINDOW52" X 72" NON —IMPACT 0 NOTES E 0 ,, $TATOFi^;C[ OR% DRAWN: DWGNO. REV i/S ONAj1E` 08-0022549BfillLuisR. Lomas P.E. FL No.: 62514 scut aTE NTS 12/29/14 I OF 11 LROBERTOLOLIASP.E 1432 WOODFORD RD LEMSVKLE. AC 27023 434480-0509 RwTna® IkmstpN.rom 7 M FR HEI 52" MAX FRAME WIDTH -- 2" MAX 16- MAX D.C. —I 2- MAX 1- 16' O.C. OMAX 2" T_ 4X WE CHT 4 52- MAX FRAME WIDTH 2- MAX F 16- MAX D.C. -- I 2- MAX 2" 16" OMAX / O.C. / A' t 72" T— MAX FRAME HEIGHT X 185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW EXTERIOR VIEW DESIGNER EXTERIOR VIEW FLANGE d FINLESS INSTALLATION FLANGE d FINLESS INSTALLATION SEE CHART Al FOR SMALLER UNITS REOUIRED ANCHORS SEE CHART Of FOR SMALLER UNITS REQUIRED ANCHORS DESIGN PRESSURE RATING IMPACT RATING t60.OPSF NONE NOTES: 1. MAXIMUM SASH SIZE: 51- X 36". 2. MAXIMUM SASH D.L.O.: 47 5/8- X 32 1/2 3. MAXIMUM FIXED D.L.O.: 49 3/8- X 32 1/2-, BLOCK AND TACKLE BALANCE AT JAMBS REVISIONS . DESCRIPTION DATE APPROVED REVISED ANCHOR SPACING & CHARTS 07/11/16 R.L. REVISED GLASS IO/02/17 R.L. CHART N1 Number of anchor locations required Frsmo Frame Width In Holght 18.00 24.00 30.00 36.00 42.00 48.00 52.00 in) Head Jemb Head JambF35 Hied Jamb Head Jamb Head Jamb Head Jamb 24.00 2 3 3 3 D 3 4 3 4 3 4 3 30.00 2 3 3 3 3 3 4 3 4 3 4 3 36.00 2 3 3 3 3 3 4 3 4 3 4 3 4200. 2 4 3 4 3 4 4 4 4 4 4 4 48.00 2 4 3 4 3 4 4 4 4 4 4 4 54.00 2 5 3 5 3 5 4 5 4 5 4 5 60.00 2 5 3 5 3 5 4 5 4 5 4 5 66.00 2 5 3 51 3 1 5 1,3 5 4 5 4 5 4 5 72.00 2 1 6 3 1 B 1 3 1 6 1 3 B 4 6 4 B 4 B MI WINDOWS AND DOORS, LLC 650 WEST MARKET STREET GRATZ. PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52" X 72" NON -IMPACT FLANGE & FINLESS ELEVATIONS DRARN. No. N.G. DND 08-02549 SCALE NTS • "IE 12/29/14 OW 2 OF It L. ROBERTO LOMAS P.E. 102 WOODFORD RD LEWISVILLE. NC 27023 131.60e-0609• IRenwt®ebinsp.avm SIGNED: 1211412017 J S 1R IIL o4, r TAT 5EOFilry0'e s; AZORIOP •G Luis R. Lomos P.E. FL No.: 62514 7 M FR HEI 52' MAX FRAME WIDTH I 2" MAX 10" MAX O.C. I r 2' MAX 2" MAX 10' MAX O.C. O 2' 4X UAE CHT X 2'flmL 10' MAX O.C. I 52' MAX FRAME WIDTH 10" MAX O.C. 72' MAX FRAME HEIGHT - F/ RLVISX" •• RLv DESCRIPTION M1E I APPWA; A REVISED ANCHOR SPACING & CHARTS 07/11/16 R.L. 2" MAX B REVISED GLASS 10/02/17 R.L. CHART#2 Number of anchor locations required Frame Frame Wldlh In Height 16.00 1 24.00 20.00 1 36.00 42.00 48.00 52.00 11n) H 6 5 Jamb H 8 S Jamb H 6 S Jamb H 6 S Jamb H 6 S Jamb H 6 S Jamb H 6 S Jamb 24.00 3 3 3 3 4 3 5 3 5 3 6 3 6 3 30.00 3 4 3 4 4 4 4 4 5 4 6 4 6 4 36.00 3 5 3 5 4 5 5 5 5 5 6 5 6 5 42.00 3 5 3 5 4 5 5 5 5 5 6 5 6 5 48.00 3 6 3 6 4 6 5 6 5 6 6 6 6 6 54.00 3 6 3 6 4 6 5, 6 5 6 6 B 6 6 60.00 3 7 3 7 4 7 7 5 7 6 7 7 66.00 3 B 3 6 4 8 5 8 5 8 6 8 r2, 8 72.00 3 8 3 8 4 8 5 8 5 B 6 8 6 8 I ) ' 185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW EXTERIOR VIEW EXTERIOR VIEW FIN INSTALLATION FIN INSTALLATION SEE CHART 02 FOR SMALLER UNITS REQUIRED ANCHORS SEE CHART12 FOR SMALLER UNITSREOUIREDANCHORS DESIGN PRESSURE RATING IMPACT RATING 60.OPSF NONE SIGNED: 1211412017 NOTES: 1. MAXIMUM SASH SIZE: 51' X 36". 2. MAXIMUM SASH D.L.O.: 47 5/8' X 32 1/2'. 3. MAXIMUM FIXED D.L.O.: 49 3/8' X 32 1/2'. MI WINDOWS NDEDOORS, TLLC GRATZ, PA 17030-0370 51R ILpJ y iv, GENS •J+ 10 5 *= SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52" X 72" NON -IMPACT FIN ELEVATIONS i'/jSTATE OF W PFS ;cf N/7S/ONAj1f 11` DRAM DWG NO. 08-02E549 RLv B seat artNTS 1LRMRT4 3 OF 11 HARDWARE SCHEDULE 12) METAL SWEEP LOCK AT8' FROM EACH END INTERIOR MEETING RAIL 2) BLOCK ANDTACKLE BALANCE AT JAMBS Luis R. Lomos P.E. FL No.: 62514DORDRDLEauSP.E. 113I NVODFORD RD LEWISVILLE,I 2702J 3r'6Be-m9 dbMS@ebnn com RrAsioNs • 1/2" MIN RLv D=RVDDN DATE APVpWLD EDGE DISTANCE A REVISED ANCHOR SPACING & CHARTS 07/11/16 R.L. WOOD FRAMING OR 2X BUCK B REVISED CLASS 10/02/17 R.L. BY OTHERS 1 1/4" MIN. EMBEDMENT BACKER ROD APPROVED 1/4" MAX. SEALANT SHIM SPACE BACKER ROD APPROVED SEALANT WOOD FRAMING OR 2X BUCK BY OTHERS 010 WOOD SCREW SILL TO BE SET IN A BED OF APPROVED STRUCTURAL SEALANT 1/4" MAX. SHIM SPACE VERTICAL CROSS SECTION WOOD FRAMING OR 2XBUCK INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS. NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 1 1/4" MIN. EMBEDMENT 1 1/2" MIN EDGE DISTANCE 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS 1/4" MAX. SHIM SPACE INTERIOR BACKER ROD APPROVED EXTERIOR SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS, LLC 65D WEST MARKET STREET GRATZ• PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52" X 72" NON —IMPACT FLANGE INSTALLATION DETAILS DAWN: DWG No. N.C. 08-02549 SCKE NTS DIE 12/29/14 ISHW4 OF 11 L ROBERTO LOl14S P.E. 102 WOODFORD RDLEWISVILLE. NC 27I123 w4as,mg &w6tvirwanpoe m SIGNED: 1211412017 LIO'l, fir' r111Oy6 5•: ° }- p ST(AATT OF i rvZ F 'c[ORIO,• Luis R. Lomas P.E. FL No.: 62514 MET STRUCTU BY OTHE APPROVED SEALANT 1/2" MIN EDGE DISTANCE 1/4" MAX. SHIM SPACE 1910 SMS OR SELF DRILLING SCREW INTERIOR EXTERIOR REVIS06 DESCRIVIM DATE I APPROVED REVISED ANCHOR SPACING & CHARTS 07/11/16 R.L REVISED GLASS 10/02/17 R.L. 1/4- MAX. SHIM SPACE g 10 SMS OR INTERIORSELFDRILLING SCREWS MIN. EDGE DISTANCE EXTERIOR METAL STRUCTURE BACKER RODBYOTHERS & APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SILL TO BE SET IN A BED OF APPROVED STRUCTURAL BACKER ROD SEALANT APPROVED SEALANT 1/4_ MAX. SHIM SPACE METALSTRUCTURE T SIGNED: 1211412017 BY 07I4ERs MI D LLC 1R 1'LID iize EDOOREE,T6sDDOWSWEST n GRATZ, PA 17030-0370 Js VERTICAL CROSS SECTION v• METAL STRUCTURE INSTALLATION SERIES 185 ALUMINUM SINGLE HUNG WINDOW 2 *:' I0 5 t : 52" X 72" NON —IMPACT 9 4 , FLANGE INSTALLATION DETAILS 0 , STATE OF 7!L6', 4FS ,(OR10PNOTES. mkww: owc Ro. Rtv 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS,OB'--59SHOWNFORITSEALANTBYOTHERSTOBE B 77///NA11\\` 2PERIMETER AND JOINTNTSoIE12/29/14 OF 11 DESIGNED INACCORDANCE WITH ASTM E2112 L R09ERTOLOIIAS P.E. LUIS R. Lomos P.E. 1432 WODDFORD RD LEWISVILLE. NG 2hV3 FL No.: 62514434488.OW Yb mWa.m 2 1/ MIN. RE1451CM " RLV 0[StRWtpR W7E .rvRa+Lo EDGE DISTANCE A REVISED ANCHOR SPACING & CHARTS 07/11/16 R.L. CONCRETE/MASONRY BY OTHERS :• n • • r B REVISED GLASS 10/02/17 R.L. 1 1/4" 'MIN. OPTIONAL 1X BUCK EMBEDMENT 1 1/4" MIN. SEE NOTES 3 — 7 EMBEDMENT SHEET 1 MAX' CONCRETE/MASONRY SHHIMIM SPACEBYOTHERS 1/4- MAX. BACKER ROD SHIM SPACE v do APPROVED SEALANT 3/16- TAPCON 3/16" TAPCON INTERIOR INTERIOR 2 1/2" MIN. • EDCE 'v " DISTANCE EXTERIOR BACKER ROD APPROVED OPTIONAL 1X BUCK SEALANT EXTERIOR SEE NOTES 3 - 7 SHEET 1 JAMB INSTALLATION DETAIL CONCRETEA44SONRY INSTALLATION SILL TO BE SET IN A BED OF NOTES: 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS. BACKER ROD APPROVED NOTSHOWNFORCLARITY. APPROVED STRUCTURAL 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE SEALANT SEALANT DESIGNED IN ACCORDANCE WITH ASTM E2112 SIGNED: 1211412017 OPTIONAL 1X BUCK 1/4• MAX. MI WINDOWS AND DOORS, LLC 1 1111IIlii, SEE NOTESHEET 1 SHIM SPACE 650 WEST MARKET STREET GRATZ. PA 17030-0370 J\S R • LO'I1,/ii v,•GENS;9iP CONCRETE/MASONRY SERIES 185 ALUMINUM SINGLE HUNG WINDOW 375607BYOTHERS52" X 72" NON -IMPACT X. (,t poi • = FLANGE INSTALLATION DETAILS 0 , TAT ly e•' f • OF•'P(OR10P• J'` •' a : .. DRAWN: o+v0 RD. RLV N.G.08- 02E549 B i iSS ONAj1 aG\ EA1ENTS 12/29/14 6 OF 11 VERTICAL CROSS SECTION Luis R. P.E. CONCRETE/WSONRY INSTALLATION MV WOODFORD RD LEWISVILLE• NC 27023 625 WOOD FRAMING OR 2X BUCK BY OTHERS BACKER ROD APPROVED SEALANT BACKER ROD APPROVED SEALANT WOOD FRAMING OR 2X BUCK BY OTHERS 1/2' MIN EDGE DISTANCE MAX. SPACE 010 WOOD SCREW SILL TO BE SET IN A BED OF APPROVED STRUCTURAL SEALANT 1/4' MAX. SHIM SPACE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 1 1/4' MIN. EMBEDMENT 1 1/2 MIN EDGE DISTANCE 010 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS RLMSUNS REV DESCRPIM DATE I APPROVED A REVISED ANCHOR SPACING & CHARTS 07/11/16 R.L. B REVISED CLASS 1D/02/17 R.L. 1/4' MAX. SHIM SPACE INTERIOR EXTERIOR BACKER ROD APPROVED SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS, LLC 650 WEST MARKET STREET GRATZ. PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52" X 72" NON -IMPACT FINLESS INSTALLATION DETAILS DRAWN: DOG ND. N.G. 08=02549 SCALE NTS JDAIE 12/29/14 5N[n7 OF 11 LRMATO LORIAS P.E. 1432 HOODFORD RDLEWISVILLE, NC 27023 430-M-OW9 AMu+v*f'w" ve.wM SIGNED: 1211412017 0 111111111/ NON R L 4! eve 0 5w._ TAT E OF •,{rv, Luis R. Lomas P.E. FL No.: 62514 2 1/ MIN. EDGE DISTANCE CONCRETE/MASONRY BY OTHERS u ' ' ! A a / OPTIONAL 1X BUCK •° • °' EMBEDMENTSEENOTES3 — 7 SHEET 1 1/4- MAX. BACKER ROD SHIM SPACE APPROVED SEALANT 3/16- TAPCON 1 1/4- MIN. EMBEDMENT CONCRETE/MASONRY BY OTHERS 3/16- TAPCON 2 1/2- MIN. EDGE DISTANCE I REVISIONS REV OESCRVI" DAZE APPROVED A REVISED ANCHOR SPACING & CIWiTS 07/11/16 R.L. B REVISED CUSS 1 10/02/17 R.L. OPTIONAL 1X BUCK SEE NOTES 3 — 7 SHEET 1 1 /4' MAX. SHIM SPACE INTERIOR EXTERIOR BACKER ROD APPROVED SEALANT JAMB INSTALLATION DETAIL CONCRETEIMASONRY INSTALLATION SILL TO BE SET BACKER ROD IN A BED OF APPROVED NOTES: APPROVED STRUCTURALL 1. INTERIOR AND EXTERIOR FINISHES, BYOTHERS, SEALANT NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE OPTIONAL 1X BUCK 1/4' MAX DESIGNED IN ACCORDANCE WITH ASTM E2 112 SEE NOTE 3 — 7 SHIM SPACE SHEET 'V MI WINDOWS AND DOORS, LLC CONCRETE/MASONRY 650 WEST MARKET STREET BY OTHERS O '' GRATZ, PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52" X 72" NON —IMPACT a ` , • .. a FINLESS INSTALLATION DETAILS DRAwN: w.c No. N.G.N.G 08-025494 VERTICAL CROSS SECTION NTS pOE 12/29/14 O OF 1 1CONCRETEIMASONRYINSTALLATION L. ROBERTOLOTUSP.E. 14WHOODFORD RDLEWISVILLE. AC 27023 4344M.Ow rabNuslluaa+nnve on SIGNED: 1211412017 1R IIL04q. b GEN`rF•'p rol5 13At OF RLv '° F' :c(OR10P • B /// SSfONA j1EaG\ Luis R. Lomas P.E. FL No.: 62514 APPROVED SEALANT BEHIND FIN 7/16- MIN J1EDGEDISTANCE 7/16" MIN EDGE DISTANCE APPROVED SEALANT BEHIND FIN 1 1/4• MIN. EMBEDMENT 8 WOOD SCREW LMDLUMLNI 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 WOOD FRAMING j'— 1/4" MAX BY OTHERS I SHIM SPACE 1 1/4- MIN. EMBEDMENT APPROVED SEALANT BEHIND FIN 7/16" MIN EDGE DISTANCE REVISIONS - R1V DESCRr110N MTE MiROKD A REVISED ANCHOR SPACING & CHARTS 07/11/16 R.L. B REVISED GLASS 10/02/17 R.L. 18 WOOD SCREW INTERIOR EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNEDINACCORDANCE WITHASTM E2112 SIGNED: 1211412017 MI WIN650DWWS D LLCMNETSTREETWEST GRATZ. PA 17D30-0370 J`5 9 GENS SERIES 185 ALUMINUM SINGLE HUNG WINDOW 0, Q6 52" X 72" NON -IMPACT q FIN INSTALLATION DETAILSSTAT fi OF ;A4R DRAMN: ORD NO. REv'nFORIOP• 08 B G\`` NSCALENTSaiE12/29/14 10 OF 11 111 AL L.ROBERTOLOMIA.SRE. 1492W00DF0RDRDLEWISVILLE,NC27D173 Luis R. Lomas P.E. 4J4-688-0809 Yb vnW.ccm FL No.: 62514 METAL STRUCTURE BY OTHERS APPROVED SEALANT BACKER ROD APPROVED SEALANT STRUCTURE BY OTHERS 1/2" MIN r EDGE DISTANCE 1/4" MAX. SHIM SPACE D — ,"IS OR SELF DRILLING SCREW R VERTICAL CROSS SECTION METAL STRUCTURE IIJSTALLATION NOTES., I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO SE DESIGNED IN ACCORDANCE WITH ASTM E2112 SILL TO BE SET IN A BED OF APPROVED STRUCTURAL SEALANT 1/4- MAX. SHIM SPACE RLMONS ' DESCRIPMU DAIE I APPRM0 REVISED ANCHOR SPACING & CHARTS 07/11/16 R.L. REVISED CLASS 10/02/17 R.L. 1/4' MAX. SHIM SPACE 10 SMS OR INTERIOR SELF DRILLING SCREWS 1/2" MIN. EDGE DISTANCE 1 EXTERIOR METAL BACKER ROD STRUCTURE do APPROVED BY OTHERS SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 1211412017 MI LLC6soWINDOWSESTMNDEDOORET 5 R 11L0 ///, 9% GRATZ• PA 17030-0370 v •CENSel OR511SERIES185ALUMINUMSINGLEHUNGWINDOW52" X 72" NON=IMPACT FINLESSy` INSTALLATIONDETAILS0 .STAY OF 0DAWN EVoB- D2549 B iS/SEOONRA'IOIEPG IFLuis R. Lomas P.E. soarNTS w12/29/14 8 OF 11 L ROWRTO LOMAS RE 16T2WOODFORD RD LEWLSVMLE, AC 270t3 FL No.: 62514— 4W-W-0609 dbMtOtIO.Asps csm RDSONS • . 2 3/16' 1 7/8' 1 REV o«+ WE Mrxaco A REVISED ANCHOR SPACING k CHARTS 07/11/I6 R.L. 8 REVISED CLASS 10/02/17 R.L. 13/16" 2 3/16' 2 3/16' 1 1 5/ 16' 1 .l g/g- — FLAM FRAME HEAD FLANGE FRAME JAMB FINLESS FRAME HEAD FINLESS FRAME JAMB CM• 18501 CM.16S03 CM• 185M CM• 18513 1 /8' ANN. — 1 /8' ANN. ALUMINUM 6063-TS.050'THICK ALUMINUM 6063•T5.050'THICK ALUMINUM6063-T5.050'THICK ALUMINUM6063•TS.050'THICK 1/B' ANN. 2 5/16' —I 2 5/16" —) 2 5/16" --) .090 PVB BY KURARAY METAL REINFORCED BUTYL SPACER 2 3/ 16' — EXTERIOR INTERIOR 3 3/8" 2 13/1 3 3/4' 1/2" BITEITE SILICONE SEALANT 2 5/16" IL SETTING BLOCK FLANGE FRAME SILL FINLESS FRAME SILL GLAZING DETAIL CM.IM2 CM•18551 FIN FRAME HEAD ALUMINUM 6063•TS.055'THICK ALUMINUM 6063•T5.055'THICK FIN FRAME SILL CM•18509 CM•18508 ALUMINUM6063•T5.055'THICK ALUMINUM 6063-T5.OL50'THICK 1 7/16' 2 3/8' 1 5/8' 1 1/8' 2 5/16" 2 3/16' 1 3I/4' I 2' J L L LOCK RAILS 'ILE SASH BOTTOM RAIL MEETING RAIL FIN FRAME JAMB CM. 18505 CM_ 18555 CM• I8500 CM• 18510 ALUMINUM6063-T5.062'THICK ALUMINUM 6063•T5.050'THICK ALUMINUM 6063-T5.055'THICK ALUMlNUM6063•T5.050'THICK SIGNED: 1211412017 L 1/B• J 1 3/g' MI WINDOWS AND DOORS, LLC \``S a 11l0650WESTMARKETSTREET % GRATZ.PA 1730-0370r\GENSFq,I+ 1 SERIES 185 ALUMINUM SINGLE HUNG WINDOW = *:'Iilay6126 •• * r15/16" ( ( 52" xCOM'PACT POENTS . STAT OF •ry GLAZING BEAD SASH STILE PRIO1ET G,No, IO PC'pggg O5'THCK ALUMINUM oRowRIGIDNAjLNTS 12/29/ 14 ` scm11OF11LROBERTOLOWSP. E. Luis R. Lomas P.E. 1032 WOODFORDROLEWISKLE, AC27023 FLNo.: 62514 4N-688-0609 /OamYMusps.mm Florida Building Code Online Page 1 of 3 dsiid 3 BCIS Home I Lop In User Registration Hot Tapia I Submit Surmarge I sets B Facts i Publications FBc Stag I SCIS Site Map I Links Seam I,, iHilo Product ApprovalrUSER: Public UserW Product Aooroval Menu > Product or Aoolication SeanM > Aoolieation List > Application Detail FL # FL15349-R9 Application Type Revision Code Version 2017 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Ink MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsidingeKdimiwd.com Brent Sltlinger bsitlingerOmiwd.com Windows Fixed Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE 10 Validation Checklist - Hardcopy Received Standard Year AAMA 506 2011 AAMA/WDMA/CSA 101/I.S. 2/A440 2008 ' Method 1 Option A 12/31/2017 12/31/2017 01/04/2018 https://www. floridabuilding.org/pr/pr_app_dtl. aspx?param=wGEVXQwtDgtH85 72gvdWI... 1 /31 /2018 Florida Building Code Online Page 2 of 3 Summary of Products FL tf Model, Number or Name Description iS349.1 185 PW 73 x 72 Insulated Glass Limits of Use Certification Agency Certificate Approved for use in HVH2: No FLIS349 R9 C CAC APC 12786.odf Approved for use outside HVH2: Yes FLIS349 R9 C CAC APC 12787.odf Impact Resistant: No Quality Assurance Contract Expiration Date Design Pressure: +60/-60 04/03/2018 Other: CW-PG60 Installation Instructions FLIS349 R9 Il 08-023S7B.odf Verified By: Luis R. Lomas, PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL15349 R9 AE S131248.odf Created by Independent Third Party: Yes 1S349.2 18S PW 159 x 54 Triple CHS Insulated Glass Limits of Use Certification Agency Certificate Approved for use in HVH2: No FL1S349 R9 C CAC APC 1S3SO.odf Approved for use outside HVH2: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 01/24/2021 Design Pressure: +SS/ -SS Installation Instructions Other: R-PGSS FLIS349 R9 II 08-02949.odf Verified By: Luis R. Lomas, PE 62S14 Created by Independent Third Party: Yes Evaluation Reports FL1S349 R9 AE S13783.odf Created by Independent Third Party: Yes 1S349.3 18S PW Impact 72 x 72 Insulated Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVH2: No FLiS349 R9 C CAC APC 1S4S4.odf Approved for use outside HVH2: Yes Quality Assurance Contract Expiration Date Impact Resistant: Yes 06/2S/2021 Design Pressure: +SS/ -SS Installation Instructions Other: FW-LCS5, Missile Level 0, Wind Zone 3. Glass FLIS349 R9 It 08-02948.odf consisted of 5/32" tempered exterior - spacer - S/32" Verified By: Luis R. Lomas, PE 62514 annealed / 0.100 Solutia SaFlex HP / 5/32' annealed. Glass Created by Independent Third Party: Yes was bedded in Pecora 896 silicone with S/8" glass bite. Evaluation Reports FLiS349 R9 AE 513782.odf Created by Independent Third Party: Yes 1S349.4 185 PW Impact 1S9 x 54 Triple CHS insulated Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVH2: No FL15349 R9 C CAC APC 8272.odf Approved for use outside HVH2: Yes FLIS349 R9 C CAC APC 8273.odf Impact Resistant: Yes Quality Assurance Contract Expiration Date Design Pressure: +55/-55 01/24/2021 Other, FW-RSS, Missile Level D, Wind Zone 3. Glass Installation Instructions consisted of 1/8" annealed exterior - spacer - 3/32" FLIS349 R9 It 08-01614B.odf annealed / 0.090 Solutia PVB / 3/32' annealed. Glass was Verified By: Luis Roberto Lomas 62514 bedded in Pecora 896 silicone with S/8" glass bite. Created by Independent Third Party: Yes Evaluation Reports FLIS349 R9 AE S12278B.odf Created by Independent Third Party: Yes 15349.S 185 PW Impact 96 x 60 Insulated Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVH2: No FLJS349 R9 C CAC APC 7962.odf Approved for use -outside HVH2: Yes Quality Assurance Contract Expiration Date Impact Resistant: Yes 12/05/2020 Design Pressure: +55/-55 Installation Instructions Other: FW-LC55, Missile Level 0, Wind Zone 3. Glass FLIS349 R9 II 08-01613B.odf consisted of S/32' annealed exterior - spacer - 5/32" Verified By: Luis Roberto Lomas 62514 annealed / 0.100 Solutia SaFlex HP / 5/32' annealed. Glass Created by Independent Third Party: Yes was bedded in Pecora 896 silicone with 5/8" glass bite. Evaluation Reports FLIS349 R9 AE S12277B.odf Created by Independent Third Party: Yes aatk .— Contact Us :: 260, Blair Stan^ Road. Tallahassee Fl. 122N Phone: 8S0.467.1824 The State of Florida is an AA/EEO employer. Coovrioht 2007-2011 State of Florida.:: PrivaCV Statement :: ACCessibillty Statement :: Refund Statement https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=vvGEVXQwtDgtH8572gvdWl... 1 /31 /2018 Florida Building Code Online Page 3 of 3 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 sendelectronicmailtotnisentity. instead, contact the office by phone or by traditional mall. if you have any questions, please contact 8S0.487.1395. 'Pursuant toSection45S.27S(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 4SS, F.S. must provide the Department with an email address iftheyhaveone. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish tosupplyapersonaladdress, please provide the Department with an email address which can be made available to the public. To determine ifyou are a licensee underChapter45s, F.S., please click here . Product Approval Accepts: erd a cClll:li1"Nf tTlti(:5" https://www.floridabuilding.org/pr/pr_app_dtl-aspx?param=wGEVXQwtDgtH8572gvdWl... 1 /31 /2018 NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REOUIREMENTS OF THE FLORIDA BUILDING CODE 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. 1X BUCK OVER MASONRY/CONCRETE IS OPTIONAL 4. WHERE SHIM OR BUCK THICKNESS IS LESS THAN 1-1/2' WINDOW UNITS MUST BE ANCHORED THROUGH THE FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE MATERIAL. 5. WHERE WOOD BUCK THICKNESS IS 1-1/2- OR GREATER, BUCK SHALL BE SECURELY FASTENED TO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE. WINDOW UNITS MAY BE ANCHORED THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. 6. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE: SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 7. BUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT IS PROVIDED. 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 STACK TO BE 1/4-. 9. SHIMS SHALL BE LOCATED, APPLIED AND MADE FROM MATERIALS AND THICKNESS CAPABLE OF SUSTAINING APPLICABLE LOADS. 1D. WIND LOAD DURATION FACTOR Cd-1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 11. FRAME MATERIAL: EXTRUDED ALUMINUM 6063—T5. 12. UNITS MUST BE GLAZED PER ASTM E1300-04/09. 13. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 14. FOR ANCHORING THROUGH FIN INTO WOOD FRAMING OR 2X BUCK USE 16 WOOD.SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4- MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. DEScar " DATE AVMIWED REVISED IN57ALLATION DETAILS 06/01/15 R.L. REVISED NAME AND ADDRESS 10/27/16 R.L. 15.FOR ANCHORING THROUGH FRAME INTO WOOD FRAMING OR 2X BUCK USE J10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 16.FOR ANCHORING THROUGH FRAME INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 17.FOR ANCHORING THROUGH FRAME INTO METAL STRUCTURE USE #10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 18. ALL FASTENERS TO BE CORROSION RESISTANT. 19. INSTALLATION ANCHORS SHALL .BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD: MINIMUM SPECIFIC GRAVITY OF G-0.42 B. CONCRETE: MINIMUM COMPRESSIVE STRENGTH OF 2.OD0 PSI. C. MASONRY: HOLLOW/FILLED BLOCK PER ASTM C90 WITH Fm-2,000PSI MINIMUM. D. METAL STRUCTURE: STEEL 18GA (.048' FY-33KSVFU-52KSI OR ALUMINUM 6063—T5 FU-30KSI .048' THICK MINIMUM 20. GEOMETRIC SHAPES ARE ALSO APPROVED. APPROVED GEOMETRIC SHAPES DIMENSIONS SHALL NOT EXCEED INSCRIBED DIMENSIONS OF APPROVED RECTANGULAR ASSEMBLY SHOWN IN SHEET 2. SIGNED: 1111512016 MI WINDOWS AND DOORS, LLC 11111II11/7j 650 W. MARKET ST. J\? It.• LO1/i E NSAGRATZ, PA 17030 G •,P 0 61 T_TSERIES185ALUMINUMFIXEDWINDOW 73" X 72" NON —IMPACT v(El'¢ NOTES D , BTOFO F F(ORIO;• i,SS101VAl. LUI9 R. Lomas P.E. FL No.: 62514 TABLE OF CONTENTS DRAMIE DM No. 08-002357 RLv BHEETNO. DESCRIPTION 1 NOTES souE NTS DOE 09/03/14 1 OF 12 2 — 3 ELEVATIONS, CHARTS AND GLAZING DETAILS LROBERTOLOMASP.E. Im WOODFORD RDLEMSVILLE. NC 2702J 4."488-aw nbmas bmasps4 — 12 INSTALLATION DETAILS r 72 1/2" MAX FRAME WIDTH 6' MAX -I r-r 18i MAX D.C. 6" MAX L 0/18' MAX D.C. I 71 1/2' MAX FRAME HEIGHT REFER TO CHARTS SERIES 185 ALUMINUM FIXED WINDOW 11 & s2 EXTERIOR VIEWFORNUMBEROF ANCHORS REOUIRED f- 72 1/2' MAX FRAME WIDTH 1 6MAX - 18" MAX D.C. - 6' MAX 71 1/2- Ma MAX O.C. FRAME 1 HEIGHTT REFER TO CHARTS SERIES 185 ALUMINUM FIXED DESIGNER WINDOW 11 do 12 EXTERIOR VIEW FOR NUMBER OF ANCHORS REOUIRED DESIGN PRESSURE RATING IMPACT RATING 160. 0PSF NONE NOTES. 1. MAXIMUMD.LO.: 69314'X60314' REVISIONS REV OE.SCa tIDII 411E APPROKD A REVISED INSTALLATION DETAILS 05/01/15 R.E. B REVISED NAME AND ADDRESS 1D/27/18 R.L. CHART al Number of anchors required (without rigid fillers) From* Rema wId1A M thlgM 24.00 1 30.00 36.00 12.00 16.00 61.00 60.00 0.00 72.60 IIM H&SpambIH&S lamb HAS omo HAS Jamb HAS Pamb HAS onto HAS onto HAS amb HAS Jamb 24. 00 2 2 2 2 3 2 3 2 3 2 4 2 4 2 4 2 5 2 30. 00 2 2 2 2 3 2 3 2 32 4 2 4 2 4 2 S 2 30. 00 2 3 2 J 3 3 J 3 3 3 4 3 4 3 S 3 S 3 4200 2 3 2 3 3 3 3 J J 3 4 3 5 3 5 3 6 3 48. 00 2 3 2 3 3 3 3 3 3 3 4 3 5 3 6 3 a 3 61. 00 2 4 2 4 3 4 3 4 3 4. 4 4 S 4 6 4 7 4 60. 00 2 4 2 4 3 4 3 S 3 S 4 S S S 6 5 7 5 Moo 2 4 2 4 3 5 3 S 3 1 8 4 6 S 5 6 8 7 6 71." 2 S 2 S 1 3 S 3 6 3 8 4 7 S 7 6 7 7 7 CHART a2 Number of anchors required (with dgid fillers) Frome width (in) 21. 00 30.00 3A00 12.00 16.00 61.00 60.00 66.00 72.60 HAS mD HAS mb HAS mb HAS Mb HAS amD HAS me HAS mo HAS mD HAS amo Fl..'192 2 2 2 3 2 3 2 3 2 4 2 4 2 4 2 5 2 2 2 2 2 3 2 3 2 3 2 4 2 4 2 4 2 S 2 2 3 2 3 J 3 3 3 3 3 4 3 1 3 4 3 S 3 4LOO 2 3 2 3 3 3 3 3 3 3 4 3 4 3 4 3 S 3 16. 00 2 3 2 3 3 3 3 3 3 3 4 3 4 3 4 3 5 J 5I. 00 2 4 2 1 3 1 3 4 3 4 4 4 1 4 4 1 S 4 60. 00 2 4 2 4 3 4 3 1 3 1 1 4 4 1 1 4 5 4 66. 00 2 4 2 4 3 4 3 1 3 4 1 1 1 1 4 1 S 4 71. 60 2 S 2 S 3 S 3 S 3 5 4 S 1 1 1 S 1 4 S S S SEE SHEETS 4.7 FORINSTALLATION DETAILS MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ, PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON -IMPACT FLANGE & FINLESS ELEVATION do CHARTS J. L. 08-02357 scAEc NTS I DATE 09/03/14 -2 OF 12 L ROBERTO LOYAS P.E. I132 WOODFORD RD LEWISVILLE, NC 27023 434. 666-0609 dMrfrilebmasp.c m SIGNED: 1111512016 g1vt' I ILIO f7ji wItjl0 66 '• ;t TTATTE OF ty 00R10P•' ss ONA 11EaG` Luis R. Lomas P.E. FL No.: 62514 71 FI I HI 6' MAX - 72 1/2- MAX FRAME WIDTH r—r 18• MAX O.C. -{• L 18• jMAXO.C. 1/2' LAX AMIGHGHT jq j 6' MAX REFER TO CHART 83 .SERIES 185 ALUMINUM FIXED WINDOW FOR NUMBER OF EXTERIOR VIEW ANCHORS REQUIRED 72 1/2- MAX FRAME WIDTH 6' MAX - r V 18• MAX O.C. - 6" MAX 00 00 18• MAX O.C. 71 1/2- HFRAMEsiHT III oo IEFER TO CHART 13 FOR NUMBER OF SERIES 185 ALUMINUM FIXED DESIGNER WINDOW ANCHORS REQUIRED EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING t60.OPSF NONE NOTES: I. MAXIMUM D.L.D.: 693r4' X 683r4' RlVKIONS ' DFSpOPnDN OAIE APTRVJID REVISED INSTALLATION DETAILS 06/D1/15 R.L REVISED NAME AND ADDRESS 1 10/27/18 JR.L CHART I3 Number of anchors required 8n installation Feme Rome widlb (in) He IIIN 21.001 10.00 1 31 42.00 1 46.00 1 64.00 1 60.00 66.00 72.60 In) HAS VambjH&S Jamb HAS emD H65 Jamb H65 emD HAS emD HAS smb HAS amb HAS Lamb 24.00 J J J 4 J 4 1 5 J 5 6 10.00 1 1 1 J 1 4 1 4 J 4 S S 1 0 J 16.00 1 1 4 J 4 4 6 42.00 1 4 1 4 J 4 4 4 4 6 4 46.0o 4 1 4 J 4 4 4 4 4 4 4 6 4 54.00 1 4 4 4 4 4 4 4 4 Us 4 64 60.00 J S S 1 S 4 S 4 5 4 S 8 S 66.00 J S 1 S 1 S 4 S 4S S 6 S 71.60 5 0 1 8 4 6 4 6 4 6 1 6 5 SEE SHEET 8 FOR INSTALLATION DETAILS MI WINDOWS AND DOORS, LLC 650 W. MARKF T ST. GRATZ. PA 1 030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON -IMPACT FIN ELEVATION & CHART m4ww DN0 No. REV J.L. 1 08-02357 B GISE NTS IDALE 09/03/14 SHED OF 12 L ROBERTOLOMAS P.E. 1412 WOODFORD RD LEWISVILLE, AC27023 414.680-0600 Albowsa/kmove.com SIGNED: 1111512016 1R to TAT OF F•'[0R101; • Luls R. Lomas P.E. FL No.: 62514 1/2" MIN. REV DEscou"N DIE MPRMD r EDGE DISTANCE 3/4" MIN A REVISED INSTALLATION DETAILS 06/01/I5 R.L. WOOD FRAMING 1 1/4• MIN METAL r EDGE DISTANCE 9 REVISED NAME AND ADDRESS 10/27/16 R.L. OR 2X BUCK BY OTHERS EMBEDMENT STRUCTURE BY OTHERS 1/4" MAX. SHIM SPACE 1/4" MAX. 1I BACKER ROD SHIM SPACE BACKER ROD APPROVED APPROVED SEALANT SEALANT S S OR S10 WOOD SCREW SELF DRILLING SCREW EXTERIOR EXTERIOR INTERIOR INTERIOR S10 SMS OR S10 WOOD SCREW SELF DRILLING SCREW BACKER ROD RIGID FILLER BACKER ROD RIGID FILLER APPROVED 1/4' MAX. APPROVED 1/4" MAX. SEALANT SHIM SPACE SEALANT SHIM SPACE WOOD FRAMING MIN. METAL STRUCTURE NOTES. OR 2X BUCK BY OTHERS EMBEDMENT BY OTHERS I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 3/4" MIN 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE 1/2" MIN. EDGE DISTANCE DESIGNED IN ACCORDANCE KITH ASTM E2012 EDGE DISTANCE VERTICAL CROSS SECTION VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4" MIN. 1/4" MAX. EMBEDMENT r SHIM SPACE 1/2" MIN. EDGE DISTANCE1AINTERIOR S10 WOOD 1111-91>1 SCREW/ vWOOD FRAMINGEXTERIOROR 2X BUCK BY OTHERS BACKER ROD APPROVED SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 1/ 4" MAX. r- SHIM SPACE 3MIN' INTERIOR EDGEE DDISTANCE010SMS OR SELF DRILLING SCREWS YlA METAL EXTERIORSTRUCTURE BACKER ROD BY OTHERS & APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 1111512016 MI WIND 0WS MARK DOORS, LLC IR Ili 0 WGRATZ, PA 1703D CENs' .,p D 61 • y= SERIES I85ALUMINUMFIXEDWINDOW*• 73" X 72" NON —IMPACT AT FINLESS INSTALLATIONDETAILSWITHOUTFILLERSoOF ,tug O iOF• jOlOR10*• Q"ww. IRYC RD. REv J.L. OB-02357 B iW/ONA 11E G` D1¢ NTS 09/03/14 4 OF 12 Luis R. Lomas P.E. FL No.: 62514 L. ROHERTO LOMAS P.E. KVWOODFORD RD LEWISVILLE AIC 27023 Nr-600, 1=9 4wwS@&&n psm .m RLVISIM II REV DESCRIPIIDN I DUE APPROVED 2 1/2- MIN. A REVISED INSTALLATION DETAILS 06/01/15 R.L. EDGE DISTANCE B REVISED NAME AND ADDRESS 10/27/16 R.L. CONCRETE/MASONRY BY OTHERS 1 1/4" MIN. a 1 1/4" MIN EMBEDMENT OPTIONAL 1X BUCK EMBEDMENTSEENOTES3 — 7 SHEET 1 T CONCRETE/MASONRY BACKER ROD 1/q" BY OTHERS 1/4' MAX, APPROVED SHIM SPACE SHIM SPACE SEALANT OPTIONAL 1X BUCK SEE NOTES 3 - 7 SHEET 1 3/I6" TAPCON EXTERIOR INTERIOR 3/ 16' TAPCON INTERIOR 3/16' TAPCON BACKER ROD APPROVED SEALANT 1/4' MAX. 2 1/2 OPTIONAL 1X BUCK SHIM SPACE MIN• SEE NOTE 3 — 7 EDCE SHEET 1 DISTANCE EXTERIOR CONCRETE/MASONRY BACKER ROD BY OTHERS 1 1 1/4" MIN. a APPROVED SEALANT EMBEDMENT JAMB INSTALLATION DETAIL e•' CONCRETHAMSONRYINSTALLAtION 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETEWASONRY INSTALLATION SIGNED: 1111512016 MI WINDOWS AND DOORS, LLC Rljloi/,// 650 W. MARKET ST. 0 J\ . • '1! /iceEN9+ GRATZ, PA 17030 v, •\G S y NOTES: SERIES 185 ALUMINUM FIXED WINDOW 0 6 1. INTERIOR AND EXTERIOR FINISHES, BYOTHERS, 73" X 72" NON -IMPACT s>ri07• NOT SHOWN FOR CLARITY, FINLESS INSTALLATION DETAILS WITHUT FILLERS JO , TATE2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTME2112 OF•'c[ORIOP• DRAW DriG No. REv J. . 08--02357 a L wrzNTS 09/03/14 5 OF 12 L. ROBERTO LOMAS P.E. Luis R. Lomas P.E. 013E WOODFORDRD LEMSVR.LE, NC27W3 FL No.: 6251434-M-0600 dbnW *tnWR.mm 1/2 MIN. eLWSIONs •. xEv DESCNIVIIDN IAN APPROVED rEDGE DISTANCE 3/4' MIN A REVISED INSTALLATION DETAILS 06/01/15 R.L. WOOD FRAMING 1 1/4' MIN METAL r EDGE DISTANCE B REVISED NAME AND ADDRESS 10/27/16 R.L. OR 2X BUCK BY OTHERS EMBEDMENT STRUCTURE BY OTHERS 1/4- MAX. SHIM SPACE 1/4' MAX. 7BACKERROD4( SHIM SPACE BACKER ROD APPROVED APPROVED RIGID FILLER SEALANT RIGID FILLER SEALANT S SMS OR 10 WOOD SCREW SELF DRILLINGL SCREW EXTERIOR EXTERIOR INTERIOR INTERIOR 110 SMS OR P10 WOOD SCREW SELF DRILLING SCREW BACKER ROD RIGID FILLER BACKER ROD RIGID FILLER APPROVED SEALANT 1/4- MAX. APPROVED SEALANT 1/4' MAX. SHIM SPACE F SHIM SPACE WOOD FRAMING 1 1/4- MIN METAL STRUCTURE NOTES: OR 2X BUCK EMBEDMENT BY OTHERS I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, BY OTHERS NOT SHOWN FOR CLARITY. 