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HomeMy WebLinkAbout3924 Night Heron Dr- 18-741; NEW SFHi 1_k' )HT Hi)LOYr SEIITPH7LE.,CIlI N Y CLERK'S 4 217.118048431 THIS INSTRUMENT PREPARED BY: Name: Tania Pickering Address: 5200 Vineland Road Suite 200 Orlando, Florida 32811 NOTICE OF COMMENCEMENT Permit Number: 18-0741 Parcel ID Number: 17-20-31-502-0000-0760 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 76 Wyndham Preserve Plat Book 81 / Pages 93-102 3924 Night Heron Drive, 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 Interest in property: Fee Simple Fee Simple Title Holder (if other than owner listed above) Name: 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 MOC3J 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: 8. In addition, Owner designates of to receive a copy of the Lienor's Notice as provided in Section 713.13(1 xb), Florida Statutes. Phone number: 9. Expiration Data 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 I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. lkwz 11 MOIL% Vishaal Gupta, Executive Vice President Signature or Owner or t. , or or Lessee's (Print Name and Provide Signatory's Title/Offlce) Auth oriz^ ze^ ed Of8csr/oj d dPa er agar) State of /7/ County of Q The foregoing instrument was acknowledged before me this day of 20 /t by tome 21 OR who has produced identification type of identification produced: AA W COMMISSION / FF 209I08 EXPIRES: June 27.2019 kw ftoor Barad Tft "t Nday S&*" Notary Signature COUNTY OF SEMINOLE IMPACT FEE STATEMENT STATEMENT NUMBER: 18100000 BUILDING APPLICATION #: 18-10000097 BUILDING PERMIT NUMBER: 18.10000097 DATE: February 06, 2018 3 UNIT ADDRESS: NIGHT HERON DRIVE 3924 17-20.31.502-0000.0760 TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: PARCEL: SUBDIVISION: TRACT: PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NAME: Park Square Enterprises LLC ADDRESS: 5200 Vineland Road, Suite 200 ORLANDO FL 32811 LAND USE: Wyndham Preserve TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 3924 NIGHT HERON DRIVE/ WYNDHAM PRESERVE LOT 76 SFR DETACHED FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE TYPE DIST SCHED RATE UNITS TYPE ROAPS-ARTERIALS CO -WIDE ORD Single Family Housing ROADS -COLLECTORS 705.00 1.000 dwl unit 705.00 N/A Single Family Housing 00 1.000 dwl unit 00 FIRE RESCUE N/A 00 LIBRARY CO -WIDE ORD Single Family Housingq 54.00 1.000 dwl unit 54.00 SCHQOLS CO -WIDE ORD Family Housing 5,000.00 1.000 dw1 unit 51000.00 PARKS N/A 00 LAW ENFORCE N/A 00 DRAINAGE N/A 00 AMOUNT DUE 5,759.00 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 THAN 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 'SOP 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 CITY OF SANFORD BUILDING & FIRE PREVENTION n PERMIT APPLICATION Application No• O Documented Construction Value: $ '08 Job Address: 3924 Night Heron Dr. Sanford 32771 (Lot 76) Historic District: Yes No Parcel ID: 17-20-31-502-0000-0760 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 Title: Permitting Manager Phone: 407-529-3135 Fax: Email: mparkisoneparksguarehomes.com Property Owner Information Name Park Square Enterprises LLC Phone: 407-529-3000 Street: 5200 Vineland Rd Suite 200 Resident of property? : No City, State Zip: Orlando, FL 32811 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 Architect/Engineer Information Name: Michael Thompson Phone: 407-734-1450 Street: PO Box 580937 Fax: City, St, Zip: Orlando, FL 32858 E-mail: dbec@engineer.com 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 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5th Edition (2014) Florida Building Code Revised: June 30. 2015 Permit Application NOTICE: In addition to the requirements of this permit., there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. z4xtl ?• 6.18 Signature of Owner/Agent Date Vishaal Gupta Print Owner/Agent's a • I Si atu of Notary -State of Florida Date r;; ,:,'; MICHELLE PARKISON Notary Public - Stale of Florida h. Commission # GG 157861 Owner/Agentant is al Y mm. Expires N,*o,y, `5, 2021g Y; nd dfilRJtjhk rx6hd166 sn Produced ID a•5 -/fi Signature of ContractorlAgent Date Vishaal Gu Print Contractor//, of Notary -State of 9•G• tFj w MICHELLE PARKISON 1 f Notary Public - State of Florida Commission # GG 157861 1d uo-..(X My Comm. Expires Nov 5, 2021 80nded through National Notary Assn. Contractor/ Agent is Persona Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building ®` Electrical ' Mechanical a Plumbing® Gas[ -]Roof Construction Type:y6 Occupancy Use: Flood Zone: Total Sq Ft of Bldg: 2 S Min. Occupancy Load: \'3 # of Stories: New Construction: Electric - # of Amps 2-*c> Plumbing - # of Fixtures / -7 Fire Sprinkler Permit: Yes No ®` # of Heads APPROVALS: ZONING: i UTILITIES: COMMENTS: ENGINEERING: Nt 7 C 2't'` f FIRE: Ok to construct single family home with setbacks and impervious area 2_ , f ,wtla. shown on plan. 3 1gl0( s Mct_yrg L Fire Alarm Permit: Yes No WASTE WATER: BUILDING: CW • 1-0 Revised. June 30, 2015 Permit Application CITY OF SANFORD Eg S BUILDING & FIRE PREVENTION PERMIT APPLICATION a _ Ft W Application No: Documented Construction Value: $ 150,000.00 Job Address: 3924 Night Heron Dr. Sanford 32771 (Lot 76) Historic District: Yes No Parcel ID: 17-20-31-502-0000-0760 Residential © Commercial Type of Work: New Z Addition Alteration Repair Demo Change of Use Move Description of Work: Construction of new single family residence Plan Review Contact Person: Michelle Parkison Title: Permitting Manager Phone: 407-529-3135 Fax: Email: mparkisone- aprksquarehomes.com Name Park Square Enterprises LLC Street: 5200 Vineland Rd Suite 200 City, State Zip: Orlando, FL 32811 Property Owner Information Phone: 407-529-3000 Resident of property? : No Contractor Information Name Park Square Homes/ Vishaal Gupta Street: 5200 Vineland Rd Suite 200 City, State Zip: Orlando, FL 32811 Phone: 407-529-3000 Fax: 407-529-3001 State License No.: CRC1330351 Arch itect/Eng 1 neer Information Name: Michael Thompson Phone: 407-734-1450 Street: PO Box 580937 Fax: City, St, Zip: Orlando, FL 32858 E-mail: dbec@engineer.com Bonding Company: Address: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 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 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. Signature of Owner/Agent Date Vishaal Gupta Print Owner/Agent's a•5• sigtfatu of Notary -State of Florida CJ Date MICHELLE PARMSON fit.`•: Notary Public — Stale of Florida Commission # GG 157861 yCpmm. Expires o 5, 2021Owner/Agent is alnd a r,walN rsn. Produced ID a•6 •/fR Signature of Contractor/Agent Date Vishaal Print Contra( C 6 9•r,;,.f8 Signatilre of Notary -State of Flo Date M''Jpf MICHELLE PARKISON Notary Public — State of FloridaCommission # GG 157861 My Cbmm. Expires Nov 5, 2021F; `• " Bonded through National Notary Asap. Contractor/Agent is ersona o Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas[] Roof Construction Type: Occupancy Use: Total Sq Ft of Bldg: Min. Occupancy Load: New Construction: Electric - # of Amps, Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: COMMENTS: Flood Zone: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No UTILITIES: ,/,; Z • f ?"s WASTEWATER: ENGINEERING: FIRE: BUILDING: Revised: June 30, 2015 Permit Application 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: 3924 Night Heron Drive Property Owner: Park Square Enterprises, LLC Parcel identification Number: 17-20-31-502-0000-0760 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) 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 FE-1 The parcel is not in the: M floodplain floodway The structure is in the: floodplain floodway The structure is not in the: floodplain floodway If the subject property is determined to be flood zone `A', the best available information used to determine the base flood elevation is: BP# 18-741 Reviewed by: Michael Cash, CFM Date: February 13, 2018 Application for Paved Driveway, Sidewalk or Walkway Including Right -of -Way Use & V _18 ,°9 Landscaping in Right -of -Way www.santordft.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 clearly identifying the Know what's below. size and location of the existing right—of-way and use shall be provided or application could be delayed. Call before You dig. 1. Project Location/Address: Y Y 2. Proposed Activity: a Driveway Walkway 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 applicatio=ubmitted by: Property Owner. Signature: Print Name: Vishaal Gupta Address: 5200 Vineland Rd Suite 200 Orlando, FL 32811 Phone: (407) 529-3135 Fax: Email: mparkison@parksquarehomes.com Datea • . /rs 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. stormwater facilities, or any general maintenance activities by the City becomes in conflict with the above permitted activity, the permittee shall remove, relocate and/or repair as necessary at no cost to the City of Sanford insofar as such facilities are in the public 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 a d understand the above statement and by signing this application I agree to its terms. Signature: Date: of -cr) - lcq 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: Z- (3 - 201 g Date: November 2015 RUIN Use Ur,eway.pbl LIMITED POWER OF ATTORNEY Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford, Seminole County, Winter Springs Date: !' •5 /E3 I hereby name and appoint: an agent of: David Mercer 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): fl The specific permit and application for work located at: Street Address) Expiration Date for This Limited Power of Attorney: /a • 31 • 18 License Holder Name: Vishaal Gupta State License Number: CRC1330351 Signature of License Holder: kc-- STATE OF FLORIDA COUNTY OF Orange The foregoing instrument was acknowledged before me this _ day off uw , 2A P--> , by Vishaal Gupta who is gpersonally known to me or who has produced identification and who did (did not) take an)xafh---- Sign4ture Notary Seal) Print or type name MICHELLEPARKISON Notary Public - State of Florida Commission # GG 157861aAMycomm.ExpiresNov5,2oz1 Notary Public -State of; BoMedlhmughNetionWNolmyAm. Commission No. GG My Commission Expires: Ir 15 Rev. 08.12) as THIS INSTRUMENT PREPARED BY AND UPON RECORDING, PLEASE RETURN TO: R. Travis Retz, Esq. L--) f GODBOLD, DOWNING, BILL & RENTZ, PA 222 W. Comstock Avenue, Suite 101 inter Park, FL 32789 illlll IIIII IIIII IIIII IIIII Iilll IIII IIII GRANT MALOY SEMINOLE COUNTY CLERK OF CIRCUIT COURT & COMPTROLLERBY, 9033 P9s 5-$ (4p95) CLERK'S A 2017121544 RECORDED 12/01/2017 02:45:57 PM DEED DOC TAX $5 376.00 RECORDING FEES $35.50 RECORDED BY hdevore SPACE ABOVE THIS LINE FOR RECORDING DATA] SPECIAL WARRANTY DEED THIS SPECIAL WARRANTY DEED is made and entered into as of the 29-tk day of November, 2017, by and between BRISSON INVESTMENTS, LLC, a Florida limited liability company, whose post office address is 27 North Summerlin Avenue, Orlando, FL 32801 Grantor"), to PARK SQUARE ENTERPRISES, LLC, a Delaware limited liability company, whose address is 5200 Vineland Road, Suite 100, Orlando, FL 32811 ("Grantee"). Wherever used r ` the terms "Grantor" and "Grantee" shall be deemed to include all the parties to this S+ v e arranty Deed and the heirs, legal representatives and assigns of individuals and theor and assigns of corporations. The singular shall be deemed to include the plural, ana, where the context so permits. V TNESSETH• THAT, for and in consideratio of a sum of Ten and No/ 100 Dollars ($10.00) and other good and valuable considerations, the ct and sufficiency of which is acknowledged by Grantor, Grantor hereby grants, bargains, sells nveys and confirms unto Grantee all that certain real property together with the improveme ' Eon (hereinafter collectively referred to as the "Real Property") in Seminole County, Florida, particularly described as follows: See Exhibit "A" attached hereto and inclf• ted herein by this reference. TOGETHER WITH all the tenements, hereditaments ail purtenances thereto belonging or in any way appertaining. TO HAVE AND TO HOLD the same unto Grantee in fee simple, forever. AND Grantor hereby fully warrants the title to the Real Property and will defend the same against the lawful claims of all persons claiming by, through or under the Grantor, but not otherwise; the foregoing subject to, real estate taxes or assessments for 2018 and the matters set forth on Exhibit "B" attached hereto and incorporated herein by this reference, all of which, by reference hereto, shall not serve to reimpose same. Book9033/ Page5 CFN#2017121544 Page 1 of 4 ft IN WITNESS WHEREOF, Grantor has caused this Special Warranty Deed to be executed as of the day and year first above written. Signed, Sealed and Delivered in the Presence of: Print Name: Print Name: C-' STATE OF FLORIDA COUNTY OF ORANGE GRANTOR: BRISSON INVESTMENTS LLC, a Florida limited liability company eon A - The foregoing instrument was acknowle fpre me this 2 day of November, 2017, by Robert Zlatkiss, as Authorized Representa nssQa-1Inv-c9ments LLC, a Florida limited liability company, on behalf of said entity. He is venally known to me r has produced as identification. ek RON&D 7PAW RErtrz wr coww UMSFFOOM grMM r+s. em" T1w N"Y mb uMdwan Notary Public, State,, F'lon a Seal) Book9033/Page6 CFN#2017121544 Page 2 of 4 Exhibit "A" Legal Description Lots 19, 20, 21, 42, 43, 73, 74, 75, 76, 133, 134, 135, 148 and 178, Wyndham Preserve according to the Plat thereof as recorded in Plat Book 81, Page 93, Public Records of Seminole County, Florida. Book9033/Page7 CFN#2017121544 Page 3 of 4 Exhibit "B" Permitted Exceptions Annexation Ordinance recorded October 13, 2005 in Book 5950, Page 1143. 2. City of Sanford Development Order No. 12-20 recorded August 16, 2012 in Book 7835, Page 76; re -recorded October 5, 2012 in Book 7870, Page 613; and corrected and recorded September 11, 2014 in Book 8330, Page 60. 3 4. A VA 8. Cooperation Agreement between Serengeti Properties, LLC, a Florida limited liability company and Brisson Investments LLC, a Florida limited liability company, recorded October 31, 2012 in Book 7889, Page 598 and Amendment to Cooperation Agreement recorded Octo er 26, 2016 in Official Records Book 8793, Page 289. Provisions o ham Preserve, recorded in Plat Book 81, Pages 93 through 102, inclusive. Declaration and Dedic ,of Avigation Easement and Related Covenant and Agreements recorded May r, 017 in Book 8916, Page 1019. Declaration of Covenants, Con s, Easements and Restrictions for Wyndham Preserve recorded July 5, 2017 in B 8947, Page 158. Memorandum of Post Closing Book 8965, Page 159. Zoning, ordinances and/or restrictions and Authorities. August 3, 2017 in Official Records by governmental 0 Book9033/Page8 CFN#2017121544 Page 4 of 4 REQUIRED INSPECTION SEQUENCE PARK SQUARE HOMES SFR-DETACHED Permit # BUILDING PERMIT Min Max Ins ection 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` Arace- ELECTRICAI PERMIT Min Max Inspection Description 10 Underground Electric 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final Max Inspection DescriptionMin 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final rAIECHANIGALIPERMIT Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 r CITY OF SANFORD E o ac BUILDING & FIRE PREVENTION A J PERMIT APPLICATION Application No: f ; - D `7 L/ Documented Construction Value: $ Job Address: 2 9.21-1 i Q h -f klc ra nD(-. Historic District: Yes No Parcel ID: Residential p—commercial Type of Work: New.0"Addition Alteration Repair Demo Change of Use Move Description of Work: C jCC° - -n rCA=f IL)i j(J, Plan Review Contact Person: Phone: Fax: Name Street: City, State Zip: Title: Email: Property Owner Information Phone: Resident of property? : Contractor Information Name 6XyS Phone:88-9/o,3403 ex-1 a3 Street: ,/ 03 4 .Sg'pgc " %r;%. Fax: T , City, State Zip-,r/vMrvi.1 LI State License No.: AfQ3005y0-4 Arch itect/Eng1neer 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 perfonned to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51h Edition (2014) Florida Building Code Revised: June 30, 2015 Peimit Application FA 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 =quired 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 requiredinordertocalculateaplatireviewchargeandwillbeconsideredtheestimatedconstructionvalueofthejobatthetimeofsubmittal. 