3/4- MIN 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE EDGE DISTANCE DESIGNED IN ACCORDANCE WITH ASTM E2112 1MIN. EDGEE DISTANCE VERTICAL CROSS SECT IONVERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4- MIN. 1/4' MAX. EMBEDMENT I r SHIM SPACE IRICID FILLER 1/ 2' MIN. EDGE DISTANCE I INTERIOR 10 WOOD SCREW WOOD FRAMING EXTERIOR OR 2X BUCK BACKER ROD BYOTHERS & APPROVED SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 3/ 4' MIN. EDGE DISTANCE 1/ 4' MAX. rSHIMSPACEI fRIGID FILLER INTERIOR 10 SMS OR SELF DRILLING SCREWS EXTERIOR METALSTRUCTURE BACKER ROD BY OTHERS APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: l l/15/2016 MI WINDOWS AND DOORS, LLC 51RI'to ii 650W. MARKET ST. 9 1% GRATZ, PA 17b3D CENS 0 6 •*= SERIES185ALUMINUMFIXEDWINDOW73" X 72" NON—IMPACTstp FINLESS INSTALLATION DETAILS WITH RIGID FILLERS OTAT E OF ; Ali DRAWNIs1CNo. REV J. L. 08-02357 B s DNAL ECG` 111111110" Luis R. Lomos P.E. FL No.: 62514 SME NTS DA r 09/03/14 sNEn 6 OF 12 L ROBERTO LOADS P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023494dB60609 msA'Mrr/P'emm CONCRETE/MASONRY BY OTHERS OPTIONAL 1 X BUCK SEE NOTES 3 — 7 SHEET 1 BACKER ROD APPROVED SEALANT BACKER ROD APPROVED SEALANT OPTIONAL 1X BUCK SEE NOTE 3 — 7 SHEET 1 CONCRETE/MASONRY BY OTHERS 2 1/2" MIN. EDGE DISTANCE 1 1/4" MIN. EMBEDMENT 1/4" MAX. SHIM SPACE RIGID FILLER 3/16" TAPCON INTERIOR 3/16" TAPCON RIGID FILLER 1/4" MAX. SHIM SPACE 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETEIMASONRYINSTALLATION 1 1/4" MIN. EMBEDMENT o CONCRETE/MASONRY BY OTHERS OPTIONAL IX BUCK ° SEE NOTES 3 — 7 SHEET 1 3/16" TAPCON 2 1/2 MIN. EDGE ° DISTANCE i BACKER ROD 1 1/4" MIN. & APPROVED SEALANT EMBEDMENT JAMB INSTALLATION DETAIL 7 CONCRETEOA49ONRY INSTALLATION NOTES: I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETERANDJOINTSEALANTBYOTHERS TO BE DESIGNED INACCORDANCE WITHASTME2112 RLvr4oms REV DESCRIPTION DATE APPROVED A REVISED INSTALLATION DETAILS 06/01/15 R.L. B REVISED NAME AND ADDRESS 10/27/16 R.L. 1 /4" MAX. SHIM SPACE r RIGID FILLER INTERIOR EXTERIOR MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ. PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT FINLESS INSTALLATION DETAILS WITH RIGID FILLERS DRAYM: DRD NO. REV J.L. 08-02357 B SGLLE NTS DATE 09/03/14 ISME77 OF 12 L. ROBERTO LOU" P.E. 14M WOODFORDRD LEWISVILLE, NC27023 134•BBB-0609 Abms%(y'iAonuspsmm SIGNED: 1111512016 E N olA. STATV'DF iuO. ORP IO , Luis R. Lomas P.E. FL No.: 62514 WOOD FRAMING OR 2X BUCK BY OTHERS BACKER ROD do APPROVED SEALANT BEHIND FLANGE 1 /2' MIN. EDGE DISTANCE 1 1/4" MIN. I EMBEDMENT 1/4" MAX. SHIM SPACE 10 WOOD SCREW METAL STRUCTURE BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE 3/4" MIN EDGE DISTANCE 1/4" MAX. SHIM SPACE la 110 SMS OR SELF DRILLING SCREW REVISIONS REV DESCRIPION DATE APPROVED A REVISED INSTALLATION DETAILS 06/01/15 R.L 0 REVISED NAME AND ADDRESS 10/27/16 R.L. EXTERIOR EXTERIOR INTERIOR INTERIOR 110 SAPS OR 110 WOOD SCREW SELF DRILLING SCREW BACKER ROD & RIGID FILLER BACKER ROD & RIGID FILLER APPROVED SEALANT 1/4" MAX, APPROVED SEALANT BEHIND FLANGE SHIM SPACE BEHIND FLANGE FSHSHIM SPACE NOTES: WOOD FRAMING 1!6 1 1 /4" MIN. METAL 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, OR 2X BUCK STRUCTURE NOT SHOWN FOR CLARITY. BY OTHERS EMBEDMENT BY OTHERS 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE INDESIGNEDACCORDANCE KITH ASTM E2112 3/4" MIN I I 1/2" MIN EDGE DISTANCE EDGE DISTANCE VERTICAL CROSS SECTION VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION WOOD FRAMING OR 2X BUCK INSTALLATION 1/4' MAX. 1 1/4" MIN. 1/4" MAX. SHIM SPACE EMBEDMENT r SHIM SPACE 1/2" MIN. 3/4" MIN. INTERIOR EDGE DISTANCE EDGE DISTANCE INTERIOR MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. I10 WOOD 10 SMS OR GRATZ, PA 1703D SCREW SELF DRILLING SERIES 185 ALUMINUM FIXED WINDOW SCREWS 73" X 72" NON —IMPACT WOOD FRAMING EXTERIOR METAL EXTERIOR FLANGE INSTALLATION DETAILS WITHOUT FILLERS OR 2X BUCK BY OTHERS BACKER ROD k STRUCTURE BY OTHERS BACKER ROD do DRM1R! DR0 NO. REV APPROVED SEALANT APPROVED SEALANT J.L. 08-02357 B BEHIND FLANGE BEHIND FLANGE ZZE NTS IDATE 09/03/14 1 SHEET OF 12 JAMB INSTALLATION DETAIL JAMB INSTALLATION DETAIL L. ROSERIOLOWS P.E. WOOD FRAMING OR 2X BUCK INSTALLATION METAL STRUCTURE INSTALLATION I432w000FORD RDLEMSVILLE, NC 27022 191.666.0609 iRNResSWImmaws.mm SIGNED: 1111512016 9R I.. 4f /z% 13 TAT E OF iu R t. Luis R. Lomos P.E. FL No.: 62514 REVIS04 REV KwAdmp1 DAZE APPROVED 2 1/2" MIN. A REVISED INSTALLATION DETAILS OB/D1/15 R.L EDGE DISTANCE D REVISED NAME AND ADDRESS 10/27/16 R.L. CONCRETE/MASONRY BY OTHERS i 1 1/4" MIN. a • 1 1/4" MIN. EMBEDMENT OPTIONAL 1X BUCK EMBEDMENT SEE NOTESSHEET 1 A.. CONCRETE BACKER ROD & 1/4" MAX BY OTHERS 1/4" MAX. APPROVED SEALANT SHIM SPACE SHIM SPACE BEHIND FLANGE OPTIONAL 1X BUCK SEE NOTES 3 — 7 SHEET 1 3/16" TAPCON o EXTERIOR INTERIOR 3/ 16" TAPCON INTERIOR 3/16" TAPCON BACKER ROD & APPROVED SEALANT BEHIND FLANGE 1/4 MAX' 2 1/2 OPTIONAL 1X BUCK SHIM SPACE o ' '• SEE NOTE 3 — 7 EDGE SHEET 1 DISTANCE EXTERIOR BACKER ROD & CONCRETE/MASONRY BY OTHERS 1 1/4" MIN. APPROVED SEALANT e a EMBEDMENT BEHIND FLANGE JAMB INSTALLATION DETAIL e : CONCRETEYMASONRYINSTALLATION 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETERAASONRY INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BYOTHERS, NOT SHOWN FOR CLARITY. 2, PERIMETERANDJOINTSEALANTBYOTHERS TO BE DESIGNED IN ACCORDANCE WITHASTME2112 MI WINDOWS AND DOORS, LLC 650 W. MARKET ST.' GRATZ, PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT FLANGE INSTALLATION DETAILS WITHOUT FILLERS DRAWN: OM ND. REV J.L. 1 08=02357 B VALE NTS I D"1C 09/03/14 sNEE19 OF 12 L. ROBERTO LOMOtS P.E. 14M %WDFORD RD LEWLSME, NC 27023 434.6se-OW9 lft"wtPY¢ime5Iw mm SIGNED: 1111512016 R L I LIDy//" v••\GENSFgiP VOTTAT.0 O10110 P 11 aG !z, Luis R. Lomas P.E. FL No.: 62514 WOOD FRAMING OR 2X BUCK BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE 1/2- MIN. EDGE DISTANCE 1 1/4' MIN. EMBEDMENT 1/4' MAX. SHIM SPACE RIGID FILLER 10 WOOD SCREW EXTERIOR INTERIOR 110 WOOD SCREW RIGID FILLER BACKER ROD & APPROVED SEALANT 1/4- MAX. BEHIND FLANGE SHIM SPACE WOOD FRAMING 1 1 4 MIN. OR 2X BUCK EMBEDMENTBYOTHERS71, 1/2- MIN EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4' MIN. 1/4" MAX. EMBEDMENT r SHIM SPACE 1— I RIGID FILLER 1/2' MIN. EDGE DISTANC INTERIOR1 110 WOOD SCREW WOOD FRAMING EXTERIOROR2XBUCK BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2XBUCK INSTALLATION ' ALA RnlsaNs DFSCRPIDN DATE APPROVED 3/4 MIN A REVISED INSTALLATION DETAILS 06/01/15 R.L. METAL r EDGE DISTANCE STRUCTURE B REVISED NAME AND ADDRESS 10/27/16 R.L. BY OTHERS 1/4' MAX. SHIM SPACE BACKER ROD & APPROVED SEALANT RIGID FILLER BEHIND FLANGE 110 SMS OR SELF DRILLING SCREW EXTERIOR INTERIOR 10 SMS OR SELF DRILLING SCREW BACKER ROD & RIGID FILLER APPROVED SEALANT BEHIND FLANGE 1/4- MAX. WLTF SHIM SPACE NOTES: METAL I. INTERIOR ANDEXTERIOR FINISHES, BY OTHERS, STRUCTURE NOT SHOWN FOR CLARITY. BY OTHERS 2. PERIMETER AND "NTSEALANTBYOTHERS TOBE3/4- MIN DESIGNED IN ACCORDANCE KITH ASTM E2112 EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 1/4- MAX. SHIM SPACE TRIGID FILLER 3/4- MIN. INTERIOR EDGE DISTANCE SIGNED: 1111512016 MI WINDOWS ND DOORS, LLC R I to ow. MARKST.`I 5 z T S10SAPS OR GRATZ, PA 17030 GENS ,1P SERIES 185 ALUMINUM FIXED WINDOW SELF DRILLING10y61251t •*= SCREWS 73" X 72" NON —IMPACT ys,04 ra *Voa= METAL EXTERIOR FLANGE INSTALLATION DETAILS WITH RIGID FILLERS 1/r. p , TAT OF •l!a w,, LOR,O owc REVBYROTHERSBACKER ROD &UCTURE APPRO'" 08- 02357 B rS !G\\`` 01 A SCALEa¢ SNEE1 NTS 09/03/14 10 OF 12 BEHIND FLANGEDE111\ JAMB INSTALLATION DETAIL LUIS R. P.E. L ROBERTOLORIASP.E• METAL STRUCTURE INSTALLATION 14MWO00FORD RD LEw18VRLE. NC27023 625mas FL No.: 62514 434• ,wcD,,, CONCRETE/MASONRY BY OTHERS OPTIONAL 1X BUCK SEE NOTES 3 - 7 SHEET 1 BACKER ROD & APPROVED SEALANT BEHIND FLANGE EXTERIOR BACKER ROD & - APPROVED SEALANT BEHIND FLANGE OPTIONAL 1X BUCK - SEE NOTE 3 - 7 SHEET 1 CONCRETE/MASONRY - BY OTHERS 2 1/2' MIN. EDGE DISTANCE 1 1/4' MIN. EMBEDMENT r/4- MAX. SHIM SPACE RIGID FILLER 1 3/16' TAPCON INTERIOR 3/16' TAPCON RIGID FILLER 1/4' MAX. SHIM SPACE 1 1/4' MIN. e EMBEDMENT e• 2 1/2' MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETEIMASONRY INSTAL LAT KW RMSOMS DESCRIPPON DAIS APPROVED REVISED INSTALLATION DETAILS 06/01/15 R.L. REVISED NAME AND ADDRESS 10/27/16 1 R.L. 1 1/4' MIN. EMBEDMENT o CONCRETE/MASONRY BY OTHERS _ 1/4' MAX. d I SHIM SPACE OPTIONAL I BUCK SEE NOTES 3 - 7 RICID FILLERSHEETI 3/16' TAPCON INTERIOR 2 1/2- MIN. o EDGE DISTANCE EXTERIOR BACKER ROD & APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL CONCRETEJMASONRY INSTALLATION SIGNED: 1111.512016 MI WINDOWS w1NDK DOORS, LLC S1ft LOW/,, Nores: 1.INTERIOR AND EXTERIOR FINISHES, BY OTHERS, GRATZ, PA 17030 may •'\GEIVs••9J+ NOT SHOWN FOR CLARITY. SERIES 185 ALUMINUM FIXED WINDOW* 2. PERIMETERAND JOINT SEALANTBY OTHERS TOBE DESIGNED IN ACCORDANCEWITHASTME2 t2 73" X 72" NON-IMPACTt02• FLANGE INSTALLATION DETAILS WITH RIGID FILLERS ORIOPrtrGNO. REV N: 41TAX DF'vDRAwN. Gt4 J.L. DB-02E357 BNA 11(!``.• DaeVALENTS 09/03/14 11 OF 12 L. ROBERTO LORDS P.E. 102WOODFORD RDLEWISVILLE. NO 27OM Luis R. Lomos P.E. FL NO.: 6251443440-0609 *bm"p&cwm APPROVED SEALANT BEHIND FIN R6 WOOD SCREW 3/8' MIN jp 1EDGEDISTANCEIIY EXTERIOR 1 1/4" MIN. EMBEDMENT WOOD FRAMING BY OTHERS 1/4' MAX. SHIM SPACE WOOD FRAMING 1/4" MAX BY OTHERS SHIM SPACE 16 WOOD INTERIORSCREW INTERIOR 1/4" MAX I SHIM SPACE 3/8' MIN EDGE DISTANCE 6 WOOD WOOD SCREW FRAM NG PROVED 1 1/4' MIN. BY OTHERS SEALANT EMBEDMENT BEHIND FIN VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4" MIN. EMBEDMENT APPROVED SEALANT q1p BEHIND FIN EXTERIOR 3/8' MIN EDGE DISTANCE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION REVISIONS REV DESCRWTgN DAIS I APPROVED A REVISED INSTALLATION DETAILS 06/01/15 R.L. B REVISED NAME AND ADDRESS 10/27/16 R.L. NOTES. 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNEDINACCORDANCE WITHASTM E2112 MI WINDOWS AND DOORS, LLC 65D W. MARKET ST. GRATZ. PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT FIN INSTALLATION DETAILS DUW. Dr+'D ND. J.L. 08-02357 MALE NTS I WE 09/03/14 1 SHED 12 OF 12 L. ROBERTO LDMAS RE 1432 WOODFORD RD LEWISVILLE, NC270M 4."40-0609 Aorna$@*brespe.tsm SIGNED: 1111512016 0,// i F+ENSF9iP TAT OFOF •Lug ZORIOP U NA11 a`\ Luis R. Lomas P.E. FL No.: 62514 Florida Building Code Online Page 1 of.") T lit;. I SOS Hom! I Log In I User Registration Hot Topics ( Submit Surcharge Stats & facts f Publications i FBG Stall SOS site Map units Search dbRotapr 4ah Product Approvalw-USER: Public User Product Aaoroval Menu > ProEuR or Aoolieatlon Seareh > Aooliution List > Application Detail FL x FL15353-14.3 er: Application Type Revision Code Version 2017 Application Status Approved Comments Archived Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 36S-3300 Ext2S60 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 Evaluation Report -Hardcopy Received Florida Engineer or Architect Name who developed Luis R Lomas, PE the Evaluation Report Florida License PE-62S14 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2018 Validated By Steven M. Urich, PE 2 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 AAMA 4S0 Method i Option D Year 2010 https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH85 72gvdWIS... 2/1 /2018 Florida Building Code Online Page 2 of 3 Date Submitted 10/16/2017 Date Validated 10/23/2017 Date Pending FBC Approval 10/26/2017 Date Approved 12/12/2017 Summary of Products FL # Model, Number or Name Description 1S3S3.1 5764 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVH2: No FL1S353 R3 iI 08-01448B.odf Approved for use outside HVH2: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL1S353 R3 AS 512072B.odf span: 104-1/4". Created by Independent Third Party: Yes 15353.2 5764 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVH2:: No FL15353 R3 II 08-01439B.odf Approved for use outside HVH2: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant. Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: S2-1/8" x 84". Max mullion FL15353 R3 AE 512063B.odf span: 83" Created by Independent Third Party: Yes 15353.3 576S Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVH2: No FLiS353 R3 II 08-014498.odf Approved for use outside HVH2: Yes Verified By: Luis R Lomas, PE PE-62S14 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R3 AE 512073B.odf span: 156-3/8" Created by Independent Third Party: Yes 15353.4 S765 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVH2: No FLi5353 R3 II 08-01440B.odf Approved for use outside HVH2: Yes Verified By: Luis R Lomas, PE PE-62S14 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FLi5353 R3 AE 512064B.odf span: 83". Created by Independent Third Party: Yes 15353.5 CM-18514 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVH2: No FLi5353 R3 II 08-01442B.odf Approved for use outside HVH2: Yes Verified By. Luis R Lomas, PE PE-62S14 Impact Resistant, Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FLi5353 R3 AE 5120668.0df length - 83". Created by Independent Third Party: Yes 15353.6 CM-18520 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVH2: No FLIS353 R3 If 08-014518.odf Approved for use outside HVH2: Yes Verified By: Luis R Lomas, PE PE-62S14 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size - 52-1/8" x 84". Max mullion FLi5353 R3 AE 512075B.odf span - 1S6-3/8" Created by independent Third Party: Yes 15353.7 CM-18523 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVH2: No FLIS353 R3 II 08-01452B.odf Approved for use outside HVH2: Yes, Impact Resistant: Yes Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size - 52-1/8" x 84". Max mullion FLi5353 R3 AE 5120768.0df span - 104-1/4". Created by Independent Third Party: Yes 1S353.8 CM-18S31 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVH2: No FLi5353 R3 it 08-01443B.odf Approved for use outside HVH2: Yes Verified By: Luis R Lomas, PE PE-62514 https://www.floridabuilding.org/pr/.pr_app_dtl.aspx?param=wGEVXQwtDgtH85 72gvdWIS... 2/ 1 /2018 Florida Building Code Online Page 3 of 3 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL153S3 R3 AE S12067B.Ddf span - 83' Created by Independent Third Party: Yes 15353.9 CM-18532 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVH2: No FLIS353 R3 II 08-014538.Ddf Approved for use outside HVHI: Yes Verified By: Luis R Comas, PE P&62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window Size - 52-1/8" x 84". Max mullion FLIS353 R3 AE 512077B.Odf span - 156-3/8' Created by Independent Third Party: Yes 15353.10 CM-18533 Vertical Aluminum Mullion Limits of Use Installation Instructions. Approved for use in HVHZ:-No FL15353 R3 I1 08-014448.Ddf Approved for use outside HVH2: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL1S3S3 R3 AE 5120688.Ddf span: 83" Created by Independent Third Party: Yes 15353.11 CM-18S34 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVH2: No FLIS353 R3 II 08-01454B.Ddf Approved for use outside HVH2: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8' x 84'. Max mullion FLIS353 R3 AE 5120788.odf span: 156-3/8". Created by Independent Third Party: Yes aadt Ne Spppct Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 9SO-487-1924 The State of Florida Is an AA/EEO employer. Copyright 2007.2013 Stare of fledda.:: 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 publk-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(I), 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 !mails provided may be used for official communication with the licensee. No -ever 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 Ifyou are a licensee under Chapter 4SS, F.S., please dick here . Product Approval Accepts: 051 .0 ® ' GZL11T11V A1 Tfi_1CS' https://w A,w.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH85 72gvdVdIS... 2/ 1 /2018 NOTES: 1) THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REOUIREMENTS OF THE FLORIDA BUILDING CODE. 2) WOOD FRAMING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3) ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 4) APPROVED IMPACT PROTECTIVE SYSTEM IS NOT REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS UP TO WIND ZONE 3. 5) DESIGN PRESSURE AND INSTALLATION DETAILS SHOWN IN THIS DOCUMENT APPLY ONLY TO MULI.ION. WINDOWS MUST BE APPROVED UNDER SEPARATE APPROVAL. 6) SINGLE WINDOWS TO BE MULLED ARE NOT LIMITED TO THOSE SHOWN IN THIS DRAWING. WINDOWS MUST BE MANUFACTURED BY MI WINDOWS AND DOORS, INC. 7) DESIGN PRESSURE OF MULLED UNIT SHALL BE CONTROLLED BY THE LESSER DESIGN PRESSURE OF THE MULLION OR THE INDIVIDUAL WINDOW OR DOOR UNIT. 8) UNITS MAY BE MULLED TOGETHER INDEFINITELY AS LONG AS SINGLE UNIT WIDTH AND HEIGHT ARE NOT EXCEEDED AND MULLION IS ANCHORED AS SHOWN HEREIN. 9) MULLION VERTICAL INSTALLATION IS SHOWN, MULLION MAY BE USED IN HORIZONTAL APPLICATIONS AS LONG AS DIMENSIONS INDICATED HEREIN ARE NOT EXCEEDED ANa MULLION IS ANCHORED ACCORDING TO THIS DOCUMENT. DESIGN PRESSURE TABLE INSTRUCTIONS: 1) DEFINE REOUIRED DESIGN LOAD PER FLORIDA BUILDING CODE CHAPTER 16. 2) DETERMINE TRIBUTARY WIDTH AND MULLION SPAN BASED ON PRODUCT TO BE INSTALLED. SEE FORMULA FOR TRIBUTARY WIDTH. 3) LOCATE MULLION SPAN (UNIT HEIGHT) AND TRIBUTARY WIDTH. AT THE INTERSECTION OF ROW AND COLUMN CONTAINING THE MULLION SPAN AND TRIBUTARY WIDTH RESPECTIVELY IS THE MULLION RATING FOR PRODUCT IN STEP 2. MULLION RATING MUST BE EOUAL OR GREATER THAN REOUIRED DESIGN PRESSURE OBTAINED IN STEP 1. RLVISIDNS RLV DESCRVWN DATE A REVISED INSTALLATION DETAILS 06/10/15 B REVISED ANCHORING NOTES k INSTIL DET. 06/07/17 ANCHORING NOTES: 1) FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE BID WOOD SCREW WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8' MINIMUM EMBEDMENT. LOCATE ANCHORS AS SHOWN IN INSTALLATION DETAILS SHEET 3. 2) FOR ANCHORING INTO CONCRETE USE 1/4' ELCO ULTRCON TAPCON WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4' MINIMUM EMBEDMENT WITH 1' MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN INSTALLATION DETAILS SHEET 3. 3) FOR ANCHORING INTO METAL USE A 10 SMS OR SELF DRILLING SCREW WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE ,INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN INSTALLATION DETAILS SHEET 3. 4) ALL FASTENERS TO BE CORROSION RESISTANT. 5) 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 S. CONCRETE - MINIMUM COMPRESSIVE STRENGTH OF 3,200 PSI. C. MASONRY - STRENGTH CONFORMANCE TO ASTM C-90, GRADE N, TYPE 1 (OR GREATER). D. METAL STRUCTURE -STEEL TOGA (.048-) FY=33KSI/FU-52KSI OR ALUMINUM 6063-T5 FU=30KSI .062' THICK MINIMUM. 6) FOR ATTACHING WINDOW UNITS TO MULLION USE #10 SELF TAPPING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A MINIMUM EMBEDMENT OF THREE THREADS PAST THE MULLION WALL. LOCATE SCREWS 6' FROM EACH MULLION END AND 12' MAX. O.C. THEREAFTER. STAGGER SCREWS AT EACH WINDOW. TRIBUTARY WIDTH _ WI + W2 2 MI WINDOWS AND DOORS, LLC 650 WEST MARKET STREET GRATZ, PA 17D30-0370 5764 - VERTICAL MULLION 83" MULLION SPAN TABLE OF CONTENTS GENERAL NOTES SHEET NO. DESCRIPTION DRAWN. owc 1 NOTES V.L. 08-01439 2 CONFIGURATIONS AND DP CHART SCALE NTS JIMIE 01 / 1 1 / 12 s— 1 OF 4 3 INSTALLATION DETAILS L RMATO LOAASP.E. I432 WOODFORD RD LEWSVILLE. NC 27023 4 COMPONENTS 434•E60•0E09 fft=Sd*bMSM.Dum APPROVED R.L R.L. SIGNED: 1011312017 TR!!E 0 i v GENs.•di. POI F,wITIAATT S;kAj1E\\ Luls R. Lomas P.E. FL No.: 62514 3/8" OMBINED WIDTHT107w,- BY 1FRAME HEIGHT WINDOW WINDOW MULLION SPA 107 3/8- COMBINED WIDTH W1 r W2 83" LFRAME HEIGHT WINDOW MULLION SPAN) 1 //` 11 107 3/8' COMBINED WIDTH W1 W2 83" 1HEIGHT1WINDOW / FRAME WINDO r WINDO MULLION SPIN, 1 1 WIW2 107 3/8' COMBINED WIDTH Design pressure rating (psi) Mullion an In Tribulary width (in) 18. 13 ASO 3&00 42.00 48.00 52.13 25. 00 120.0 120.0 12OLD 120.0 120.0 120.D 37. 38120.0 120.0 120.0 120.0 120.0 120.0 49. 63 1200. 98.3 81.2 76.9 75.2 75.1 62. 00 71.0 62.2 39.7 35.9 33.4 32.3 65. 6359.6 43.7 33.0 29.6 27.4 26.3 72. 00 44.9 32.7 24.4 21.8 19.9 19.0 84. 00 20.1 1 2D.3 I LARGE AND SMALLMISSILE IMPACT, LEVEL Q. WIND ZONE 3 DIMENSIONS IN CHART ARE FRAME DIMENSIONS AND DO NOT INCLUDE FLANGE. 1. 107 3/8- COMBINED WIDTH W1- Ir W2 - FRAME Lw WINDOW HEIGHT MULLION SPAN) I / / F_ 107 3/ 8' COMBINED WIDTH WI W2 / BY 1 1 WINDOW I FRAME HEIGHTWINDOWINDOW MULLION SPAN) 1 1 1 wi -4- W2 - 107 3/ 8- COMBINED WIDTH RMSIONS I aw I 0MRFMN I DATE I APPROVED 1 A REVISED INSTALLATION DETAILS I OS/ ID/ 15 R.L. I B REVISEDANCHORINGNOTES & INSTL DET. I D8/07/17 R.L. 107 3/ 8' COMBINED WIDTH I Wt W2 83' HI I WINDOW FRAME / HEIGHT j WINDOW MULLIONSPA) 1 1 - W1 I- W2 107 3/ 8' COMBINED WIDTH APPROVED CONFIGURATIONS MULTIPLE UNITS MAYBE MULLED TOGETHER AS LONG AS COMBINED WIDTH DOES NOT EXCEED 107318'AS SHOWN HEREIN. Design pressure rating lost) with rebar Mullion span ( In) Tr bulary width 18.1355. 50 36.00 42.00 In 148.00 52: 13 25.110 120. 0 120.0 120.0 120.0 120.0 120.0 37.36 120. 0 120.0 120.0 120.0 120.0 120.0 49.63 120. 0 98.3 81.2 76.9 75.275.1 62.00 95. 2 70.0 53.3 48.1 44.8 43.4 65.63 8D. 0 68.6 44.2 39.7 36.7 35.3 72.00 60. 3 43.9 32.8 29.2 26.7 25.5 84.00 37. 7 47.3 20.1 17.7 16.0 1 15.1 LARGE AND SMALL MISSILE IMPACT, LEVEL D, WIND ZONE 3 DIMENSIONS IN CHART ARE FRAME DIMENSIONS AND DO NOT INCLUDE FLANGE MI WINDOWS AND DOORS, LLC 650 WEST MARKET STREET GRATZ. PA 17030- 0370 5764 - VERTICAL MULLION 83" MULLION SPAN APPROVED CONFIGURATIONS AND RATING CHARTS MAWW.. me No. REV V.L. 08- 01439 B SME NTS DALE 01/11/12 1 S'W2 OF 4 L. ROBERTO LOM4S P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 434-666am 19tm sebbMa o cam SIGNED: 1011312017b GENst'.i1' 13; SDTAT 5E OF OiuA j10,,\' Luis R. Lomas P.E. FL No.: 62514 1' MIN r EDGE DISTANCE MASONRY/CONCRETE BY OTHERS n 1 1/4' MIN. EMBEDMENT RLVEDIS p[$RpIDN MfE APVROYLD REVISED INSTALLATION DETAILS O6/10/15 R.L. REVISED ANCHORING NOTES & INSTL DEL 06/07/17 R.L. 1/4' ELCO ULTRACON TAPCON MTDDD022 CLIP IJ SECT5796 CLIP d1D SMS OR OPTIONREBAR AL I I SELF DRILLING I SCREW SECT5764 MULLION - --- MTDDD022 CLIP 110 WOOD SCREW I 1 3/8' MIN. EMBEDMENT L--- WOOD FRAMING/ 1/2' MIN. 2% BUCK EDGE BY OTHERS DISTANCE VERTICAL CROSS SECTION MASONRWCONCRETE AND WOOD FRAMING INSTALLATION NOTE: CLIPS MAY BE USED IN MASONRY/CONCRETE OR WOOD FRAMING SUBSTRATE. METAL 1/2' MIN. STRUCTURE EDGE L BY OTHERS DISTANCE VERTICAL CROSS SECTION METAL INSTALLATION MI WINDOWS AND DOORS, LLC 65D WEST MARKET STREET GRATZ, PA 17030-0370 5764 - VERTICAL MULLION 83" MULLION SPAN INSTALLATION DETAILS DRAWW.. DrrT. ND. V.L. 08-01439 SCALE NTS I 1.11E O 1 / 1 1 / 12 1 SHEET 3 OF 4 L ROBERTO LOMAS P.E. 14V WOODFORD RDLEWISVALE. HC2AV3 A2A.se9-0609 Abmas bmasoe.com SIGNED: 1011312017 J S 1 1IL 04f cENs •1r% o"7J}j/"'/6TATE OF --tut: 0NAj1 G\ Luis R. Lomas P.E. FL No.: 62514 NOTES: 1 2. 3. 2.140" -II 1.1K= I SECT5764 MULLION ALUMINUM 6005-T5.125• THICK 0.688" 1. RF-185 2 REBAR 16 GA (062) GALVANIZED STEEL CLIPS MAY BE USED IN MASONRY/CONCRETE OR WOOD FRAMING SUBSTRATE. FOR WOOD & METAL INSTALLATION USE ALL FOUR ANCHOR LOCATIONS. FOR CONCRETE INSTALLATION USE 2 ANCHOR LOCATIONS ONLY WITH 3 1/4- SEPARATION BETWEEN ANCHORS. 3.261" 1.375' 0.625' L 3.250" 0.843' 4.000' O MT000022 CLIP 16GA (.063") GALVANIZED STEEL SEE NOTE 2 A 3. THIS SHEET. 3.7W 2.189" 1.0 0' 0.375' 0.843' 1- 1.562" 2X 00.210" 1.562" SECT5796 CLIP FOR WOOD FRAMING INSTALLATION ALUMINUM 6063-T5.125-THICK RM610N5 REV DCSCRVWN MiE AMROVCD A REVISED INSTALLATION DETAILS 06/10/15 R.L. 8 REVISED ANCHORING NOTES do INSTIL DET. 06/07/17 R.L. 3.750' 1.000' 0.375' 0.422" 2.032' 2.875' 0.841 3' 1- SECT5796 CLIP 2X 00.210" FOR CONCRETE INSTALLATION ALUMINUM 6063-T5.125' THICK MI WINDOWS AND DOORS, LLC 650 WEST MARKET STREET GRATZ. PA 17030-0370 5764 - VERTICAL MULLION 83" MULLION SPAN COMPONENTS DRAWN: V.L. 08-01439 WALE NTS JoAn 01/11/12 s-V4 OF 4 LROIX TOLOMASP.E 1432 WOODFORD RDLEWLSVXLE, AC 27023 434-SM-0609 ftMS@*&naws.Lom SIGNED: 1011312017 C E NS4, •& s 0 ATE 0 FS is ONAj1Ea.. Luls R. Lomas P.E. FL No.: 62514 Florida Building Code Online Page 1 of 3 FA. .' ZI dx i SCIS Home I Log In I User Registration I Not Topics I Submit Surcharge I sets B Facts I Publications I FBC Staff I BOS site Map I unks I search { bRoridrLa r as ProductApproval IUSER: PuDlit User t: r5l Product Aooroval Menu > ProduQ or Aoolieation Search > Aoolication List > Application Detail FL # Application Type Code Version Application Status Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method FL13223-R4 Revision 2017 Approved James Hardie Building Products, Inc. 26300 La Alameda Ste. 250 Mission Viejo, CA 92691 909) 349-2927 pingsheng.zhu@jameshardie.com Pingsheng Zhu pingsheng.zhu@jameshardie.com Pingsheng Zhu 10901 Elm Ave. Fontana, CA 92337 909) 349-2927 pingsheng.zhu@jameshardie.com Pingsheng Zhu 10901 Elm Ave. Fontana, CA 92337 909) 349-2927 pingsheng.zhu@jameshardie.com Panel Walls Siding Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Ronald I. Ogawa the Evaluation Report Florida Ucense PE-24121 Quality Assurance Entity Intertek Testing Services NA, Inc. - QA Entity Quality Assurance Contract Expiration Date 12/31/2020 Validated By John Southard, P.E. R Validation Checklist - Hardcopy Received Certificate of Independence FL13223 R4 COI RIO - Certificate of Indeoendence.odf Referenced Standard and Year (of Standard) Standard ASTM C1186 ASTM E330 Year 2007 2002 Equivalence of Product Standards Certified By Florida Ucensed Professional Engineer or Architect FL13223 R4 Eouiv RIO-2692E-17 ASTM C1186 eouivalencv.odf http://,A-A-w. floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvRk6bsvZ66FC... 2/6/2018 Florida Building Code Online Page 2 of 3 Sections from the Code Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products Method 1 Option D 08/09/2017 08/2S/2017 08/28/2017 10/10/2017 FL # Model, Number or Name Description 13223.1 Cempanel Siding fiber -cement panel siding Limits of Use Installation Instructions Approved for use in HVH2: Yes FL13223 R4 11 cemoanel-installadon.odf Approved for use outside HVH2: Yes FL13223 R4 II NOA 17.0406.06.odf Impact Resistant, Yes FL13223 R4 11 RIO 2689-17 Panel to Furrino.odf Design Pressure: N/A FL13223 R4 11 RIO-2686-17 Panel Wood Metal Frame.odf Verified By: Ronald I. Ogawa 24121Other: For use inside a HVH2 install in accordance with NOA 17-0406.06 Created by Independent Third Party: No Evaluation Reports FL13223 R4 AE NOA 17-0406.06.odf FL13223 R4 AE Rio 2689-17 Panel to Furrinmodf FL13223 R4 AE RIO-2686-17 Panel Wood Metal Frame.odf Created by Independent Third Party: Yes 13223.2 HardiePanel Siding fiber -cement panel siding Limits of Use Installation Instructions Approved for use in HVH2: Yes FL13223 R4 11 HardiePanel-installatlon.odf Approved for use outside HVH2: Yes FL13223 R4 it NOA 17-0406.06.odf Impact Resistant: Yes FL13223 R4 II RIO 2689-17 Panel to Furrino.odf Design Pressure: N/A FL13223 R4 11 RIO-2686-17 Panel Wood Metal Frame.odf Verified By: Ronald I. Ogawa 24121Other: For use inside a HVH2 install in accordance with NOA 17-0406.06 Created by Independent Third Party: No Evaluation Reports FL13223 R4 AE NOA 17-0406.06.odf FL13223 R4 AE RIO 2689-17 Panel to Furrino.odf FL13223 R4 AE RIO-2686-17 Panel Wood Metal Frame.odf Created by Independent Third Party: Yes 13223.3 Prevail Panel Siding fiber -cement panel siding Limits of Use Installation Instructions Approved for use in HVH2: Yes FL13223 R4 11 NOA 17-0406.06.odf Approved for use outside HVH2: Yes FL13223 R4 11 Prevail- Panel- InStaIlation.Odf Impact Resistant: N/A FL13223 R4 Il RIO 2689-17 Panel to Furrino.odf Design Pressure, N/A FL13223 R4 11 RIO-2686-17 Panel Wood Metal Frame.odf Verified By: Ronald 1. Ogawa 24121Other: For use inside a HVH2 install in accordance with NOA 17-0406.06 Created by Independent Third Party: No Evaluation Reports FL13223 R4 AE NOA 17-0406.06.odf FL13223 R4 AE RIO 2689-17 Panel to Furrino.odf FL13223 R4 AE RIO-2686-17 Panel Wood Metal Frame.odf Created by Independent Third Party: Yes Back PER Contact us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: BSO-497.1824 The State of Florida Is an AA/EEO employer. Coevrioht 2007-2013 State of Florida.:: Privacy Statement :: Aecesslblllry 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 publi -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 BSo.487.1395. 'Pursuant to Section 4SS.27S(1), Florida Statutes, effective October 1, 2012. licensees licensed under Chapter 4SS, F.S. must provide the Department with an email address If they 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 4SS, F.S., please click here . Product Approval Accepts: taffMm a,wd M http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvRk6bsvZ66FC... 2/6/2018 Florida Building Code Online Page 3 of 3 Credh Card Safe http://%k ww.floridabuilding.org/pr/pr_app_dtl.aspx?param=vvGEVXQwtDgvRk6bsvZ66FC... 2/6/2018 Florida Product Approval HardiePanel® Siding For use inside HVHZ: o HardiePanel Siding fastener types, fastening schedule, and installation shall be in accordance with the Miami -Dade County Florida NOA 17- 0406.06. Consult the HardiePanel product installation instructions on the follow pages for all other installation requirements. For use outside of HVHZ, o HardiePanel Siding fastener types, fastening schedule, and installation shall be in accordance with Engineering Evaluation Reports RIO-2686-17 or RIO-2689-17. Consult the HardiePanel product installation instructions on the follow pages for all other installation requirements. y >o. CLEARANCES Install siding and trim products in Maintain a minimum 1" Maintain a minimum 1" 2" clearance At the juncture of the roof and vertical Maintain a 1/4" compliance with local building code 2" clearance between between James Hardie products and decking material. surfaces, flashing and counterflashing be themanufacturer's clearance between the ttom of James requirements for clearance between James Hardiee nstructions. s. PreriovideaHardieproductsandthe bottom edge of the siding and products and paths, Figure 7 minimum 1 "- 2" clearance between horizontal flashing. the adjacent finished grade. steps and driveways. Figure 5 '/"i° Figure 6 sidino IYIf I i- It l 1't Itoottaeta foundationMaintain a minimum 1" gap between gutter end caps and siding & trim. Figure 9 siding tl' 1 r 1gutter and and cap 1141 rm n0' 11 I siding watertive resisIbarrierdeck material r - 2• mi O joistfla shingledger Do not bridge floors with HardiePanel• siding. Horizontal joints should arrays be created between floors (fig.10). Water- I ResistiveBarrier Figure 10 I Horizornal — -- sheathing tans * ' HardiePanet• BLOCKED PENETRATIONS Penetrations such as hose bibs and holes 1 16' or larger such as dryer vents should have a block of trim around point of penetration. the roofing and the bottom edge of the Do not caulk gap. siding and trim. Refer to fig. 3 on Figure 8 page 1. i i lfiLll ir-2'min. KICKOUT FLASHING Because of the volume of water that can pour down a sloped roof, one of the most critical flashing details occurs where a Framingroof, intersects a sidewall. The roof must be flashed with step Fwaing flashing. Where the roof terminates, install a kickout to deflect water away from the siding. it is best to install a sell -adhering membrane on the wall before the subfascia and trim boards are nailed in place, and then come back to install the kickout. Figure 11, Kickout Flashing To prevent water from dumping behind the siding and the end of the roof intersection, install a "kickout" as required by IRC code R905. 