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 an ling. Signature of OwnedAgcnt Date ' Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is Personally' Knowti to Me or - Produced ID . Type of ID Print Contractor/Agent's Najm e Signaturei MaryState 3M1to. O'C1air r Date dominlsslon # GGIS1707 Expires: October 15, 2021 b00ow Infl, maul 1+ Contractor/Agent is Pe sonally Known to-W Produced ID Type BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type: Occupancy Use: Flood Zolte: 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: ENGINEERING: COMMENTS: Revised: June 30, 2015 UTILITIES: FIRE: WASTE WATER: BUILDING: Permit Application 3 j CONTRACT AGREEMENT e P tA 3 of 4 JOB NAMB: TE:612112017 PROPBR'TY OWNER OR HIS AGENT: D cumENT: ELECTRICAL. CONTRACT REVISED - PARK SQUARE ROMES sP= LEVEL I -- WITH CFL BULBS a z: GAS/ELECTRIC DRESS: 5200 VINELAND RD mAmm: ORLANDO ORLANDOCITY' STATE: FL cITY: SANFORD STATE' FL i WYND4iAM PRESERVE PLAN SERVICE SIZE SQ FT A/CSYSTEM PRICE BARCELONA 200A 2392 10-kW HEAT 240V, 60A 6,663.00 5-TON AC 240V, 50A CARNIVAL 200A 2402 10•kW HEAT 240V, 60A 6;667.00 5-TON AC 240V, 50A CYPRESS 20OA 3449 10-kW HEAT 24OV, 60A 8,477.00 5-TON AC 240V, 50A GLASTONBURY 200A 2798 10-kW HEAT 240V, 60A 6,992.00 5-TON AC 240V, 50A MADRONA 2.00A 2091 8-kW HEAT 240V, 50A 5,740.00 4-TON ac 24ov, aoA WARGATE II 200A 1966 8-kW HEAT 240V, 50A 5,455.00, 4-TON AC 240V, 40A MELBOURNE 200A 2107 EA8-kW HEAT 240V, SOA 5,701.00 4-TON AC 2.40V, 40A MILAN 200A 1349 5-kW HEAT 240V, 35A 4,279.00 3-TON AC 240V, 30A PEMBROOKE 200A 2570 10-kW HEAT 240V, 60A 6,281.00 5-TON AC 240V, 50A PENNSACOLA 200A 2570 10-kW HEAT 240V, 60A 6,616.00 5-TON AC 240V, 50A CONTRACTOR/OWNER: DATE: EDMONSON ELECTRIC: DATE: Z; 1034 Skipper Road • Tampa, FL 3 13 -Phone:(813)910 3403 ax:(813}910 8546 . www.Edmonso dic.com FLORIDA MEW N EC11005408 w CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: I O.7 `% Documented Construction Value: S Job Address: } l t i kto. 0t Parcel ID: Historic District: Yes No 4 Residential Commercial Type of Work: New Addition Alteration El Repair El Demo Change of Use El Move Description of Work: Plan Review Contact Person: Phone: Fax: Name Street: City, State Zip: 1 _v _S , c Title: Email: Property Owner Information Phone: Resident of property? Contractor Information Name t 1io' ri f i6 ii tvd i Phone: Street: S '+ %! Fax: City, State Zip: u cJ F L 3 `E 7 ( State License No.: Name: Street: City, St, Zip: Bonding Company: Address: Architect/Engineer Information Phone: Fax: E-mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51h Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current 1CC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the pen -nit 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 Qwner/Agent Print Owner/Agent's Name Date Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID Sig azure o` on torlAgent Date 1 CAL L t i'1) Cg 41 Print Contractor/Agent's Name 21 1 1lH11trtF Si natu t Nota /State of F orida Da89ry sQ ay1,?GJ to OFF 120855 Contractor/Agent is Personally Kno tty A,,- Produced ID Type of ID 11,1a, BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type: Total Sq Ft of Bldg: Occupancy Use: Min. Occupancy Load: Flood Zone: of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: ENGINEERING: COMMENTS: UTI LITIES: FIRE: WASTE WATER: BUILDING: Revised: June 30, 2015 Permit Application Job Addre! Parcel LD: CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: CDocumentedConstructionValue: S 1—00 Type of Work: New Lf :addition L Alteration H Repair L1 Plan Review Contact Person: Phone: Fax: Historic District: Yes No Residential ErCotnmercial Demo Change of Lase Move Email: Property Owner Information Name Phone: Street: Cite, State Zip: Title: Resident of property? : Contractor Information Narile Ti !` i T' I I I '1 1 i 1 4 Phone: Street: i i L/ Fax: Cite. State Zip: lI C i (— State License \a. i if / r) 1 N a rri e : Street: CitN. St. Zip: Bonin r Caill pa[IS Architect/ Engineer Information Phone: Fax: E- mail: Mort- a(--e Lender: address: N AR_NING 'TO OWNER: YOUR FAILURE 1-0 RECOPI) A NOTICE OF COMMENCEMENT NI Y RE;q LT IN l'Oult P, kYING T«ICE: FOR IMPROVEMENTS TO YOUR PROPERTY. A \01ICE OF CWIMFNCE IEN'h NILSI BE RECORDED : AND POSTED ON. THE JOB' SITE: BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBT.aIN FIN. vNCING. CONSULT WITH 1 OUP LENDER OR AN .\TTORNFY BEFORE RECORDING N OUR NOTICE OF CONUIENCE: ME:N-1 u. i 1, C I understand that a separate permit must be secured for electrical \surk. plur;tbin si_r,s \%ells, pools, furnaces. boilers, h::uers. tanks, and air conditioners. etc. FE(, I0:3 Shall be inscr ihcd %ith the elate of appli:atii n and the cudc in crf_•ct as u,` that data. ; " Cditiun 1_Ol; l lori, Eluddin;; C'od_ OTIC[;: In addition to the requirement, of this permit, there tnav be additional r.strictions applicable to rt,S Frap.rt` that may he tound in the public records of this co« ntv, and there n1a•. be additional permit; required fi-orn other go\:tur;lental entities such aS \r3f t matlagenlent districts, state agencies. or federal agencies. - Acceptance of pern-m is verification that I \\•ill notify th- owner of the propem of the requirements of Florida Ltell La\\', FS 11 The Cite of Sa nfo;d regwres pa} nlent of a plan re\ i.\\ fcc at tit time of p.rn1?t subIII i1taI- A copy of the executed con,ract is r,oui •_d order to calculzte a plan review charge and will be considcr.d the CStiII13FL-d COilStruc61011 \ante of ill`.' job at ih. filil. of SlibiillCtal. Thz, actual consmrction \31ue Will be fitu%d based on the curt•cnt ICC Valuation Table to c`Tect at fit= time. tilc pertuit is is,:.ed. in a.: o,dance \\ith local ordinance. Should calculated charceS fi ,t,ci eft the ca.:u[cd coraract e c. i c4t.1. aczmal COfi,[; :Ct:Ot; 1 Clltt.. credit \ ill be applied to your permit fee: when the permit is issued. OWNER' S AFFIDAVIT: I certify that all of the forecloin; information is accurate and that all «-ork shill be done in compliance with all applicable laNNs re ulatinU construction anin,. Si .. cur_ i C!•,; „_. ,1ec.. D i._ O\ l: r. ,tnit i Personally Known to \1. or ProducedID T\p: of ID C. i' in; C'or.:r g2ni t / P:r onally Known, to m1. 0, Produced ID T\ pe of ID BELONV IS FOR OFFICE USE O\LY hermits Required: B:LiId 1i,Pg E1;-,: C it ila?i!caI h1L' Gas R I\o Construction Type: Occupancy Use: Flood Zone: Dotal Sq Ft of Bids',: Min. Occupancy Load: of Stories: Ne\\ ConstruCtion: Electric - = of Amps Fire Sprinkler Permit: Yes No -- el 1-1L-ad kPPROVALS: Zo I\(,.: E\CI\ EERI\G: L_`1" ILITIES- FIRE: I' ll, 111hin« - _ of Fi\trrreS Fire .Harm Perin;t: l es No VAST'I_ \ VA T ER. 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 t ickerinq(cbparksquarehomes.com . Thank you for assistance with this matter. Sincerely, ti ia Pickering Permitting Coordinator, Park Square Homes DESCRIPTION AS FURNISHED: Lot 76, 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, Word & Woodman, PA; Attorneys' Title Insurance Fund; Bank of America NIGHT HERON DRIVE PRr Ir Rww) 11L/ww ww1E5) LOT 75 S 89043 103 W Sao. PAo npe Cia Puw I I 39.33' I I I I i 1 52.81 • e, C111Rr 1r y I i I I a I I LOT 76 I 10' W'ALL ANT r l SETIAM AS FfAVOSM ' FRONT . 251(•) REAR - 20' SIDE - 5' (40' LOO 7.5• (60' LOT) to, (73, LOT) SM STREET - 23' (00' a 75' LOT) 15• (40' LOTS 23' FRONT SEMMACK CAN K REDUCED TO 20' ON CERTAIN LOTS. NO M M THAN 2) IN SUCQESMM AT 20' AND A MMJIMGM OF (2) IN SUCCMM AT 25' PROPOSED - FMM SPOT GRADE EL.ENATIONS PER PLANSMOM" MOM" LOT ORAOIIO fl7'E A MOD PROPOSED F.F. PER PLANS - 22.6' 50 S e9.52'080 W 99.50, LANDSCAPEDBUFFER CRUSENMEYER-SC'OTT i PAM. • Pow a UK lr. r1t r r» Mw0 ' r. RoaLL . n iMMMMMt L„a .: it L teL. 4 a Momca AMwev a : 02"Z MM"I MORTM 9;41 S TIM /I*AM\FRDPM am NOT LAC wow THE WARMIND 100 MBM FLOOD PLANK AS Pdt ? M' ZOM W MAP / te1t1C00ow (00-1e- n N, 10.27, 1 *-A LOT 77 D=28.39125 " R=61.00' L-30.51 ' C=30.19' CB=S 48'27'06" E 10' UTe.. MT. P.C. 0-iTJO'o8' R-61.00' L-28.28' LOT 77 b\ ILA Ok to construct single family home with setbacks and impervious area shown on plan. 25. 5 % w>P, RG.cn VV.rga+e II -A , Gr L PLOT PLAN ONLY PLOT PLAN AM CALCULATIONS Yor A SURMY FLAIRURNC ON/UFF LOT - TUML A 3QUARE F9U nJiTlRTM ORM 773/ D 1 + 684 A SQUARE FEET FOUNQATKMv/P1AD 3 JS8 s SQUARE FEET WAM 140 20 - 174 a SQUAW FEET 1fE'UIIP 0;,no 104 A SOME FEET SOO 11.440143 11,402 ! SQUARE FEET FRONT PORCH DECK 94 i SQUARE FEET POOL DECK MIA t SQUARE FEET OM FRONT AMU A* $MW U10 MW VJ= FROM I LAW FROM M sr oU M • NOT MO MOM 0 ASSOC., PVC — .LAND SUR PrErORS 5400 E. COLONIAL DR. 6ftMOO. FL. J2807 (407)-277-32J2 FAX (407)—aW-1436 A 004" aF OLSfOA SWAKS M" NAVMdM M met -am town wan of ion M SWIM Ml Feb ^W No 119 eat MMFR OF MW *MiN M tt AMr eaoeLo MM K RUM WM M' Mr 0100 DAW. tMIN no AM 44"M OF 40111111141119" Nt11M011 "" Mr K fA/! 0 AteaOr 5 .ar et NOW LgMS. t[ eAtM ANWAD WMW A W M1 M.t WK MM9NM At MM eo PAI At SWOK AM eY10 all ROM MUM VOMM DOW aF aMti WK M 000MMt left W A109001111900 M 4M mw c --- r • . ao' --a DRMR1 er ... 0d1A11FTED 6r a lt__ _ — aMLR Ma FORM R405-2017 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot 076 Margate II A LHG - NE Builder Name: One Stop Cooling and Heating °• a,", Street: 3924 Night Heron Drive Permit Office: Cit of Sanford City, State, Zip: Sanford , FL , Permit Number: 8 - 7,.E a Owner: Park Square Homes Jurisdiction: 691500 Design Location: FL, Sanford County:: Seminole (Florida Climate Zone 2 ) 1. New construction or existing New (From Plans) 9. Wall Types (1866.7 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Int Insul, Exterior R=4.1 1596.00 ft2 b. Frame - Wood, Adjacent R=11.0 270.67 ft2 3. Number of units, if multiple family 1 c. N/A R= ft2 4. Number of Bedrooms 3 d. N/A R= ft2 10. Ceiling Types (1966.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1966.00 ft2 6. Conditioned floor area above grade (ft2) 1966 b. N/A R= ft2 Conditioned floor area below grade (ft2) 0 c. N/A R= ft2 11. Ducts R ft2 7. Windows(198.9 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: Main 6 399 a. U-Factor: Dbl, U=0.55 119.58 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 28.6 SEER:16.00 c. U-Factor: Dbl, U=0.54 15.33 ft2 SHGC: SHGC=0.25 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a. Electric Heat Pump 27.8 HSPF:9.00 SHGC: Area Weighted Average Overhang Depth: 3.506 ft. Area Weighted Average SHGC: 0.232 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (1966.0 sqft.) Insulation Area EF: 0.900 a. Slab -On -Grade Edge Insulation R=0.0 1966.00 ft2 b. Conservation features b. N/A R= ft2 None c. N/A R= ft2 15. Credits Pstat Glass/Floor Area: 0.101 Total Proposed Modified Loads: 56.82 PASSTotalBaselineLoads: 58.60 1 hereby certify that the plans and specifications covered by Review of the plans and TIRE ST,q?, this calculation are in compliance with the Florida Energy specifications covered by this Fps Code. Digitally signed by Bojan calculation indicates compliance:, PaukovicBo'an PaukovicJ Date 2018.01.25 10:27:33 with the Florida Energy Code. gy,,,` Q PREPARED BY: Before construction is completed4'00 __- _ DATE: this building will be inspected for compliance with Section 553.908 I hereby certify that this building, as d7' ecl, is in compliance Florida Statutes. with the Florida Energy Co // CDD WE OWNER/AGE BUILDING OFFICIAL: --- - DATE: ---- - - --- --- _-".__ DATE: '21--- 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 5.00 ACH50 (R402.4.1.2). Compliance with a proposed duct leakage On 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. 1/25/2018 10:24 AM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 1 of 4 FORM R405-2017 PROJECT Title: Building Type: Owner Name: of Units: Builder Name: Permit Office: Jurisdiction: Family Type: New/Existing: Comment: Lot 076 Margate II A LHG - N User Park Square Homes 1 One Stop Cooling and Heatin City of Sanford 691500 Single-family New (From Plans) Bedrooms: 3 Conditioned Area: 1966 Total Stories: 1 Worst Case: No Rotate Angle: 270 Cross Ventilation: No Whole House Fan: No Address Type: Lot # Block/Subdivision: PlatBook: Street: County: City, State, Zip: Lot Information 76 WYNDAM PRESERV 3924 Night Heron Drive Seminole Sanford , FL , CLIMATE Design Location TMY Site Design Temp 97.5 % 2.5 % Int Design Temp Heating Design Daily Temp Winter Summer Degree Days Moisture Range FL, Sanford FL_ORLANDO_SANFOR 39 93 70 75 677 44 Medium BLOCKS Number Name Area Volume 1 Blockl 1966 18283.8 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Main 1966 18283.8 Yes 4 3 1 Yes Yes Yes FLOORS Floor Type Space Perimeter R-Value Area Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio Main 171 ft 0 1966 ft2 0.29 0 0.71 ROOF Type Materials Roof Gable Roof Area Area Color Solar Absor. SA Emitt Tested Emitt Deck Pitch Tested Insul. (deg) 1 Gable or Shed Composition shingles 2199 ft2 492 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 1966 ft2 N N CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) Main 30 Blown 1966 ft2 0.1 Wood 1/25/2018 10:24 AM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 2 of 4 FORM R405-2017 WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below L_#--Omt To ---ACafLType-----.....------ Space R-Vai.I. Fr In 1nareaArea R-ValuoP Fraction Ahcnr rrarljz% 1 SW=>SE Exterior Concrete Block - Int Insul Main 4.1 50 0 9 4 466.7 ft2 0 0 0.8 0 2 SE=>NE Exterior Concrete Block - Int Insul Main 4.1 21 0 9 4 196.0 ft2 0 0 0.8 0 3 NE=>NW Exterior Concrete Block - Int Insul Main 4.1 60 6 9 4 564.7 ft2 0 0 0.8 0 4 NW=>S Exterior Concrete Block - Int Insul Main 4.1 39 6 9 4 368.7 ft2 0 0 0.8 0 5 -=>SW Garage Frame - Wood Main 11 29 0 9 4 270.7 ft2 0 0.25 0.8 0 DOORS Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 SE=>NE Insulated Main None 39 3 8 24 f12 2 -=>SW Wood Main None 46 2 8 6 8 17.8 ft2 WINDOWS Orientation shown is the entered orientation => changed to As Built rotated 270 degrees). Wall Overhang V # Ornt ID Frame Panes NFRC U-Factor SHGC Imp Area Depth Separation Int Shade Screening 1 SW=>SE 1 Metal Low-E Double Yes 0.55 0.22 N 30.0 112 1 It 0 in 1 ft 0 in Drapes/blinds None 2 SW=>SE i 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 SE=>NE 2 Metal Low-E Double Yes 0.54 0.25 N 9.3 ft2 9 It 8 in 1 It 0 in None None 4 SE=>NE 2 Metal Low-E Double Yes 0.55 0.22 N 15.0 ft2 1 It 0 in 1 It 0 in Drapes/blinds None 5 SE=>NE 2 Metal Low-E Double Yes 0.55 0.22 N 15.0 ft2 4 It 8 in 1 It 0 in Drapes/blinds None 6 NE=>NW 3 Metal Low-E Double Yes 0.55 0.22 N 14.6 ft2 1 It 0 in 1 It 0 in Drapes/blinds None 7 NE=>NW 3 Metal Low-E Double Yes 0.55 0.22 N 15.0 ft2 1 ft 0 in 1 It 0 in Drapes/blinds None 8 NW=>SW 4 Metal Low-E Double Yes 0.55 0.22 N 30.0 ft2 1 It 0 in 1 It 0 in Drapes/blinds None 9 NW=>SW 4 Metal Low-E Double Yes 0.58 0.25 N 64.0 ft2 6 It 8 in 1 It 0 in None None GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 393.3 ft2 393.3 112 50 It 9.3 ft 1 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) .000295 1523.7 83.65 157.31 2157 5 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump/ Split HSPF:9 27.8 kBtu/hr 1 sys#1 1 /25/2018 10:24 AM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 3 of 4 FORM R405-2017 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit] Split SEER: 16 28.6 kBtu/hr 858 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 60 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert Company Name System Model # Collector Model Area Volume FEF None None ft2 DUCTS Supply ---- Return ---- Air CFM 25 CFM25 HVAC # v # Location R-Value Area Location Area Leakage Type Handler TOT OUT QN RLF Heat Cool 1 Attic 6 399 ft2 Attic 99.75 ft Prop. Leak Free Main cfm 59.0 cfm 0.03 0.50 1 1 TEMPERATURES Programablje Ceiling Fans: jThermostajjt:jjYCoolinJanFeb jj jj May Jun Jul Aug Sep Oct ov DecHeating [Xj Jan jX] Feb jXj Mar 1 Jun Jul jXj J1 Xj Nov f Xj Dec Venting [[ ]] Jan [[ ]] Feb q Mar llxxll Apr May Jun Jul Aug Sep Octct ld Nov l ]] 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 1/25/2018 10:24 AM EnergyGaugeS USA - FlaRes2017 Section R405.4.1 Compliant Software Page 4 of 4 Florida Building Code, Energy Conservation, 6th Edition (2017) Mandatory Requirements for Residential Performance, Prescriptive and ERI Methods ADDRESS: 3924 Night Heron Drive 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 party shall inspect all components and verify compliance. R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate not exceeding seven air changes per hour in Climate Zones 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. 5. 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 leakage Windows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot (1.5 L/s/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. 1/25/2018 10:24 AM 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. 2. 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: 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 (411C) 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. 8403.5.1 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. 1 /25/2018 10:24 AM 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 3 1/2 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 601C). 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: 1. Be installed with a tilt angle between 10 degrees and 40 degrees of the horizontal; and 2. Be installed at an orientation within 45 degrees of true south. 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. 2. 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. 3. 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 heating 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/watt 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 1/25/2018 10:24 AM EnergyGauge® USA - FlaRes2017 - FBC 6th 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: 1. A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. 2. A variable capacity system sized for optimum performance during base load periods is utilized. 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 (101C), and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40°F (4.81C). 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. 1/25/2018 10:24 AM 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 (Mandatory)he 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. 1 /25/2018 10:24 AM 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* = 97 The lower the EnergyPerformance Index, the more efficient the home. 