2.8.3 : "...flashing shall be a min. of 4" high and 4" wide." James Hardie recommends the kickout be angled between 1000 - 110* to maximize water deflection GENERAL FASTENING REQUIREMENTS Fasteners must be corrosion resistant, galvanized, or stainless steel. Electro-galvanized are acceptable but may exhibit premature corrosion. James Hardie recommends the use of quality, hot - dipped galvanized nails. James Hardie is not responsible for the corrosion resistance of fasteners. Stainless steel fasteners are recommended when installing James Hardie products near the ocean, large bodies of water, or in very humid climates. Consult applicable product evaluation or listing for correct fastener type and placement to achieve specific design wind loads. NOTE: Published wind loads may not be applicable to all areas where Local Building Codes have specific jurisdiction. Consult James Hardie Technical Services if you are unsure of applicable compliance documentation. Drive fasteners perpendicular to siding and framing. Fastener heads should fit snug against siding (no air space). (fig. A) Do not.over-drive nail heads or drive nails at an angle. If nail is countersunk, fill nail hole and add a nail. (fig. B) For wood framing, under driven nails should be hit flush to the plank with a hammer (for steel framing, remove and replace nail). NOTE: Whenever a structural member is present, HardiePlank should be fastened with even spacing to the structural member. The tables allowing direct to OSB orplywood should only be used when traditional framing is not available. Do not use aluminum fasteners, staples, or clipped head nails. Snug Flush LYN RTN Countersunk, fill & add nail la 0 Figure A Figure B do not under drive nails DO NOT STAPLEFigure 11 PNEUMATIC FASTENING James Hardie products can be hand nailed or fastened with a pneumatic tool. Pneumatic fastening is highly recommended. Set air pressure so that the fastener is driven snug with the surface of the siding. A flush mount attachment on the pneumatic tool is recommended. This will help control the depth the nail is driven. If setting the nail depth proves difficult, choose a setting that under drives the nail. (Drive under driven nails snug with a smooth faced hammer - Does not apply for installation to steel framing). HS1236 - P213 8113 a Hardie Pane 1"Iff'Z12. Vertical Siding JamesHardie EFFECTIVE SEPTEMBER 2013 IM INSTALLATION REQUIREMENTS RESIDENTIAL SINGLE FAMILY ONLY - PRIMED & COLORPLl1S- PRODUCTS Visit millwArneshardie.com for the most recent version. SMOOTH • CEDARMILL® • SELECT SIERRA 8 • STUCCO IMPORTANT. FAILURE TO INSTALL AND FINISH THIS PRODUCT IN ACCORDANCE WITH APPLICABLE BUILDING CODES AND JAMES HARDIE WRITTEN APPLICATION INSTRUCTIONS MAY LEAD TO PERSONAL INJURY, AFFECT SYSTEM PERFORMANCE, VIOLATE LOCAL BUILDING CODES, AND VOID THE PRODUCT ONLY WARRANTY. BEFORE INSTALLATION, CONFIRM THAT YOU ARE USING THE CORRECT HARDIEZONE INSTRUCTIONS. INSTALLATION OF HZ1 OTM PRODUCTS OUTSIDE AN HZ100 LOCATION WILL VOID YOUR WARRANTY, TO DETERMINE WHICH HARDIEZONE APPLIES TO YOUR LOCATION, VISIT WWW.HARDIEZONE.COM OR CALL 1-866-942-7343 STORAGE & HANDLING: Store flat and keep dry and covered prior to installation. Installing siding wet or saturated may result in shrinkage at butt joints. Carry planks on edge. Protect edges and comers from breakage. James Hardie is not responsible for damage caused by improper storage and handling of the product. OUTDOORS INDOORS 1. PoWon MN station so that wind wall blow dust away from user 1. Cut only using score and snap, or shears (manual, electric or pneumatic). and others in working area 2. Position taming station in well -ventilated area 2. Use one d the tollowrV methods: a. Best L Scare and snap 1. Shears (rear ual, electricorpneumatic) - NEVER use a power saw indoors b. Better: i. Dust reducing circular saw equppeld with a - NEVER use a dralar saw Made that does not carry the HardfeWde saw blade trademark Hardie8lade` saw blade and HEPA vacuum eanction NEVER dry sweep — Use wet suppression or HEPA Vacuum c. Good: i. Dust reducing circular saw with a HardeBlade saw blade defy use for low to moderate cutting) Important Note: For matdmum pr=bon (buest respirable dust production), James Harde recommends &.%,s using 'Bar -level Ong methods whare feasinfe NOSH -approved respirators can be used In copnction %AM above OAM practices to further reduce dust apostres. Additional eposure information is avalatW atwwnrtjarttesiwdrerxtm tohelp you determine the most appropriate cutting method for your job requirements. 9 ooncam still etasts abort eposure news or you do not comply vdth the above praclicas, you should aNrays consult a qualified industrial hygienist orcontact James Hardie for further information. soaattae GENERAL REQUIREMENTS: These instriictions to be used for residential single family installations only. For Commercial / Mulfi-Family installation requirements go to www.JamesHardieCommercial.com HardiePanela vertical siding can be installed over braced wood or steel studs spaced a maximum of 24" o.c. See genemal fastening requirements. Irregularities in framing and sheathing can mirror through the finished application. James Hardie recommends irdaling HardiePanel on a capillary break (rainscreen/furring) as a best practice. Information on installing James Hardie products over foam can be located in JH Tech Bulletin 19 at www. jamehardie.com A water -resistive barrier is required in accordance with local building code requirements. The water -resistive barrier must be appropriately installed with penetration and junction flashing in accordance with local building code requirements. James Hardie will assume no responsibility for water infiltration. James Hardie does manufacture HardieWrape Weather Barrier, a non -woven non -perforated housewrapl , which complies with building code requirements. When installing James Hardie products all clearance details in figs. 5,6,7,8,9,10911 must be followed. Adjacent finished grade must slope away from the building in accordance with local building codes - typically a minimum of 6" in the first 10'. Do not install James Hardie products, such that they may remain in contact with standing water. HardiePanel vertical siding may be installed on vertical wall applications only. DO NOT use HardiePanel vertical siding in Fascia or Trim applications. Some application are not suitable for OolorPlus. Refer to ColorPlus section page 3. DO NOT use stain, oil/al d base paint, or powder coating on James Hardie® Products. For larger projects, including commercial and mufti -family projects, where the span of the wall is significant in length, the designer and/or architect should takeintoconsiderationthecoefficientofthermalexpansionandmoisturemovementoftheproductintheirdesign. These values can be found in the Technical Bulletin 8 "Expansion Characteristics" at www.JamesHardie.com. INSTALLATION: Joint TreatmentFastenerRequirements • Vertical Joints - Install panels in moderate contact (fig. 1), alternativelyPositionfasteners3/8" from panel edges and no closer than 2" away from corners. Do not nail into comers. joints may also be covered with battens, PVC or metal jointers or caulked (Not applicable to ColorPlus Finish) (fig. 2). HardiePanel Vertical Siding Installation • Horizontal Joints - Provide Z-flashing at all horizontal joints (fig. 3). Framing must be provided at horizontal and vertical edges for nailing. Figure 2 Figure 3HardiePanelverticalsidingmustbejoinedonstud. water -resistive barrier water -resistive barrier Double stud may be required to maintain minimum edge 4 stud grater-reslstiue water-resistNe2x4studbarrferbarriernailingdistances. ._upper panel .—upper panel Figure 1 sir, Do not gap water -resistive - Caulk 1/4• gap CCaulDo k 1/4" barrier - sheathing. HardiePanel Batten Joint "H" Joint "2-flashing t ''z-fiasning tr O o vertical siding water -resistive barrier .—dardraiNe hard2x4studdboard keep nails .—laver 3/8' min. panel .— n from panel edges plate p o Figure 4 leave appropriate gap between Recommendation: when p panels, then caulk' installing Sierra 8, providebCaulkJointadoublestudatpanelmoderatecontactNotapplicabletoColaPkrs° Finish) joints to avoid nailing keep fasteners 2' q — T_ Apply caulk in accordance with caulk through grooves. away from corners manufacturer'swritten application instructions. For additional information on HardieWrapTm Weather Barrier, consult .lames Hardie at 1-866-4HArdie or www.hardiewrap.com WARNING: AVOID BREATHING SILICA DUST James Harder° orotlutts contain respirable crystalline slip, which Is known tothe State of California to cause cancer and is cortddered try IARC aria MOSH to be a cause at cancer from some occupational sources. Bramilig etcessive amounts of respirable silica dust can also cause a disabling and potentially fatal lung disease called sllotsis, and has been linked with otto diS92seS. Some studies suggest smotdng may Increase these risks. Dunrlg fnsWladon or handing: (1) workinoutdoor areas van ample verullatior,; (2) use fiber cement shears for cutting or, Move not Ieasitile, use a HardeMade'saw blade and Oust -reducing circular saw attached to a HEPAvadnan; 3) yarn others in the immediate area; (4) wear a prooeriy-fined. NOSH -approved dust mask or respirator (e.g. N-W in accordance with applicable government regulations and marorlactrret ktstrudions to fuller limitrespirablesilicattimtes. During dean-ud, use HEPA vacuums or wet cleanup memodis - never dry sweep. For fumrel intonation, river to our installation instructions and Material Safety Oata Sheet avabole at wow jamesnatde.can or bur Calling 1-800.9FUME (1.800.942.7343). FAILURE To ADHERE TO OUR WARNINGS, MSOS, MO INSTALLATION INSTRUCTIONS MAY LEAD TO SERIOl1S PERSONAL m:JURY OR DEATH. xmmm HS1236 - 11/3 1/13 My9. ; CAULKING For best results use an Elastomeric Joint Sealantcomplying with ASTM C920 Grade NS, Class 25 or higher or a Latex Joint Sealant complying with ASTM C834. Caulking/Sealant must be applied in accordance with the caulking/sealant manufacturer's written instructions. Note: OSI Quad as well as some other caulking manufacturers do not allow tooling. DO NOT caulk nail heads when using ColorPlus products, refer to the ColorPlus touch-up section CUT EDGE TREATMENT PAINTING Caulk, paint or prime all field cut edges. DO NOT use stain, oiValkyd base paint, or powder coating on James Hardie6 Products. James Hardie products James Hardie touch-up kits are required I must be painted within 180 days for primed product and 90 days for unprimed.100% acrylic topcoats are to touch-up ColorPlus products. recommended. Do not paint when wet. For application rates refer to paint manufacturers specifications. Back -rolling is recommended if the siding is sprayed. COLORPLUS° TECHNOLOGY CAULKING, TOUCH-UP & LAMINATE Care should be taken when handling and cutting James Hardie® ColorPlus® products. During installation use a wet soft cloth or soft brush to gently wipe off any residue or construction dust left on the product, then rinse with a garden hose. Touch up nicks, scrapes and nail heads using the ColorPlue Technology touch-up applicator. Touch-up should be used sparingly. If large areas require touch-up, replace the damaged area with new HardiePanel® siding with ColorPlus Technology. Laminate sheet must be removed immediately after installation of each course. Terminate non -factory cut edges into trim where possible, and caulk. Color matched caulks are available from your ColorPlus® product dealer. Treat all other non -factory cut edges using the ColorPlus Technology edge coaters, available from your ColorPlus product dealer. Note: James Hardie does not warrant the usage of third parry touch-up or paints used as touch-up on James Hardie ColorPlus products. Problems with appearance or performance arising from use of third parry touch-up paints or paints used as touch-up that are not James Hardie touch-up, will not be covered under the James Hardie ColorPlus Limited Finish Warranty. The following outlines the recommended applications for ColorPlus and Primed panels. Not all designs will be suitable for every application: Exposed fasteners or battens is the recommended application for ColorPlus panel products Do not use touch-up over fastener heads for smooth ColorPlus products - primed panel recommended For ColorPlus panel applications that require fasteners in the field, it is acceptable to use touch-up over fasteners for Cedarmill and Stucco panel only, but correct touch-up application is important. Some colors may show touch-up when applied over fasteners. Trim is recommended to cover joints when appropriate. PAINTING JAMES HARDIE® SIDING AND TRIM PRODUCTS WITH COLORPLUS° TECHNOLOGY When repainting ColorPlus products, James Hardie recommends the following regarding surface preparation and topcoat application: Ensure the surface is clean, dry, and free of any dust, dirt, or mildew Repriming is normally not necessary 100% acrylic topcoats are recommended DO NOT use stain, oil/alkyd base paint, or povrder coating on James Hardie® Products Apply finish coat in accordance with paint manufacturers written instructions regarding coverage, application methods, and application temperature REMITION: In accordance with ICC-ESEvaluator ReportESR•1644. HardiePanelS venial siding isrecognized as a sritade alternate to that spectffed In: the 2006.20D9, 3 2012 International Residential Codefor One -andTwo -Family Dwellings and the 2006, 2009,9 2012 International Building Code. HardiePanet vertical siding is also recognized for application in the following: City of Los Angeles Research Report No. 24862, Sweat norldalistingFROM, Bade county, Florida NOA No. 02-0729.02, U.S. Dept. C HUD Materials Rdiease 1263c, Texas Department of Insurance Product Evaluation EC-23, Cityof Nee, Yon; MEA 223-93-M, and Califomla BSA PA-019. These documents Mould also be consulted for additional information concerning the sdtaWtty of this product for speak appliCltiorhs. 2013 James Hardie Building Products. All rights reserved. TM. SM. and ® denote trademarks or registered trademarks of Additional Installation Information, James HardieTechrlology Limited 0 is a registered Warranties, and Warnings are available at rJamesHardle trademark of James Hardie Technology Limited. www.jameshardle.COm HS1236 - P3/3 6/13 F ° J" (( r1lwa QU= i?ADE GOUNITY «,y- pGtemmo ACCREOrTEDLAGMATORY July 30. 2017 Pingsheng Zhu, P.E Product Compliance Engineer James Hardie Building Products. 10901 Elm Ave.. Fontana, CA 92337 Re: NOA-17-0406:06 Relative to FBC 2017 Project RIO-2679AA-17 Dear`Pingsheng: After review of the 2017 FBC, it is my opinion that the currerit'NOA-17-0406.06 is in compliance with the 2017 Florida Building Code. Referenced Standards in the-2017 FBC: 1. Wood: AWC NDS-2015 & SDPWS-2015 2. Structural Loads: ASCE/SEI-7-10 3. Concrete: ACE-318-14 4: Masonry: TMS402-20t6/ACI530=13/ASCE-5,13.. S. Structural Steel: AISC 36040 (Including manual ofsteel construction 2010 (141i'edition)) 6. Cold -formed Steel: AISI 160.12 7. Aluminum: ADM-1-2015 In addition, I am making the following Statement of Independence as requested:. 1. Ronald Ogawa. does not have nor does it intend to acquire or will it acquire any financial interest in any company manufacturing or distributing products for which evaluations are issued. 2. Ronald Ogawa is not owned, operated or controlled by any company manufacturing or distributing products It evaluates or inspect. 3. Ronald Ogawa Inc does not have• nor will it acquire a financial interest In any company manufacturing or distributing.products for which reports are being issued.. 4. Ronald. Ogawa does not have, nor will it acquire a financial interest in any other entity involved'in the approval process ofthe product Should you have'any questions on anything, please contact me. Sincerely. Ronald 1. Ogawa, P?E.. RI Ogawa & Associates, Inc.. IAS Laboratory Approval, TL 360 AS Quality Control Agency, AA-706 CRRC Approved Testing Laboratory for Solar Reflectance and Emissivity State of Florida Approved Validator and Third Party Quality Control Agency 714) 292-2602 ronriooawa.com CC: Roger Ogavira - RI Ogawa & Associates, Inc:.- Karen Ogawa - RI Ogawa & Associates, Inc. Lab Address: 1985 Sampson Avenue. Corona. CA 92879 • Phone (714) 321-4939 - Fax (714) 908.1815 - E-mail: rooere-tionewxacom Malting Address: 16835 Algonquin St. 0443. Huntington Beach. CA 92649 • Phone (702) 491-3710 - Fax (714) SOB-1915 •'E-mail: debbv ooawa.com Engineering 4 Quality Control .'Product Development e Inspections - Code Consulting - Expert Witness - Testing MIAMI•DADE e MIAMI-DARE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) Miami, Florida 33175-2474 BOARD AND CODE ADMINISTRATION DIVLSION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.gov/economy James Hardie Building Product, Inc. 10901 Elm Avenue Fontana, CA 92337 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER-Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use ofsuch 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 ofthe 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. DESCRIPTION: "Hardie", "Cem" and "Prevail" Planks and Panels Fiber Cement Siding and Soffit APPROVAL DOCUMENT: Drawing No. PNL, PLK & SOFF, titled "HardiePanel, CemPanel, Prevail Panel; HardiePlank, CemPlank Prevail Lap Siding; HardieSoffit, CemSoffit Panel; Installation Details Wood/Metal Stud Construction", sheets 1 through 12 of 12, dated 04/24/2013, prepared by the manufacturer, signed and sealed by Ronald I.Ogawa, P.E., bearing the Miami -Dade County Product Control renewal stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: A permanent label with the manufacturer's name or logo, Plant City, Florida, and the following statements: "ASTM C 1186 Type A compliant" and "Miami -Dade County Product Control Approved" is to be located on each siding plank or panel and per FBC 1710.9.2 and 1710.9.3 on soffit panels. RENEWAL ofthis 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 ofthis 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 ofNOA. 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 ofthis entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA # 15-0122.04 and.consists of this page 1 and evidence page E-1, as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M. Utrera, P.E. NOA No. 17-0406.06 rnahu•twot courJtir Expiration Date: May 1, 2022 Approval Date: May 4, 2017 4/2712a17 Page 1 James Hardie Building Products, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS "Submitted under NOA # 13-0311.07" 1. Drawing No. PNL, PLK & SOFF, titled "HardiePanel, CemPanel, Prevail Panel; HardiePlank, CemPlank Prevail Lap Siding; HardieSoffit, CemSoffit Panel; Installation Details Wood/Metal Stud Construction", sheets 1 through 12 of 12, dated 04/24/2013, prepared by the manufacturer, signed and sealed by Ronald I. Ogawa, P.E. B. TESTS "Submitted under NOA # 13-0311.07" 1. Test reports on 1) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 2) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked -up drawings and installation diagram of HardiePlank, HardieSoffit and HardiePanel, prepared by Intertek Testing Services NA LTD, Test Report No. 100733361COQ-004, dated 08/24/2012, with revision 1 dated 04/25/2013, signed and sealed by Rick Curkeet, P.E. Submitted under NOA # 02-0729.02" Laboratory Report Test Date Signature 2. ATI-16423-1 PA 202 & 203 03/18/96 A. N. Reeves P.E. 3. ATI 16423-2 PA 202 & 203 03/18/96 A. N. Reeves P.E. 4. ATI 16423-3 PA 202 & 203 03/18/96 A. N. Reeves P.E. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources (RER) E. MATERIAL CERTIFICATIONS 1. None. - F. STATEMENTS "Submitted under NOA # 15-0122.04" 1. Statement letter of code conformance to the 5' edition (2014) FBC issued by Ronald I. Ogawa & Associates, Inc., dated 10/26/2014, signed and sealed by Ronald I: Ogawa, P.E. 04? l Zol Carlos M. Utrera, P.E. Product Control Examiner NOA No. 17-0406.06 Expiration Date: May 1, 2022 Approval Date: May 4, 2017 E-1 WALL LENG Studng at 1V'O.C. I i mcim :T REU, WALL I -e7 s PRODUCT RENEWED as complying with the Florida Building Code NOA-No. 17-0406.06 ExerretionAlate O5/01 /2022 By Wit He P3RP-u.LESCRlPTLo t SEE HardiePanele, Cempanele, & DETAIL A Prevail® Panel Siding materials are T 6l8" ttllck 16 Ply APA rated nonasbestos fiber -cement products tested in accordance with ASTM pywood sheating in C1186 Grade II, Type Aand meeting acmidence with Florida the requirements of the Florida Building Code Section Building Code. 2=3 eAJEL DIME.RSJI I$ Watenresisfive Width Length Thickness bonier per Florida 4' 8,9,1V 5/16!' Building Code Secion 1404.2 pk$fGld, PRESLV&E RATING 2' X 4' S-P-F Installation Design Pressure 76WoodStudsWoodStuds psi i MardiePanel, Impact Resistant- Planks installed over541" thick / 5 PlyB Nails at 16" O.C. (typ.) Cempanel, Pm%rall Panel APA rated plywood sheathing 3/8" Minimum Edge Distance Siding LARDIF,N .-C mpgNEl, PRE_v_gljp KEtts c 1NSTgt.uLTtO I DETgtl s. All.$ Sheathing fastener, as described in All installation shell be done In conformance with this Notice of Acceptance, the manufacturers Note 1 installation recommendations, and the applicable sections of the Florida Building Code. Wood studs where HardiePanel, Cempanel, Prevail Panel Siding will be installed shall betheFloridaBuildingCodeandtherequirements of thisPanelfastener, as described in designed by an Engineer or Archited per Note 2 N.OANote11 5/8' thick / 5 ply APA rated plywood sheathing sha11 be attached to the studs In accordance with Florida Building Code Section 2322.3. installed 5/8' thick 16 ply APA rated plywood sheathing supported1HardiePanel, Cempanel, The siding panels shall be over by a minimum of 21A4" S-P-F wood studs spaced a maximum of 16" O.C. 7 Prevail Panel Siding Note 2] The siding panel fastener shall be a Z long, 0.223" head diameter, 0.09Z' shankdiameter, corrosion resistant siding nall; the fasteners shall be spaced at 6" O.C. at panel edgesandintermediatestuds; the fasteners shall be driven through the SB"thick / 5 ply APA ratedVi4C//W plywood sheathing into wood studs located at 16"O.C. 2"from ter -resistive banter per Fasteners shall have a minimum edge distance of 3Vand a minimum clearance of rida Building Code Section comers. 4.2 HARDIEPANEL, CEMPANEL PREVAIL PANEL SW thick 15 ply APA rated INSTALLATION DETAILS WOOD STUD CONSTRUCTION plywood sheathing fastened in James Hardie Building Products, Ina accordance with Florida Building _ 10901 Elm Avenue Code Section 2322.3 o Fontana, CA 92337 2" X 4" S-P-F Wood Studs Phone: 909-356-630D SIZE r sara r» WAG No The wall and soffit frames are to be designed Fax 909-427-0634 A PNL. PLIC.SOFF bythe Architect or Engineer of Record in compliance with the Florida Building Code. Creator. E. Gonzales SCALE 112, = t'-0' Date: 412412013 OHM 1 OF 12 Fastener Spacing per FloridaBuildingCodeSection2322.3 I. e ooadfi* wilt ft-Fiftf& arlllmoY Coe 2M Pn,duci i oa d A. I' I Fastener Spacing per Florida Building Code Section 2322.3 I IFlaiiea PRODUCT RENEWED as 0M g Code as complying with the Florida Building Code Aceeptonm No r/'7 NOA-No. 1.7-0406.06 By Expiration e05/0112022 Miami Proaoa Ceohd By Miami- a duct Control Cladding Framing Sheathing irrNrr r 1.'0 p N co 1 F-RA.1ING NOMINAL 2" X 4" S-P-F WOOD STUDS 16" O.C. FASTENED FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD AREWITH3-VT i6d COMMON NAILS (2 PER TOP AND NOT PART OF 1111S APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE EJ J IhL NOMINAL 518" THICK / 5 PLY APA RATED PLYWOOD HARDIEPANEL, CEMPANEL, PREVAIL PANEL SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA INSTALLATION DETAILS WOOD STUD CONSTRUCTION BUILDNG CODE SECTION 2322.3 - MA-P- A James Hardie Building Products, Inc. THE PANEL IS FASTENED WITH 2' LONG, 0.223" HEAD AvenueDIAMETER, 0.092" SHANK DIAMETER, CORROSION Fontana, CA 92337a. CFontana. RESISTANT SIDING NAILS, PLACE NAILS 6" O.C. AT PANEL EDGES AND INTERMEDIATE STUDS Phone: 909-356-0300 60E 18Cu16 Dmtlo Fax 909-427-0634 A PNL-PLK-SOFF Creator. E. Gonzales sane 1" 5 T-0" Date: 4/24/2013 srEET 2 OF 12 1 WALL HEIGHT IF i WALL LENGTH Stud Spacing at 16" O.C. L-- OG v 1 4iyii+Qwith r //.07Aloa No. i Byy r { l iianf: a r?roA>d Geeeintt r i blAlt Y Fci" ORO 1 r- 3/8" Minimum Edge Distance Nails at 6" O.C. (typ.) RETAII.B Sheathing fastener, as described in Note 1. nb 0 I I I /T- Note 2 starer, as described In HardiePanelO. Siding Water -resistive barrier per Florida Building Code Section 1404.2 j j l 5/8" thick / 5 ply APA rated PRODUCT RENEWED Lplywood sheathing fastened . as complying with the Florida to metal studs as describedBuildingCode NOA-No. 17-0406.06 in Note I. Expiration D e05/01/2022 209a, 3-5/8" X 1-5/8" Metal C-stud The wall and soffit frames are to be designed By by the Architect or Engineer of Record InMiami .aa Product Control l compliance with the Florida Building Code. SEE DETAIL A 6/ 8' thick 15 ply APA rated plywood sheathing fastened to metal studs as described in Note 1 Watetireslstive 1 ? bamer per Florida Building Code I Section 1404.2 20ga, 35/8" X 1-Mil" Metal G•stud r rr rHardiePanel, C_ AOtllCompanel, Prevail Panel Siding p& OQUCT DMC tI!TIP-NHartllePanel®, Gempanel®, & PFavai* Panel Siding materials are nonasbestos fiber - cement products tested in accordance with ASTM C116B Grade II, Type A and meeting the requirements of the Florida Building Code. ANILL, 1110—MLONSWidth Length Thickness 4' 8,9,10' RESLG_ N-MjESSURE 861rJj I-G. Installation Design Pressure Metal Studs A04 psf Impact Resistant - Panel installed over 5/8" thick / 5 ply APA rated plywood sheathing dA1 QIf A tELyCEMPANkA E13EM6.LL PgAlEk51DING MS _ Ll 4noN DU 11.. Al installation shall be done In conformance with this Notice of Acceptance, the manufacturer's installation recommendations, and the applicable sections of the Florida 13ullding Code. Metal studs where HardiePanel, Cempanel, Prevail Panel Siding will be Installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N. O.A. Note 115/8" thick 15 ply APA rated plywood sheathing shall be attached to metal studs at B"oe at panel edges and all Intermediate supports using a No.8-18, 0.315" heed diameter x 1-1/4' long bugle head screw The siding panels shall be installed over 518" thick / 5 ply APA rated plywood sheathing supported by a minimum 20ga, Nominal 3-5/8" X 1-5/8" Metal C-studs spaced a maximum of 16" O.C. Note 2) The siding panel fastener shall be a minimum No. 8-18, 0.315" head diameter X 1-518" long* ribbed bugle head screw (`or screw shall have at least 3 full threads penetratingmetal framing); the fasteners shall be spaced at 6" O.C. at panel edges and Intermediate studs, the fasteners shall be driven through the 5/8" thick / 5 ply APA rated plywood sheathing into metal studs located at 16" O.C. Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" from comers. HARDIEPANEL, CEMPANEI, PREVAIL PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardle Building Products, Inc. 10901 Etm Avenue Fontana, CA 92337 Fax 909A27- 0634 I A I I PNL-PLK-SOFF Creator. E. Gonzales JwALs' 12" - f'-0" I Date. 4/24/2013 ISHEEr 3 OF 12 6.00in. (+- I . 6.00in. • I 1 I I•I I PRODUCT RENEWED as complying with the Florida Building Code 4OA-No. 17-0406.06 T Expiration te0510112022 6.00in. i _ PR0DK'rREvSED e4 ct pft wi& the FW idn Ac=ptmm No FxA;nd'oe Demo 7 Ttcm+n p ZCM1191 I I I' I II I• IT00in. I II• II II I• I I Pttovticr REVISED s cnffvhdn6 with 010 F br Domeo • E13A MAGNOMINAL 20 GAUGE 3-5/6" X 1-5/8" STEEL STUDS 16" O.C. FASTENED WITH 5/8' WAFER HEAD SCREWS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE S.EJ.ING NOMINAL 5/8" THICK 15 PLY APA RATED PLYWOOD SHEATHING TO METAL STUDS AT W OC AT PANEL EDGES AND ALL INTERMEDIATE SUPPORTS USING A NOAAS, 0.315" HEAD DIAMETER X 1-1W LONG BUGLE HEAD SCREW CLLADDINGTHEPANEL IS FASTENED WITH NO.8-18, 0.315" HEAD DIAMETER 1.618" LONG CORROSION RESISTANTRIBBEDBUGLEHEADSCREWS (SCREW SHALL HAVE AT LEAST 3 FULL THREADS PENETRATING THE METAL FRAMING), PLACE SCREWS 6" O.C. AT PANEL EDGES AND INTERMEDIATE STUDS Cladding Framing II Sheathing II I•I I I II I I,I I.I lil ' OGA i II II k, se II I D• 121 STATE OF Cc .` FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOADNOTPARTOFTHSAPPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESELOADS) RE HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 rnvne: a.rvw-vuv.. IFaX909M-'7Jw634 A PNL-PLK-SOFF Creator: E. Gonzales saw 1" 01:-0" Date: 4124/2013 sr+eer a OF 12 Expiration WteOS/01/2022 By Stud Spacing at 16" O.C. WALL LENG I I I j, I I j I i ./err///iiil'Y i• as oa6 t1'jj tCr R 1, jqe i ' /1t1 x% ld WALL . 4EIGH7 { i i j I Expi+i+{xsn » 7 Is min r i i ..lj.. _J1_— II..'' ii~_....._ u=:.A- :.F_., \ • t- ti SS10Nitsatis" O.C. tYp'i314" MinimumEdgeDistanceN AL r Q IL A r 4nqwyiN With Ns 15 EZA Sheathing fastener, as described in Note 1 Siding fastener, as described in Note 2 1 HardiePlank, Cemplank, Prevail Lap Siding Water - resistive barrier PRODUCT RENEWED as complying with the Florida Building Code NOA- No. 1 T-0406.06 2" X 4" S-P-F Wood Studs The wall and soffit frames are to be designed by the Architect or Engineer of Record In cornolianee with the Florida Building Code. per Florida Building Code Section 1404.2 5/ 8" thick / 5 ply APA rated plywood sheathing fastened In accordance with Florida • Building Code Section 2322. 