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft2 7. Windows" Description a. U-Factor: Dbl, U=0.55 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: 3924 Night Heron Drive , Sanford, FL, New (From Plans) 9. Wall Types Insulation Area Single-family a. Concrete Block - Int Insul, Exterior R=4.1 1596.00 ft2 b. Frame - Wood, Adjacent R=11.0 270.67 ft2 1 c. N/A R= ft2 3 d. N/A R= ft2 10. Ceiling Types Insulation Area No a. Under Attic (Vented) R=30.0 1966.00 ft2 1966 b. N/A R= ft2 c. N/A R= ft2 Area 11. Ducts R ft2 119.58 ft2 a. Sup: Attic, Ret: Attic, AH: Main 6 399 64.00 ft2 12. Cooling systems kBtu/hr Efficiency 15.33 ft2 a. Central Unit 28.6 SEER:16.00 ft2 3.506 ft. 0.232 8. Floor Types Insulation Area a. Slab -On -Grade Edge Insulation R=0.0 1966.00 ft2 b. N/A R= ft2 c. N/A R= ft2 13. Heating systems a. Electric Heat Pump 14. Hot water systems a. Electric b. Conservation features None 15. Credits I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection- nspectio ise, a new EPL Display Card will be completed based on installed Code com nt features I Builder Signature: Date: 5a Address of New Home: 69Gk City/FL Zip: j FLt.. ---- kBtu/hr Efficiency 27.8 HSPF:9.00 Cap: 50 gallons EF: 0.9 Pstat P4o ct l sraT© 4, Gpb WEq- 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. 1/25/2018 10:24 AM EnergyGaugeO USA - FlaRes2017 - Section R405.4.1 Compliant Software Page 1 of 1 2017 - AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot 076 Margate II A LHG - NE Builder Name: One Stop Cooling and Heating Street: 3924 Night Heron Drive Permit Office: City of Sanford City, State, Zip: Sanford , FL , Permit Number: Owner: Park Square Homes Jurisdiction: 691500 Design Location: FL, Sanford COMPONENT AIR BARRIER CRITERIA INSULATION INSTALLATION CRITERIA General A continuous air barrier shall be installed in the building envelope. Air -permeable insulation shall The exterior thermal envelope contains a continuous air barrier, not be used as a sealing material. requirements 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 an gaps in the air barrier shall be sealed. Y 9 P shall be aligned with the air barrier. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces 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 vdndow/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 Ds. 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 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 hatween fire rnr4nkl,-r cover nintes and walls or re IL nos - a. In addition, inspection of log walls shall be in accordance with the provisions of ICC-400. 1/25/2018 10:24 AM EnergyGauge® USA - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 1 of 1 d- wrightsoft, Project Summary Entire House One Stop Cooling and Heating Job: Lot 076 Margate 11 ALHG -... Date: 09-29-2017 By. MC/LM/BP Plan: LHG 7225 Sandscove Coot, Sute 1, Winter Park, FL 32792 Pfpne: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: mkwOneStopCooling.com License: CAC032444 For: Park Square Homes 3924 Night Heron Drive, Sanford, FL Notes: Weather: Orlando Executive AP, FL, US Winter Design Conditions Outside db 44 OF Inside db 68 OF Design TD 24 OF Heating Summary Structure 16461 Btuh Ducts 2979 Btuh Central vent (0 cfm) 0 Btuh none) Humidification 0 Btuh Piping 0 Btuh Equipment load 19441 Btuh Infiltration Method Construction quality Fireplaces Simplified Semi -tight 0 Heating1960 Cooling1960Area (ft) Volume (ft3) 18228 18228 Airchangges/hour 0.26 0.14 Equiv. AVF (cfm) 79 43 Heating Equipment Summary Make Trane Trade TRANE Model 4TW R6030H1 AHRI ref 7562380 Summer Design Conditions Outside db 93 OF Inside db 75 OF Design TD 18 OF Daily range L Relative humidity 50 Moisture difference 44 grAb Sensible Cooling Equipment Load Sizing Structure 17730 Btuh Ducts 3687 Btuh Central vent (0 cfm) 0 Btuh none) Blower 0 Btuh Use manufacturer's data n Rate/swin multi ier 0.98Equipmenqsensileload20903 Btuh Latent Cooling Equipment Load Sizing Structure 2259 Btuh Ducts 599 Btuh Central vent (0 cfm) 0 Btuh none) Equipment latent load 2858 Btuh Equipment Total Load (Sen+Lat) 23761 Btuh Req. total capacity at 0.75 SHR 2.3 ton Cooling Equipment Summary Make Trane Trade TRANE Cond 4TWR6030H1 Coil TEM6A0B30H21++TDR AHRI ref 7562380 Efficiency 9 HSPF Efficiency 13.0 EER, 16 SEER Heating input Sensible cooling 21450 Btuh Heating output 27800 Btuh @ 470F Latent cooling 7150 Btuh Temperature rise 27 OF Total cooling 28600 Btuh Actual air flow 953 cfm Actual air flow 953 cfm Air flow factor 0.049 cfm/Btuh Air flow factor 0.045 cfm/Btuh Static pressure 0.50 in H2O Static pressure 0.50 in H2O Space thermostat Load sensible heat ratio 0.88 Capacity balance point = 35 OF Backup: n/a n/a Input = 0 kW, Output = 0 Btuh, 100 AFUE Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft- 2018-Jan-2510:06:46 Rigft-Sute®Unversal2018 18.0.08 RSU16877 Page 1 op\TEMP PRINT Lot 076 Margate IIA LHG - NE.rLp Calc = MJ8 House faces: NE 9w wrightsoft, Right-J® Worksheet Entire House One Stop Cooling and Heating Job: Lot 076 Margate 11 A LHG - NE Date: 09-29-2017 Byy'.' MC/LM/BPBrLHG 7225 Sardscove Court, Suite 1, Winter Park, FL 32792 Phone: (407) 629.6920 Fax: (407) 629 - 9307 Web: wwwOneStopGooling.com License: CA0032444 1 Room name Entire House NUED 2 Exposed wall 171.0 It 23.5 ft 3 Room height 9.3 It d 9.3 It heat/cool 4 Room dimensions 1.0 x 247.0 It 5 Room area 1960.0 ft2 247.0 f12 Ty Construction U-value Or HTM Area 012) Load Area (ftz) Load number BtuW-F) BtiuhV) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 13A-4ocs 0.143 ne 3.40 2.85 563 533 1814 1521 60 60 206 172 4A5-2orn 0.550 ne 13.09 22.45 15 0 191 327 0 0 0 0 4A5-2om 0.550 ne 13.09 22.45 15 0 196 337 0 0 0 0 13A4ocs 0.143 se 3.40 2.85 195 132 449 376 0 0 0 0 11 4A5-2om 0.540 se 12.85 14.73 9 9 120 138 0 0 0 0 4A5-2om 0.550 se 13.09 21.71 15 2 196 326 0 0 0 0 4A5-2om 0.550 se 13.09 13.17 15 15 196 198 0 0 0 0 11DO 0.390 se 928 12.15 24 24 223 292 0 0 0 0 13A-4ocs 0.143 9N 3.40 2.85 465 429 1460 1224 0 0 0 0 4A5-2om 0S50 sw 13.09 21.71 30 4 393 651 0 0 0 0 4B5.2hn 0S40 sN 12.85 17.58 6 4 77 105 0 0 0 0 13A-4ocs 0.143 rtw 3.40 2.85 367 273 930 780 158 128 436 365 4A5-2om 0.550 nw 13.09 22.45 30 0 393 673 30 0 393 673 4A5.2omd 0.580 rtw 13.80 2724 64 0 883 1743 0 0 0 0 P 12C-09N 0.091 2.17 1.48 270 270 584 399 0 0 0 0 C 16B-30ad 0.032 0.76 1.75 1960 1960 1493 3428 247 247 188 432 F 22A-Ipm 1.180 28.08 0.00 1960 171 4802 0 247 24 660 0 6 c) AED exaraon 642 194 Envelope lossrgain 14402 13160 1883 1837 12 a) Infiltration 2060 820 283 113 b) Room ventilation 0 0 0 0 13 Internal gains Occupants@ 230 5 1150 2 460 Appl iancestother 2600 0 Subtotal (lines 6 to 13) 16461 17730 2166 2410 Less external load 0 0 0 0 Lesstransfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 16461 17730 2166 2410 151 Duct loads 118 % 21 % 2979 3687 18 % 21 % 392 501 Total room load 19441 21417 2557 2911 Air required (cfm) 953 953 125 130 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. i. wrlght ol't^ 2018-Jar,2510.0646 Rig ht-Sute®Unversa1201818.0.08RSU16877 Page op\TEMP PRINT\Lol076 Margate IIA LHG - NE.rtp Caic= MJ8 House faces. NE wrightsoft' Right-J® Worksheet Entire House One Stop Cooling and Heating Job: Lot 076 Margate II A LHG - NE Date: 09-29-2017 Byy. Mc/LM/BP Pfan: LHG 7225 Sandscove Corr. Suite 1. Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax (407) 629.9307 WebwwwOneStopCooling.com License: CAC032444 1 Room name IvIWIcl Kwc 2 Exposed well 12.5 It 3.5 It 3 Room height 9.3 It heat/cool 9.3 It heal/cool 4 Room dimensions 5.5 x 7.0 ft 5.5 x 3.5 If 5 Room area 38.5 IF 19.3 IF Ty Construction U-value Or HTM Area (fF) Load Area (IF) Load number Btuh4r-+F BtuhAF) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/PS Heat Cool 6 V I L-{ G 13A- 4ocs 0.143 ne 3.40 2.85 0 0 0 0 0 0 0 0 4A5- 2om 0.550 no 13.09 22.45 0 0 0 0 0 0 0 0 4A5. 2om 0.550 ne 13.09 22.45 0 0 0 0 0 0 0 0 13A- 4ocs 0.143 se 3.40 2.85 0 0 0 0 0 0 0 0 11 4A5-2om 0.540 se 12.85 14.73 0 0 0 0 0 0 0 0 4A5- 2om 0.550 se 13.09 21.71 0 0 0 0 0 0 0 0 4A5- 20m 0.550 se 13.09 13.17 0 0 0 0 0 0 0 0 11 DO 0.390 se 9.28 12.15 0 0 0 0 0 0 0 0 13A- 4ocs 0.143 9N 3.40 2.85 65 65 222 186 33 33 111 93 4A5- 2om 0.550 sw 13.09 21.71 0 0 0 0 0 0 0 0 4135- 21im 0.540 sw 12.85 1758 0 0 0 0 0 0 0 0 wJ 13A-4ocs 0.143 rrw 3.40 2.85 51 51 174 146 0 0 0 0 L- G 4A5.20m OS50 nw 13.09 22.45 0 0 0 0 0 0 0 0 4A5. 2omd 0.580 nw 13.80 27.24 0 0 0 0 0 0 0 0 P 12C-09N 0.091 2.17 1.48 0 0 0 0 0 0 0 0 C 1613-30ad 0.032 0.76 1.75 39 39 29 67 19 19 15 34 F 22A-tpm 1.180 28.08 0,00 39 13 351 0 19 4 98 0 6 c) AED exrursion 14 5 Envelope loss/gain 776 385 224 122 12 a) Infiltration 151 60 42 17 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Applianoes/ other 0 0 Subtotal ( lines 6 to 13) 927 444 266 139 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 927 444 266 139 15 1 Duct loads 18% 21 % 168 92 18 % 21 / 48 29 Total room load 1094 537 314 168 Air required (dm) 54 24 15 7 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. r*- 2018-Jan-2510:06:46 Right- Suteg.Universal 201818.0.08RSU16877 Paget op`, TEMP PRINTTLo1076 Margate IIA LHG - NE.rup Calc- Ml8 House faces: NE P- wrightsoftc Right-J® Worksheet Entire House One Stop Cooling and Heating Job: Lot 076 Margate II A LHG - NE Date: 09-29-2017 Byy. MC/LM/BP Pfan: LHG 7225 Sandscove Court.. Sute 1. Winter Park. FL 32792 Prone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wmuOneStopCoolirg.com License: CAC.032444 1 Room name MBTH MWIC2 2 Exposed well 9.0 It 0 It 3 Room height 9.3 If heaVcool 9.3 It heat/000l 4 Room dimensions 1.0 x 91.4 It 1.0 x 52.1 It 5 Room area 91.4 ft2 52.1 IF Ty Construction U-value Or HTM Area (#I) Load Area (tt2) Load number BNhi!F-+F BtuhtW) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/PcS Heat Cool 6 GG 13A-4ocs 0.143 ne 3.40 2.85 0 0 0 0 0 0 0 0 4A5-2om 0.550 ne 1109 22.45 0 0 0 0 0 0 0 0 4A5.2om 0 550 ne 13.09 22.45 0 0 0 0 0 0 0 0 13A-4ocs 0.143 se 3.40 2.85 0 0 0 0 0 0 0 0 11 4A5-2om 0.540 se 12.85 14.73 0 0 0 0 0 0 0 0 4A5-2om 0S50 se 13.09 21.71 0 0 0 0 0 0 0 0 4A5.2om 0.550 se 13.09 13.17 0 0 0 0 0 0 0 0 11 DO 0.390 se 9.28 12.15 0 0 0 0 0 0 0 0 13A-4ocs 0.143 sw 3.40 2.85 84 78 264 222 0 0 0 0 4A5-2om ES sw 13.09 21.71 0 0 0 0 0 0 0 0 485-21m 0.540 sw 12.85 17.58 6 4 77 105 0 0 0 0 VVVjjj!!! 13A-4ocs 0.143 nw 3.40 2.85 0 0 0 0 0 0 0 0 4A5-2om OS50 nw 13.09 22.45 0 0 0 0 0 0 0 0 4A5-2omd 0S80 nw 13.80 2724 0 0 0 0 0 0 0 0 P 12C-09m 0.091 2.17 1.48 0 0 0 0 0 0 0 0 C 166-30ad 0.032 0.76 1.75 91 91 70 160 52 52 40 91 F 22A-tpm 1.180 28.08 0.00 91 9 253 0 52 0 0 0 6 c) AED excursion 36 3 Envelope losstgain 664 523 40 88 12 a) Infiltration 108 43 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 772 566 40 88 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 772 566 40 88 15 Duct loads 1 180% 21% 140 118 18% 21% 71 18 Total room load 912 683 47 107 Air required (cfm) 45 30 2 5 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. r'}+ wrfgtitsolPtp 2018-Janr2510:0646 Right-SUteSUniversal 2018 18.0.08 RSU16877 Page 3 op\TEMP PRIN11Lot 076 Margate IIA LHG - NE.r p Calc - MJ8 House faces: NE 9 - wrightsoft- Right-J® Worksheet Entire House One Stop Cooling and Heating Job: Lot 076 Margate II A LHG - NE Date: 09-29-2017 By. MC/LM/BP Plan: LHG 7225 Sardscove Coot. Sute 1, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax. (407) 629 - 9307 Web wmu0neStopCootirg.com License: CAGO32444 1 Room name FAM CAFE 2 Exposed well 33.0 It 9.0 It 3 Room height 9.3 ft heaticool 9.3 ft heat/mol 4 Room dimensions 1.0 x 294.0 It 17.5 x 9.0 it 5 Room area 294.0 t12 157.5 IF Ty Construction U-value Or HTM Area (ft?) Load Area (112) Load number BtuhAt +- BtuhM2) or perimeter (it) Btuh) or perimeter (it) Btuh) Heat Cool Gross N/P/S Heat Cool Gross NPiS Heat Cool 6 Iq/ t-_ 13A-4ocs 0.143 ne 3.40 2.85 149 149 506 425 84 54 184 154 4A5-2om 0.550 ne 13.09 22.45 0 0 0 0 15 0 191 327 4A5-2om 0.550 ne 13.09 2.2.45 0 0 0 0 15 0 196 337 13A-4ocs 0.143 se 3.40 2-95 0 0 0 0 0 0 0 0 11 4A5-2om 0.540 se 12.85 14.73 0 0 0 0 0 0 0 0 4A5-2om 0.550 se 13.09 21.71 0 0 0 0 0 0 0 0 4A5.2om 0.550 se 13.09 13.17 0 0 0 0 0 0 0 0 11 DO 0.390 se 928 12.15 0 0 0 0 0 0 0 0 13A-4ocs 0.143 sw 3.40 2.85 0 0 0 0 0 0 0 0 4A5.2om 0.550 sw 13.09 21.71 0 0 0 0 0 0 0 0 4135.21m 0.540 sw 12.85 17.58 0 0 0 0 0 0 0 0 13A-4ocs 0.143 nw 3.40 2.85 158 94 320 268 0 0 0 0 4A5-2om 0.550 nw 13.09 22.45 0 0 0 0 0 0 0 0 L-( 4A5.2omd 0.580 nw 13.80 2724 64 0 883 1743 0 0 0 0 P 12C-09rt 0.091 2.17 1.48 0 0 0 0 0 0 0 0 C 166-30ad 0.032 0.76 1.75 294 294 224 514 158 158 120 275 F 22A-Ipm 1.180 28.08 0.00 294 33 927 0 158 9 253 0 6 c) AED excursion 456 36 Envelope lossrgain 2861 3406 9" 1058 12 a) Infiltration 397 158 108 43 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliancusrother 900 0 Subtotal (lines 6 to 13) 3258 4464 1053 1101 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 3258 4464 1053 1101 15 Dud loads 18 % 21 / 590 928 18% 21 % 191 229 Total room bad I 3848 5393 1 1 1243 1330 Air required (dm) 189 240 61 59 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. fi- wrlgNtsott^ 2018-Jan2510:06.46 AC-56, Rign-Sute6 Unversal 2018 18.0.08 RSU16877 Page 4 op\TEMP PRINTLot 076 Margate IIA LHG- NE.rulo Calc = MJ8 House faces: NE w- wrightsoft Right-J® Worksheet Entire House One Stop Cooling and Heating Job: Lot 076 Margate II ALHG - NE Date: 09-29-2017 OrByy. MC/LM/BP in: LHG 7225 Sardscove Corr!, Suite 1, Winter Park. FL 32792 Prone: (4071629 - 6920 Fax: (407) 629 - 9307 Web: wmuOneStopCooling.com License: CA0032444 1 Room name BTH2 WIC3 2 E) posed wall 0 If 0 It 3 Room height 9.3 It heat/000l 9.3 It heat(cool 4 Room dimensions 6.0 x 9.5 R 4.0 x 6.0 It 5 Room area 57.0 ttz 24.0 f12 Ty Construction U-value Or HTM Area OF) Load Area (It2) Load number BtuW- T) BtuhW) or perimeter (tt) BWh) or perimeter (tt) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 Val 13A-4ocs 0.143 ne 3.40 2.85 0 0 0 0 0 0 0 0 4A5-2om 0-950 ne 13.09 22.45 0 0 0 0 0 0 0 0 LAG 4A5-2om 0SW ne 13.09 22.45 0 0 0 0 0 0 0 0 13A4ocs 0. 143 se 3.40 2.85 0 0 0 0 0 0 0 0 11 4A5- 2om OS40 se 12.85 14.73 0 0 0 0 0 0 0 0 4A5-2om O550 se 13.09 21.71 0 0 0 0 0 0 0 0 4A5-2om 0.550 se 13.09 13.17 0 0 0 0 0 0 0 0 11 DO 0.390 se 9.28 12.15 0 0 0 0 0 0 0 0 13A-4ocs 0.143 sw 3.40 2.85 0 0 0 0 0 0 0 0 4A5-2om 0.550 sw 13.09 21.71 0 0 0 0 0 0 0 0 4135.211m O-w sw 1285 17.58 0 0 0 0 0 0 0 0 13A-4ocs 0.143 nw 3.40 2.85 0 0 0 0 0 0 0 0 4A5-2om 0.550 nw 13.09 22.45 0 0 0 0 0 0 0 0 4A5-2omd 0.580 nw 13.80 2724 0 0 0 0 0 0 0 0 P 12C- Osw 0.091 2.17 1.48 0 0 0 0 0 0 0 0 C 168. 30ad 0.032 0.76 1.75 57 57 43 100 24 24 18 42 F 22A- Ipm 1.180 28.08 0.00 57 0 0 0 24 0 0 0 6 c) AED excursion 3 1 Envelope loss/ gain 43 97 18 41 12 a) Infiltration 0 0 0 0 b) Room ventilation 0 0 0 O 13 Internal gains: OccupantsQa 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 131 43 97 18 41 Less e) demal load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 7 17 0 0 14 Subtotal 51 113 18 41 15 Duct loads 118 % 21%1 9 24 181% 21 % 3 8 Total room load 60 137 22 49 Air required ( dm) 3 6 1 2 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 44a- 2018- Jarr2510:0646 Right-SuteSUriversal201818. 0.08RSU16877 Pages op\TEMP PRINTLot 076 Margate IIA LHG - NE.rrp Calc = MJ8 House faces: NE 9- wrightsoft, Right-J® Worksheet Entire House One Stop Cooling and Heating Job: Lot 076 Margate II A LHG - NE Date: 09-29-2017 Byy. MC/LM/BPBrLHG 7225 Sandscove Court. Sute 1, Winter Park FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOneStopCooling.com License: CAGO32444 1 Room name BED3 KIT 2 Exposed well 125 ft 11.5 ft 3 Room height 9.3 ft heattood 9.3 It heattcool 4 Room dimensions 1.0 x 164.0 ft 1.0 x 202.0 ft 5 Room area 164.0 ftz 202.0 ftz Ty Construction U-value or HTM Area (ft2) Load Area OF) Load number BNh/ftL°F) BWhV) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 1qJ 13A-4ocs 0.143 ne 3.40 2.85 0 0 0 0 107 107 364 305 4A5-2om 0.550 no 13.09 22.45 0 0 0 0 0 0 0 0 4A5-2om 0550 ne 13.09 22.45 0 0 0 0 0 0 0 0 13A-flocs 0.143 se 3.40 2.85 0 0 0 0 0 0 0 0 11 4A5-2om 0.540 se 12.85 14.73 0 0 0 0 0 0 0 0 4A5-2om 0550 se 13.09 21.71 0 0 0 0 0 0 0 0 4A5-2om 0550 se 13.09 13.17 0 0 0 0 0 0 0 0 11 DO 0.390 se 928 12.15 0 0 0 0 0 0 0 0 13A-4ocs 0.143 9N 3.40 2.85 116 101 345 289 0 0 0 0 4A5-2om 0.550 9N 13.09 21.71 15 2 196 326 0 0 0 0 4135-2fm 0.540 sv 1285 1758 0 0 0 0 0 0 0 0 13A-4oes 0.143 nw 3.40 2,85 0 0 0 0 0 0 0 0 4A5-20m 0.550 nw 13.09 22.45 0 0 0 0 0 0 0 0 4A5-2omd 0.580 r1w 13.80 2724 0 0 0 0 0 0 0 0 P 12c-0sw 0.091 2.17 1.48 0 0 0 0 0 0 0 0 C 166-30ad 0.032 0.76 1.75 164 164 125 287 202 202 154 353 F 22A-tpm 1.180 28.08 0.00 164 13 351 0 202 12 323 0 6 c) AED excursion 83 60 Envelope lossigain 1017 984 841 598 12 a) Infittration 151 60 139 55 b) Room ventilation 0 0 0 0 13 Internal gains Occupants@ 230 1 230 0 0 Appliancestother 0 1200 Subtotal (lines 6 to 13) 1167 1274 979 1853 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 9 21 171 166 14 Subtotal 1177 1295 1150 2020 15 Dud loads 181/. 