3 SEE DETAIL A p- MOMUCTDESigIP-U9.LHardlePlankC. Cemplank®, & Prevail® Plank Lap Siding materials thick 15 ply APA are nonasbestos fiber -cementd plywood products tested in accordance with athing in ASTM C1186 Grade 11, Type A and rdance with meeting the requirements of the Ida Building Code Florida Building Code. tion 2322.3 pyp1E DJlVIN$ION$ taster - resistive Width Length Thickness barrier per Florida 59-1/2' 12' 5/16" Building Code Section 14042 pE,SiCN$SAURF0MA1 Q 2" X 4• S-P•-- Installation Design Preiisure Wood studs Wood Studs -92 pef Lap Siding Impact Resistant - Planks Installed over 5/8" thick / 5 ply 1414" fall x 5/16" APA rated plywood sheathing thick MOO sbip FlggDl)_ p_LIN.KCEII(IPU,iJ P_REVJ4[t Lg SJp NO,INS7 l.U1T O D ,Le llnstallaUonshallbedoneinconformancewiththisNoticeofAcceptanee, the manufacturer's Alstallationrecommendations, and the applicable sections of the Florida Building Code. InWoodstudswhereHardiePlank, Cemplank, Prevail Lap Slding will be fr,stailed shall be designed by an EngineerorArchitectpertheFloridaBuildingCodaandtherequirementsofthisN.O.A. Note1] 5/8"thick / 5 ply APA rated plywood sheathing shall be attached to the studs in accordance with Florida Building Code Section 2322.3. Planksshallbeappliedhorizontallycommencingfrom the bottom course of the wait with IA/4" wide lapsatthetopoftheplanksuchthattheexposureareaofeachplankIs:5 8-1/4" vertically. Note2] The siding fastener shall be a 2-1/2' long, 0.223" head diameter, 0.092" shank diameter, corroslon-resistant siding nail; The siding is fastened s SAW O.C. vertically and 16" O.C. horizontally: fastenersaredrivenintowoodstudsthrough5/8" thick 15 ply APA rated plywood sheathing, fasteners areplacedIntheoverlappingareaapproximately3WfromthebottomedgeoftheoverlappingplankVertical joints shall be placed over studs. TheplanksshallbeInstalledover5/8" thick / 5 ply APA rated plywood sheathing supported by a minimumof2"X4" S-P-F wood studs spaced a maximum of 16" O.C. Fasteners shall have a minimum edge distance of 3/8". HARDiEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 No A I I PNL-PLK-SOFF Creator. E. Gonzales sc 1/2"- 1'-T I • Date: 4/24/2013 IsN 5 OP 12 Fastener Spacing per Florida Building Code Section 2322.3 16 in. O Cladding I ! • I • Framing Fastener Spacing per Florida Sheathing PRODUCT RENEWED Building Code Section 2322.3 as complying with the Florida 'lBuildingCode • INOA-No. 17-0406.06 0.75in Expirailon 05/0112022 IBy {{ M la-mi-ftd6 Product Control I I 1 as canplyimg wilb ft Fiaiaa saa ft Coll; Amcobvow No / -t-' ^ 1, 0i 2 By 58Miami ade Prodlkn Caaw FRAMINCx NOMINAL 2" X 4" S-P-F WOOD STUDS 16" O.C. FASTENED WITH 3-1/2.16d COMMON NAILS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHFcA HIND NOMINAL 518" THICK / 5 PLY APA RATED PLYWOOD SHEATHING' FASTENED IN ACCORDANCE WITH FLORIDA BUILDING CODE SECTION 2322.3 CLADDJNQ PLANKS. OVERLAP 1-1W THE EXPOSURE IS 56-1/4" THE PLANKS ARE FACE NAILED WITH 2-1/2• LONG, 0.223" HEAD DIAMETER, 0.092" SHANK DIAMETER, CORROSION - RESISTANT SIDING NA)LS,'PLACED 3/4' UP FROM THE BOTTOM EDGE OF THE PLANK AT EACH STUD LOCATION Ftotids I • I • I ` l'1'RanUCr BDF thb ' r: sy - aSTATE OF to I IV FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND t;iV1YYrLOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 A I I ' PNL-PLK-SOFF REV 1 1rVRLL LENGTH SEE PRODUCT E-S.I;RIP M. Stud Spacing at 16" D.C. DETAIL A HardiePlank®; Cemplanl and A Lap Siding materialsN—` 5/8" thick / 5 ply AP Prevail® Plank Id) f. i _._ ' ..._..._.. .__.._...-_......._. rr-- ---I rated plywood are nonasbestos sheathing fastened products tested In accordance with ASTM C1188 Grade II, Type A andtometalstudsasIIrI ! rliia,,, meeting the requirements of the idescribedinNote1FloridaBuildingCode. a wobtLoiloeide Waterresistive WALL n _ barrier per Florldo EJLANK_DIME, $OAq HEIG i i j p F Building Code Width Length Thickness Section 1404.2 5 9-1/2' 12' Ae i'tW&r Coed i ; ( 20ga, 38/8" X 1-6I8- j r i.l *j ` D S G C-SSUIII Ej Metal C sWd Installation Design Pressure i I 1 r i . F % \ HardiePlank, Metal Studs -92 psf mplank, Prevail B . + SS DNAL G ` p Lap hiding Impact Resistant — 3/ 4 Minimum Edge Distance Nails at 16 O.C. Planks Installed over 5/8 thick / 5 ply 9itypa1-1/4' tall X SI18 APA rated plywood sheathing MickstarterstripDET! L HARDIEPLANK CEMPLANIC,2EVAIL LJ D tNR LAT QNE IjILS All installation shall be done in conformance with this Notice of Acceptance, the manufacturer's Installation Sheathing fastener, as 9recommendations, and the applicable sections of the Florida Building Code. PRLabUCr visEt7 ` describedin Note 1 Metal studs where HardiePlank, Cemplank, Prevail Lap Siding will be installed shall be designed by an Engineer or Arehllect per the Florida Building Code and the requirements of this N.OA AW00A t Yine with rk Florida [Note 1] 5/8" thick / 5 ply APA rated plywood sheathing shall be attached to metal studs at G'oo at panel AeerpraoR S• 1 \ Siding fastener, as edges and all intermediate supports using a No.8-18, 0.315" head diameter 1-1/4" long bugle head screw described in Note 2 Planks shall be applied horizontally commenting from the bottom course of the wall with 1-1/4' wide laps at J the top of the plank such that the exposure area of each plank Is s 8-1/N' vertically. I [Note 2) The siding fastener shall be a minlrrrum No. 8-18, 0.315" head diameter X 2•-1/4° long' bugle head PITUNAR CAsrd screw over metal studs ror screw shall have at least 3 full threads penetrating metal framing); The siding Is 1 HardiePlank, fastened s 8-19' O.C. vertically and 16" O.C. horizontally; fasteners are driven Into metal studs through 618" Cemplank, thick / 5 ply APA ratedplywood sheathing, •fasteners are placed in the overtopping area approximately 3/4' Prevail Lap Siding from the bottom edge of the overlapping plank. Vertical joints shall be placed over studs. Wafer -resistive The planks shall be Installed over 5/8" thick 16 ply APA rated plywood sheathing supported by a minimum barrier per Florida 20ga, Nominal 3-5/8" X 1-5/8" Metal C studs spaced a maximum of 16" O.C. Building Code Fasteners shall have a minimum edge distance of 3111 Section 1404. 2 HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING 5/8" thick /5 ply APA rated INSTALLATION DETAILS METAL STUD CONSTRUCTION PRODUCT RENEWED plywood sheathing fastened. to as complying with the Florida metal studs as described in James Hardie Building Products, Ina Building Code Note 1 10901 Elm Avenue NOA-No. 17-0406.06 Nil Fontana, CA 92337 Expiration 05/ 01/2022 20ga, 3v/8"X 1-5/6" Metal C-stud P Phone: 909-6 ()0E F6GM NO DWG No REV The wall and soffit frames are to be designed Fax 909-427-DS34 A PNL-PLK SOFF 1By by the Architect or Engineer of Record in Miam Id Product Control compliance with the Florida Building Code. 'Creator. I- Gonzales SCAM t/2" =1'-0" Date: 4/24/2013 SHEfT 7 OF 12 6.00in. 0.751n S! F12gMINi O.C. FASTENED WITH 5/8" LONG RIBBED BUGLE HEAD SCREWS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEI1TIj(LJG ' NOMINAL 5/8" THICK! 5 PLY APA RATED PLYWOOD SHEATHING TO METAL STUDS AT 8" OC AT -PANEL EDGES AND ALL INTERMEDIATE SUPPORTS USING A NO.8-18.0.315" HEAD DIAMETER X 1-1/4' LONG BUGLE HEAD SCREW CLA,DQjb G. PLANKS OVERLAP 1-1/4' THE EXPOSURE IS S 8-114" THE PLANKS ARE FASTENED WITH NO. 8-1B, 0.315" HEAD DIAMETER X 2-1/4' LONG CORROSION - RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 FULL THREADS PENETRATING THE METAL FRAMING), PLACED 3/4" UP FROM THE BOTTOM EDGE OF THE PLANK AT EACH STUD LOCATION FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Bullding Products,.lnc. 109D1 Elm Avenue Fontana, CA 92337 Nhone:909-356-8300 SIZE FSCMNO DWG NO Fm 909-427-0634 A PNL-PLK-SOFF Creator E. Gonzales SCAM 1" =1'-0' Date: 424/Z013 5;Tr 8 OF 12 WALL 1 t2F..16II, A WALL LENGI Stud Spacing at 16" O.C. n -- I I i B 318" Minimum PRODUCT RENEWED as complying with the Florida 1BuildingCode NOA-No. 17-0406.06 Expiration me05/01/2022 BY Miami- a e Product Control SEE PA0_DI M1LES CA1E I10N- DETAIL A HardieSoMtO & Cemsof O materials are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade II, Type A 1 and meeting the requirements of the Florida Building Code. S. Eff2^ x 4` 5-p F pIMENSION$ Length Thickness' wood Studs 4? 4' 8' 1/4' DESLON-LER- F-$ UAE RA—Tj.N HardieSoHA, Installation Design Pressure Cemsoffit Wood Studs -70 psf ECJ10_"_B ODucrREVISMNailsat4" O.C. (typ.)pRpDtC; REv18FD WDistancemcvq$ying with the Flak. Buftding CodeCO& Aoo xWub No I3-0L 13y ey t Pft'tn P*oeuct ContrW Soffit fastener, as described in Note 1 HardleSoffil, Cemsofitt i i Minimum 2" X 4" S-P-F Wood Studs The wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code. 0GA Wq No. 4 21. o•' STATE 0 d • ' F'tORI .: % cfisSrO N AL HARDIESOfLT EMSOFEIT ARRI- 49-1-A J..AJJO tI-ETAILi All Installation shall be done In conformance with this Notice of Acceptance, the manufacturer's installation recommendations, and the applicable sections ofthe Florida Building Code. Wood studs where HardieSoffit, Cemsoffd will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.O.A. The soffit shall be installed over minimum T X4" S-P-F wood studs spaced a maximum of 16" O.C. Note 1] The soffit fastener shall be a 2^ long, 0.2230 head diameter, 0.092" shank diameter, corrosion resistant siding nail, the fasteners shall be spaced at 4" O.C. at panel edges and intermediate studs, the fasteners shall be driven into wood studs located at 16" O:C. Fasteners shall have a minimum edge distanoe of 318" and a minimum clearance of 2" from corners. HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10001 Elm Avenue Fontana, CA 92337 DM NO PNL-PLK-SOFF Creator. E. Gonzales IscALS IM - V-W I Date: 4a4m13 I6HM 9 OF 12 4.00in. 16.00in. Cladding Framing - PRODUCT RENEWED as complying with the Florida • Building Code NOA-No. 17-0406.06 Expiration Da 05/01/2022 iT— By 4.00il1.i Miami-Ddu# Product Control tmebucrixvlsm PRCOUCi'$>r 6M ,, l • GAW yieg.vim ire flori& as compl)ity with des fk#faadCodeBtuldiagCode \ A nW • AeocpreocrNo rl3.l ,t17oExpi,niim 17 NO. 121 7Vi:2 By ` Munii'ti+A N1 Cmlui : : STATE OF F MNG NOMINAL 2" X 4" S-P-F WOOD STUDS 16" O.C. FASTENED WITH 3-1/2' 16d COMMON NAILS (2 PER TOP AND BOTTOM FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE CONNECTION) ' NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE CIrADD1NIZ THE SOFFIT IS FASTENED WITH 2' LONG, 0.223" HEAD N HARDIESOFFIT, CEMSOFFIT PANEL DIAMETER, 0.092" SHANK DIAMETER, CORROSION INSTALLATION DETAILS WOOD STUD CONSTRUCTION RESISTANT SIDING NAILS, PLACE NAILS 4" O.C. AT PANEL EDGES AND INTERMEDIATE STUDS James Hardie Building Products, Inc. N10901ElmAvenueFontana, CA 92337 Fax 909-427-0634 A PNL-PLK-SOFF Creator. E. Gonzales SCALE 1"=1=0• Date: 4/2412016HEE 3 11000.12 WALL 1 WALL LENG Stud Spacing at 16" O.C. 3/8" Minimum PRODUCT RENEWED as complying with the Florida Building Code NOA-No. 17-0406.06 Expiration By ' Distance 5/01 /2022 Nails at 6" O.C. (typ.) Soffit fastener, as described in Note 1 HardieSoffit, Cemsoffit SEE Ha ie oifi P_kODUCT DESC_I-1 iLQN HardieSoffit® & Cemsofflt® materials DETAIL A are nonasbestos fiber -cement products tested In accordance with ASTM 01186 1 Grade II, TypeA and meeting the requirements of the Florida Building Code. 2093. 3-5/8" X 1-518" S-OEn-DaN1JW.$ QNS Metal Gstud Width Length Thickness 4' t, DE.S.IGIJ PSSURE RATINGjelCemsoffitInstallationDesignPressureI. Metal Studs ,' tr1 55 O — 1. Gq " @CTIONB-8 PRODUCT REVISED MWVCr REVISED as complyiag wilt the nwids bec'uOrb* w*& Flaib Building Code N0. Began Code ith Az= Mnft No 1.3-o 11.Q : 121 Aaoo4ttmeeNuin7E,gnat; u17 1 ? -;) 3 STgTE OF ay rmde+ coma' Hti de P.vodestContrel ARp( ESQFFI7_,._CEMSO-P PAi EL INSTALy,]'IOIy.DETAl.4$+ %r,NA-.N lrrrrtll` AllInstallationshallbedoneinconformancewiththisNoticeofAcceptan6d!ttt M Gacturer•s Installation recommendations, and the applicable sections of the Florida Building Code. Metal studs where HardleSofftt, Cemsoffit will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of thisN.O k The soffit shall be installed over minimum 20ga. Nominal 3-518" X 1-5/8" Metal C-studs spaced a maximum of 16" O.C. Note 1] The soffit fastener shall be a minimum No. 8-18, 0.315" head diameter X 1-114' long' ribbed bugle head screw ('or screw shall have at least 3 full threads penetrating metal ' framing); the fasteners shall be spaced at 6" O.C. at panel edges and Intermediate studs: the fasteners shall be driven Into metal studs located at 16" O.C. Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" from comers. HARDIESOFFrr, CEMSOFFIT PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION TCreator James Hardie Building Products, Inc. 20ga, 3-5/8"41-5/B" Metal C-stud10901 Elm Avenue The wall and soffit frames are to be Fontana, CA 92337 designed by the Architect or Engineer 6-6300 SIZE fscuNo0%0 No Rof RecordIncompliancewiththe -0634 A PNL-PLKSOFFFlorida BuildingCode, E.,-Gonzales SCALE 1/2" -1W Date: 4/24/2013 SHEET 11 OF 12 6.001n. 16.001n. Cladding Fuming 6.001n. PRODUCT REVISED . PRODUCT RENEWED •.. wMd)e.F1b" c+r t PRODi)C r as comp)yIng with the Florida ggAlBasCaa W yjMwirlfftf11orida Building Code A lb NOA-No. 17-0406.06 C " No /3 31/.C7 i lrr0 AW Expiration 0S/01/2022 AN M7 . t e fY+a rxrfnd BrBytvliarn Pft&C1C0MW1 21Miarnl-Afidf Product ControlEMARNAM. NOMINAL 20 GAUGE 3-/B" X 1-5/8" STSEL STUDS 16" O.C. FASTENED WITH 5/8' WAFER HEAD SCREWS (2 PER TOP FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE AND BOTTOM CONNECTION) • NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE CJ.¢P—D11MG HARDIESOFFIT, CEMSOFFIT PANEL THE SOFFIT IS FASTENED WITH NO, 8-18, 0.315" HEAD INSTALLATION DETAILS METAL STUD CONSTRUCTION DIAMETER X 1-114 ' LONG CORROSION RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 James Hardie Building Products, InaFULLTHREADSPENETRATINGTHEMETALFRAMING), PLACE SCREWS 6" O.C. AT PANEL EDGES AND INTERMEDIATE 10901 Elm Avenue STUDS 0 Fontana, CA 92337 Phone: 909-356-6300 sae FSCM NO WM N.0 REY Fa)c 909-427-0634 A PNL-PLK-SOFF 1 Creator. E. Gonzales SCALE 1" = V-0" Date: 4/24/2013 st+Eer 12 OF 12 PROJECT RIO-2689-17 ENGINEERING EVALUATION REPORT FOR ATTACHING JAMES HARDIE® BRAND FIBER -CEMENT PANELS TO WOOD FURRING SOLUTIONS JAMES HARDIE BUILDING PRODUCTS, INC. 10901 ELM AVENUE FONTANA, CA 92337 TABLE OF CONTENTS PAGE COVER PAGE 1 EVALUATION SUBJECT 2 EVALUATION SCOPE 2 EVALUATION PURPOSE 2 REFERENCE REPORTS 2 TEST RESULTS 2 TABLE 1A, RESULTS OF TRANSVERSE LOAD TESTING 2 TABLE 1 B, ANALYSIS OF ALLOWABLE LOAD FOR #8 SCREW AT 10" O.C. 2 JUSTIFICATION OF USING THE RESULTS ON LIGHT GAUGE STEEL FRAMING 2 DESIGN WIND LOAD PROCEDURES 3 TABLE 2, COEFFICIENTS AND CONSTANTS USED IN DETERMINING V AND p 4 TABLE 3, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE B 4 TABLE 4, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE C 4 TABLE 5, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE D 4 TABLE 6, ALLOWABLE WIND SPEED (MPH) FOR HARDIEPANEL SIDING 5-6 AS PRODUCT EVALUATOR, THE UNDERSIGNED CERTIFIES THAT THE LISTED PRODUCTS ARE IN COMPLIANCE WITH THE REQUIREMENTS OF THE ASCE 7-10, THE 2017 FLORIDA BUILDING CODE, AND THE 2015 INTERNATIONAL BUILDING CODE. PREPARED BY: RONALD 1. OGAWA & ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX r RONALD 1.OGAWA ASSOCIATES, INC. 16835 ALGONOUIN STREET 0443 HUNTINGTON BEACH, CA 02649 T) 714-292-2602: (F) 714-047-4595 PROJECT: RIO-2689-17 EVALUATION SUBJECT HardiePanelf0 Siding James Nardi, Product Trade Names Covered In this evaluation: HardiePanel® Siding, Cempand® Siding, Prevail^' Panel Siding EVALUATION SCOPE: ASCE 7-10 2017 Florida Building Code 2015International Building Code 2015International Re ldenoel Code JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-642-7343 WoCjameshardie.com EVALUATION PURPOSE: This analysis is to detenrdne the maximum design 3-seeond gust wind speed to be resisted by an assembly ofHardlePanel (Cempertel, Prevail Panel) aiding fastened to wood furdngs on'either wood or metal homing with nails or screws. REFERENCE REPORTS: 1. Imenek Report 102024363COO.001A. Transverse load test on HardiePenel. TEST RESULTS: Table is. Results of Transverse Load Testing Frame Fastener Ultimate Allowable Test Thickness Width Spacing Spading Fastener Type Load Design Load' Report Number A n. tn. Frame T ' n.) Ir) and Dimensions PSF) PSF) Fallure Mode 102024383COO.001A Intortak 0.3126 48 2X4 wood stud, 314- think by 16 6 No. 8 X 1.25' long X 0.323' HO 160.7 53.8 pull through Rrsaure3.5' wide SPF fusing ribbed bugle head screws 102024363000-OOIA Intenek 0.3125 48 2X4 wood stud. 314* trick by 16 8 No. 6 X 1.25' long X 0.32T HO 131A 43.0 PA through3.5' wide SPF baring ribbed bugle head screws 102024363COO-001A Intanek 0.3125 48 2X4 wood stud. 3d'thick by 16 12 No. 8 X 1.2T lag X 0.323' HD 106.1 J5.4 pull through3.5' wide SPF furring I ribbed bugle head screws 102024363COO-MIA Imenek 0.3125E482X4 wood stud' 3/4- thick by 6 0.OW shank X 0.215- HD x 1.5, 147.6 49.2 pull thnwgh Ihecture3.5- wide SPF furring long ring shank nail 102024363COO-001A Inertak 0.31252X4 wood stud. 314- thick by 24 8 No. 6 X 1.25' long X0.323' HD 4EL? 27A pull through rtraaure3.5' wide SPF furring ribbed bugle head screws i. Pitiastenersweretrtsuateaan rumngvntnoknc penetnuanrmo me trarteng members. 2. Allowable load is determined from ultimateload divided by afactor ofsafety of3. 3. HerdiePanel Siding complies with ASTM C1I86. Standard Specification for Grade //, Type A Non-asbesros F10er--Cement Fiat Shears. Table 1 b. Analysis of Allowable Load for 08 Screw at 10' O.C. all Screw Spacino Fastener Spacing in. 8 12 1 10 Framespacing (in. 16 16 16 Fastener TA area 0.69 1.33 1.11 Allowable load 43.9 35.41 28.8 Individual fastener load b. 38.9 472 43.1 The fastener load for 08 screw at 10' O.C. was calculated as the average of ate tau results for 6' and 12'O.C. The allowableload for 98screw at the spacing of 10' O.C. Into furring can be calculatedby interpolating the results of same fastenerat Irand 12- O.C., since look tests had some failure mode of fastener pull through from the panels. As sham In the table, the allowable load for as screws installed at 10' O.C. towood furring is 38.8 psi. Justification of Using the Results on Light Gauge Steel Framing Inthe "act configurations, all fasteners were attached to furring arty, so whether the furring is attached towood orsteel hurting does no affect panels' transverse load capacity. It's the project engineers responsibility to ensure the furring abado rd and framing mernabas to have sufrtdentload capad0es. pGAWA RONALD 1. OGAWAASSOCIATES, INC. 16835 ALGONOUIN STREET 0443 HUNTINGTON BEACH, CA 92649 T) 714.292-2802; (F) 714-847-4596 PROJECT: RIO-2689-17 JAMES HARDIE BUILDING PRODUCTS, INC. 1488-542-7343 info@jameshardie.com DESIGN WIND LOAD PROCEDURES: Fibertement siding transverse load capacity (wind load capacity) isdetemined via Compliance testing to transverse load national tea standards. Via the transverse load testing an 890wable design load is dalpnNned has on a factor ofsafety of 3 applied to the ultimate test load. Equation 1, q,=0.00256MC,•!(.•K.'Vt (let.. ASCE 7-10 equation 30.3.1) 4 , velocity Pressure atheight z K. , velocity pressure mposure coofficiant evaluated at height z Kra , topographic factor Equation 2. K. , wind dirsdonalty, factor V , basic wind speed (3-secand gust MPH) as detemdned from 201518C Figures 1609.3(1), (2). or (3); ASCE 7-10 Figures 26.S iA, S. or C V=V,. W. 2015 f8C Section 1602.1 definitions) V,. , ultimae design wind speed& 04econd gust MPH) detamdned from 20151BC Figures 1609.3(1), (2). or (3): ASCE 7-10 Figures 26.5-1A, e, or C Equation 3, p=q,•(GC.GC.J (ref. ASCE 7-10 equation 30.&1) GC.product ofmdemal pressure eoafOdensand gust -effect factor GC, . product of internal pressure coefficient and gust -effect factor p . design pressure (PSF) for siding (allowable doW load for siding) To defannine design pressure.. substitute q, Into Equation 3, Equation 4, P=0.00256'l,'K='K.'V."(GC.GC,,) Allowable Stress Lb51gn, ASCE 7.10 Section 2.4.1. bed cbmbination 7 Equation 5, 0.60.0.6W (reI ASCE 7-10 section 2.4.1. load Combination 7) D , dead load W , wind load To determine the Allowable Stress Design Fromm, apply the toad factor for (w1nM from Equation 4 to p (design pressure) determined from equation 4 Equation 6, P. = lkalp) Equation 7. Dr= 0.6'(0.00256•K,•I;,•K -.-(GC.GUI Equation 7is used topopulate Table 3, 4, and 5. Todetemuretheallowable ultimate basic wind speedforMantle SJI#VIn table 6, solve Equation 7for V,., Equation 9, V. _ (p 0.6.0.00256 K,•K„•K,•(GC.GCrj)°a Applicable 10 methods specified in Exceptions 1 through 3 of 201518C Section 1609.1.1., to determine the allowable nominal design wind speed (Vasa) for Hardie Siding In Table A apply the conversion formula below. Equation 9, V. = V. • (0.6)s& W. 201518C Section 1609.3.1) Vr , Nondnal design wind speed (3-second gust mph) pal. 201518C Section 1602.1) V AWA S •. tic OF 0 0 RONALD 1. OGAWA ASSOCIATES, INC. 16835 ALGONOUIN STREET #"3 HUNTINGTON BEACH, CA 02649 T) 714-292-2602: (F) 714-8474595 PROJECT. RIO-2689-17 Table 2, CoeRleientf and Constants used In Determining V and p, tC. WSJ 24na 5 HElght lit) Exp a Exp C I Exp D K. w GC. GCO 0.15 0.7 0.85 1.03 IISSO 1 0.85 1.4 0.18 20 0.7 0.9 IS 1 0.85 1.4 0.18 25 0.7 0.04 1.12 1 0.85 1.4 0.18 30 0.7 0.96 1.16 1 0.85 1.4 0.18 35 0.73 1.01 15s 1 0.85 1.4 0.18 40 0.76 1.04 1.22 1 0.85 1.4 0.18 45 0.7a5 1.065 1.245 1 0.85 1.4 0.18 SO 0.81 1.09 1.27 1 045 1.4 0.18 55 0.83 1.11 1.29 1 0.96 1.4 0.16 60 0.85 1.13 1.31 1 0.95 1.4 0.18 100 0.99 1 128 1 1.43 1u60 1 1 0.95 1.8 0.16 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888542-7343 inlo(8jjameshordie.com Table 3, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to beRestated at Various Wind Speeds • Wind Exposure Category S. d Speed 3-secondgust) 100 105 110 115 1 120 130 140 150 180 170 180 190 200 210 Nei m (it) 8 8 B e 8 8 e 8 8 9 8 e 8 8 0.15 14.4 15.9 17.5 19.1 20.9 24.4 26.3 32.5 37.0 41.7 46.8 52.1 67.8 41&7 20 14.4 15.9 17.5 19.1 20.8 24.4 28.3 us 37.0 41.7 46.8 52.1 57.0 63.7 25 14.4 15.9 17.5 19.1 20.8 24.4 28.3 32.5 37.0 41.7 46.6 52.1 57.8 63.7 30 14.4 15.9 17.5 19.1 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 4317 35 15.1 16.6 18.2 19.2 21.7 25.4 29.5 33.9 38.6 43.6 48.8 54.4 60.2 66.4 40 15.7. 17.3 19.0 20.7 22.6 26.5 30.7 35.3 40.1 45.3 60.0 56.6 62.7 69.1 45 16.2 17.9 19.6 1 -21.4 1 .23.3 27.4 31.7 36.4 41.5 1 -46.8 1 -52.5 58.5 1 64.8 71.4 50 18.7 18A 202 221 21.1 282 327 37.8 42.8 48.3 54.1 60.3 66.8 73.7 55 17.1 1B.9 20.7 22 8 24.7 28.9 33.6 36.5 43.8 49.5 55.5 61.8 48.5 75.5 1. 100 25.6 28.2 31.0 33.8 36.9 43.3 1 -50.2 57.6 1 65.5 1 -74.0 1 62.9 1 -92.4 1 1024 112.2 Table 4, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category C. d s 3-secondgust) 100 105 110 116 120 130 140 150 180 170 180 190 200 210 Height C C C C C C C C C C C C C C 0.15 717.5 19.3 21.2 23.2 25.2 29.6 34.4 39.5 44.9 50.7 56.8 63.3 70.1 77.3 20 18.6 20.5 22.5 24.6 26.7 31.4 36.4 41.8 47.5 63.7 60.2 67.0 74.3 81.2 25 19.4 21.4 23.5 25.6 27.9 32.8 38.0 43.6 49.8 56.0 62.8 70.0 77.6 45.5 30 20.2 22.3 24.5 26.7 20.1 342 39.8 45.5 51.8 58.4 45.5 73.0 60.9 48.2 35 20.8 23.0 252 27.6 30.0 352 40.8 46.8 53.3 60.2 67.5 75.2 813 01.2 40 21.5 23.7 26.0 28.4 30.9 36.3 42.0 48.3 54.9 62.0 69.5 77.4 85.8 94.6 45 22.0 242 26.8 29.1 1 -31.6 37.1 1 -43.1 4 .4 58.2 63.5 71.2 79.3 67.9 98.9 50 225 24.8 27.2 29.7 32.4 38.0 44.1 50.6 57.6 46.0 72.0 81.2 49.9 99.2 55 22.9 252 27.7 30.3 1 33.0 38.7 44.9 51.5 58.6 4fi.2 74.2 427 91.6 101.0 60 2 . 100 32.6 35.9 39.4 43.1 48.9 55.0 43.8 73.3 43.4 84.1 105.5 117.8 1Ark 743.6 Table 6, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category 0, d Speed 3-sewrdoust).100 105 110 115 120 130 140 ISO 180 170 180 190 200 210 Height rt 0 0 D D D D 0 0 0 0 0 0 0 0 0.15 21.2 23.4 25.7 28.1 30.6 45.0 41.6 47.8 54.4 61.4 48.8 76.7 85.0 93.7 20 223 24.6 27.0 29.5 32.1 37.7 43.7 50.1 37.0 44.4 72.2 80.4 49.1 88.2 25 23.1 25.5 20.0 30.6 33.3 39.0 45.3 52.0 59.1 46.8 74.9 43A 92. 101.2 30 23.0 26.4 29.0 31.6 31.5 40.4 46.9 63.8 41.3 49.2 77.5 46.4 95.7 105.5 35 24.5 27.1 29.7 415 35.3 41.5 48.1 35.2 4118 70.9 79.6 48.6 482 108.3 40 25.2 27.7 30.5 33.3 36.2 42.5 49.3 56.6 84.4 72.7 41.5 00.9 100.7 111.0 45 25.7 28.3 31.1 34.0 37.0 43.4 50.3 57.8 65.7 74.2 93.2 92.7 102.7 113.3 50 26.2 28.9 31.7 34.8 37.7 44.3 41.3 66.9 47.1 75.7 44.9 94.6 104.8 115.5 55 28.6 29.3 322 35.2 38.3 45.0 522 59.9 46.1 7fi.9 68.2 96.1 106.4 117.4 23.1 lit 100 37.0 40.8 44.7 48.9 53.2 42.5 72.5 83.2 94.6 1 108.8 1 -119.8 1 .13&4 1 -147.9 163.0 Tables 3.4. and 5 are eased on ASCE 7-10 and consistentwith the 20.1518C, 2015IRC 10GAW'q 1 sees. I RONALD 1. OGAWA ASSOCIATES, INC. 16935 ALGONQUIN STREET 0"3 HUNTINGTON BEACH, CA 92649 T) 714-292-2602: (F) 714-847-4595 PROJECT: RIO-2689-17 JAMES HARDIE BUILDING PRODUCTS, INC. 1-BW542-7343 info(8jameshardie.com Table 6, Allowable Wind Speed (mph) for HardiePanel Siding (Analytical Method In ASCE 7-10 Chapter 30 C&C Part 1 and Pan. 3) 4 Allowable. Ultimate Allowable, Nominal Design Wind, Speed, Design Wind, Speed, V,A Vr4A 3-secondgust mph) 3-second gust mph) Apocable to methods spetlsed in 1201S IBC. Appkade to mehods 2017 F8C) Section spedW in Exceptions 1 1602.1.1. so detemdned by through 3of12015ISC, PM 518C. 2017 F8C1 2017 FSC) Section Figures 1809.3(1), rn, or 16011.1.1. 3l 1Mnd ens = eateaorr 1Mnd emosum cat= codfielanbl used In Table a calculations for Side Product Minimum Thickness in.) WitOh Vn) Fastener Type Fastener Spacing in.) Frame Type Stud Spacing in.) Building Helots IL) 1021) B C D B C 0 Allowable Design Load Exp8 ExpC E1v0 1(6 V. aC. OCr HardiaPartel® 5n8 48 No. 8 X 125• Iorg X ribbe.32rdHDdhbed bugle head screws 6' O.C. Into only 2X4 wood or raga. sled 14- Oticitby3.5' chick byraming. .6' wide wood furring alp 18 1-15 123 176 159 149 135 123 53.6 0.70 0.85 1.03 hao I 0A5 1.4 0.18 20 193 170 155 149 132 120 M.6 0.70 0.00 1.08 7 7a5 74 0.18 25 193 lee 162 149 129 118 53.6 0.70 0.24 1.12 1 0.95 1.4 0.16 30 193 183 150 149 128 116 53.6 0.70 US 1.16 t 0.05 1A 0.16 3S 1B9 160 140 146 124 114 MA 0.72 1.01 1.19 1 OAS 1.4 0.18 40 18.5 158 146 143 122 113 53.8 0.7fi 51 122 7 0.85 1.4 0.0 45 172 160 140 133 116 108 S3A 0.98 1.15 1.23 1 0.85 1.4 0.10 50 179 154 143 139 120 1 Ill 51.8 0.81 1.09 12t 1 0.85 1.4 0.19 55 177 153 142 137 119 110 W.6 0.83 1.11 129 1 0.65 1.4 0.18 60 175 162 141 135 117 1 109 WA 0.05 1.13 1.31 1 10.65 1.4 0.18 100 145 128 120 112 99 93 W.6 0.99 126 1 1.43 hs601 1 0.65 1.6 0.18 HmdlePanel® 5116 48 No. 8 X 1.25' long X 0.323' ribbed bugle headbugle screws 8' O.C. into furring only 2X4 wood or M ga. steel framing, 3/4' w odrodewoodwide tarring r,7A 16 0.15 174 168 144 135 122 111 2.8 0.70 0.85 1.03 111M 1 0.85 1.4 0.16 20 174 154 140 135 lie 109 438 0.70 0.00 1.08 1 0.85 1.4 0.18 25 174 150 138 135 116 107 43.9 0.70 0.94 1.12 1 0.06 1.4 0.18 30 174 147 135 135 114 105 43.8 0.70 0.96 1.16 t 0.65 1.4 0.18 35 171 145 134 132 112 103 43.8 0.73 1.01 1.19 1 0.85 1.4 0.18 40 167 143 132 129 111 102 43.8 0.76 1.04 122 1 0.85 1.4 0.18 45 164 141 131 127 109 101 43.8 0.79 1.07 125 1 OAS 1.4 0.18 50 162 140 120 125 108 100 43.6 0.61 1.09 1.27 1 0.65 1.4 0.16 65 ISO 158 128 124 107 99 43.8 0.63 1.11 129 1 0.95 1.4 0.18 60 Ise 137 127 122 106 99 43.0 OAS 1.13 1.31 1 0.as 71.4 0.16 100 131 116 101 90 41.8 0.92 126 1.43 h-Stl t 10.95 1.6 0.18 Hardie(%nd® 5I16 48 No. 8 X 12s' king X 0.323' NO ribbed bugle head screws 10' O.C. into hiring OMy 2X4 wood or 20 ga, steel framing. 314' thick by 3.5' widewood furring r'1a 16 0.15 164 149 135 127 115 Ills 21ea 0.70 GAS 1.03 hs80 1 0.85 1.4 0.18 20 164 145 132 127 112 102 16.a 0.70 0.90 1.08 1 0.85 4.4 0.18 25 164 141 130 127 110 100 38.8 0.70 0.94 1.12 1 0.86 1.4 0.10 30 164 139 127 127 107 99 38.8 0.70 0.29 1.16 1 OAS 1.4 0.18 35 181 136 126 124 106 97 38.8 0.73 1.01 1.19 1 0.95 1.4 0.18 40 157 134 124 122 104 98 38.8 0.76 1.04 122 1 0.85 1A 0.18 45 155 133 123 120 103 95 36.a 0.70 1.07 125 1 GAS 1.4 0.10 50 152 131 122 I l8 102 94 38.8• 0.81 1.09 127 1 1.4 0.18 55 151 130 121 117 101 94 38.8 0.83 1.11 129 1 To-as-1.4 0.18 60 149 129 1M 115 100 93 MA us 1.13 1.31 1 T4 o5a 100 123 95 J8.8 0.99 126 1.43 h-W 1 Iaf: 1.8 0.16 HardlePaneW 6/16 48 No. 8 X1No. long X 0.323' HD ribbed bugle tread acre" 12' O.C. into furring only 2X4 wood a M ga. wood omal flaming, 3/4• thick b!' 3.5' wide wood furring VA 16 0.15 157 142 129 121 Ito 100 35.4 0.70 0.85 1.03 Net) 1 1.4 0.18 20 157 138 128 121 107 98 is.4 0.70 0.90 1.08 1 1.4 0.16 25 167 135 124 121 105 96 35A 0.70 6.94 1.12 t 1.4 0.18 30 157 132 122 121 103 94 45.4 0.70 0. 98114'3 t 1.4 0.18 153 130 120 119 101 93 JSA 0.73 LOt 1 0.05 4A 0.16 40 ISO 128 119 116 100 92 35.4 0.78 1.04 1 0.85 1.4 0.18 45 148 127 117 115 Be 91 25.4 0.79 1.07 0.18 so 146 125 11 I113 97 90 35.4 0.a1 1.09 0.18 55 144 124 116 ill 96 a9 35.4 0.03 1.11 WOMS 0.18 60 142 123 114 110 95 89 35.4 GAS 1.13 0.18 100 lib 91 35.4 0.99 126tu60 1 0.85 1.a 0.18 irgaAWA E 90" FL - 1 4FSSIONI RONALD 1. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET 5443 HUNTINGTON BEACH, CA 92649 n 714.292-2602:(F)714-8474595 PROJECT: RIO-2689-17 Design Wind, Speed, I Design Wind. Speed, Applicable a methods specified in 12015 IBC, Applicable to methods 2017F'BQ Section specified inEYcapOom 1 1809.1.1, as detemined by through3at12015 IBC, 12016 IBC, 2017 FBq 2017 FOCI Section Figures IW9.3(t), (2)• ar 1609.1.1. 3). Vdnd extwsure t tebdry Vdnd etatnsure ebtebm JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com Coefficients used SdTm Product Mininnrm Thicl ness VAMtit Fastener Type Fastener Spacing Frame Type Stud Spacing Building Height; e VWExp B C D B C D Aryow2ble Design Lead nL O Exp C Ent 0 K. V. GC. GCr HardlePanal® 5178 48 No. B X 1.25- lung X 0.323' HD ribbed bugle head wows B- O.C. into furling only 2X4 wood or 20 ga eted framing, 314' thick by 3.5' wide wood tuning +.ts 24 0-15 136 126 114 107 97 88 27.6 0.70 0.65 1.03 M60 1 0.65 1.4 0.19 20 138 122 111 107 94 85 27.6 0.70 0.90 1.08 1 OAS 1.4 0.18 25 198 119 107 92 27.8 0.70 0.94 1.12 t 0.85 1.4 0.18 30 138 117 107 91 27.6 0.70 0.98 1.16 t 0.65 4.4 0.18 35 135 115 105 89 27.6 0.73 1.01 1.12 1 0.85 1.4 0.16 40 133 113 103 a6 27.6 0.76 1.01 122 t 0.65 1.a 0.18 45 131 112 101 87 27.6 0.72 1.07 125 1 0.85 t.a 0.18 50 129 111 toil 86 27.6 0.81 1.00 127 1 Od5 t.4 0.16 55 127 98 27.6 0.83 1 1.11 129 t 085 t.4 0.16 80 125 97 27.6 0.85 1.13 51 1 0.65 1.4 0.18 100 27.6 0.99 1.26 1.43 hN0 I ads t.a a.la HardiePaneW Sn6 48 0.09Q think X 0.215 HD x 1.5' long ring shank nab 6' O.C. into furring only 2X4 wood or 20 ga steel training, eel thick w odwidewood mating ,,11 16 0-15 185 168 152 143 130 118 49.2 0.70 OAS 1.03 hs80 1 OAS 1.4 0.18 20 185 163 149 143 126 115 422 0.70 0.20 1. CUB 1 0.65 1.4 0.16 25 185 152 146 143 123 113 422 0.70 0.94 1.12 1 0.8s 1.4 0.16 30 185 r 156 143 143 121 111 49.2 0.70 0.98 1.16 1 0.95 1.4 0.16 35 181 154 142 140 119 110 422 0.73 1.01 1.12 1 0.25 1.4 0.18 40 177 151 140 137 117 108 49.2 0.76 1.04 122 1 0.95 1.4 0.16 45 174 150 138 135 116 107 2.2 0.79 1.07 125 1 OAS 1.4 0.18 50 172 148 137 133 115 106 492 0.81 1.00 127 1 O.aS 1.4 0.18 55 170 147 136 131 114 105 482 0.83 1.11 729 1 OAS 1.4 0.18 60 166 145 135 130 113 105 49.t 0.8s f.13 1.31 1 0.85 1.4 0.78 100 139 123 115 107 95 89 492 0.99 128 1.43 ha60 1 0.85 1.8 O.ie 1. Furring atMOtrrom to structural mining members orahemetive tuning width shall be designed by an engineer. 2. Building heighta mean matheight (nfeet) of a building, exceptthatawe Might shad be used for roof angle blessthan or squid to to- (2.12rootslops). 3. V. - uhirtsa design wind speed. 