21% 213 269 18% 21% 208 420 Total room load 1390 1564 1358 2440 Air required (cfm) 68 70 67 109 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wr ghtsoTt 2018-Jan-2510:06.46 A^C Right-Sute®Unversa1201818.0.08RSU16877 Page op\TEMP PRIN-RLot 076 Margate IIA LHG - NE.r p Calc= MJ8 House faces NE wrightsoft, Right-JO Worksheet Entire House One Stop Cooling and Heating Job: Lot 076 Margate II ALHG - NE Date: 09-29-2017 Byy. MC/LM/BP Pfan: LHG 7225 Sardscove Court. Suite 1. Wirrter Park, FL 32792 Phone: (407) 629 -6920 Fax (407) 629 - 9307 Web: wawOneStopCoolirg.com License: CAC032444 1 Room name BED2 AC 2 Exposed Hell 13.0 ft 0 ft 3 Room height 9.3 It heat/cool 9.3 It heat/cool 4 Room dimensions 1.0 x 164.0 It 3.5 x 3.5 It 5 Room area 164.0 fit 12.3 ft2 Ty Construction U-value Or HTM Area (tt2) Load Area (ft) Load number BNFN +z BNh/W) or perimeter (ft) BAth) or perimeter (ft) Btuh) Heat Cool Gross NF/S Heat Cool Gross N/P/S Heat Cool 6 I-GG 13A-4ocs 0.143 ne 3.40 2.85 0 0 0 0 0 0 0 0 4A5-2om 0-950 ne 13.09 22.45 0 0 0 0 0 0 0 0 4A5-tom 0 5% ne 13.09 22.45 0 0 0 0 0 0 0 0 13A-4ocs 0.143 se 3.40 2.85 0 0 0 0 0 0 0 0 11 4A5-2om 0.540 se 12.85 14.73 0 0 0 0 0 0 0 0 4A5.2om 0.650 se 13.09 21.71 0 0 0 0 0 0 0 0 4A5-2om 0 550 se 13.09 13.17 0 0 0 0 0 0 0 0 11 DO 0.390 se 9.28 12.15 0 0 0 0 0 0 0 0 13A-4oes 0.143 9N 3.40 2.85 121 106 360 302 0 0 0 0 4A5-2om 0.550 sw 13.09 21.71 15 2 196 326 0 0 0 0 4B5-21m O.540 9N 1285 17.58 0 0 0 0 0 0 0 0 13A-4ocs 0.143 nw 3.40 2.85 0 0 0 0 0 0 0 0 4A5-2om 0.650 nw 13.09 22.45 0 0 0 0 0 0 0 0 4A5-2omd 0.580 now 13.80 2724 0 0 0 0 0 0 0 0 P 12C-0s•N 0.091 2.17 1.48 135 135 292 199 0 0 0 0 C 166-30ad 0.032 0.76 1.75 164 164 125 287 12 12 9 21 F 22A-tpm 1.180 28.08 0.00 164 13 365 0 12 0 0 0 6 c) AED excursion 76 1 Envelopeloss/gain 1339 1190 9 21 12 a) Infiltration 157 62 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 1 230 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 11495 1482 91 21 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 92 116 9 21 14 Subtotal 1588 1598 0 0 15 Duct loads 18% 21 % 287 332 18% 21 / 0 0 Total room load 1875 1931 0 0 Air required (dm) 92 86 0 0 Calculations approved by ACCA to meet all requirements of Manual J &h Ed. wrlghiaaTt^ 2018-Jan-25 10:06.46 Right-SUteSUrrversal2018 16.0.08 RSU16877 Page 7 op'SEMP PRINT1Lot 076 Margate IIA LHG - NE.rup Calc= MJ8 House faces: NE wrightsoft Right-J® Worksheet Entire House One Stop Cooling and Heating Job: Lot 076 Margate II A LHG-NE Date: 09-29-2017 Byy. MC/LM/BP Ptan: LHG 7225 Sandscove Coot, Sute 1. Winter Park, FL 32792 P1nne: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOneStopCooling.com License: CAG032444 1 Room name H1 PAN 2 Exposed hell O ft O ft 3 Room height 9.3 If heat/cool 9.3 it heat/cool 4 Room dimensions 1.0 x 45.3 It 1.0 x 22.0 It 5 Room area 45.3 ff2 22.0 tV Ty Construction U-v'alue Cr HTM Area 0111) Load Area (111) Load number BtuhM -°r-) BtuhR6) or perimeter (ft) BWh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross NP/S Heat Cool 6 Vj/ 13A-4ocs 0.143 ne 3.40 2.85 0 0 0 0 0 0 0 0 4A5-2om 0S50 ne 13.09 22.45 0 0 0 0 0 0 0 0 4A5-2om 0550 ne 13.09 22.45 0 0 0 0 0 0 0 0 13A-4ocs 0.143 se 3.40 2.85 0 0 0 0 0 0 0 0 11 4A5-2om 0.540 se 12.85 14.73 0 0 0 0 0 0 0 0 4A5-2om 0.550 se 13.09 21.71 0 0 0 0 0 0 0 0 4A5-2om 0-950 se 13.09 13.17 0 0 0 0 0 0 0 0 11 DO 0.390 se 9.28 12.15 0 0 0 0 0 0 0 0 13A-4ocs 0.143 sw 3.40 2.85 0 0 0 0 0 0 0 0 4A5.2om 0550 SN 13.09 21.71 0 0 0 0 0 0 0 0 485-2hn 0.540 sw 12.85 1758 0 0 0 0 0 0 0 0 1qJ 13A-4ocs 0.143 nw 3.40 2.85 0 0 0 0 0 0 0 0 4A5-2om 0.550 nw 13.09 22.45 0 0 0 0 0 0 0 0 I GG 4A5.2omd 0.580 nw 13.80 27.24 0 0 0 0 0 0 0 0 P 12C-Osry 0.091 Z17 1.48 0 0 0 0 0 0 0 0 C 168-30ad 0.032 0.76 1.75 45 45 34 79 22 22 17 38 F 22A-tpm 1.180 28.08 OAO 45 0 0 0 22 0 0 0 6 c) AED excursion 2 1 Envelope lossigain 34 77 17 37 12 a) Infiltration 0 0 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants@a 230 0 0 0 0 Applianceslother 0 0 Subtotal (lines 6 to 13) 34 77 17 37 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 34 77 364 308 14 Subtotal 0 0 381 345 Dud loads 118% 21 % 0 0 18 % 21 % 69 72 r Total room load 0 0 450 417 Air required (dm) 0 0 22 19 Calculations approved by ACCA to meet all requirements of Manual J &h Ed. F'w- 2018-Jan-2510:0646 Right-Sute® Unversal 2018 18.0.08 RSU16877 Page 8 op\TEMP PRINT\Lot 076 Margate IIA LHG - NE.np Calc = MJ8 House faces: NE wrightsoft` Right-J® Worksheet Entire House One Stop Cooling and Heating Job: Lot 076 Margate 11 ALHG - NE Date: 09-29-2017 Byy. MC/LM/BP Pfan: LHG 7225 Sardscove Gown. Sute 1, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOneStopCooling.com License: CAC032444 1 Room name DROP FOY 2 Exposed Hell 0 It 6.5 It 3 Room height 9.3 It heat/cool 9.3 It heatJ000l 4 Room dimensions 1.0 x 36.3 ft 1.0 x 100.8 It 5 Room area 36.3 W 100.8 w Ty Construction U-value Or HTM Area (ftz) Load Area (ft') Load number Btuw+) Btuh/Ilz) or perimeter (ft) BWh) or perimeter (ft) Btuh) Heat Cool Gross NIPS Heat Cool Gross NiP/S Heat Cool 6 1ql 13A-4ocs 0.143 ne 3.40 2.85 0 0 0 0 0 0 0 0 4A5-2om 0.550 ne 13.09 22.45 0 0 0 0 0 0 0 0II_-G 4A5-2om 0.550 ne 13.09 22.45 0 0 0 0 0 0 0 0 13A-4ocs 0.143 se 3.40 2.85 0 0 0 0 60 27 92 77 11 4A5-2om 0.540 se 12.85 14.73 0 0 0 0 9 9 120 138 4A5-2om 0.550 se 13.09 21.71 0 0 0 0 0 0 0 0 4A5-2om 0.650 se 13.09 13.17 0 0 0 0 0 0 0 0 11 DO 0.390 se 928 12.15 0 0 0 0 24 24 223 292 13A-4ocs 0.143 9N 3.40 2.85 0 0 0 0 0 0 0 0 4A5-2on 0.550 sw 13.09 21.71 0 0 0 0 0 0 0 0 485-21m 0.540 9ni 1285 17.58 0 0 0 0 0 0 0 0 13A-4ocs 0.143 rry 3.40 2.85 0 0 0 0 0 0 0 0 4A5-2om 0.550 nw 13.09 22.45 0 0 0 0 0 0 0 0 P 4A5.2omd 12C-Osw 0-80 0.091 rrN 13.80 2.17 2724 1.48 0 37 0 37 0 81 0 55 0 98 0 98 0 211 0 144 C 1613-30ad 0.032 0.76 1.75 36 36 28 63 101 101 77 176 F 22A-?pm 1.180 28.08 0.00 36 0 0 0 101 7 183 0 6 c) AED exoursion 4 27 Envelopeloss/gain 108 115 906 800 12 a) Infiltration 0 0 78 31 b) Room ventilation 0 0 0 0 13 Internal gains: Oocupants@ 230 0 0 0 0 Applianoes/other 0 0 Subtotal (lines 6 to 13) 108 115 984 831 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistributon 108 115 984 831 14 Subtotal 0 0 0 0 15 Duct loads 18 % 21 % 0 0 18 % 21 % 0 0 Total room load 0 0 0 0 Air required (dm) 0 0 0 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Id- wrlghtsoft^ 2018-Jarr25 10.06.46 cA Rig Ft-SuteS Unversal 2018 18.0.08 RSU16877 Page 9 op\TEMP PRINrLot 076 Margate IIA LHG - NE.np Calc = MJ8 House faces: NE 9- wrightsoft` Right-JO Worksheet Entire House One Stop Cooling and Heating Job: Lot 076 Margate II A LHG - NE Date: 09-29-2017 By. MC/LM/BP Plan: LHG 7225 Sand scove Cant, Stile 1. W inner Park, FL 32792 Plane: (407)629 - 6920 Fax: (407) 629 - 9307 Web wwwOneStopCoolirg.com Llcerse: CAC032444 1 Room name Study LAUN 2 Exposed well 31.0 It 6.0 It 3 Room height 9.3 It heat/cool 9.3 It heat/cool 4 Room dimensions 14.5 x 115 It 11.0 x 6.0 It 5 Room area 166.8 IF 66.0 111 Ty Construction U-value Or HTM Area Or) Load Area (ftz) Load number Btuh4t-°F) BWhft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/5 Heat- Cool Gross N/P/S Heat Cool 6 1qJ 13A-4ocs 0.143 ne 3.40 2,85 107 107 364 305 56 56 190 159 4A5-2om 0.550 ne 13.09 2-2.45 0 0 0 0 0 0 0 0 L_CC 4A5-2om 0.550 ne 13.09 22.45 0 0 0 0 0 0 0 0 13A-flocs 0.143 se 3.40 2.85 135 105 357 299 0 0 0 0 11 4A5-2om 0.540 se 12.85 14.73 0 0 0 0 0 0 0 0 4A5-2om 0.550 se 13.09 21.71 15 2 196 326 0 0 0 0 4A5-2om 0.550 se 13.09 13.17 15 15 196 198 0 0 0 0 11 DO 0.390 se 9.28 12.15 0 0 0 0 0 0 0 0 13A-4ocs 0.143 9N 3.40 2.85 47 47 158 133 0 0 0 0 4A5-2om 0.550 9N 13.09 21.71 0 0 0 0 0 0 0 0 485-21m 0.540 9N 1 a85 17.58 0 0 0 0 0 0 0 0 13A-4ors 0.143 r1w 3.40 2.85 0 0 0 0 0 0 0 0 4A&2om 0S50 rrw 13.09 22.45 0 0 0 0 0 0 0 0 4A5-2omd 0.580 rtw 13.80 27.24 0 0 0 0 0 0 0 0 P 12C-09N 0.091 2.17 1.48 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.76 1.75 167 167 127 292 66 66 50 115 F 22A-Ipm 1.180 28.08 0.00 167 31 871 0 66 6 169 0 6 c) AED excursion 19 25 Envelope loss/gain 2269 1533 409 249 12 a) Infiltration 373 149 72 29 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 1 230 0 0 Appliancestother 0 500 Subtotal (lines 6 to 13) 2643 1912 481 778 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 364 308 128 108 14 Subtotal 3007 2219 609 886 15 Dud loads 118% 21% 544 462 18% 21% 110 184 Total room load 3552 2681 719 1070 Air required (dm) 174 119 35 48 Calculations approved by ACCA to meet all reauirements of Manual J 8th Ed wrightsol°t ' 2018-Jar> 25 10.06 46 Rigftf-Sute®Unversal2018 18.0.08 RSU16877 Page 10 op\TEMP PRINT1Lot 076 Margate IIA LHG - NE.rup Calc= MJ8 House faces' NE Duct System Summary Job: Lot076 Margate II ALHG wrightsoft, Date: 09-29-2017 Entire House BY MC/LM/BP One Stop Cooling and Heating Plan: LHG 7225 Sandsmve Coot, Sute 1, Witter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOneStopCooling.com License: CAC032444 For: Park Square Homes 3924 Night Heron Drive, Sanford, FL External static pressure Pressurelosses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 0.50 in H2O 0.16 in H2O 0.34 in H2O 0.170 / 0.170 in H2O 0.213 in/100ft 953 cfm 160 Cooling 0.50 in H2O 0.16 in H2O 0.34 in H2O 0.170 / 0.170 in H2O 0.213 in/100ft 953 cfm Name Design Btuh) Htg cfm) Gg cfm) Design FIR Diam in) H x W in) Dud Mal Actual Ln (ft) Ftg.Egv Ln (ft) Trunk BED2 h 1875 92 86 0.282 6.0 ax 0 VIFx 15.4 105.0 st1 BEDS c 1564 68 70 0.298 6.0 ax 0 VIFx 14.1 100.0 st1 6TH2 C 137 3 6 0.408 4.0 ax 0 VIFx 8.4 75.0 CAFE h 1243 61 59 0.386 5.0 ax 0 VIFx 18.2 70.0 FAM C 5393 189 240 0.345 8.0 Ox 0 VIFx 23.5 75.0 Krr C 2440 67 109 0.420 6.0 Ox 0 VIFx 11.0 70.0 LAUN C 1070 35 48 0.342 4.0 ax 0 VIFx 19.5 80.0 MBED C 2911 125 130 0.233 7.0 ax 0 VIFx 31.0 115.0 st2 MBTH h 912 45 30 0.220 4.0 ox 0 VIFx 29.7 125.0 st2 MWC h 314 15 7 0.225 4.0 ax 0 VIFx 30.9 120.0 st2 MWIC1 h 1094 54 24 0.213 4.0 ax 0 VIFx 34.9 125.0 st2 MWIC2 c 107 2 5 0.231 4.0 ax 0 VIFx 32.2 115.0 st2 PAN h 450 22 19 0.407 4.0 ax 0 VIFx 13.6 70.0 stwy h 3552 174 119 0.313 7.0 Ox 0 VIFx 23.6 85.0 WIC3 c 49 1 2 0.288 4.0 Ox 0 VIFx 18.2 100.0 sti Trunk Htg Clg Design Veloc Diam H x W Dud Name Type Cfm) Cfm) FIR fpm) in) in) Material Trunk st2 PeakAVF 242 196 0.213 547 9.0 0 x 0 VinIFIX st1 st1 PeakAVF 403 354 0.213 738 10.0 0 x 0 VinlFlx Bokll4taf)c vakaes have been marwr W ovenkWen wrightsoft" 2018-Jarr2510:06:47 16` --1-'--.