4. V„ - nominal design wnd speed S. Linear interpolation of building Might (s60 6) and wand speed is pamided. S. 1Mnd speed design assumptions per Analytical Method in ASCE 7.10 Chapter 30 C&C Pan 1 and Part 3: K e1, ".85. GCs 1.1 (h960), GCo 1.8 (ha80), GC,-O. I a. 7. Wood furring toad be preservative treatedperAWPA. 6. %Mood furring shell be epecilk grsvayof0.42 orgreater per AFPAINDS: orwood structural panel, conforming to DOC PSI orDOC PS2 orAPA PRP•100. LIMITATIONS OF USE: 1) In High Velocity Hurricane Zones (HVHZ) Install per Miami -Dade County Fonda, NOA 17-0406.06 1 PROJECT RIO-2686-17 ENGINEERING EVALUATION REPORT FOR ATTACHING JAMES HARDIE® BRAND FIBER -CEMENT PANELS TO WOOD AND METAL FRAMED WALLS WITH VARIOUS FASTENERS JAMES HARDIE BUILDING PRODUCTS, INC. 10901 ELM AVENUE FONTANA, CA 92337 TABLE OF CONTENTS PAGE COVER PAGE 1 EVALUATION SUBJECT 2 EVALUATION SCOPE 2 EVALUATION PURPOSE 2 REFERENCE REPORTS 2 TEST RESULTS 3 TABLE 1A, RESULTS OF TRANSVERSE LOAD TESTING 3 TABLE 1 B, SHEAR VALUES 3 DESIGN WIND LOAD PROCEDURES 4 TABLE 2, COEFFICIENTS AND CONSTANTS USED IN DETERMINING V AND p 4 TABLE 3, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE B 5 TABLE 4, ALLOWABLE STRESS DESIGN-C&C PRESSURES EXPOSURE C 5 TABLE 5, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE D 5 TABLE 6, ALLOWABLE WIND SPEED (MPH) FOR HARDIEPANEL SIDING 6-7 LIMITATIONS OF USE 7 AS PRODUCT EVALUATOR, THE UNDERSIGNED CERTIFIES THAT THE LISTED PRODUCTS ARE IN COMPLIANCE WITH THE REQUIREMENTS OF THE ASCE 7-10, THE 2017 FLORIDA BUILDING CODE, AND THE 2015 INTERNATIONAL BUILDING CODE. . PREPARED BY: RONALD I. OGAWA & ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX pGAWA iCC SIN FSS! 0 ' ( l 7 RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET 8443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2686-17 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-642-7343 info(BJjameshardie.com EVALUATION SUBJECT HardiePanetS Siding James Hardie Product Trade Names covered in this evaluation: HardiePanel® Siding, Cempene* Siding, Prevail" Panel Siding EVALUATION SCOPE: ASCE 7-10 2017 Florida Bugdkg Code 2015 International Building Code® EVALUATION PURPOSE: This analysis is to determine the marimum design 3-second gust wind speed to be resisted by an assembly of HardiePanel (Cempanel, Prevail Panel) siding fastened to wood or metal fnaminp with nags or screws. REFERENCE REPORTS: 1. Interlek Report 3067913 (ASTM C1186) Material properties HardiePanel Siding 2. Ramtech Laboratories Report IC.1270.94 (ASTM E330) Transverse Load Test. 5/16' Thick by 48 inch wide HardiePanel Siding Installed on 2X4 Hem•F'rwood studs spaced at 16 inches on center with a 6d common galvanized nag 3. Ramtech Laboratories Report IC-1271-94 (ASTM E330) Transverse Load Test, 5116' Thick by48 inch wide HardlePanel Siding installed on 2X4 Hem -Fir wood studs spaced at24 inches on center with a 6d common galvanized nag 4. Ramtech Laboratories, Inc. Report 10868-9711475 (ASTM E330) Transverse Load Test, 5116' Thick by 48 inch wide HardiePanel Siding installed on 2X4 Group III SG=0.36 wood studs spaced at 16 inches on center with a 4d. 0.091 inch shank by 0.225 inch head diameter by 1.5 inch long ring shank nag 5. Ramtech Laboratories, Report IC-1064-89 (ASTM E330) Transverse Load Test, I Thick by 48 inch wide HardiePanel Siding installed on 20gauge Metal studs spaced at 16 inches on carrier with a No 8 X 1 in. long X 0.323 in head diameter ribbed bugle head screw 6. RamtechLaboratories, Report IC-1056-89 (ASTM E330) TransverseLoad Test, 1/4- Thick by 48 Inch wide HardiePanel Siding installed on 20gauge Metal studs spaced at 24 inches on center with a No 8 X 1 in. long X 0.323 in head diameter ribbed bugle head screw 7. Ramtech Laboratories, Report 11149.9811554d (ASTM E330) Transverse Load TesL 1/4' Thick by 48 inch wide HardiePanel Siding installed on 20gauge Metal studs spaced at 16 and 24 inches on centerwith a ETBF 0.100 to knurled shank X 1.6 in. long X 025 in. head diameter pin fastener 8. Ramtech Laboratories Report IC-1273.94 (ASTM E72) Reeking Shear Test, 5116' Thick by 48 inch wide HardiePanel Siding Installed an 2X4 Hem -Fir wood studs spaced at 16 inches on center with a 6d common galvanized nag 9. Ramtech Laboratories Report IG1274-94 (ASTM E72) Racking Shear Test, 6116' Thick by 48 inch wide HardiePanel Siding,instal ed on 2X4 Hem -Fir wood studs spaced at 24inches on carrier with a 6d common galvanized nail 10. Ramtech Laboratories, Inc Report 10868.97/1475 (ASTM E72) Racking Shear Test. 5/16' Thick by 48 Inch wide HardiePanel Siding Installed on 2X4 Group III SG=0.36 wood studs spaced at 16 inches on centerwith a4d, 0.091 inch shank by 0.225 inch head diameter by 1.5 inch long ring shank nag 11. Ramtech Laboratories Report IC 1057-89 (ASTM E72) Racking Shear Test, 5116' Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Firwood studs spaced at 16 and 24 Inches on center with a No a X 1 in, keg X 0.323 in head diameter ribbed bugle head screw 12. Ramtech Laboratories Report 112"9911680 (ASTM E72) Racking Shear Test, 5116" Thick by 48 Inch wide HerdtePanel Siding Installed on 2X4 Hem Fr wood studs spaced at 16 and 24 inches on eerier with a ET&F 0.100 in, knurled shank X 1.6 in. long X 025 in. head diameter pin fastener JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshordie.eom TEST RESULTS: Table IS. Results of Transverse Load Testing RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET "43 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2886-17 Fastener Spacing rm.l Allowable Frame Ultimate Design Thk knees Width Spacing Perimeter Field Load Load' Report Number Test Agency in.) 110 Frame T Supports Supports Fastener T PS PSF IC-1270-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 16 6 6 6d common 149 49.7 IC-1270-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 8 4 4 6d common 236 78.7 IC-1271-94 Ramtech 0.3125 48 2X4 wood Hem -Fs 24 6 6 6d common 94 31.3 IC-1271-94 Ramterh 0.3125 48 2X4 wood Hem -Fir 24 4 4 6d common 143 47.7 10868-2711475 Ramtech 0.312548 2X4 wood. SG 2 0.36 16 4 8 4d. 0.091 in. shank X 0.225eL 90 30'0 HO X 1.5In. king ring shank nall Min. No. 20 gauge X 3.625 In. X Min. No 6 X 1 in. long X 0.323 in IC-105449 Ramtech 0. 25 48 1.375 in metal stud 16 6 6 head diameter ribbed bugle 169.9 56.6 head screw Min. No. gauge X studs in. X to IC-1055.89 Ramtech 0.26 48 1.377 5 in metal stud24 6 6 head diameter ribbed bugle 91.9 0.6 head screw Min. No. 20 gauge X 3.625 in. X ETBF 0.100 In. knurled shards X 11149.98/1554d Ramtecit 0.3125 48 1.375 in metal surd 16 4 a 1.5 in. king X 0.25 in, head 170 66.7 diameter pin fastener Min. No. 20 gauge X 3.6251n. X ETBF 0.1001n knurled shards X 11149 98l1554d Ramtech 0. 3125 48 1.375 in metal stud 24 4 8 1.5 in. long X 0.26 im heed 101 33.7 diameter pin fastener 1. Allowable Load is the Ultimate Load divided by a Factor of safety of 3. 2. HardiePanel Siding complies with ASTM C 1186, Standard Speditlibn for Grade 11, Type A Abn-asbasfos Fiber -Cement Flat Sheets. Table 1b, Shear Values Allowable Loads In Pounds Per Lineal Foot for Panel Shear Wells"' Fastener .Pacing fin.l Frame Ultimate Allowable Thickness Width Spadng Perimeter Field Loads Loads Report Number TestAgency dn.) m. Frame T in.) Supports Supports Fastener T Plf) 00 IC-1273.94 Remterh 0.3125 48 2X4 wood Hem -Fir 16 6 6 6d common 603.8 201.3 IC-1273-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 16 4 4 6d common 698.8 232.9 IC-1274-94 Ramtarh 0.3125 48 2X4 wood Hem -Fir 24 6 6 6d common 460.0 153.3 IC-1274-94 Ramtech 0.3125 48 2X4 wood HenrFir 24 4 4 6d common 637.5 212.5 10868-9711475 Rennarh 0. 3125 48 2X4 wood. SG 2'0.36 16 4 8 4d, 0.091 in. shank X 0.225 in. 59SA 198.5 HD X 1.5 in. long ring shank nag Min. No. 20 gauge X 3.625 in. X Min. No 8 X 1 in. long X Q.323 in IC-1057-89 Ramtech 0. 25 48 1.375 in metal stud 16 8 24 6 6 head diameter ribbed bugle 990.0 123.8 head screw Min. No. 20 gauge X 3.625 in. X ETBF 0.100tr4 knurled shank X 11284-99/1580 Ramiech 0. 3125 48 1.375 in metal stud 16 4 8 1.5 in. long X 0.25 In head 1227.0 153.4 diameter pin fastener i I& L No. 20 gauge X 3.625 in. X ETBF 0.100in. knurled shank X 11284-SWIS90 Ramtech 0.3125 48 1.375 in metal stud 24 I 4 8 1.5in. king X 0.25 in. heed 1060.0 132.5 i diameter pin fastener 1. All board edges snag be st@ponee by framing. Panels Shag be eppaSo With the long dimension either parallel or perpennlasar to StUda. / / / ///l////I ji2. The ximum height4o4ength ratioorinTable3. In the steel framed assemblies the afllowabconstruction ad 'rsbased do the average load at 118 inch net delleaion. 01++'+ , 0 G A Vv STA F P FSSONAl // til RONALD 1. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET X443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2686-V JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 irdo®jameshardie.com DESIGN WIND LOAD PROCEDURES: Fiber -cement siding transverse load capacity (wind load capacity) is determined via compliance testing to transverse load national test standards. Vila the transverse load testing an allowable design load is determined based on a factor of safety of 3 applied to the ultimate test load. Since the allowable design load Is based on factor ofsafety of 3. allowable design bads on fiber -cement siding correlate directly to required design pressures for Allowable Stress Design, and therefore should be used with combination loading equations for Allowable Stress Design (ASO). By using the combination loading equations for Allowable StressDesign (ASO), thetested allowable design loads for fiber -cement siding are aligned with the wind speed requirements inASCE 7- 10 Figure 26.5.1A Figure 26.5.18. and Figure 26.S-IC. For this analysis, to calculate the pressures inTables 3, 4, and S. the load combination will be In accordance with ASCE 7-10 Section 2.4 combining nominal loads using allowable stress design load combination 7. Load combination 7 uses a load factor of 0.6 applied tothe wind velocity pressure. Equation 1, q,=0.002561K,"Ka'K,1Vt Equation 2, nit. ASCE 7--10 equation 30.3.1) q, , velocity pressure at height 2 K, , vebdty pressure exposure coefficient evaluated at height 2 Ka , topographic factor Kd , wind directionality factor V , basicwind speed (3-second gust MPH) as determined from (20151BC, 2017 FBC) Figures 1609.3(1). (2). or (3); ASCE 7-10 Figures 26.5.1A. B. or C V=VIA W. 201518C tt 2017 F8C Section 16021 definlNW4 Ve , ultimate design wind speeds (3-second gust MPH) determined from 12015 IBC, 2017 F8C) Figures 1609.3(1), (2). or (3); ASCE 7.10 Figures 26.5-M 8, or C Equation 3, p'q6•(GC,-GC0) (tort.. ASCE 7-10 equation 30.6.1) GC, , product of a lemal pressure coefficla d and gust -effect factor GCo , product of internal pressure coefficient and gust -effect factor p , design pressure (PSF) for siding (allowable desgn load for siding) To determine design Pressure, substitute q, into Equation 3, Equation 4. p=0.00256•K,M(a'K,1/e2-(GCrGCy) Allowable Suess Design, ASCE 7-10 Section 2.4.1. load combination 7 Equation 5, 0.60 * 0.6W (ref. ASCE7-10 section 2.4.1. badoombinalibn 7) 0 , dead load W , wind toad To determine the Allowable Suess Design Faessure, apply the bad factorforW (wind) from Equation 4to p (design pressure) determined from equation 4 Equation 6, P. = 0.61p) Equation 7. p« = 0.6'(0.002S6'K,*V,,*&V ='(GC, GC.)] Equation 7 is used to populate Table 3, 4, and 5 To detemune theallowable ultimate basic wind speedtonHartfxe Siding in Table 6, sohre Equation 7for V., Equation 8, V. a (p.,10.6'0.00256'K,MC„ K.*(G(:rGCy)los Applicable to methods sped6ed in Exceptions 1 thnwgh 3 of j201518C, 2017 FBC) Section 1609.1.1.. to determine the allowable noWnat design wino speed (Vasd) for Hardie Siding in Table 6, apply Me conversion formula below, Equation 9. Vim, = V. - (0.6)as (rel. 2015 IBC d 2017 F8C Section 1809.3.1) V„ , Nominal design wind speed (3-second gust mph) (ref. 201518C 0 2017 FBC Sectim 1#014/i_ Table 2, Coefficients and Constants -used in Determining V and p, Wall Zero S Height (it) Exp 8 Exp C Exp 0 Ka Kd G GC 0.15 0.7 0.85 1.03 h160 1 0.85 1.4 0.18 20 0.7 0.2 1.08 1 OAS 1.4 0.18 25 0.7 0.94 1.12 1 0.86 1.4 0.18 30 0.7 0.98 1.16 1 0.85 1.4 0.18 35 0.73 1.01 1.19 1 0.85 1.4 0.18 40 0.76 1.04 1.22 1 0.95 1.4 0.19 45 0.785 1.065 1.245 1 0.85 1.4 0.18 50 0.81 1.09 1.27 1 0.85 1.4 0.18 55 0.83 1.11 1.29 1 0.85 1.4 0.18 60 1 0.85 1.13 1.31 1 0.85 1.4 0.18 100 1 0.99 1 1.26 1 1.43 1 h>60 1 1 0.85 1 -1.8 0.18 RONALD I. OGAWA ASSOCIATES. INC. 16835 ALGONQUIN STREET 0443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-947-4525 FAX PROJECT: RIO-2686.17 JAMES HARDIE BUILDING PRODUCTS, INC. 1-88&542-7343 intodjamesha rdie.eom Table 3, Allowable Stress Design - Component and Cladding (CAC) Pressures (PSF) to be Resisted atVarious Wind Speeds - Wind Exposure Category B, Wind Speed 3-semndoust) 100 105 110 1 115 120 1 130 1 140 150 160 170 180 190 1 200 1 210 Heigh it B B 8 B B 8 B B 8 B B B B B 0.15 14.4 15.9 17.5 19.1 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 63.7 20 14.4 15.9 17.5 19.1 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.6 63.7 25 14.4 15.9 17.5 19.1 20.8 24.4 28.3 32.5 7.0 47.7 7465.8 52.1 57.8 63.7 30 14.4 15.9 17.5 19.1 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 63.7 35 15.1 16.6 18.2 12.9 21.7 25.4 29.5 33.9 38.6 43.5 48.8 54.4 60.2 66.4 40 15.7 17.3 19.0 20.7 22.6 26.5 30.7 35.3 40.1 45.3 50.8 56.6 62.7 69.1 45 16.2 17.9 19.6 21.4 23.3 27.4 31.7 36.4 41.5 46.8 52.5 58.5 61.8 71.4 50 16.7 18.4 202 22.1 24.1 28.2 32.7 37.6 42.8 48.3 54.1 60.3 66.8 73.7 55 17.1 18.9 20.7 22.6 24.7 28.9 33.6 38.5 43.8 49.5 55.5 61.8 68.5 75.5 100 25.6 28.2 31.0 33.a 36.9 43.3 50.2 57.6 65.5 74.0 82.9 92 4 1024 1129 Table 4, Allowable Stress Design - Component and Cladding (CAC) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category C. Wind Speed 3-secondgust) 100 105 110 1 115 120 130 1 140 150 160 170 180 190 200 210 Hei M (9) C C C C C C C C C C C C C 0 t5 17.5 19.3 21.2 23.2 25.2 34.4 39.5 41.9 50.7 56.8 l3.3 70.1 77.3 20 18.8 20.5 22.5 24.6 26.7 36.4 41.8 475 53.7 602 67.0 74.3 81.9 25 19.4 21.4 23.5 25.6 27.9 38.0 43.6 49.6 56.0 62.8 70.0 77.6 1t5.5 30 20.2 22.3 24.5 26.7 29.1 M34 39.6 x5.5 51.8 58.4 45.5 73.0 80.9 89.2 35 20.8 23.0 252 27.6 30.0 40.8 46.9 53.3 W.2 67.5 75.2 83.3 91.94021.5 23.7 26.0 28A 30.9 42.0 48.3 54. 9g-46.2 69.6 77.44522.0 242 266 29.1 31.6 43.1 49.4 562 712 79.3 87.9 50 22.5 24.8 27.2 29.7 32.4 38.0 4.1 W.6 57.6-72.9 81.2 89.9 55 22.9 25.2 27.7 30.3 33.0 36.7 44.9 51.5 58.fi-74.2 82.7 91.6 A--1194431 1 100 32.6 35.9 39.4 43.1 X69 550 63.8 73.3 83.4105.5 117.6 730.3 Table 5, Allowable Stress Design - Component and Cladding (CAC) Pressures (PSF) to be Resisted at VariousWind Speeds - Wind Exposure Category 0, vvind Speed secondgust) 100 105 110 1 115 120 130 1 140 150 160 170 1 180 190 1 200 1 210 HIM (0) 0 0 D 0 0 D 0 0 0 0 D 0 D D a15 21.2 23.4 25.7 28.1 30.6 35.9 41.6 47.8 54A 61.4 68.8 76.7 85.0 93.7 20 22.3 24.6 27.0 29.5 32.1 37.7 417 50.1 57.0 64.4 722 W.4 49.1 98.2 25 23.1 25.5 28.0 1.30.6 33.3 39.0 45.3 52.0 59.1 66.8 74.9 83.4 92.4 101.9 30 23.9 26.4 22.0 31.6 34.5 40.4 46.2 53.8 fi1.3 69.2 77.5 38.4 95.7 t05.5 35 24.5 27.1 79.7 32.5 35.3 41.5 49.1 55.2 62.8 70.9 79.5 88.6 28.2 108.3 40 252 27.7 30.5 33.3 362 42.5 49.3 56.6 W.4 72.7 81.5 90.9 100.7 111.0 45 25.7 28.3 31.1 34.0 37.0 43.4 50.3 67.8 65.7 742 832 92.7 7102 7 11&3 50 262 28.9 31.7 3 6 37. 7M-12.5 58.9 67.1 75.7 94.9 94.6 104.8 115.5 55 26.6 29.3 322 35.2 38.3 59.9 68.1 76.9 86.2 96.1 106.4 117.4 60 100 37.0 40.8 44.7 48.9 53.2 832 94.9 106.8 119.8 113.4 t47.9 163.0 Tables 3.4. and 5 are based on ASCE 7-10 and consistent with the 2015ISC, 2015 IRC and the 2017 Florida Building Code 7 RONALD 1. OGAWA ASSOCIATES. INC. 16835 ALGONQUIN STREET 0443 HUNTINGTON BEACH, CA 22649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2686-17 JAMES HARDIE BUILDING PRODUCTS, INC. tt///////i OGAWA-- info®jemeshebie.eom f( It O Table 6, Allowable Wind Speed (mph) for HardiePana( Siding (Analytical Method In ASCE 7-10 Chapter 30 C&C Part 1 and Pare 2) r 2 2015 IBC, 2017 FBC 2015 IBC, 2017 FBC Allowable. Ultimate Design Wind, Speed. Allowable. Nominal Wind. Design d. Speed. A ; SZpiE of : • ' Vine 3-second gust mph) V Sa 3-second gust mph) FL 0 R OPO• Applicable tomearods Applica0le le nnelhods iCF( • • ...... • • • 1 specified SC 1 Section specified in Emspliom , 1809.1.1. as deterrtibd by Vough3 section2FgWes1809.3(1). (2). or se Coeffidanta used In Table6 calculations forV. nAfr.A Product Product Thickness inches) Width endies) Fastener Type Fastener Spacing Frame Type Stud Spacing Inches) auading Heie I eet) B C I D I B C D able Design Udd ONO) Fq 8 EmC Fin 0 V. V. I Gt,. GC: Hardt:Panel® 5116 48 d 6 2X4 wood Hem -fir 16 0.15 186 168 163 1 144 130 178 42.7 0.7 1 0.85 1.03 nf80 1 0.85 1.4 0.18 20 186 164 149 144 127 116 49.7 0.7 0.9 1.08 1 0.85 1.4 0.18 25 186 ISO 147 144 124 114 49.7 0.7 0.94 1.12 1 0.85 1.4 41a 30 166 157 144 144 121 112 49.7 0.7 0.98 1.16 1 0.85 1.4 0.16 35 182 154 142 141 120 110 49.7 0.73 1.01 1.19 t 0.85 1.4 0.18 40 VS 152 141 138 118 109 49.7 0.76 Tot 1-" 1 0.85 1.4 0.18 45 175 ISO 139 136 117 108 49.7 0.785 LOSS 1245 1 a.. 1.4 0.18 50 172 149 138 134 115 107 49.7 0.81 1.09 127 a. 1.4 OAS 55 170 147 137 132 114 106 49.7 0.83 1.11 1.29 t o..as 1.4 0.18 60 168 146 136 130 113 105 417 0.85 1.12 1.31 1 0. 85 1.4 0.18 100 139 124 116 108 96 90 49.7 0.99 126 1.43 ha60 1 0.85 1.8 0.18 HaMlePandA SH8 48 mn drnon 4 2X4 wood Ham -Fir 16 0-15 233 212 192 lei 164 142 76.7 0.7 0.85 1.03 hs80 1 0.85 AA 0.18 20 233 206 188 lei ISO 146 78.7 0.7 0.9 1.08 1 0.85 1.4 0.18 25 233 201 185 181 156 143 78.7 0.7 0.94 1.12 1 0.85 1.4 0.18 30 233 197 lei 181 153 140 78.7 0.7 0.98 1.18 1 0.85 1.4 0.18 35 229 194 172 177 151 132 70.7 0.73 1.01 1.19 1 OAS 1.4 0.18 40 224 192 177 174 148 137 78.7 0.76 1.04 1.22 1 0.85 1.4 0.18 45 220 189 175 171 147 136 78.7 0.785 1.085 1.245 1 0.85 1.4 0.18 50 217 187 173 168 145 134 78.7 0.81 1.09 1.27 1 0.85 1.4 0.18 55 214 185 172 166 144 133 78.7 0.83 1.11 129 1 0.85 1.4 0.18 60 212 184 171 164 142 132 78.7 0.85 1.1 11.31 1 OAS 1.4 0.te 100 1 176 155 146 136 120 113 78.7 0.99 126 1.43 tu4,0 1 0.85 1.8 0.18 HardieParxlA 5f18 48 ad common 6 2X4 wood Hem -Fir 24 0.15 147 134 121 114 103 94 31.3 OJ 0.85 1A3 h9SO OAS 1.4 0.16 20 147 130 119 114 101 92 31.3 0.7 49 1.08 1 0.85 1,4 0.18 25 147 127 its 114 98 90 31.1. 0.7 0.94 1.12 1 495 I -1.4 0.1B 30 147 124 114 114 96 89 31.3 0.7 0.98 1.15 1 0.85 1.4 0.18 35 144 123 113 112 95 87 31.3 0.73 1.01 1.19 0.95 1.4 Ola 40 141 121 112 109 94 86 31.3 0.76 1.04 122 1 4as 1.4 4t8 45 139 119 110 108 92 86 31.3 0.795 LOSS 1245 1 0.a5 1.4 18 50 137 lie 106 91 31.3 al 1.09 1.27 1 0.85 1.4 0.18 55 135 117 105 91 91.3 0.83 1.11 129 1 0.85 1.4 0.18 60 334 116 103 90 31.3 O. s 1.13 1.31 1 0.7a5 1.4 0.18 100 1 111 86 31.3 0.29 12B 1.43 M80 1 0.85 1.8 0.18 HerdiePernel® S118 48 Common 4 2X4 wood Hem -Fir 24 0-15 182 165 150 141 128 116 47.7 0.7 0.85 1.03 11980 1 OAS 1.4 0.18 20 182 160 146 141 124 113 47.7 0.7 0.2 1.08 1 0.85 1 AA 10.18 25 182 157 144 141 121 111 47.7 0.7 0.94 1.12 1 0.85 1.4 0.18 30 182 154 141 141 119 109 47.7 0.7 0.98 1.16 1 0.8.5 1.4 0.t8 35 178 151 139 138 117 108 47.7 0.73 1.01 1.19 1 0.85 1.4 0.18 40 174 149 138 135 116 107 47.7 0.76 1.04 1.22 t 0.85 1.4 0.t8 45 172 147 136 133 114 106 47.7 0.785 1.085 1245 1 0.85 1.4 0.18 50 169 146 135 131 113 105 47.7 0.81 1.09 1.77 1 0.85. 1.4 0.18 55 167 144 434 122 112 104 47.7 0.83 1.11 1.29 1 0.85 1.4 0.18 60 165 143 133 128 111 103 47.7 0.8.5 1." 1.31 1 0.45 1.4 0.1E 100 1 137 121 114 toff 94 88 47.7 0.99 128 1.43 ha90 t 0.85 1.8 0.1$ HerdieParnel® 5/1fi 48 Id, 0.091 in. shank X 0.225 in. HD X 1.5 in. long ring shank nab 4 edge 8 field 2X4 wood SG20.3S 16 0.15 144 131 119 112 101 92 30.0 0.7 0.85 1.03 hs80 1 495 1.4 0.18 20 144 127 116 112 98 90 30.0 0.7 0.9 1.08 1 0.65 1.4 0.18 25 144 124 114 112 96 88 30.0 0.7 0.94 1.12 1 Q85 1.4 418 30 144 122 112 112 94 87 30.0 0.7 0.28 IAA 1 0.65 1.4 0.18 35 141 120 111 109 93 86 30.0 0.79 1.01 1.,9 1 0.85 1.4 0.19 40 138 116 107 92 30.0 0.76 1.04 122 1 0.85 1.4 0.16 45 136 117 105 91 30.0 0.785 1.006 1246 1 OAS 1.4 0.18 50 134 116 104 89 30.0 0.111 1.09 127 1 0.85 1.4 0.18 55 132 114 103 89 30.0 0.- 1.11 1.22 1 0.85 1.4 0.16 60 131 173 101 88 30.0 0.85 1.19 1.31 1 0.95 1.4 0.18 100 90.0 1 0.99 1.28 1.43 h,601 1 0.85 1.8 0.18 RONALD I. OGAWA ASSOCIATES, INC. 16836 ALGONOUIN STREET #443 HUNTINGTON BEACH, CA 02649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2686-17 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-642-7343 infoiIjameshardie.ccrn 20151BC. 2017 FBC 20151BC, 2017 FBC Allowable, Ultimate AOowable. Nominal Design Wind, Speed, Design Wind, Speed, Vas Vrs.s 3-second gustmph) 3-second gust mph) Applica1Ye to methods specified in1201518C, 2017 F8C] Beeson 1609.1.1. as dew mined by Figures 1800.3(t), (2). or 3)• Applicable to methods min Ex4xpaiorts 1specifieeoteh3of1201518C, 2017 F8C) Section 1809.1.1. Coefficients used in Table 6calculations for V. Wind e e category Wind etrposltracategory Sidrq K, Product Thickness Inches) Width lorries) Fastener Type Fastener Spacing Frame Type Stud Spacing inches) ding HeMi t feet) B C D B C D Allowable Design t amPSP) ExP aExp CEx0 D Ks K. I GC. GCy 0. 16 198 ISO 1 163 153 139 1 126 55.60.7 1 0.85 1.03 hs60 1 0.85 1.4 0.18 20 t98 175 1 159 IS3 135 1 123 58.60.7 0.91.08 1 0.05 1.4 GAS HardiePanal® 114 48 Min No 8 X 1 in. long X 0. 323 in heed diameter 6 Min. No. 20 pa. 33 m X 3. 625 in. X 1.375 16 25 Ise 171 IV 1S3 132 121 58.6 0.70.941.12 1 OAS 1.4 0.16 30 198 167 154 153 130 tie Sa.e0.70.981.18 1 GAS 1.4 0.18 35 194 165 152 ISO 128 t 1eSa.a 0.73 1.01 1.19 1 0.85 1.4 0.18 40 190 162 ISO 147 126 lie 68.6 0.75 1.04 1.22 1 0.95 1.4 0.18 45 187 161 148 145 124 115 Se.6 0.785 t.065 124S 1 OAS IA 0.18 50 184 ISO 147 143 123 114 56.6 0.81 1.09 1.27 1 OAS 1.4 0.19 rmbbugtehead screw In metal stud 55 182 157 116 141 122 113 566 0.41 1.11 129 1 0.95t.4 0.10 60 160 t56 146 139 121 112 56.6 GAS 1.13 1.31 1 OAS 1.4 0.18 100 149 132 124 115 102 96 55.e 0.99 t28 t.43 ro60 t I OAS 1.8 0.18 1- 15 1 146 132 120 1 113 102 93 30.6 0.70.051.03 hs80 t CAS 1.4 0.10 20 1 146 128 117 113 99 91 30.6 0.70.9 1.08 1 OAS 1.4 0.16 HardiePand* 114 48 Mire No 8 X 1 in. long X 0. 323 In dierneeW 6 Min No. 20 9a. 33 m9) X 3. 625 in. X 1.375 24 25 1 146 126 115 113 97 89 30.6 0.7 0.941.12 1 OAS 1.4 O.ta 30 146 123 113 113 95 a8 30.6 0.7 0.981.18 1 OAS 1.4 0.18 35 143 121 112 110 94 86 30.6 0.731.01 1.19 1 OAS 1.4 0.18 40 140 119 110 108 93 85 30.6 0.761.04 1.22 1 0.851.4 OAS 45 137 118 106 91 30.6 0.785 1.055 1245 1 0.851.4 0.18 eatbedbugle head h inmetal stud 50 135 117 105 90 30.6 0.81TOO 1.27 1 0.851.4 eta S5 134 116 104 90 30.6 0.83 1.11 1.29 1 0.851.4 0.18 60 132 115 102 89 30.6 0.85 1.tS 1.31 1 0.851.4 0.1a Strew100 30.6 0.99 1.26 1.43 trail 1 0.85 1.8 0.18HardiaPenel® site 48 ET& F 0. 100 in. knurled shank X 1. 5 in loop in Xhead diameter fastener" 4 edge 8 field Min. No. 20 ga. 33 m9) X 3. 625 to X 1.375 in metal stud 16 0- 15 198 180 163 153 139 127 7 0.7 0.651.03 h980 1 0.85 1.4 0.10 20 t99 175 160 153 135 124 56.7 0.7 0.9 t.08 1 0.851.4 0.18 25 Ise 171 IS7 153 132 121 S6.7 0.7 0.94 1.12 1 OAS 1.4 0.1830 198 167 154 153 130 I la 59.7 Or7 0.06 1.16 1 OAS 1.4 0.18 35 194 165 152 ISO 128• 118 S8.7 • 0.73 1.01 1.19 1 0.95 1.4 0.1840 190 163 150 147 126 116 587 0.78 1.a 1.22 1 0.95 1.4 0.18 45 187 161 149 US 124 115 59.7 0.7851.065 1245 1 OAS 1.4 0.18 50 184 159 147 143 123 114 55.7 0.61 1.09 1.27 1 0.85 1.4 0.18 55 182 157 146 t41 122 713 50.70.83 t.t1 t.29 1 0.85 1.4 0.18 60 C80 156 145 139 121 112 56.7 OAS 1.13 1.31 t O.as 1.4 0.18100 149 132 124 115 102 96 56.7 0.99 126 1.43 KAW 1 0.85 1.8 0.18 ET& F 0. 100 h knurled Min. No. 0. 15 153 139 126 11a 107 98 33.7 0.7 OAS 1.03 him 1 0.85 1.4 0,1820 153 135 123 118 104 95 33.7 0.70.91.08 1 0.65 IA 0.16 25 153 132 121 118 102 94 33.7 0.70.94 1.12 1 0.851.4 0.1830 153 129 119 118 100 92 33.7 0.7 0.98 t.16 1 0.851.4 0.18HerdlePanel® 5/16 48 shank X 1. 5 in. lore her in. fastener" 4 edge 8 field 20 ga. 33 m9) X 3. 625 in X 1.375 In metal ryr 24 35 ISO 127 1 117 1 116 99 91 33.7 0.73 1.01 1.19 1 0.85 1.4 0.18 40 147 125 116 114 97 90 317 0.76 1.04 122 1 45 144 124 115 112 96 89 33.7 0.786 1.065 1.245 1 8head 50142122113110958833.7 0.91 1.09 1.27 t 1. 4X adiameter t40t21113109948733.7 O.C1 1.11 129 t 8pin 60 139 120 tt2 t07 93. 87 33.7 0.85 t.13 t.97 t B toil 115 89 33.7 0.99 t26 t 0.95 t.8 O.te1. DQGws arm Penetrate ale metal eramng at lead wee ruu ueeaui. 2. Knurled shank pins shall penetrate the metal framing at least 114Inch. 3. Building height - mean roof height In feet) of a building, except that eave height shag be used for root angle 6 less than or equal to 10' (2-12 root 4. V. a ultimatedesign wind speed 5. V_, - nominal design wind speed 6. Linear Interpolation of building height (s 60 0) and wind speed is permitted. 7. Wind speed design assumptions per Analytical Method In ASCE 7-10 Chapter 30 C&C Pan t and Pen 3: K.-t, Kf0.a5, GC. -1.4 (h960), GCp LIMITATIONS OF USE: 1) Fastener pu0exa must be evaluated when Installed a species of wood studs ether than that which was tested. 2) In High Velodty Hurricane Zones (HVHZ) install per Miam4Dade County Florida. NOA 17-0406.06 CTI, qF t f LURiCQ` r\4 11,, t S/0 n'.. vll /1 Florida Building Code Online Page 1 of 2 SOS Home Log In User Registration Hot Topics Submit surcharge Stats & Pacts ; Publications Rc SUIT aCIS site Map Unit Seam j G+ tea: Product Approvaldbprr= Q USER: Public User Product Approval Menu earch a Aoolieatlon List a Application Detail FL x FL12194-R6 Application Type Revision Code Version 2a17 Application Status Approved Comments Archived 13 Product Manufacturer Aluminum Coils, Inc. Address/Phone/Email 5001 west Knox Street Tampa, FL 33634 813) 249-9743 grahmanoaluminumcoilsinc.com Authorized Signature Gareth Rahman grahman@aluminumcoilsinc.com Technical Representative Paul Frost Address/Phone/Email 5001 west Knox Street Tampa, FL 33634 813) 249-9742 PFrosteal uminumcoilsinc.com Quality Assurance Representative Address/Phone/Email Category Panel walls Subcategory Soffits Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer G Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Zachary R. Priest the Evaluation Report Florida License PE-74021 Quality Assurance Entity PRI Construction Materials Technologies, LLC Quality Assurance Contract Expiration Date 06/19/2020 Validated By Locke Bowden 06 Validation Checklist - Hardcopy Received Certificate of Independence FL12194 R6 COI ALCIS001.3 2017 FBC Evaluation Report 04 T4 Soffits final.odf Referenced Standard and Year (of Standard) Standard Year AAMA 1402 2009 Equivalence of Product Standards Certified By Sections from the Code hags://www.floridabuilding.org/pr/pr_app_dtl.aspa?param=wGEVXQwtDquk24AUC%2fE... 2/1 /2018 Florida Building Code Online Page 2 of 2 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Date Revised Summary of Products Method 1 Option D 09/06/2017 09/06/2017 09/13/2017 12/12/2017 12/1S/2017 FL # Model, Number or Name Description 12194.1 Alumunum Coils Aluminum Soffit Aluminum soffit panels Limits of Use Installation Instructions Approved for use in HVHZ: No FL12194 R6 II ALC1S001.3 2017 FBC Evaluation Report 04 T4 Soffits final.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Zachary R. Priest PE-74021 Design Pressure: +80/-90 Created by Independent Third Party: Yes Other: See Evaluation Report for limits of use. Evaluation Reports FL12194 R6 AE ALC1S001.3 2017 FBC Evaluation Report 04 T4 Soffits final.pdf Created by Independent Third Party: Yes Contact Us :: 2601 &air Stone Road. Tallahassee FL 32399 Phone: 8SO497.1824 The State ofFlorida is an AA/EEO employer. Coovriobt 2007.2013 Slate of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mall address released In response to a public -records request, do not sand electronic mail 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 4SS.27S(I.), Florida Statutes, effective October 1, 2012, 11crosees licensed under Chapter 45S, F.S. must provide the Department with an email address If they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. Ifyou 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 4SS, F.S., please click here . Product Approval Accepts: tarvEmm Rar C'redk_Card. Safe https://www.floridabuilding.orglprlpr_app_dtl.aspx?param=wGEVXQwtDquk24AUC%2fE... 2/ 1/2018 CREEK Certificate ofAuthorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 TECHNICAL SERVICES, LLC (813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE 6r" EDITION (2017) Manufacturer: ALUMINUM COILS, INC. Issued September 1, 2017 5001 West Knox Street ' Tampa, FL 33634 813)249-9743 www.aluminumcoilsinc.com Manufacturing: Tampa, FL Quality Assurance: PRI Construction Materials Technologies (QUA9110) SCOPE Category: Panel Walls Subcategory: Soffits Code Sections: 1404.5.1, 1709.10 Properties: Wind Resistance REFERENCES En!Lty Reoort No.. Standard Year Certified Testing Laboratories (TST1577) CTLA 1847W AAMA 1402 2009 Certified Testing Laboratories (TST1577) CTLA 2076W AAMA 1402 2009 PRI Construction Materials Technologies (TST5878) ACIX-003-02-01 AAMA 1402 2009 PRI Construction Materials Technologies (TST5878) ACIX-003-02-02 AAMA 1402 2009 LIMITATIONS 1. This report is not for use in the HVHZ. 2. Design wind loads shall be determined in accordance with FBC Section 1609. 3. Soffits shall be labeled in accordance with FBC Section 1709.10. 4. 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 FBC compliant installation detail shall prevail. S. Installations shall meet the minimum ventilation requirements of FBC section 1203.2. 6. Field fastener withdrawal may be required by the AHJ for confirmation of existing substrates. All data shall be reviewed by a qualified design professional to'ensure the fastener withdrawal meets or exceeds the minimum load resistance for the project requirements. 7. All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61 G20-3. ALC15001.3 FL12194-R6 Page 1 of 3 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. MCREEKTECHNICALSERVICES, LLC PRODUCT DESCRIPTIONS ALUMINUM COILS, INC Soffits 3/8" F-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum F-channel. See Appendix D for dimension drawings. 3/8" J-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum J-channel. See Appendix D for dimension drawings. Fascia Preformed nominal 0.019-inch thick, 3105 H-14 aluminum fascia. See Appendix D for dimension drawings. 16" Q4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit panels provided in 16- inch sections. The reported net free ventilation areas are 22.3 in /lin.ft for the 'full vent' configuration and 11.1 in2/lin.ft and for the 'center vent' configuration. See Appendix D for dimension drawings. Iir FULL VENT 7H' SOLID PANEL 12" T4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit panels provided in 12- inch sections. The reported net free ventilation areas are 12.5 in /lin.ft for the 'full vent' configuration and 4.2 in2/lin.ft for the 'center vent' configuration. See Appendix D for dimension drawings. ALC15001.3 FL12194-R6 Page 2 of 3 This evaluation report is provided for State of Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC COMPLIANCE STATEMENT ALUMINUM COILS, INC Soffits The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code, 60 Edition (2017) as evidenced in the referenced documents submitted by the named manufacturer. R. sEN ,, 2017.09.01 No 74021 10.06.1 wMewr 04'00' 0. 'STATE OF : T••. OP,...` Zachary R. Priest, P.E. R o % S p JA, Florida Registration No. 74021 E Organization No. ANE9641 CERTIFICATION OF INDEPENDENCE CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. APPENDICES 1) APPENDIX A— Approved Systems (8 pages); 2) APPENDIX B — Installation Drawings (12 pages) 3) APPENDIX C — Design Wind Loads(4 pages) 4) APPENDIX D — Dimension Drawings (4 pages) ALC15001.3 FL12194-R6 Page 3 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express not imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC APPROVED SYSTEMS ALUMINUM COILS, INC Soffits Appendix A The following notes shall be observed when using the assembly tables below. 1. Maximum Design Pressures (MDP) were calculated using a 1.5:1 margin of safety per FBC Section 1404.5.1. 2. Refer to (-IMITATIONS and sections of this evaluation when using the table(s) below. 3. Refer to INSTALLATION section of this report for installation detail when the information is not explicitly stated for the selected assembly. 4. The on -center (o.c.) spacing given is the maximum allowable attachment spacing for the rated system. 5. Unless otherwise specified, the Wood substrate shall be minimum No. 2 SPF (S.G. = 0.42) 2x lumber. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 6. Unless otherwise specified, the Masonry substrate shall conform to ASTM C 90. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 7. Typical fastening details are as follows: a. 12' T4 Soffit —12-inch o.c. Fastener Fastener Location Location 1 b. 12' T4 Soffit — 4-inch o.c. Fastener Fastener Fastener Fastener Location 1 Location 1 Location 11 Location c. 16' Q4 Soffit —16-inch o.c. Fastener Location iF Fastener ALC15001.3 FL12194-R6 Page 1 of 8 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. MCREEKTECHNICALSERVICES, LLC d. 16' 04 Soffit — 8-inch o.c. Fastener Fastener Fastener ALUMINUM COILS, INC Soffits Approved System Numbers and Definitions 121`4 Approved Systems for 12-inch Overhang with F-Channel 12.14 Approved Systems for 12-inch Overhang with J-Channel 16F-# Approved Systems for 164nch Overhang with F-Channel ' 16.14 Approved Systems for 16-inch Overhang with J-Channel 24F-# Approved Systems for 24-inch Overhang with F-Channel 24J4 Approved Systems for 24-inch Overhang with J-Channel Appendix A Approved Systems for 12-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width ps Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment Max. One (1) min. 3/8-inch head dia. nail, One (1) min. 318 x 3/8-inch One (1) min. 1 3/4-inch long x 0072-inch dia. x min. 3/16- 12F-1 16-inch Wood min. 1.25 inch embedment spaced Wood crown staple spaced 16-inch inch head dia. trim nail 340.0 24-inch o.c. O.C. spaced 36-inch o.c. Max. Three (3) min. 3/4-inch x 1/4-inch One (1) min 3/4-inch x 1/4-inch One min. 1 inch long x 0.072-Inch dia. xx mmin. 1/4-inch 46 12F- 2 16-inch Wood crown staples In diamond pattern Wood crown staple spaced 8-inch o.c. head dia. trip nail spaced 48- 64.2 spaced 24-inch o.c. and securing each panel lap inch o.c. One ( 1) min 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x 12F- 3 Max. Masonry One (1) 14 ga. 5/8-inch long T nail Wood crown staple spaced 0.072-inch dia. x min. 1/4-inch 48 16- inch spaced 8-inch o.c. and securing each panel l nellapphead dia. trip nail spaced 48- 64.2 inch o.c. ALC15001. 3 FL12194-R6 • Page 2 of 8 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 attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 12-inch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width psi) Substrate F-Channel Attachment Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Three (3) min. 3/4- inch x 1/4-inch crown One (1) min. #8 x 1/2-inch One (1) min 3/4-inch x One (1) min. 1 3/4-inch long x 12J-1 Max. Wood staples in diamond long x 3/8-inch head diameter Wood 1/4-inch crown staple 0.072-inch dia. x min. 1/4-inch 48 16 inch patternspaced 24- screw spaced 16-inch o.c. spaced 8-inch o.c. head dia. trip nail spaced 48- 64.2 inch o.c. connecting soffit to J-channel inch o.c. Approved Systems for 16-inch overhang with F-Channel Wall Connection Eave Connection . System Panel MDP No. Width psi) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 16F-1 Max. Masonry One (1) 14 ga. 5/8-inch long T nail Wood 1-inch leg staple spaced max. 0.072-inch diameter finishing nail with min. 3/16- 353.3 12-inch spaced max. 8-inch o.c. 4-inch o.c. and securing each inch head spacedpanellap12-inch o.c. One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x Max. Three (3) 18 ga.1/4-inch crown x 1- 1-inch leg staple spaced max.' 0.072-inch diameter 16F-2 12-inch Wood inch leg staples in diamond pattern Wood 4-inch o.c. and securing each finishing nail with min. 3/16- 63.3 spaced 16-inch o.c. panel lap inch head spaced 12-inch o.c. Max. One (1) 3/84nchhead dia. nail, min. One (1) min 3/8-inch x 3/8-inch One (1) min. 1 3/4-inch long x 0072 inch diax min 16F- 3 16-inch Wood 1.25-Inch embedment spaced 24- Wood crown staple spaced 16-inch head dia. trim nail 325.E inch o.c. • O.C.3/16-inch spaced 36-inch o.c. Three ( 3) min. 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long 16F- 4 Max. Wood crown staples in diamond pattern Wood One (1) min 3/4-inch x 1/4-inch x 0.072-inch dia. x min. 1/4- 27 16- inch spaced 24-inch o.c. crown staple spaced B-inch o.c. inch head dia. trip nail 36.1 spaced 48-inch o.c. ALC15001. 3 FL12194-RB Page 3 of 8 This evaluation report is provided for Stale 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 attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 16-Inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psi) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 16F-5 Max. Masonry One (1) 14 ga. 5/8-inch long T nail Wood 1-inch leg staple spaced 44nch 0.072-inch diameter finishing nail with min. 3/16- 343.316-inch spaced 8-inch o.c. o.c. and securing each panel inch head spaced lap 16-inch o.c. One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x Max. Three (3) 18 ga.1/4-inch crown x 1- 1o. ch leg staple spaced 0.072-inch diameter 16F-6 16-inch Wood inch leg staples in diamond pattern Wood panelo.c. and securing each panel finishing nail with min. 3/16- 343.3 spaced 16-inch o.c. lap inch head spaced 16-inch o.c. Approved Systems for 16-inch overhang with J-Channel . Wall Connection Eave Connection System Panel . MDP No. Width psi) Substrate J-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment Three (3) min. 3/4-inch x 1/4-Inch One (1) min. 1 3/4-inch 16J 1 Max. Wood crown staples In diamond pattern Wood One (1) min 3/4-inch x 1/4-inch long x 0.0724nch dia. x 23.5 16-inch spaced 24-inch o.c. crown staple spaced 8-inch o.c. min. 1/4-inch head dia. trip 31.4 nail spaced 48-inch o.c. ALC15001.3 FL12194-R6 Page 4 of 8 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. 111211111111111 CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width pso Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment. Fascia Cap Attachment Attachment One (1) 18 ga.1/4-inch Nominal 1x2 crown x 1-inch leg No.2 SYP staple spaced Three (3) 18 ga.1/4- anchored to 12-inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. inch crown x 1-inch rafter with one each panel lap Inch crown x 1-inch 0.072-inch diameter 24F-1 12-inch Wood leg staples In min. 2.25- Wood leg spaced 8- finishing nail with min. 801-90 diamond pattern inch x 7d ringinOne (1) min. 1.75-inch inch o.c. c. 3116-inch head spaced spaced 16-inch o.c. shank nail x 0.072-inch diameter 12-inch o.c. 24- Inch o.c. finishing nail with min. 3/ 16-inch head spaced 4- inch o.c. One ( 1) 18 ga.1/4-inch crown x 1-inch leg Nominal 1x2 staple spaced One ( 1) min. 1.5- No.2 SYP 12-inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. inch x 11 ga. anchored to each panel lap inch crown x 1-inch 0.072-inch diameter BO/ 24F-2 12-inch Wood smooth shank railer with one Wood leg staple spaced 8- finishing nail with min. 76.6 roofing nail spaced 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. 3(16-inch head spaced 16- inch o.c. inch ring shank x 0.072-inch diameter 12-inch o.c. nail 24-inch o.c. finishing nail with min. 3/ 164nch head spaced 4- inch o.c. One ( 1) 18 ga.1Winch crown x 1-inch leg Nominal 1x2 staple spaced No. 2 SYP 12-inch o.c. securing One (1) 18 ga1/4- One (1) min. 1.75-inch x Max. One ( 1) 14 ga. 5/8- anchored to each panel lap inch crown x 1-inch. 0.072-inch diameter 801 24F-3 12-inch Masonry inch long T nail rafter with one Wood leg staple spaced 8- finishing nail with min. 76.6 spaced 8-inch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. 3/16-inch head spaced inch ring shank x 0.0724nch diameter 12-inch o.c. nail 24- inch o.c. finishing nail with min. 3/16- inch head spaced 4-inch o.c. ALC15001.3 FL12194-R6 Page 5 of 8 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 ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel...- Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga.1/4-inch crown x 1-inch leg Nominal 1x2 staple securing the No.2 SYP nailer of each female Three (3) 18 ga.1/4- tanchoredo lock or spaced One (1) 18 ga. 1/4- Ohe (1) min. 1.75-inch x Max. Inch crown x 1-inch rafter with one 16-inch o.c. securing inch crown x 1-Inch 0.072-inch diameter 24F-4 16-inch Wood leg staples in 1) min. 2.25 each panel lap Wood leg staple spaced 8- finishing nail with min. 80/-80 diamond pattern inch x 7d ring inch o.c. and securing 3/16-inch head spaced spaced 16-inch o.c. shank nail One (1) min. 1.75-inch each panel lap 16-inch o.c. 24-inch o.c. x 0.0724nch diameter finishing nail with min. 3/164nch head spaced 4-inch o.c. One (1) 18 ga.1/4-inch crown x 1-inch leg staple securing the Nominal 1x2 nailer of each female One (1) min. 1.5- No.2 SYP lock or spaced One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. inch x 11 ga. anchored to 16-inch o.c. securing inch crown x 1-Inch 0.072-inch diameter 24F-5 16-inch Wood smooth shank rafter with one each panel lap Wood leg staple spaced 8- finishing nail wilh min. 80/-60 roofing nail spaced 1) 7d x 2.25- inch o.c. and securing 3/16-inch head spaced 16-inch o.c. inch ring shank One (1) min. 1.75-inch each panel lap 16-inch o.c. nail 24-inch o.c. x 0.072-inch diameter finishing nail with min. 3/16-inch head spaced 4-inch o.c. ALC15001.3 FL12194-R6 Page 6 of 8 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 ALUMINUM COILS, INC Soffits Apoendix A Approved Systems for 24-inch overhang with F-Channel' Wall Connection. Center Connection Eave Connection System Panel MDP No. Width psi) Substrate F-Channel Attachment Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment One (1) 18 ga.1/4-inch crown x 1-inch leg staple securing the Nominal 1x2 nailer of each female No.2 SYP lock or spaced One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. One (1) 14 ga. 5/8- anchored to 16-inch o.c. securing inch crown x 1-inch 0.072-inch diameter 24F-6 16-inch Masonry inch long T nail rafter with one each panel lap Wood leg staple spaced 8- finishing nail with min. 801-60 spaced 8-inch o.c. 1) 7d x 2.25- inch o.c. and securing 3/16-inch head spaced Inch ring shank One (1) min. 1.75-inch each panel lap 16-inch o.c. nail 24-inch o.c. x 0.072-inch diameter finishing nail with min. 3/16-inch head spaced 4-inch o.c. ALC15001.3 FL12194-R6 Page 7 of 8 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notiy CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranly, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with J-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psi) Batten n Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Nominal 1x2 No.2 SYP scabbed between rafters with One (1) 18 ga.1/4- one (1) min. 2.25- inch crown x 1-inch Nominal 1x2 inch x 7d ring shank leg staple spaced No.2 SYP Three (3)18 nail straight -nailed 12-inch o.c. anchored to ga.1/4-inch crown through the rafter securing each panel One (1) 18 ga.'/.- One (1) min. 1.75-inch Max. rafter with one x 1-inch leg into the end of the lap inch crown x 1-inch x 0.072-inch diameter 24J-1 12-inch 1) min. 2:25- staples in diamond batten or two (2) Wood leg staple spaced finishing nail with min. 360 inch x 7d ring pattern spaced 16- min. 2.25-inch x 7d One (1) min. 1.75- 8-inch o.c. 3/16-inch head spaced shank nail inch o.c. ring shank nails toe- inch x 0.072-inch 12-inch o.c. 24-inch o.c. nailed on either side diameter finishing of the batten at nail with min. 3/16- each batlen/rafter inch head spaced intersection. Max. 4-inch o.c. rafter spacing is 24-inch o.c. . Nominal 1x2 No.2 SYP scabbed One (1) 18 ga.1/4- between rafters with inch crown x 1-inch one (1) min. 2.25- leg staple securing Nominal 1x2 inch x 7d ring shank the nailer of each No.2 SYP Three (3) 18 nail straight -nailed female lock or One (1) 18 ga. %- anchored to ga.1/4-inch crown through the rafter spaced 16-inch o.c. inch crown x 1-inch One (1) min. 1.75-inch Max. railer with one x 1-inch leg into the end of the securing each panel leg staple spaced x 0.072-inch diameter 24J-2 16-inch 1) min. 2.25- staples in diamond batten or two (2) min. 2.25-inch x 7d lap Wood 8-inch o.c. and finishing nail with min. 3/16-inch head spaced 353.3 inch x 7d ring pattern spaced 16- ring shank nails toe- One (1) min. 1.75- securing each panel 16-inch o.c. shank nail inch o.c. nailed on either side inch x 0.072-inch lap 24-inch o.c. of the batten at diameter finishing each batten/rafter nail with min. 3/16- intersection. Max. inch head spaced rafter spacing is 4-inch o.c. 24-inch o.c. ALC15001.3 FL12194-R6 Page 8 of 8 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 attributes that are not specifically addressed herein. ECREEKTECHNICALSERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B INSTALLATION Note - Refer to the APPROVED SYSTEMS section of this report for additional installation details of a selected system and maximum design pressures limitations. No. I Installation Detail 141n. 3/B.• h9ad din. null with win; IN" en9agamentrfor wood 'substrate).or min. 0.097• ]ia. T-nai.L'or stub naf.l with min. 5/0• angagainank(for concrete ar block Aubstrete),,, spaced as'noc0( above. ASCIA SLIP BOARD FASCIA TRIM 12F-1 8 \— SOFFIT (OVERHANG WIDTH VARIES) 12F-3 \—..F" CHANNEL lkood, Conc--- or Block 1, FASCIA LIP 1 /4" STAPLE -SOFFIT TO ASCIA BOARD #T50 8" X 3/8" -STAPLE 16" O.C. L-PAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALC15001.3 FL12194-R6 Page 1 of 12 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 ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I a SOFFIT STAPLE1OPENRAFTER ! srw et 3/4• x 1/4• i DIAMOND PATTERN I I ' DE AILCROWNSTAPLES' t I_.— USING ,A DIAMOND t aie. ! srw is ! PATTERN FACIA BOARD FASCIA CAP 12F-2 3/4- X 1/4- CROWN FACIA BOARD1-3/4' TRIM NAILa' STAPLE ON CENTER 1-3/4' TRIM NAIL PAINTED S.S. T—'F- CHMINEL CAN BE PAINTED S.S. 48' FASCIA CAPINSTALLEDWITHTHED.C. NAIUNC FLANGE UP OR3/4' X 1/4" DOWN CROWN STAPLE SOFFIT"max.. 12'--inch span WOOD SOFFIT SUBSTRATE SOFFIT &FASCIA •• AILDETAIL ALC15001.3 FL12194-RB Page 2 of 12 This evaluation report is provided for State of Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC System No. I Installation Detail. 12J-1 OPEN RAFTER 3/4" X 1/4" CROWN STAPLE '24- ON CENTER USING A DIAMOND PATTERN v—CIiIWNEL with onn(1Ya 1= 3/4" TRIM NAZI screwedto •oottlt PAINTED S.S. 48" x1/ 21 x.3/0•'head O.C. diemetec screw, 16• Q.c, WOOD OR BLOCK SUBSTRATE SOFFIT — max.. 12-16ch span. ALUMINUM COILS, INC Soffits Appendix B n, \ I SOFFIT STAPLE DIAMOND PATTERN I I D TAI FACIA BOARD' crvtcei SINUS , i ASCIA CAP' 3/ 4• X 1/4" CROWN STAPLE W ON CENTER. 1-3/4" TRIM NAIL PAINTED S.S. SOFFIT FACIA BOARD FASCIA CAP 3/ 4' X 1/4" CROWN STAPLE SOFFIT & FASCIA DETAIL ALC15001. 3 FL12194-RS Page 3 of 12 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. CREEL{ TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 J• TRIM NAIL FASCIA BOARD PAINTED S.S. FASCIA CAP SOFHT r,t' CROWN STAPLE OPEN RAFTER FASCIA BOARD o BA S/rI•NN 16F-1 SOFFIT & FASCIA 16F-5 DETAIL FASCIA CAP; REFER TO SOFFIT A FASCIA DETAIL. F• CHANNEL SOFFIL MAX. 16' SPAN MASONRY SUBSTRATE ALC15001.3 FL12194-R6 Page 4 of 12 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 System No. Installation Detail Wn_ 1/8" head dia, nail, with min, '!$(" gngagement(Toc wood. substrate) Or' min. 0..097" d.ta: T=nail'or .stub •nai.l with min.•5/q'.' engagoment(for c9ncreto ox kilock sulistrpts) ; spac6d 'ris 'nbt6d above: FASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) 16F-3 F" 'CHANNEL. Wocxi,. Concrete nor B1ock..Well STAPLE SOFFIT TO FASCIA BOARD #T50 3/8" X 3/8" STAPLE 16" O.C. FASCIA LIP 1./4" PAINTED S.S: 1 .3/4" TRIM NAIL MIN. .5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALUMINUM COILS, INC Soffits Appendix B ALC15001.3 FL12194-R6 Page 5 of 12 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 ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail Lj . i V*1K7VEM ` SOFFIT STAPLEOPENRAFTER 3/a• x 1/a• ' DIAMOND PATTERN D ETAI LCROWNSAPLES USING A DIAMOND PATTERN FACIA BOARD FASCIA CAP 16FA 13/4• X 1/4" CROWN FACIA BOARD A' 1-3/4" TRIM NAILSTAPLEONCENTER 1.-3/4' TRIM NAIL PAINTED. S.S. F. CHANNEL CAN BE PAINTED S.S. 45' FASCIA CAPINSTALLEDWITHTHE; D.C., NAILING FLANGE UP OR 3/4• X 1/4' DOWN CROWN STAPLE SOFFIT —max•. 16-inch Span WOOD SOFFIT SUBSTRATE SOFFIT &FASCIA °• D ETAI L ALC15001.3 FL12194-R6 Page 6 of 12 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 attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail T TRIM NAIL FASCIA BOARD PAINTED S.S. FASCIA CAP SOFfIT Ys!' CROWN STAPLE OPEN RAFTER FASCIA BOARD. Ytl' CROWNN STAPLES SOFFIT & FASCIA USING A DIAMOND 16F-2 $ PATTERN; REFER TO• DETAIL SOFFIT STAPLE 16F-6 DIAMDND PATTERN / DETALL FASCIA REFER / \ o TO SOFFITIT & FASCIA f' CHANNEL-,--, NANNEI DETAR. SOFFIT; MAX. 16' SPAN WOOD \ / SUBSTRATE SOFFIT STAPLE DIAMOND PATTERN ALC15001.3 FL12194-R6 Page 7 of 12 This evaluation report is provided for State of Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report Is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 16J-1 CREEK TECHNICAL SERVICES, LLC No. I Installation Detail 3/4" X 1/4` CROWN STAPLE `24` ON CENTER USING• A DIAMOND PATTERN WOOD OR BLOCK SUBSTRATE ALUMINUM COILS, INC Soffits Appendix B OPEN RAFTER ins yp , SOFFIT STAPLE DIST ; I DIAMON D PATTERN FACA OARD ID T I TZtm', FASCIA CAP' L— 3/4" X 1/4" CROWN FACIA BOARD STAPLE "8` ON CENTER 1-3/4"• TRIM NAIL Ye 1-3/4' TRIM NAIL PAINTED S.S. PAINTED S.S. 48` FASCIA CAP O.C. 3/4` X 1%4" CROWN STAPLE SOFFIT —max. 16-inch span SOOFpF I'r & FASCIA DETAILELALC15001. 3 FL12194-R6 Page 8 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G2D-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 ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I t' TRW MAIL FASCIA BOARD PAINTED S.S. rq- CROWN FASCIA CAP STAPLES SOFFIT USING A DIAMOND PATTERN: REFER TD re!' CROWN STAPLE* SOFFIT STAPLE DIAMOND PATTERN DETAIL 1 t' 111111 NAIL FASCIA BOARDPAINTEDS.S. SOFFIT & FASCIA DETAIL 24F-1 & 24FA 1,4* ERBWiI STAPLE FAS[IA [API REFER 10 SOFFt L FASEIA DETAIL Nominal I-XIwith SYP Batten Anchored to SOFFIT: MAX, 21l F-CHANNEL Ratlerg vilA ono 10 Ring Shank Nall at nett Roller WOOD SUBSTRATE SOFFIT STAPLE DIAMOND PATTERN ALC15001.3 FL12194-R6 Page 9 of 12 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, installption, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 t TRW MAR, FASCIA BOARDPAINTED6i 14* SMOOTH SHANK I FASCIA CAP p00f NAllS SOFFIT I'at CROWN STAPLE I I- TRIM MAIL FASCIA BOARDPAINTEDS.S SOFFIT & FASCIA 24F-2 & DETAIL 24 F-5 J-4- CROWN STAPLE FASCIA [AP: REFER 10 SOFFIT Z FASCIA DETAIL Meminal rzr SYP Batton Andiored to SOFFIT; MAX. 24' F-CHANNEL Rafters with ona Id Ring Shank Mai at every Rsllcr WOOD SUBSTRATE ALC15001.3 FL12194-116 Page 10 of 12 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 ALUMINUM COILS, INC Soffits Appendix B System No: Installation Detail 1 t' TRIM HAIL FASCIA BOARD PAINTED SS. 146A i' T-HALLS FASCIA CAP SOFFIT Yal' CROWN STAPLE TIOM NAR FASCIA BOARDPAINTEDS.S. SOFFIT &FASCIA ' DETAIL20-3 & 24F-6 I'Q> CROWN STAPIE FASCIA CAP, REFER' 10 SOFFIT L FASCIA DETAI Nominal IV* SYP Batten Anchored to SOFFIT. MAX. il' F-(NANNEL Ratters With one 1d Ring SAaoli HAD at every Batter MASONRY ALC15001.3 FL12194-R6 Page 11 of 12 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 ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 t' IRDI NAIL.. FASCIA BOARD PAINTED S.S. 1's4' CROWN FASCIA CAPSTAPLES USING A DIAMOND' SOFFIT. PATTERN; REFER 10 SOFFIT STAPLE CANnIEV[RED 1'r1' CROWN STAPLE DIAMOND PATTERN RAFTER DET I FASCIA BOARD I t• IBM NAM SOFFIT & FASCIA PABnED Ss •OE•TAIL 24J-1 & Ye!' CpOMN STAPIE, 24J-2 — FASCIA. CAP; REFER 10 SOFFIT A FASCIA DETAIL / Nominal e ZSYP DNtn 8 forabbDo boween'ronero one! \ SOFFIT; IIAx.'2t' 3/8 1-CHANNEL secured with one (I)IT'd ft Ishanknotsbalght-rodeo ulrough Into falter Into Me and WOOD SUBSTRATE DI Ina baton or hro 12) la \ / ring spank nalb Los-naaed an \ / sither Was of thebaboon of the DatlerVNflef Intersection SOFFIT STAPLE DIAMOND PATTERN ALC15001.3 FL12194-R6 Page 12 of 12 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 DESIGN WIND LOADS ALUMINUM COILS, INC Soffits Apoendix C The following tables provide design wind loads for components and cladding in accordance with Section 1609 of the FBC and ASCE 7-10 under the following provisions: 1. Wind speeds for risk category 1, II, III, and IV buildings shall be as defined in Section 1609 of the FBC. 2. Exposure B, C, and D shall be as defined in section 1609 of the FBC. 3. Design wind loads are provided only for walls/soffits with a mean roof height less than or equal to 604 4. All calculations are based on an effective wind area of 10-ft2 or less. 5. Topographic factors such as escarpments or hills have.been excluded from the analysis. 6. Wind directionality factor, Kd = 0.85 7. V,j, is shown in the tables below. Design pressures are multiplied by 0.6 in accordance with Section 1609.1.3 of the FBC. B. Projects with mean roof heights greater than 60-ft shall be evaluated by a licensed design professional. 9. Zones 4 and 5 shall be defined as shown below. Dimension 'a' shall be 10% of the least horizontal dimension or (0.4 x Mean Roof Height), whichever is smaller, but not less than either 4% of the least horizontal dimension or 34 ALC15001.3 FL12194-R6 Page 1 of 4 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, installalion, recommended use, or other product attributes that are not specifically addressed herein. OCREEKTECHNICALSERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C ems;; pesf-'n;Wind Pressuresffgr Soffits;In.Ex 'osure:B r+..;' f Bu lding P .- Zo . e Mom. RoofPH, hti ft 120 130 BasicWindy S 0idj m .h 170 T80. 1A0 50 160 ` as j9. q11 190. + r, 200rK , ,. Enclosed 4 20 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 25 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 30 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 40 18.3 21.5 24.9• 28.6 32.5 36.7 1 41.2 45.9 50.8 50 19.5 22.9 26.5 30.5 34.7 39.1 43.9' 48.9 54.1 60 20.5 24.0 27.8 32.0 36.4 41.1 46.0 51.3 56.8 Negative Loads) 5 20 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 25 20.8 24.4 28.3 32.5 37.0 41.7 46.8 ' 52.1 57.8 30 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 40 22.6 26.5 30.7 35.3 40.1 45.3 50.8 56.6 62.7 50 24.1 28.2 32.8 37.6 42.8 48.3 54.1 60.3 66.8 60 25.3 29.6 34.4 39.5 44.9 50.7 56.8 63.3 70.1 Enclosed 4 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4 Positive Loads) 5 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 40 11.7 13.8 16.0 18.3 20.8 23.5 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25A LjL 31.3 34.7 60 13.1 15.4 17.8 20.5 23.3 26.3 32.9 36.4 ALC15001.3 FL12194-R6 Page 2 of 4 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. CREED{ TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Desf n 1NindP essuFes for SoffilsmsEz osure'C "" n=;+ems`, Budlrga e Zore HeMRl'OliaOt: f1 3 40 ind 6Se0 e. ed;•. m. Ba&iVV' PTy h 170 180190 4 n' y200 Enclosed 4 20 21. 7 25.4 29.5 33.8 38.5 43.5 48.7 54.3 60.2 25 22. 6 26.6 30.8 35.4 40.2 45.4 50.9 56.7 62.8 30 23. 6 27.7 32.1 36.9 41.9 47.3 53.1 59.1 65.5 40 25. 0 29.4 34.1 39.1 44.5 50.2 1 56.3 62.7 69.5 50 26. 2 30.8 35.7 41.0 46.6 52.6 59.0 65.8 72.9 60 27. 2 31.9 37.0 42.5 48.3 54.6 61.2 68.2 75.5 Negative Loads) 5 20 26. 7 31.4 36.4 41.8 47.5 53.7 60.2 67.0 74.3 25 1 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.6 30 29. 1 34.2 39.6 45.5 51.8 58.4 65.5 73.0 80.9 40 30. 9 36.3 42.1 48.3 54.9 62.0 69.5 77.5 85.8 50 32. 4 38.0 44.1 50.6 57.6 65.0 72.9 81.2 89.9 60 33. 6 39.4 45.7 52.5 59.7 67.4 75.5 84.2 93.2 Enclosed 4 20 13. 9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14. 5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15. 1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 40 • 16. 0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16. 8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 60 17. 4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4 Positive Loads) 5 20 13. 9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14. 5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15. 1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 40 16. 0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16. 8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 60 17. 4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4 ALC15001.3 FL12194-R6 Page 3 of 4 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 attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Y'!L'r's::: Design lNlnii;P.essu esYfo rSofffs'imEx' osure;D' fBullding rTyp Zo"ne. Mear Roof Hei htc ft 20 130 t 1QO ra Basle Wind eed In hANAW4Y<, 150- 160 • 170 iA.....r _ 180 190 200a9:R Enclosed 4 20 26.0 30.5 35.4 40.6 46.2 52.2 58.5 65.2 72.2 25 27.0 31.6 36.7 42.1 47.9 54.1 60.6 67.6 74.9 30 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.5 40 29.4 34.5 40.0 45.9 52.2 58.9 66.1 73.6 81.6 50 30.6 35.9 41.6 47.8 54.3 61.3 68.8 76.6 84.9 60 31.5 37.0 42.9 49.3 56.1 63.3 70.9 79.0 87.6 Negative Loads) 5 20 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 89.1 25 33.3 39.1 45.3 52.0 59.2 66.8 74.9 83.4 92.4 30 34.5 40.4 46.9 53.8 61.3 69.2 77.5 86.4 95.7 40 36.2 42.5 49.3 56.6 64.4 72.7 81.5 90.9 100.7 50 37.7 44.3 51.4 58.9 67.1 75.7 84.9 94.6 104.8 60 38.9 45.7 53.0 60.8 69.2 78.1 87.6 97.6 108.1 Enclosed 4 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1Positive Loads) 5 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 1 23.0 26.7 30.6 34.8 39.3 44.1 49.1 1 54.4 60 11 20.2 1 23.7 27.5 1 31.6 1 35.9 1 40.5 45.4 50.6 1 56.1 ALC15001.3 FL12194-116 Page 4 of 4 This evaluatibn 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 3/8" F-Channel 3/8" 318" J-Channel I— 3/4" —'1 1/8" HEM T 7 3/4" ISOMETRIC VIEW 3/0' PROFILE ISOMETRIC VIEW 3/0' PROFILE ALUMINUM COILS, INC Soffits Appendix D ALC15001.3 FL12194-R6 Page 1 of 4 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 attributes that are not specifically addressed herein. Fascia CREEK TECHNICAL SERVICES, LLC 3/4" 7/8" 1/6" HEM 1 1/41, T 6"FASCIA 7" BLANK ISOMETRIC VIEW ALUMINUM COILS, INC Soffits Appendix D ALC15001.3 FL12194-R6 Page 2 of 4 This evaluation report Is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor Imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 0 CREEK TECHNICAL SERVICES, LLC 16" 04 Soffit 07YT9 - W' BLANK; 3;/ ePR-0"N DID D D D• DDD DDDDD§ DDD Da 0D0-DD D D D D ALUMINUM COILS, INC Soffits Appendix D ALC15001.3 FL12194-R6 Page 3 of 4 This evaluation report is provided for Slate 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 attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 12" T4 Soffit 3 1/8" 7/8" 3 1/8" 7/8" 3 VB" 5/16" 1/2" 1/2" 1/2" 1/8" 1/8" 3/8" os•m 13.75" BLANK 3/8" • PROFILE t1Trur DDDD DDDD.D. DDDD ALUMINUM COILS, INC Soffits Appendix D END OF REPORT ALC15001.3 FL12194-R6 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G2D-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. Florida Building Code Online Page 1 of 3 rii Professional Regulation all Ll 591 SCIS Mome I Log In I user Reoistration I Hot Topics I Subndt surcharge I Stats a facts I Publications I FSC sr rt { SCIS site Map I Unks I search I Acirda a`- y Product ApprovalreUSER: Public User Product Aooroval Menu > Produtt or Aooliution Search > Aoolication List > Application Detail FLtt FL7006-R10 Application Type Revision Code Version 2017 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 IKO Industries, Ltd Address/Phone/Email 40 Hansen Road South Brampton, NON -US L6W 31-14 708)496-2800 Ezt200 rmetz001 @tam pabay. rr.com Authorized Signature Robert Metz rmetz001 @ta mpabay. rr. com Technical Representative Bob Metz Address/Phone/Email REMCO of Pinellas 456 Avila Circle NE Saint Petersburg, FL 33703 727)776-5261 rmetzOOI@tampabay.rr.com Quality Assurance Representative Don Shaw Address/Phone/Email IKO Industries LTD 120 Hay Rd. Wilmington, DE 19808 717) 579-6706 don.shaw@iko.com Category Roofing Subcategory Asphalt Shingles Compliance Method Certification Mark or Listing Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By FM Approvals - CER Locke Bowden GZ Validation Checklist - Hardcopy Received Standard ASTM D3161 modified to 110 mph ASTM D3462 ASTM D7158 Class H ASTM E108 Year 2016 2010 2011 2011 https://www.floridabuilding.orglpr/pr app_dtl.aspx?param=vvGEVXQwtDgse7mYBd2b3K... 2/6/2018 Florida Building Code Online Page 2 of 3 Product Approval Method Method 1 Option A Date Submitted 10/08/2017 Date Validated 10/30/2017 Date Pending FBC Approval Date Approved 11/01/2017 Summary of Products FL !t IModel, Number or Name Description 7006.1 Cambridge, Cambridge HD, Laminated architectural fiberglass asphalt shingle Biltmore and Biltmore HD manufactured at IKO's Kankakee, IL; Hawkesbury, Ont.; Wilmington, DE; Sylacauga,AL and Toronto, Ont. plants Limits of Use Certification Agency Certificate Approved for use in HVH2: Yes FL7006 R10 C CAC Letter - ASTM D3161 letter - (9-26- 2017) from FM.odfApprovedforuseoutsideHVH2: Yes Impact Resistant: N/A FL7006 R10 C CAC Letter - ASTM 03462 letter - (9-26- 2017).odfDesignPressure: N/A Other: FL7006 R10 C CAC Letter - ASTM E108 letter - (9-26- 20171.odf Quality Assurance Contract Expiration Date 12/31/2020 Installation Instructions FL7006 R10 11 IKO-187-02-01 Letter - Installation Instructions for FBC FL7006.odf Verified By: Duc T Nguyen 65034 Created by independent Third Party: No Evaluation Reports Created by Independent Third Party: 7006.2 Hip and Ridge 12 Cap This is a 12" x 12" fiberglass asphalt shingle used to cover the hip and/or ridge of an asphalt shingle roof system manufactured at IKO's Kankakee, IL, Toronto, Ont. and Brampton, Ontario plants. Limits of Use Certification Agency Certificate Approved for use in HVH2: Yes FL7006 R10 C CAC ASTM D 3462 - Shinole letter Approved for use outside HVH2: Yes Surveillance Audit Location - (6-28-2017).odf Impact Resistant: N/A FL7006 R10 C CAC Letter - ASTM 03161 letter - (9-26- 2017) from FM.odfDesignPressure: N/A Other: FL7006 R10 C GAG Letter - ASTM D3462 letter - (9-26- 2017). odf FL7006 R10 C CAC Letter - ASTM E108 letter - (9-26- 2017).odf Quality Assurance Contract Expiration Date 12/31/2020. Installation Instructions FL7006 R10 II Hip and Ridge Can Shinole Installation instructions.odf FL7006 R10 11 IKO-187-02-01 Letter - Installation Instructions for FBC FL7006.odf Verified By: Duc T Nguyen PE 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: 7006.3 Leading Edge Plus Asphalt Shingle One piece fiberglass asphalt shingle used as a starter strip at Starter Strip the bottom of a roof system manufactured in Brampton and Hawkesbury, Ontario plants Limits of Use Certification Agency Certificate Approved for'use•in-HVH2: Yes Approved for use outside HVH2: Yes FL7006 R10 C CAC Letter - ASTM D3161 letter - (9-26- 20171 from FM.odf Impact Resistant: N/A FL7006 R10 C CAC Letter - ASTM D3462 letter - (9-26- 20171.odfDesignPressure: N/A Other: FL7006 R10 C CAC Letter - ASTM E108 letter - (9-26- 20171.odf Quality Assurance Contract Expiration Date 12/31/2020 Installation Instructions FL7006 R10 11 1KO-187-02-01 Letter - Installation Instructions for FBC FL7006.odf FL7006 R10 II Roof no -Prod ucts- Lead ino-Edoe-Plus- Aoolication-EN(ll.odf Verified By: Duc T Nguyen PE 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgse7mYBd2b3 K... 2/6/2018 Florida Building Code Online Page 3 of 3 7006.4 Marathon Plus AR, Superglass Plus 3 tab fiberglass asphalt shingle manufactured at IKO's AR Brampton, Ontario, Hawkesbury Ont., Toronto, Ont.; Sylacauga, AL and Kanakakee, IL plants Limits of Use Certification Agency Certificate Approved for use in HVH2: Yes FL7006 R10 C CAC Letter - ASTM D3161 letter - (9-26- Approved for use outside HVH2: Yes 2017) from FM.odf Impact Resistant: N/A FL7006 R10 C CAC Letter - ASTM 03462 letter - (9-26- Design Pressure: N/A 2017).Ddf Other: FL7006 R10 C CAC Letter - ASTM E108 letter - (9-26- 2017).odf Quality Assurance Contract Expiration Date 12/20/2020 Installation Instructions FL7006 R10 II IKQ-187-02-01 Letter - Installation Instructions for FBC FL7006.odf Verified By: Duc T Nguyen 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: Badt Netrt Comet us :: 2601 01a1r Stone Road. Tallahassee FL 32399 Phones 11SO487.1824 The State ofFlorida isan ANEEO employee Coovdarn 2007-2011 State of Florida.:: PrtvaN Statement :: e..eesibility 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 -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 8SO.487.139S. •Pursuant to Section 455.27S(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 45S, F.S. must provide the Department with an email address H they have one. The emalls provided may be used for official communication with the licensee. However email addresses are publicrecord. It youdo not wishto supply a personal address, pleaseprovide the Department with an email address which can be made available to the public. To determine It you are a licensee under Chapter 455, F.S., please dick here . Product Approval Accepts: ar=—a© Credit. Card Safe https://www.floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDgse7mYBd2b3K... 2/6/2018 aw),VJ/r CONSTRUCTION MATERIALS TECHNOLOGIES October 27, 2017 IKO Industries, Ltd 120 Hay Rd. Wilmington, DE 19809 Re: FBC FL7006 Sir(s), PRI Construction Materials Technologies has completed a technical review and attached sealed shingle instructions in compliance the 2017 Florida Building Code. This review was completed based on the receipt of following evidence from IKO Industries, Ltd: 1) IKO Shingle Application Instructions — 3-Tab Shingles EN-3Tab Appins_8AGXEFS-2012-11_reformatted 2013-02-rev07/13-Florida) 2) IKO Laminated Shingles Application Instructions EN -Laminated Appins_8TTEFS-2012-04 reformatted 2013-02-rev07/13-Florida) 3) IKO Hip and Ridge 12 Application Instructions EN-HipandRidgel2_3HRTri-2013-08_reformatted 2013-08) 4) IKO Leading Edge Plus Shingle Application Instructions EN-3LEP-Tri-2012-06_reformatted 2013-03) 5) ASTM D3161 Test Report (FM Approvals Project No. 3040947) The attached instructions should be used in conjunction with the published, manufacturer's application instructions and applicable code. In the event the instructions conflict, these instructions shall govern. Statement of Independence: PRI Construction Materials Technologies and/or Duc T. Nguyen, FL P.E. do not have nor plan to acquire a financial interest in any company manufacturing or distributing products for which the test reports are issued. Signed: Xf Signed: Brad Grzybo ski Duc T. u en Managing D rector Florida R4 ered.Professlonal Engineer P.E. Number: GS034 Date: October 27, 2017 Date: October 27, 2017 Attachments: A) IKO Shingle Application Instructions - 3-Tab B) IKO Laminated Shingles Application Instructions C) IKO Hip and Ridge 12 Application Instructions D) IKO Leading Edge Plus Application Instructions IKO-187-02-01 PRI Consmidion Materials Tedmologies, LLC. 6412BadgerDrive Tampa, FL 33610 Tel: 813.621.5777 Fax: 81M21.5840 email: materialvesting@priemwom WebSite: bttpJAwnrr.pdcrnt.o0m IKO Installation Instructions for Asphalt Shingles Page 2 of 5 IKO Shingle Application Instructions — 3-Tab Shingles ASTM D3161, Class F — IKO Marathon 25 AR and CRC Superglass M25AR) NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION CONFLICT, THESE INSTRUCTIONS WILL GOVERN. ROOF DECK: Solidly sheathed and fastened deck conforming to 2017 FBC. UNDERLAYMENT: Applied in accordance with building code requirements. For areas where the roof slope is less than 4" per foot down to 2" per foot, use 2 layers of underlayment conforming to building code requirements, the first sheet overlapping the eave protection by 19", followed by full 36" widths overlapping each preceding course by 19" or other Approved underlayments in accordance with the qualified application instructions. For areas where the roof slope is 4" per foot or greater, cover the deck with one ply of underlayment laid parallel to the eaves, with 2" horizontal laps and 4" end laps. Apply metal drip edges on top of any underlay along rake edges and directly to the deck along eaves in accordance with building code requirements. NAILING: Use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with at least 3/8" diameter heads, long enough to penetrate through plywood or 3/4" into boards. Use 4 nails per shingle placed 6-1/8" above the butt edge, approx. 1" and 13" from each end and 1/2" above each cutout. Drive nails straight so that nail head is flush with, but not cutting into shingle surface. NAILING ON STEEP SLOPES: For steep slopes of 21" per foot (600) or more, use 6 nails per shingle placed as shown below. Ensure that no nail is within 2" of a joint/cutout of the underlying shingle. Seal down each shingle at time of application with three 1" diameter (approx. size and thickness of a quarter) spots of asphalt plastic cement placed under the shingle 2" above the bottom edge and equally spaced along the shingle. Apply plastic cement in moderation since excessive amounts may cause blistering. CAUTION: Shingles should seal to the underlying course when the factory applied asphalt sealant is sufficiently warmed by the heat of direct sunlight. EXPOSURE: Installed shingles shall have a maximum average exposure of 5-5/8'. STEEP SLOPES LiT f i SEALING SMP NAILS NAILS DO NOT NAIL INTO OR ABOVE THE SEALING STRIP PRI Construction Materials Technologies, LI.C. 6412 Badger Orive Tampa, FL 33610 Tel: 813.621-5777 Fac: 813-621-5840 e-rn&1: rnatedalstesdng@@0=Lmm WebSite: htt0AMrnx.priantoom IKO Installation Instructions for Asphalt Shingles Page 3 of 5 IKO Laminated Shingles Application Instructions ASTM D3161, Class F — Cambridge, Cambridge HD, and CRC Biltmore AR) NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION CONFLICT, THESE INSTRUCTIONS WILL GOVERN. ROOF DECK: Solidly sheathed and fastened deck conforming to 2017 FBC. UNDERLAYMENT: Applied in accordance with building code requirements. For areas where the roof slope is less than 4" per foot down to 2" per foot, use 2 layers of underlayment conforming to building code requirements, the first sheet overlapping the eave protection by 19", followed by full 36" widths overlapping each preceding course by 19" or other Approved underlayments in accordance with the qualified application instructions. For areas where the roof slope is 4" per foot or greater, cover the deck with one ply of underlayment laid parallel to the eaves, with 2" horizontal laps and 4" end laps. Apply metal drip edges on top of any underlay along rake edges and directly to the deck along eaves in accordance with building code requirements. NAILING: Use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with at least 3/8" diameter heads, long enough to penetrate through plywood or 3/4" into boards. Use 4 nails per shingle placed in the nail line 7-3/8' below the top edge, approx. 1" and 13" in from each end. Drive nails straight so that nail head is flush with, but not cutting into shingle surface. NAILING ON STEEP SLOPES: For steep slopes of 21" per foot (600) or more, use 6 nails per shingle placed as shown below. Ensure that no nail is within 2" of a joint/cutout of the underlying shingle. Seal down each shingle at time of application with three 1" diameter (approx. size and thickness of a quarter) spots of asphalt plastic cement placed under the shingle 2" above the bottom edge and equally spaced along the shingle. Apply plastic cement in moderation since excessive amounts may cause blistering. CAUTION: Shingles should seal to the underlying course when the factory applied asphalt sealant is sufficiently warmed by the heat of direct sunlight. EXPOSURE: Installed shingles shall have a maximum average exposure of 5-7/8". 61 NAIL LINE NAILING - STEEP SLOPES APPLICATION Use sic naft as shown. CEMENT PROPER APPLICATION REOUIRES THAT THE NAILS PENETRATE BOTH THE OVERLAY AND UNDERLAY PORTIONS OF THE SHINGLE PRI ConsMx iw Materials Technologies. U.C. 6412 Badger (rive Tampa, FL 33610 Tel: 813.621.SM Fax: 813.621-5840 e-maII: mamdalstesting@MmLcom WebSite: http'Jlwww.priomLoom IKO Installation Instructions for Asphalt Shingles Page 4 of 5 IKO Hip and Ridge 12 Application Instructions ASTM D3161, Class F — IKO Hip and Ridge 12) NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION CONFLICT, THESE INSTRUCTIONS WILL GOVERN. Cut hip and ridge shingles into thirds, using.the perforation marks as a cutting guide. These shingles are designed for a 5 1/8" (130 mm) exposure. (For a neater appearance, the top of each side of each piece has been factory trimmed on a 1" (25 mm) taper (see drawing). Bend each piece over the hip or ridge, and nail 5 5/8" (143 mm) above the butt edge 1" (25 mm) in from each edge, exposing each piece 5 1/8" (130 mm). Apply hip pieces starting at the lower end of the hip, working up toward the ridge. On hip roofs, apply ridge pieces starting at each end, meeting in the middle. On gable roofs, apply ridge pieces starting at the end opposite to the prevailing wind direction and continue to the other end. Note: To obtain a three-dimensional effect, (which is recommended, but not required), apply hip and ridge shingles double thickness by stacking 2 pieces on top of one another, the lower piece extending about 3/4" (19 mm) further than the top piece (see diagram). The final shingle should be set in cement, and the exposed nail heads of the final shingle should be covered with cement. Prior to application in cold weather, storing the shingles in a heated area will allow for easier bending. NOTE: SHINGLES MUST BE APPLIED PROPERLY. THEY ARE DESIGNED FOR USE AS HIP AND RIDGE SHINGLES ONLY, AND SHOULD NOT BE USED FOR ANY OTHER APPLICATIONS. WE ASSUME NO RESPONSIBILITY FOR LEAKS OR DEFECTS RESULTING FROM POOR APPLICATION OR FAILURE TO PROPERLY PREPARE THE SURFACE TO BE ROOFED OVER, OR FAILURE TO PROVIDE PROPER VENTILATION IN ACCORDANCE WITH MINIMUM PROPERTY STANDARDS REQUIREMENTS. REVIEW ALL APPLICABLE BUILDING CODES, MINIMUM PROPERTY STANDARDS, AND REQUIREMENTS PRIOR TO APPLYING THESE SHINGLES USING THESE APPLICATION INSTRUCTIONS. TAPER errr PRI Construction Materials Tectimbilies, LLC. 6412 Badger Drive Tampa, F'L 33610 Tel: 813.62 -SM Fax: 813-0.5840 e-mail: matarieLvesting@priantcom WebSite: httpJA~.pdantcom IKO Installation Instructions for Asphalt Shingles Page 5 of 5 IKO Leading Edge Plus Application Instructions ASTM D3161, Class F — IKO Leading Edge Plus) NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION CONFLICT, THESE INSTRUCTIONS WILL GOVERN. 1. Apply any underlayment, eave protection, valley flashings, or drip edges to roof deck as required. 2. Each 39 3/8" x 131/4" (1000 mm x 336 mm) IKO Leading Edge Plus strip is perforated lengthwise for separation into two (2) shingles. Take one IKO Leading Edge Plus strip and fold flat at perforation to separate. 3. Take one of the separated shingles 39 3/8" x 6 5/8" (1000 mm x 168 mm) and remove approximately 20"(500 mm). Install this shingle on the lower left corner of the roof deck, granule side up, with the factory installed sealant adjacent to the eaves. The shingle should overhang the rake edge and eaves by a nominal 1/4" (6 mm) minimum. Fasten the shingle to the roof deck with nails located 3" to 4" (75 mm to 100 mm) from the eave edge and 1" (25 mm) in from each end. 4. Take the leftover 20" (500 mm) piece shingle. Rotate the piece and align it vertically up the rake edge with the factory installed sealant adjacent to the outer edge of the roof. The shingle should overhang the rake edge by a nominal 1/4" (6 mm) minimum. Fasten the shingle to the roof deck with fasteners located 3" to 4" (75 mm to 100 mm) from the rake edge and 1" (25 mm) in from each end. 5. Repeat Steps 3 — 4 for the right lower corner of the roof deck. NAILING: Use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with at least 3/8" (9 mm) diameter heads, long enough to penetrate through plywood or 3/4" (20 mm) into boards. Use 4 nails per shingle placed 3" to 4" (75 mm to 100 mm) from the eave edge and approximately 1" and 13" (25 mm and 330 mm) in from each end. 6. Apply full-length IKO Leading Edge Plus shingles to the remaining eave edges of the roof deck. Install the shingles granule side up with the factory applied sealant adjacent to the eaves. The shingles should overhang the rake edge and eaves by a nominal 1/4" (6 mm) minimum. Fasten the shingles to the roof deck with nails located 3" to 4" (75 mm to 100 mm) from the eave edge, 4 nails pei shingle. 7. Apply roof shingles as per the instructions printed on each product's package. Make certain the first course of field shingle lies flush with the edges of the fastened IKO Leading Edge Plus. In this way, the sealant on the IKO Leading Edge Plus shingles will adhere to the first -course field shingles and help keep them from lifting in high winds. PRI Consmrction Materials Technologies, LLC. 6/12 Badger Drive Tampa, FL 33610 Tel: 813-0-SM Far. 813-0-5610 emat: materialstesting@piem,com WebSite: hVJAWLW.prianLoom Florida Building Code Online Page 1 of 2 w Business &'Professional' - SOS Home I Log In I User Registration Hot Topic Submit surcharge Stats & Facts ; Publications FBC staff SOS Site Map Unks Search rlorw' opr* Product ApprovalUSER: Public USer at ProEu[t Aooroval Menu > Product or Aoolication Search > Aooliution List > Application Detail FL # FL15216-R3 Application Type Revision Code Version 2017 Application Status Approved Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method n InterWrap, Inc. 32923 Mission Way Mission, NON -US 00000 551) 574-2939 mtupas@i nterwrap.com Eduardo Lozano elozano@interwrap.com Eduardo Lozano 32923 Mission Way Mission, NON -US 00000 778)945-2891 el02ano@interwrap.com Roofing Underlayments Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer G Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Robert Nieminen the Evaluation Report Florida License PE-59166 Quality Assurance Entity Intertek Testing Services NA, Inc. - QA Entity Quality Assurance Contract Expiration Date 09/30/2019 Validated By John W. Knezevich, PE G Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code FLIS216 R3 COI 2017 01 COI Nieminen.odf Standard ASTM D1970 (tear) ASTM D226 (physicals) Year 2015 2009 https://wvwv.floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZ 1 Q... 2/6/2018 Florida Building Code Online Page 2 of 2 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of ProductsrI Method 1 Option D 10/10/2017 10/11/2017 10/1S/2017 12/12/2017 FL At Model, Number or Name Description 15216.1 RhinoRoof Underlayments Synthetic roof underlayments Limits of Use Installation Instructions Approved for use in HVH2: No FL15216 R3 II 2017 10 FINAL ER INTERWRAP RHINOFL1521fi- R3. od ApprovedforuseoutsideHVH2: Yes Impact Resistant: N/A Verified By: Robert Nieminen PE-59166 Design Pressure: N/A Created by Independent Third Party: Yes Other: See ER Section 5 for Limits of Use. Evaluation Reports FL15216 R3 AE 2017 10 FINAL ER INTERWRAP RHINOROOF FL15216- R3. odf Created by Independent Third Party: Yes 6adt Next Comet Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 8SO-487-1824 The State of Florida Is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Ed9AQ Statement :: AcWSSibllity Statement :: Refund Statement Under Florida law, email addresses are public records. If youdo not want your a -mall 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 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 4S5, F.S. must provide the Department with an email address If they have one. The emalls provided may be used for official communication with the licensee. however email addresses are public record. It 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, F.S., please dick blLL. Product Approval Accepts: E Cred' wCard _ Safe https: H,,A,ww.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yV VKJZ 1 Q... 2/6/2018 QOTRINITYIERD EVALUATION REPORT EXTERIOR RESEARCH & DESIGN, I.I.C. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #t13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Interwrap, Inc. Evaluation Report 140530.02.12-R3 32923 Mission Way FL15216-R3 Mission, BC V2V-6E4 Canada Date of Issuance: 02/17/2012 551) S74-2939 Revision 3:10/10/2017 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 6th Edition (2017) Florida Building Code sections noted herein. DESCRIPTION: RhinoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity I ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "Trinity 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 DCA ANE1983 Sai N?4E ,`• The facsimile seal appearing was authorized by Robert Nieminen, P.E. on 10/10/2017. This does not serve as an electronically signed document. 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. Trinityl 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 Trinityl 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. QOTP..INITYIERD 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 following sections of the 61" Edition (2017) 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 1507.1.1, T1507.1.1 Unrolling, Breaking Strength, Pliability ASTM D226 2009 1507.1.1 Tear Strength ASTM D1970 2015 3. REFERENCES: iaity Examination Reference Date ITS (TST1509) Physical Properties 10OS39395COQ-006 10/27/2011 ITS (TST1509) Physical Properties 10OS39395COQ-002 10/27/2011 ITS (TST1509) Physical Properties 10OS39395COQ-006 03/14/2014 PRI (TSTS878) ASTM 01970; Tear strength OCF-330-02-02 10/03/2017 ITS (QUA1673) Quality Control Service Confirmation 09/30/2017 4. PRODUCT DESCRIPTION: 4.1 RhinoRoof U20 is a multilayered polymer woven coated synthetic roof underlayment available in 42-inch wide rolls, and can be produced in various other sizes; meets FBC 1507.1.1 (Exception). 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 FBC HVH2 jurisdictions. 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 Authority Having Jurisdiction for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.5 Allowable Roof Covers: YAK' TABLE 1:.ROOF COVER OPT15ON Asphalt Wood Shakes Slate or Underlayment Shingles Nail -On Tile Foam -On Tile Metal Shingles Simulated Slate RhinoRoof U20 Yves No No Yes Not 5.6 Exposure Limitations: RhinoRoof U20 shall not be left exposed for longer than 30-days after installation. Exterior Research and Design, U.C. Evaluation Report 140S10.02.12-R3 Certificote of Authorbotion #9503 6' EDITION (2017) FBC NON-HVH2 EVALUATION FLiS216-R3 RhinoRoof Underlayments Revision 3: 10/10/2017 Page 2 of 3 TRINITYJERD 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 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. 6.3 RhinoRoof U20: 6.3.1 Shall be installed in compliance with the requirements for ASTM D226, Type I or 11 underlayment in FBC Table 1S07.1.1 for the type of prepared roof covering to be installed, taking into account the wider sheet - width for double -layer applications. 6.3.1 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. 6.3.2 Single Laver: Roof Slone > 4:12: End (vertical) laps shall be minimum 6-inches and side (horizontal) laps shall be minimum 4-inches. Refer to Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain conditions. For exposure < 24 hours, use of every -other fastening location printed on the surface is acceptable. For exposure > 24 hours up to maximum 30-days, use of every fastening location printed on the surface is required. When batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole in accordance with Interwrap published instructions. 6.4.3 Double laver: 2:12 < Roof Slope < 4:12: End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1-inch side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. MANUFACTURING PLANTS: Qingdao, China 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc. — QUA1673; (608) 836-4400 END OF EVALUATION REPORT - Exterior Research and Design, U.C. Evaluation Report 140510.02.12-R3 Certificate of Authorization #9503 6T" EDITION (2017) FBC NON-HVHZ EVALUATION FL1S216-113 RhinoRoof Underlayments Revision 3:10110/2017 Page 3 of 3 RhinoRoof" U20 Synthetic Roofing Underlayment RhinoRoof U20 Installation Instructions RhinoRoof• U20 is an air, water and vapor barrier and therefore must be installed above a properly ventilated space(s). Follow ALL building codes applicable to your geographical region and structure type as it is considered a vapor barrier. DECK PREP: Protrusions from the deck area must be removed and decks shall have no voids, damaged or unsupported areas. Deck surface should be free of debris, dry and moisture free. USE: RhinoRoof• U20 must be covered by primary roofing within 60 days of application. U20 is designed for use under; asphalt or synthetic shingles, metal in residential applications, and cedar shakes that have been primed. APPLICATION: For slopes from 4:12 and higher RhinoRoof• U20 is to be laid out horizontally (parallel) to the eave with the printed side up. Horizontal laps should be 4" and Vertical laps should be 6"and anchored approximately 1" in from the edge. For low slope applications it is recommended to overlap 50% plus 1", for complete definition of low slope and guidelines consult authorities having jurisdiction. U20 product is not recommended for slopes less than 2:12. The use of roofing hammer, pneumatic air or gas driven fastener tools is acceptable. The use of straight edge cutting knives is recommended. FASTENERS: For same day coverage with primary roofing RhinoRoof' U20 can be anchored with corrosive resistant 3/8" head x 1 " leg roofing nails (ring shank preferred, smooth leg acceptable). The use of every other anchoring location printed on the product is also acceptable. If U20 will be left exposed for up to 60 days the product must be anchored with 1" plastic or metal cap smooth or ring shank roofing nails and anchored in all locations printed on the facer. DO NOT USE STAPLES: the use of staples to penetrate RhinoRoof• U20 will void warranty. ANCHORING: All anchoring nails must be flush, 90 degrees to the roof deck, and tight with the underlayment surface and the structural roof deck. Where seams and joints require sealant or adhesive use a low solvent plastic roofing cement meeting ASTM D-4586 Type 1, or Federal Spec SS-153 Type 1 such as Karnak, Henry, DAP, MB, Geocel or equivalent. Acceptable alternatives are butyl rubber, urethane, and EDPM based caulk or tape sealant. EXTENDED EXPOSURE: If RhinoRoof• U20 product will be exposed longer than 24 hours and up to 60 days then product must be attached to the structural roof deck using a minimum 1 " diameter plastic or metal cap roofing nails (ring shank preferred but smooth leg acceptable). Miami Dade approved tin tags/metal caps are also acceptable, and it is recommended for best performance to use with the rough edge facing up. For extended exposure it is always recommended to anchor do every printed position on the facer. RhinoRoof• U20 is not designed for indefinite outdoor exposure. For extended exposure conditions where driving rain or strong winds are expected it is recommended to take additional precautions such as doubling the lap widths. Alternately or in addition to a compatible sealant could be used between the laps or a peel and stick tape could be applied to the overlaps. CAUTION - READ GOOD SAFETY PRACTICES BELOW Good safety practices should be followed on steep slope roofs, such as use of tie -offs, toe boards, ladders and/or safety ropes and personal body harnesses. Follow OSHA guidelines. Slip resistance may varywith surface conditions from debris that accumulates, weather, footwear and roof pitch. Failure to use proper safety gear can result in serious injury. Depending on roof pitch and surface conditions, blocking may be required to support materials on the roof and is good safety practice. Remember to seal the nail holes after removing blocking. InterWrap® Roofing Products Division Q Charleston, SC • Vancouver, BC • Mission, BC • Montr6al, OC e ya s Web: www.interWrap.com/roofing I E-mail: info@interwrap.com MEMBER c` Toll Free: 888 713 7663 1 Tel: 778 945 2888 Florida Building Code Online Page 1 of 2 Jill Professional Regulation r BCIS Home I lag In I User Registration j Hot Topics I submit Surcharge I Stats B Facts Publications I FBC staff I BOS Site Map I unk ( search I lorida r" Product Approval y re USER: Public User t+ca oGutt Approval Menu > ProEuQ or Aooliution Search > Aoolication List > Appl{Cation Detail FL # FL16994-RS Application Type Revision Code Version 2017 Application Status Approved Comments Archived O Product Manufacturer Southeastern Metals Mfg. Co. Address/Phone/Email 11801 Industry Drive Jacksonville, FL 32218 904)696-4682 jhkelsey@semetals.com Authorized Signature Jeremy Kelsey jhkelsey@semetals.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Roofing Accessories that are an Integral Part of the Roofing System Compliance Method Evaluation Report from a .Florida Registereo Architect or a Licensed Florida Professional Engineer 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 12/20/2020 Validated By Locke Bowden IJ Validation Checklist - Hardcopy Received Certificate of Independence F 16994 R5 COI SEM14001.Sa 2017 FBC Eval Report Off-Ridoe Vent fain I.odf Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code 1503.5 1709.2 Product Approval Method Method 2 Option B https://www. floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQ,A,tDgvBwYu9TrZN... 2/6/2018 Florida Building Code Online Page 2 of 2 Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products 09/26/2017 10/10/2017 10/15/2017 12/12/2017 FL tt Model, Number or Name Description 16994.1 Off Ridge Vent 4-ft, 6-R, and 8-ft off ridge vents for use with asphalt shingles Limits of Use Installation Instructions Approved for use in HVHZ.- No FL16994 RS II SEM14001.Sa 2017 FBC Eval Report Off - Ridge Vent final.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Zachary R. Priest 74021 Design Pressure: +0/-18 Created by Independent Third Party: Yes Other: See evaluation report for limits of use. Evaluation Reports FL16994 R5 AE SEM14001.5a 2017 FBC Eval Report Off - Ridge Vent f(nal.pdf Created by Independent Third Party: Yes 16994.2 Tile Off Ridge Vent 4-R, 6-ft, and 8-ft off ridge vents for use with clay or concrete the Limits of Use Installation Instructions Approved for use in HVHZ: No FL16994 R5 II SEM14001.5b 2017 FBC Eval Report Tile Roof Vent final.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Zachary R. Priest 74021 Design Pressure: +0/-9 Created by Independent Third Party: Yes Other: See Evaluation Report for limits of use. Evaluation Reports FL16994 RS AE SEM14001.Sb 2017 FBC Eval Reoort Tile Roof Vent final.odf Created by Independent Third Party: Yes Back Nest Contact us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 8SO.487.1824 The State of Florida Is an AA/EEO employer. Copyright 2007-2p13 State of flgrida.:: 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 toa public -records request, do not send electronic hail to this entity. Instead, contact we office by phone or by traditional mail. Ityou have any questions, please contact BS0.487.139S. -Pursuant to Section 4SS.27S(1), Florida statutes, effective October 1, 2012, licensees licensed under Chapter 4SS, F.S. must provide the Department with an email address If they have one. The emaits 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 4SS, F.S., please dick 11=. ProductMApproval Accepts: 99 Credr C.&d Safe https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQ%A,tDgvBwYu9TrZN... - 2/6/2018 CREEK Certificate of Authorizotion No. 29824 17520 Edinburgh Dr Tampa, FL 33647 813)480-3421 EVALUATION REPORT FLORIDA BUILDING CODE, 6T" EDITION (2017) Manufacturer: Southeastern Metals Manufacturing Co., Inc. (SEMCO) Issued October 10, 2017 11801 Industry Drive Jacksonville, FL 32218 800) 874-0335 hftp:/twww.semetals.com Manufacturing Plant: Jacksonville, FL Quality Assurance: UL LLC (QUA1743) SCOPE Category: Roofing Subcategory: Roofing Accessories that are an Integral Part of the Roofing System Code Sections: 1503.5, 1709.2 Properties: Roof Ventilation REFERENCES Eaiibt Report No. Standard Year PRI Construction Materials Technologies (TST5878) SEM-029-02-01 ASTM E 330 2014 PRI Construction Materials Technologies (TST5878) SEM-031-02-01 ASTM E 330 2014 Zachary R. Priest, P.E. (CREEK Technical Services) SEM14003 Calculations 2014 PRODUCT DESCRIPTION Off Ridge Vent: Minimum 26 ga. ASTM A792 or ASTM A653 CS Type B steel; Shall conform with FBC Section 1503.2 Maximum dimensions of the vent are 24-inch wide x 102-inch long x 4.25-inch high. Vent is available in nominal 4-ft, 6-ft and 8-ft sizes. SEM14001.5a FL16994-R5 Page 1 of 3 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. Southeastern Metals Manufacturing Co., Inc. CREEK Off Ridge Vent TECHNICAL SERVICES, LLC PRODUCT APPLICATION Deck Type: Minimum 7/16-inch APA span rated OSB sheathing or 15/32-inch APA span rated plywood sheathing for new and existing roof deck (Deck shall be designed by others in accordance with FBC requirements). Roof slope: Minimum 2:12 Installation Height: Maximum 33-ft Roof Cut -Out: 2.5-inch wide x 42-inch opening for the nominal 4-ft vent 2.5-inch wide x 66-inch opening for the nominal 6-ft vent 2.5-inch wide x 90-inch opening for the nominal 8-ft vent Attachment Method: Cut-out opening as prescribed above into the sheathing located a minimum 6-inch off the ridge. For a single vent, install the vent as close to the center of the roof length as possible. Multiple vents should be evenly spaced along the roof length. Remove interfering shingle nails around the perimeter of the opening and any debris prior to placing vent. Apply ASTM D 4586 or ASTM D 3409, Type I roofing cement/mastic to the underside of the perimeter flange to continuously surround and seal the flange. Position the vent over the opening in the roof sheathing. Slide the top and side flanges of the vent undemeath the shingles and allow the bottom flange to lie on top of the shingles. Attach the vent with #9 x min. 1.5-inch HWH screws with 0.5- inch sealing washers or min. 12 ga. x 1-1/4-inch ring shank nails with min. 3/8-inch diameter heads having sufficient length to penetrate through the sheathing a minimum of 3/8-inch. The fasteners shall be located 1-inch from the edge of the flange and 5.5- inches o.c. along all four sides of the vent. All loosened shingles shall be adhered down with roof cement/mastic. When nails are used to attach the vent, all penetrations through the vent flange shall be sealed using ASTM D 4586 or ASTM D 3409, Type I roofing cement/mastic. Allowable Roof Coverings: Asphalt shingles Maximum Design -13.5 psf for 4-ft and 6-ft vents Pressure -18 psf for 8-ft vent Pressures calculated using 2:1 margin of safety per 1504.9 SEM14001.5a FL16994-R5 Page 2 of 3 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. Southeastern Metals Manufacturing Co., Inc. CREEK Oft Ridge Vent TECHNICAL SERVICES, LLC LIMITATIONS 1) Fire Classification is outside the scope of this evaluation. 2) This report is not for use in the HVHZ. 3) The roof deck and deck attachment shall be designed by others in accordance with the FBC. 4) SEMCO vents shall be installed in strict compliance with this evaluation report and the manufacturer's published installation instructions. In the event of conflict, the more restrictive installation shall be enforced. 5) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion prior to installation. 6) Installation of the roof assembly is outside the scope of this evaluation. 7) SEMCO vents are intended to provide passive ventilation for an enclosed attic in residential construction applications 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, 6"' Edition (2017) as evidenced in the referenced documents submitted by the named manufacturer. J11111111j W R. E NSF No 74021 cc 3 STATE OF : 4 X PORXO. 1Sj0N A CERTIFICATION OF INDEPENDENCE 2017. 10.10 10: 29:43 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 SEM14001. 5a FL16994-R5 Page 3 of 3 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. MIAM1-DADE COUNTY MIAMI-QADE PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) Miami, Florida 33175-2474 BOARD ND CODE ADMINISTRATION DIVISION T (786)315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.soy/economy Southeastern Metals Manufacturing Company, Inc. 11801 Industry Drive Jacksonville, FL 32218 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER -Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. if this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within 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 Official. This NOA renews and revises NOA No. 08-0423.01 consists of pages 1 through 3. The submitted documentation was reviewed by Juan E. Collao, R.A. GLGt• I.U C(C. NOA No.: 13-0814.08 Expiration Date: 04/15/19 Approval Date: 01/23/14 Page 1 of 3 ROOFING ASSEMBLY APPROVAL Category: Roofing Sub -Category: Ventilation Material: Steel Minimum Slope: 2:12 TRADE NAMES OF PRODUCTS MANUFACTURED OR LABELED BY APPLICANT: Manufactured by Test Product Applicant Dimensions Specifications Description Weather Vent Vent: 4-'/2" x 19" x 46" TAS 100 Galvanized metal roof vent Deck Flange: 24" x 52" Thickness: 0.0217 inch. MANUFACTURING LOCATION 1. Jacksonville, FL EVIDENCE SUBMITTED Test Agency Test Identifier Test Name/Report Date PRI Asphalt Technologies, Inc. TAS 100 SEM-002-02-01 08/14/03 ICC-ES AC132 SEM-027-02-01 01/07/14 APPROVED APPLICATIONS: Deck Type: Wood Deck Description: 'S/32" or greater plywood or wood plank System Type A: Mechanical attachment of vent for shingle roofs Cutout: Mark a 3'/z" 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-'/4" galvanized ring shank roofing nails spaced' approx. 8" o.c. and 1" from the outside edge of the flange. Use a minimum of 18 nails per vent. Seal all nails and vent flange with an approved ASTM D 4586 roofing cement. (See drawings herein). Net Free Area: 99 square inches. NOA No.: 13-0814.08 MIAWDAOE COUNTY Expiration Date: 04/15/19 Approval Date: 01/23/14 Page 2 of 3 LIMITATIONS: 1. Refer to applicable building code for required ventilation. 2. Weather Vent shall comply with the manufacturer's current published application instructions and the requirements set forth in the applicable building code. 3. This acceptance is for installations over asphaltic shingle 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 manufacturer's name or logo, city, state, and following statement: "Miami -Dade County Product Control Approved" or the Miami -Dade County Product Control Seal as shown below: MIAMI-DADE COUNTY O M DRAWINGS 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 3 CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: I g. / y r%3 Documented Construction Value: S Job Address: 3 qO5 S0.)fT1nl5 l CcD Historic District: Yes El No El Residentia19-Commercisl Parcel ID. Type of Work: NewO-Iddition Alteration Repair Demo Change of Use[] Move Description of Work: P Ir-PI(ir M) If ) )O(- Plan Review Contact Person: Phone: Name Street: City, State Zip: Title: Fos: Email: Property Owner Information Phone: Resident of property?: Contractor Information Phone:&3 91 >31/03 Gx-1 1sl Name s^ 1 D,J FBx: Street. /n4 emu•..._. Fr nI StIDBStateLicenseNo.:. _. City, State Zip e;, Gi e3 - Architect/Engineer Information Phone: Name: Fax: Street: E-mail: City, St, Zip: Bonding Company: Mortgage Lender: Address: Address: MAY ULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TOUYOURRPROPERTYOANOTICE OF COMMENCEMENT CEMENTMUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST fNSPECITON. 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 10 do the work and installations as indicated. 1 certify that to work or installation has commencedpriortotheissuanceofapermitandthatallworkwillbeperformedtomeetstandardsofalllawsregulatingIconstructioninthis jurisdiction 1 undentaod that a separate permit most be secured for electrical work, plumbing, signs, N flartnens, boilers, haters, tanks, and air conditioners, eta FBC 10S. 3 Shell beinscribed with the date of opptiestbn andthe code to effectu of Chet date: S° Edition (2014) Fbrids Building Code PetdtAppi Idw Revised: Jana 10.201S NOTICE: In addition to the requirements of this •permit, there may be additional restrictions applicable to this property thatmay DedaremayDeadditionalpcmuitz+egmred from Other govcmmcotsl entities such as waterfoundinthepublicrecordsofthiscounty, andmanagementdistricts, state agencies, or federal agencies• ofthe requirements ofFlorida Litn Law, 15713. Acceptance of permk is verification drat t will ratify thF ownu ofthe property ofthe executed contract isrequiredTheCityofSanfordrequirespaymentofaplanreviewfeeatthetimeofpermiisutimind. n value the job in order to calculate onlwlmreview charge gu ed based odwillbeotDedcm+enI ICC Yaleredtheution.Tab erro effort ofthe timeathe permit is issued m ' The actual construes uld calculated charges figured offthe executed contract exceed the actual construction value, credit nce with local ordinance. ypermit ees witch the permit is issued. credit will be applied m yaw O.xrlrCo+c et:truIDAVIT: 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 an ning. cDue SignuumofnwrarAarnt .. D P. Cmu2tm1A9W*$ M- r• Rim prmaMgeN'rNam. K Ct.IQ.LL• 5!J C) Jai" grace ofNamy star afFwse. 6617fttn IG6151707EVIMOttDW15.2021 ICnowa to Me or Contractor/Agent is Pe orally Knowa tohlte Owner/Agent is personally produced IDTyp produced ID . TM of ID BELOW IS FOR OFFICE USE ONLY Mechanical Plumbing0 GasO Roof Permits Required: Building Elicaln Flood Zone: OccupancyUse: Construction Type: #of Stories: — Total Sq Ft of Bldg: • Min. Occupancy Load: Plumbibg : # of Fixtures New Construction: Electric - # of AMPS--- Fire Sprinkler Permit: Yes No of Heads Fire Alarm Permit:' Yes D. No APPROVALS: ZONING:_--• UTILITIES: WASTE WATER: . FIRE: —_ BUILDING:— ENGINEERING: . COMMENTS: Permit APPlicuion Rs ired' Svro IQ 7015 . i NEW RESIDENTIAL CONSTRUCTION. CONTRACTOR/OWNER: EDMONSON ELECTRIC: 1034 Skipper Road • Tampa, fL::i hon.e:1813)910-3403 nouug CONTRACT AGREEMINTDATE: DATE: Z/ CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: I P% — /y ,7 Docuniented Construction V%alue: S ID 200 «—= Job Address:SaL+ v Parcel LD: Type of Work: New 0addi Description of.«'ork: Plan Review Contact Person: Phone: Historic District: Yes ,\o Residential IContmercial Alteration Repair.0 Demo Change of Use Move Fax: Email: Property Owner Information Name Phone: Street: City. State Zip: Title: Resident of properh•? : Contractor Information Name i ire i ' ' iI 1 ' Slr—j \t- i N: Phone: G l C L` I i, Street: "-! t `, 1 Fax: L-; .-i ( aCY City. State Zip:. -I iC'i; i ),7 / 1 State License No.: 0 Architect/Engineer Information Natne: Phone: Street: Fax: C'it\.. St. "Lip: E-mail: Bonding Company: Address: Nlortta'e Lender: Address: WAR- ING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT 'MAY RESULT IN YOURPAYLNGTWICEFORIMPROVEMENTSTOYOURPROPERTY. A NOTICE OF CWLMENCL'-NIENT NIUt T BERECORDEDANDPOSTEDONTIIEJOBSITEBEFORETHEFIRSTIM-PEC•1.ION. [F You I.WEND TO 0E"1-Al-N FENANCCNG, CONSULT WITH YOUR LENDER OR AN ATTOR.NE1' BEFORE RECORWNC YOUR NOTICE OFCOMMENCEMENT. li_ation is hereb:• rnade 13 obtain a rern?i: to do i:Ie wor'- ' 11, ,., , - vie?i?i::!•:2.'t. rnJt to •Il?: 1_tia:ICC of P. i1e^`:'t:?a i i3' all li( t, r t _.t_ 't ' iea. ti•',1 L Gri; Or lll: i3llStla h:!su_i and t -work w e ('Cr:Jriii u to rntei -nrdan4s p, 311 I3 :Ci r$t11;?ii i?$ con?iii'L!i!L ninthi: iul•isdiction. I understand that a separ:ue permit must be secured for electrical %%orkt plurnhin<,, signs. cells. pools. furnaces. boilers, heaters; tanks, and air conditioners, etc. FL'C 1043 Shall he inscribed %%itIt tha date of application and the code in effect as of that date: Udition (20141) 171uritla liuildian, Code i :•...:d' Jens : (). 2 d OTICE: to addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be fund in the public records of this count•, and there may be additional permits required from other governmental entities such as water management districts, state agencies. or federal acencies. acceptance of permit is %•erification that I will uotify the o-wner of the property of the requirements of Florida Lien Law. FS 713. The City of Sanford requires payment of a plan revie-w 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, it, accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual constrtctiott value. credit will be applied to your permit ees when the pertnit is issued. OWNER'S AFFIDAVIT: I cet•tifN- that all of the foregoing information is accurate and that all w-orl- «-ill be done in compliance with all applicable lags regulating construction a nR. Si_-at+r.: of G•.rt_r'.e:at gin; 4Ww.-Ae::u-s \ami D::_ sizntH:: of \otarv-Stitt of t'tonda Da -- rat sip of S!. 1ttE`.1aOf+='t D3tL Commission # FF 175017 Expires November 9, 2018 OwAWTtwtrapF& VMWA60046aig Owner/A-tent i3 Personally Known to Me or Conitr3Ct,_Ir'.-.Q-_iti t'> Personally Known to kle or Produced ID Type of ID Produced ID Type of fD BELOW IS FOR OFFICE USE ONLY Permits Required: Building ElAc. ical N.le-chauical Plumbing Gat Roof Construction Type: Total Sq Ft of Bldct: Occupancy Use: Min. Occupancy Load: New Construction: Electric - - of Antps Flood Zone: of Stories: Plumbing - _ of Fixtures Fire Sprinkler Permit: Yes \o = of Heads Fire Alarm Permit: Yes \o APPROVALS: ZONING: UTILITIES: WASTE \VATER: E\GNEERI\G: FIp.E: BUILDING: COMMIE\TS: City of Sanford Building & Fire Prevention Division 300 N. Park Ave Sanford, FL 32771 To Whom It May Concern: Please be advised that Edmonson Electric has been released from the following permits: 18-0741 - 3924 Night Heron Drive 18-1392 - 3917 Saltmarsh Loop 18-1265 - 3908 Saltmarsh Loop 18-1473 - 3905 Saltmarsh Loop The new contractor is Strada Electric. Please let me know if you need anything else to resolve this matter. I can be reached at 407-529-3163 or tpickering(&parksouarehomes.com . Thank you for assistance with this matter. Sincerely, Via Pickering Permitting Coordinator, Park Square Homes S[ai•n-ea c-0ac ;.:r.%100 n-,rec..10rca32z; 407 S29.3000 iu407 S29 3100 a:tv..'er<Sr•mve-io-e:car, CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: ,P < 17 3 Documented Construction Value: S Job Address: 39 o0 Jc QI yioy) L LGc n Historic District: Yes No Parcel ID• Residential W-' Commercial Type of Work: New r'71, Addition Alteration Repair Demo Change of Use Move Description of Work: Plum iVL5 T f "tW S Plan Review Contact Person: Title: Phone: Fax: Email: Property Owner Information Name Phone: Street: Resident of property? City, State Zip: Contractor Information Name tp 'CA' I.rK6 i, yl.'ee j Phone: 407.-19y--! C d Street: 10a S- O r Fax: LID 7 " n - City, State Zip: a . Uc`L 3'z! I I State License No.: C.FoliviT Architect/Engineer Information Name: Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: Mortgage Lender: Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no -work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 1053 Shall be inscribed with the date of application andthe code in effect as of that date: 5t° 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 ofthe 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 ofthe executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Signature of Owner/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID Sigrictureo` on for/Agent Dale XI(=u LIIljCN* Print Contractor/Agent's Name _ FER%yr///iira of F n`da ( Dat,C l y SZON S : r mS p ; #FF 12M Contractor/Agent is Personally 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: COMMENTS: UTILITIES: WASTE WATER: ENGINEERING: FIRE: BUILDING: Revised: June 30,201 S Permit Application ecervEDJUL142018 BY-44, '-- JrnCGtAA l9-)473 CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: $ 7112.00 Job Address: 3905 Saltmarsh Loop Historic District: Yes No Parcel ID: 17-20-31-502-0000-1710 Lot 171 Residential ® Commercial Type of Work: New ® Addition Alteration Repair Demo Change of Use Move Description of Work: Install new 4-ton HVAC with duct work Plan Review Contact Person: Paula Bagley Title: Permit Clerk Phone: 407-975-2762 Fax: 407-629-9307 Emall:_ permitting@onestopcooling.com Property Owner Information Name Park Square Homes Phone: 407-529-3000 Street: 5200 Vineland Rd #200 City, State Zip: Orlando, FL 32811 Resident of property? : Contractor Information Name One Stop Cooling & Heating, LLC Phone: 407-975-2762 Street: 7225 Sandscove Court Fax: 407-629-9307 City, State Zip: Winter Park. F :17 2 State License No.: CAC 032444 Archltect/ Engineer Information Name: Street: City, St, Zip: Bonding Company: Address: 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. 1 understand that a separate permit must be secured for electrical work, plumbing. signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be Inscribed with the date of applicationand the code In effect as of that date: 51° Edition (2014) Florida Building Code Revised: June 30. 201 S 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 front other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner ofthe property ofthe requirements ofFlorida Lien Law. FS 713. The City of Sanford requires payment ofa plan review fee at the time of permit submittal. A copy ofthe executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued, OWNER'S AFFIDAVIT: I certify that all of the fore oing information is accurate and that all work will be done in compliance with all applicable laws regulate g 96nstructipn and zoning. Signature ofOwner/Agent Date Print Owner/Agent's Name Signature ofNotary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID Kevin Stine Print Contractor/Agent's Name Signature 7/24/18 Date KELLY WEBSTER Notary Public • Slate of Flodda Commission 0 Ff 978034 My Comm. Expires Apr 4.2020 Contractor/A et t Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES: WASTE WATER: ENGINEERING: FIRE: BUILDING: COMMENTS: Revised: June 30.201S Pennit Application UNIVERSAL UES Pdeect o. 0110.1 5 0817.0000 WorkNo: 9387 ENGINEERING SCIENCES Report Date: 6/27/2018 Consultants In: Geotechnical Engineering • Environmental Sciences Geophysical Services • Construction Materials Testing • Threshold InspectionEDBuildingInspection • Plan Review • Building Code Administration 3532 Maggie Blvd, Orlando, 32811 • P: 407.423.0504 • F: 407.423.3106 In -Place Density Test Report Client: Park Square Homes Ye-r UES Technician: Raimundo Salazar Toi 5200 Vineland Road, Suite 200 ON Orlando, FL 32811 x"'Date Tested: 06/27/2018 Project: Wyndham Preserve, House Lot Testing + East Lake Mary Boulevard & Brisson Avenue South, Sanford, Seminole County, FL 32773 Area Tested: Residential House Pad ( Lot 171 ) Type of Test: Material: Fill Field: ASTM D-2937 Drive Cylinder Method Reference Datum: 0 = Bottom of Foundation Footing Laboratory: ASTM D1557 Modified Proctor The tests below meet the minimum 95% relative soil compaction requirement of Laboratory Proctor maximum dry density. Test No. Location of Test Range aximum DensityDensity pcf) ptimum Moisture 1%1 Field Dry tY pcf) Field Moisture 1 Soil Compaction oil Fill Depth inch) Pass or Fail 1 South Side Footing 0-1 ft 106.8 10.6 101.8 9.5 95 N/A Pas: 2 West Side Footing 1 _2 ft 106.8 10.6 102.8 9.7 96 N/A Pas: 3 North Side Footing 1-2 ft 106.8 10.6 102.6 9.1 96 N/A Pas: 4 East Side Of Pad (TOF) 1-2 ft 106.8 10.6 102.9 10.5 96 N/A Pas: 5 Center Of Pad (TOF) 2-3 ft 106.8 10.6 104.1 10.9 97 N/A Pas: Remarks: 3905 Saltmarsh Loop. TOF)=Top Of Fill Tn nNnhl:nA n .w..1..n1 n•..{nnHnn M I /nn•n.•.nl'n wl:nn{•. {hn O•.Alin and n..ron6•ne all _w #.. n n..h.w:Hnd nn and 4 VESCRIPTION AS FURNISHED: Lot 171, WYNDHAM PRESERVE, as recorded in Plat Book 81. Pages 93 ihrough 102 of the Public Records of Seminole County, Florida. BOUNDARY rOR/CERTIFIED TO: Park Square Enterprises, LLC (a Delaware Corporation); Winderweedle, Haines. Word &. Woodman, PA; Attorneys' Title Insurance Fund; Bank of America 1 1 LOT 165 LOT 164 1 LOT 163 1 1 N89.40'51 E 40.00' 5.00' O O O LOT 170 Ceo 5.00' HC t18.00' 1 2o.Do LOT 171 3.00' FORLI8QARD FOUNDAnON yi0E-SOP D! pFORM OWN AVERAGE 30.51' C 0 LOT 172to 1.0 5.00' tq 22.0' 25.00' 25.00' 1 UVL ESMr+ F N89'40'51 E 40.00' SLTOACKS AS FURNISHED rTra r - 2s'(9 ti9' ti0 40' UE - 5 LOT) 10- (75: Lori SALTMARSH LOOP Sate STREET - 25' (60' & 75' Lon 50' PRIVATE R/W 15' (40' LOT) V) 26' FRONT SETBACK CAN BE REDUCED r0 20' ON CERTAIN LOIS. NO MORE THAN 2) IN SUCCESSION AT 20' AND 4 MINIMUM PLOT PUN AREA CALCULATIONS OF (2) IN SUCCESSION At 25' TOTAL LOT AREA 4.400 t SQUARE FEET PROPOSED - FINSHEO SPOT CRADE ELEVAnONS FIA[TWORK ON/OFF LOT - MAL t SQUARE FEET FIAITWORK Pf.R 02VNACC PUNS DRIVE 400/ 110- $10! SOIIARE FEET00 FOONOATION/PAD 1.6t1 k SOUARE' FEET PROPOSED DRUAGCE FLOW WALKS 200- 269 t SOUARE FEET REAR PATIO 117 t SOUARE FELT LOr CRAOINC ME A SODj 1.06J/ 1J0 - $19J t SQUARE FEET FRONT PORCH DECK 99 l SOLIARr I'EF.1 POOL DECK N/A l SOUARE FEETPROPOSEDI:F. PER PLANS - J0.5' 9 NOM AWIT SIOLWAtK AND MIMI` LOCAMN TAKEN MM PUNS PPOWMI1 DV MINI • NOT FIELD WP01E0 CRUS•EMMEYER—SCOTT & ASSOC., INC. — LAND SURVEYORS L[GM7 • IJTLNf . 400 E. COLONIAL DR. ORLAN00, FL. 31807 (407)-277-3232 FAX (407)-858-14J0M, Pal• 4eo0 r tw IRO tt.. • forµt • OO NK PAL • 40M 0r [[Vet[ tIANAIYIL IA. . 1[p110 PCL. • PQI N ormPOO tIKVAtIK Mim I. R6 1fw=m b00 NALT amv nor DNS nay" MM MC 1MI0•A0f of PA•ErrL f0 rom A ME RORM aOMO Or CA Ic. • (pMl[ .04".1 "1, . AA00WIIA. •/1Lf tfw AIM, . to1•lAmw tKr 'f SM b[hOM NW O1MRT M LNVM( Lt t AMU nOYMmgPK CM RIOOMT M MION 7L.NT. AGMA SbAn 7. IMLSS CLAIM O 0111 DA Arffln frNAArwE AND OA1bNL 9A6e UAL M fMKV IMP OR [ONO AK NW MID. NI: - KCI Nee VP: . vmtn TOIL IN0 . r01At Or KOM•a (ALL • CALO4rtf PN,. . rawt M f0uPK1KN1 t'4N • Ate le r KretK[ •tMMNr J Mt UPPAY 03 PO M[O rSON ILK 80ORWAM lUON04M a 0L ANKVM. M[R WY N 0010 01= t:A016OR CAMMM" mf AMV DIS MOPOn. KI ONNAIV " A*r&NWWMMK aMN LOGRD IIACff OMO1wN 00AM. fT[Mt't ,A rr. . rM460 RdI 6[VAt101 LP . N•h L Kv "I • Move KIKOt 01 r 6 ALM4fP AN IK ft11 m00 0I n0Y C01M a NO OWO /0T Or 41rD ~ A( AM• Oa6A INOR. A., • ALII.Or— ILIA.oAlfvR Nww Y • M[[ WAADO a bwmpm 9aAN no TIC Ob1101A IIOK 0rYNaftMUMN SIOLU NOT 1[ um M AR06rA6r SoLlaw Was.AIM. r. K41111V( AAC AIM AnMM &PA AND ON ME AM flow/ AS OAW bG010 (OBJ 10— . ls&AA f. 011A.M,Ot ! LIIDIDt AK fillJO ON MnORIAL GCOKM KRDUL OA11N Or ISM IAALSf WW A M M1e. th . NRIM1C0NWOrAIAMOOAteI11A1M. ft MAC tin . Co m SCALE t— 1 • - 20 —O MM0 8r.. M • .awls 4 rq t PKNI 01 t.hfDAf S4. c0nno orMI[ OLp7 anOERNA. PUN•w- a-ra II6J-te r;ti6"' FOPM80ARD r WMU MNAUVS. 08-03-2012 3207-1e Of0 CY - NP[ KMW NORM INS OAAQMG\ PROPLPIV DOES NOr UE w/NK AI••- tNE I47. 4 1tmIDD rw i1000 PLANE AS PER iNM• i CRUSENN R.LS. / 4714 20hf 1. ARP 1 1211 XCM F MO-28-07) SCOTI, LS 1 a0pt 15 lightyears, Inc 776 Bennett Drive Longwood, Florida 32750 June 1, 2018 To: Local Building Department RE: Blower Door Test & Duct Leakage Test Reports To whom it may concern, 15 lightyears This letter is to request that the attached forms be accepted for compliance of the 2017 Florida Building Code statute R402.4.1.2 Envelope leakage testing (Blower Door Testing) and R403.3.3 Duct testing. The attached forms were provided by the Florida Building Commission as the accepted forms to be submitted. These forms are listed on the 2017 Florida Building Code, Energy Conservation Technical Assistance Manual, Document Number: TAM-2017-1.0, released February 02, 2018, pages R-78 through R-80 (page numbers 159-161). Web link provided for quick access to the TAM document https://tinyuri.com/2017FBC-TAM These forms meet all three required Residential Energy Efficiency Compliance Paths listed under R401.2, Prescriptive, Performance, and Energy Rating Index (ERI) paths. We are working with building departments across Florida to standardized the form submittal process and would like your department to allow these forms to meet compliance. If there are any issues with accepting these forms, please reach out to me directly and I will ensure that we submit any specific form that you will require. Tim Smith (407)-951-3236 tsmith@151ightyears.com Respectfully, Timothy Srhith 15 Lightyears, Chief Operations Officer Energy Technical Advisor RESNET Quality Assurance Designee IECC Residential Energy Inspector/ Plans Examiner Member, Building Officials Association of Florida Member and Code Development Committee participating member. Also, representative to the Florida Building Commissions, Energy Technical Advisory Committee for the BOAF- CDC FORM R405.4.1-2017 Envelope Leakage Test Report (Blower Door Test) Residential Prescriptive, Performance or ERI Method Compliance 2017 Florida Building Code, Energy Conservation, 6th Edition jurisdiction: Ci4,v Permit #: X- %1 73 Job Information Builder: ecvr- slfclre. 4x4gCommunity: Preserve, Lot: / 71 Address: S os' S,e( p Unit: City: ,h d State: FL - Zip: 3 tiP7 3 Air Leakage Test Results Passing results must meet either the Performance, Prescriptive, or ERI Method OPRESCRIPTIVE METHOD -The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 7 air changes per hour at a pressure of 0.2 inch w.g. (50 pascals) in Climate Zones 1 and 2. PERFORMANCE or ERI METHOD- The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding the selected ACH(50) value, as shown on FORM R405-2017 (Performance) or R406-2017 (ERI), section labeled as Infiltration, sub -section ACH50. ACH(50) specified on Form R405-2017-Energy Cok (Performance) or R406-2017 (ERI): = i 536 X 60 - id a = orl Method for calculating building volume- CFM(50) Building Volume ACH(50) O Retrieved from architectural plans ASS Mechanical Ventilation is not required) efcocle software calculated PASS (with Mechanical Ventilation) O Field measured and calculatedFAIL R402.4.1.2 Testing. Testing shall be conducted in accordance with ANSURESNETACC 380 and reported at a pressure or 0.2 inch w.g. (50 Pascals). Testing shall be conducted by either Individuals as defined in Section 553.993(5) or (7), Florida Statues, or individuals licensed as set forth in Section 489.105(3)(f), (g), or (i) or an approved third parry. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1.Exterlor 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, back draft 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. S.Heating and cooling systems, if Installed at the time of the test, shall be turned off. 6.Supply and return registers, if installed at the time of the test, shall be fully open. Testing Company Company Name: 15 Lightyears, Inc Phone: (855)-438-1515 1 hereby verify that the above Air Leakage results are in accordance with the 2017 6th Edition Florida Building Code Energy Conservation requirements according to the compliance method selected above. Signature of Tester: Date of Test. G 7 Printed Name of Tester: Will Torres License/Certification #: 9704654 Issuing Authority: RESNET FORM R402-2017 ow Duct Leakage Test Report Residential Prescriptive, Performance or ERI Method Compliance 2017 Florida Building Code, Energy Conservation, 6th Edition Jurisdiction: 6rSaV)APermit #: 0' lyre Job Information Builder: Aflz,bMeS Community: Wodh, Lot: JT7 Address: Og- RolfyywUnit: City: ,, Graj. I State: L . Zip: 3a7R3 Duct Leakage Test Results System 1 cfm25 System 2 cfm25 System 3 cfm25 Sum of any additional systems cfm25 Total of all systems cfm25 OPrescriptive Method cfm25 (Total) To qualify as "substantially leak free" Qn Total must be less than or equal to 0.04 if air handler unit is installed. If air handler unit is not installed, Qn Total must be less than or equal to 0.03. This testing method meets the requirements in accordance with Section R403.3.3. Is the air handler unit installed during testing? YES 0 ) E]NO ( ) Z Performance / ERI Method cfm25 (out or Total) To qualify using this method, Qn must not be greater than the 1 (7- + , Z/ /T = Q. 03D Qn proposed duct leakage Qn specified on Form R405-2017 or R406-2017. Total of all Total Conditioned systems Square Footage Leakage Type selected on Form Qn specified on Form R40S-2017 R40S-2017 ( Energy Calc) or R406-2017 (Energy Calc) or R406-2017 AS FAIL Duct tightn ss s a e verified by testing in accordance with ANSI/RESNET/ICC380 by either individuals as defined in Section 553.993( 5) or (7). Florida Statutes, or individuals licensed as set forth in Section 489.105(3)(f), (g) or (i), Florida Statutes. Testing Company Company Name: 15 Lightyears, Inc Phone: (855)-438-1515 1 hereby verify that the above duct leakage testing results are in accordance with the 2017 6th Edition Florida Building Code Energy Conservation requirements according to the compliance method selected above. Signature of Tester: Date of Test: Printed Name of Tester: Will Torres License/Certification #: 9704654 Issuing Authority: RESNET L W w E 0 X 1= W z N W ce Certificate of Achievement THIS ACKNOWLEDGES THAT Will Torres HAS MET THE STANDARD REQUIRED BY RESNET, AS A CERTIFIED HOME ENERGY RATER RT IN # 9704654 Certification Date: November 7, 2018 Certification Expires: November 7, 2021 2 ' Tim Smith, RESNET Quality Assurance Designee 15 ears RESNET QA Provider # (1998-199)