--'-."._-'RigYi-Sute®Uriversal2018 18.0.08 RSU16877 Page 1 MCA ...opJEMP PRINTTLot 076 Margate IIA LHG - NE.rLp Calc = MJ8 House faces' NE Return Branch Detail Table Name Grille Size (in) Htg cfm) Clg cfm) TEL ft) Design FR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Mad Trunk rb2 Ox 0 953 953 0 0 0 0 Ox 0 VIFx wrightsoft- Right-Suter Urlversal 2018 18.0.08 RSU16877 ACCK op\TEMP PRINT\Lot 076 Margate IIA LHG - NE.rtp Calc= MJ8 House faces: NE 2018-Jar,25 10:06:47 Page 2 Static Pressure and Friction Rate Job: Lot 076 Margate II ALHG wrightsoft¢ Date: 09-29-2017 Entire House By. MC/LM/BP One Stop Cooling and Heating Plan: LHG 7225 Sandscove Court, Sute 1, W ir&er Park FL 32792 Pore: (407j 629 - 6920 Fax: (407j 629 - 9307 Web: wwwOneStopGoolirg.com License: CAC032444 For: Park Square Homes 3924 Night Heron Drive, 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 Return ft) ft) Measured length of run -out 9 0 Measured length of trunk 25 0 Equivalent length of fittings 125 0 Total length 160 0 Total effective length 160 Friction Heating Cooling i n/100ft) i n/100ft) Supply Ducts 0.213 > 0.18 0.213 > 0.18 Return Ducts 0.213 > 0.18 0.213 > 0.18 Fitting Equivalent LengthD- Supply 4X=35, 11 A=20, 11 G=5, 11 G=5, 11 A=20, 1 A=35, 11 G=5: TotalEL=125 Return TotalEL=O wrightsoft, 2018-Jan-2510:06:47 v_ .....,.,., Right-Sut&SUrsversa12018 18.0.08 RSU16877 Page 1 op1TEMP PRINTLof 076 Margate IIA LHG - NE.rLp Calc = W8 House faces: NE Level 1 8x4 MWIC1 54 dm 8x4 15 cfm MBED VTR 4 10x8 130 dm 7 8x4 45cfm' i 4" 16x 16 FAM EF1 VTR 5drn 8x4x4 MBTH M 14„ 10X101w 240 dm 10x6 8x4 68dm 2cfm 16x 16 9' BTH2 8" IC3 F1 VTR BED3 4 " El6" CAFE 1 0x 10 8x4 6 dm 10x6 71 dm lox 10 8" T 5" 4" Hi 10" 6" 10x6 x18 6° 109cfm 12 x 12 BED2 KIT 4 " 8x4 10x6 22 cfm 92 dm 4 " PA8x4 DV VTW PAN 35 dm DROP 4 LALIN 7„ EF1 = 50 CFM Fan 8x4 FOYEF2 = 80 CFM Fan EF3 =110 CFM Fan EFL1 = 50 CFM Fan EFL2 = 80 CFM Fan EFL3 =110 CFM Fan VTR = Vent to Roof GARAGEVTW = Ventto Wall DV = Dryer Vent RV = Range Vent Lineset Chase Condensate Thermostat 18/8 SRB = Small Reduction Box LRB = Large Reduction Box FBB = Field Built Box 10x8 174 dm Study p/)It i- syu44(x h"r LAAA) 3f J Se'Cs G W[ 1. .--, G 3 L r RI (-01: IL ) ('( )P )l DESCRIPTION AS FURNISHED: Lot 76, 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 LOT 75 1 1 1 S 89443'03" W 117.58' NIGHT HERON ID.RI VT PRIVATE ROAD) R/W VARIES) 5' UTIL. ESMT. Nf- - F C SLDG. PAD PfR(CINL PLAN I I 39.33' I I I I v I I I 152.81' I I ' J• 0 '' fie• yS. 0. o y N w e R o I I .,° ,9 e• I n COV'D. I IYrn ENTRY ai Gv J.0'Sx0' A/C I I 0 5 O ti O 20i28' LOT 76 L K. 9DG. PAO PER CML PLAN_1 — 1 — — — — — — 20.14' — — — — — — - 1o' WALL EASEMENT I- I R SETBACKS AS FURNISHED FRONT 25'(') REAR = 20. SIDE - 5' (40' LOT) 7.5' (60' LOT) 10' (75' LOT) SIDE STREET Q 25' (60' & 75' LOT) 15' (40' LOT) 25' FRONT SETBACK CAN BE REDUCED TO 20' ON CERTAIN LOTS. NO MORE THAN 2) IN SUCCESSION AT 20' AND A MINIMUM OF (2) IN SUCCESSION AT 25' PROPOSED - FINSHED SPOT GRADE ELEVATIONS PER ORAINACE PLANS PROPOSED DRAINAGE FLOWy6 LOT GRADING TYPE A MOD PROPOSED F.F. PER PLANS = 22.6' Q S 89052'08 " W 99.50, TRACT D LANDSCAPE BUFFER 10.27' LOT 77 v Cr co cri 2 z 0 D=28039'25 R=61.00' L=30.51 ' C=30.19' CB=S 48027'06" E 10' UTIL. ESMT. f - P.C. D=27'30'08" R-61, 00' L-29.28' LOT 77 ZOIN! . NJ A'T Ok to construct single family home with setbacks and impervious area shown on plan. 2.5. 51. mP. R6co VViarga.+e iI -A 1 Cr L PLOT PLAN ONLY PLOT PLAN AREA CALCULATIONS NOT A SURVEY FLATWORK ON/OFF LOT TOTAL t SQUARE FEET DRIVE 773191 - 864 t SQUARE FEET WALKS 146128 - 174 t SQUARE FEET SOD 11.449143-11.492 # SQUARE FEET NOTE FRONT SIDEWALK AND STREET LOCATION TAKEN FROM I CRUS..'MVEj R-SCOTT & ASSOC., INC. - LAN.D SURV'YORS P PLAT F FIELD IP. IRON PIPE I I ROD C.M. COONNCREE FbAMENT SET LR. 1/2, lit. •/OLD 4596 REC. RECOVERED PAR. POINT OF MIMING PAC. POINT OF COMO CEMENT ELD CENTERUNE H NA1LD M R/W RIGHT-OF-WAY MT. EASEMENT DRAM. DRAINAGE UTIL. UTILITY EVIMWOENCEFODF' C/o CONCRETE DLOCM P.C. POINT OF CURVATURE P.T. POINT OF TANGENCY DcSC. RADIU``YPT1m1 L ARC FAGTH CC.S. CHORDCHORD DCARING MG NATURAL GRADE 14,816 t SQUARE FEET FLATWORK FOUNDATION/PAD 2,359 f SQUARE FEET REAR PATIO 104 f SQUARE FEET FRONT PORCH DECK 94 t SQUARE FEET POOL DECK N/A t SQUARE FEET INS PROVIDED BY CLIENT • NOT FIELD VERIFIED • A POINT 5400 E. COLONIAL DR, RLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436LINE PAC. P,CG POMN OF Rev%]4c CURVATUREPOINTOFCQHP0IMDCURVATURE I. THE UNOERSIGIIEO DOES HEREBY CEITIIFY MAT THIS Smcr MEETS ME STANDARDS OF PRACDCE SET FORM BY ME FLOMOA B4AR0 OF RAL RADIAL PROFESSIONAL SURKYOR3 AND MAPPERS IN CHAPTER SJ-17 FLORKM ADMW137MARVE COOS PURSUANT TO SWIION 472.027. FLORIDA STATUES MA HON-RADIAL 2. UNLESS EMBOSSED WITH SURVEYORS SIG NITINE AND ORIGINAL RAISED SEAL. THIS SURVEY AAP OR COPIES ARE NOT VAUD. V.P. WITNESS POD, 3. THIS SURVEY WAS PREPARED FROM TITLE W Oft#AT10N AJRMSHED TO THE SURVEYOR. THERE MAY BE OTHER RESTRICTIONSCALQCALCULATEDOREANNINTSMTAFFECTTHISPROPERTY. PAKFF. PERMANENT RVERENCE MONUMENT QIrINURISHANOOEA 4. NO UNOERCROUM A"OVEM&M RAW BEEN LOCATED tffd= OMEIMM SHOWM DSL. S WRACKORRK LINE S. THIS SWAY IS PREPARED MR THE SOLE 004M OP THOSE CERI PM 70 AND SHOULD NOT BE RD" UPON BY ANY OTHER CHM.. Dx BE USEDTO RECON^TRUCT BOUNOIRY LINES. DA D.A BASE DCARINGBASEWAR 7 SEARIN BM ARE AMMED AS MUSE BfA W &) 8. ELEVATIONS; F SHOWN. ARE BASED ON NATIONAL GEODEM VIDWAL OA1UA/ OF IS", UNLESS OTHERWISE NOTED. 9. COUVIGATE OF AUTHORIZATION No. 459C T) NORTH CEIMF1E0 BY. RENR. SiSCOTT. S,4714LS / 4801JAI SCALE R•--_— 1' . 30' --t 1 DRAWN Or "' 1 PLOT PLAN 01-22-2078 PLOT PLAN 03-23-2018 IDER No. 382- 18 1842- I8 THIS BUILDING\PROPERTY DOES NOT LIVE WITHIN THE ESTABLISHED 100 YEAR F1000 PLANE AS PER FIRM' ZONE X. MAP / 12117CO09OF (09-28-07) r.L1C11CUtt=: rtarcri JuUAtQ!; YLAX ATE it 1, 966SF.rrr j Lighting and Small Appliance/Laundry Circuits Floor Area SmAppNo LaundNo Line Neutral 1966 2 1 Lighting Summary Standard 5,589 5,589 Optional 10,398 5,589 I 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 i Dryers Dryer No. No? Nameplate Line Neutral's 2 0 3 0 Dryer Summary Standard 5,000 3,500 # 14 Optional 5,000 3,500 Heating and Cooling: Actual Number = 1 Name M? Ph No Amps Volts VA HP Line Neutral 1 M 1 1 22.0 240 5,280 0 1 M 1 1 2.0 240 480 0 1 M 1 1 5.0 240 1,200 0 1 1 1 1 22 240 1 5,280 0 Meat/Cool Summary Standard 12,240 0 Optional 12,240 0 Fixed Appliances: Actual Number = 6 Name M? Ph No Amps Volts VA HP Line Neutral DISP 1 1 120 600 600 600 DISH 1 1 120 1200 1,200 1,200 MICRO 1 1 120 1200 1,200 1,200 WH 1 1 18.5 240 4,440 0 OPT POOL 1 1 10 240 2,400 0 OPT POOL HEAT 1 1 31 240 7,440 0 Fixed Appliance Summary Standard 12,960 2,250 Optional 17,280 2,250 Other Appliances: Actual Number = 0 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 1 22 240 Heat/Cool Phase Amps Volts 1 22 240 i' Fixed Appl. Phase Amps Volts 0 Other Appl. Phase Amps Volts 0 Max Motor Summary Standard Only 1,320 0 SUMMARY Standard Line Neutral Total Total = 43,509 15,819 I Maximum Amperage = 181 66 Service Voltage = 240 Service Phase = 1 Optional - Line Neutral Total Total = 34,511 15,819 Maximum Amperage = 144 66 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. 1' 4 / t l,11 ` C J)N" RE: PKS1966A-T - Park Sq Hms/Margate II 1966A-T / TRAY MiTek USA, Inc. Site Information: 6904 Parke 3E3gastQBlvd. Customer Info: PARK SQUARE HMS Project Name: PKS1966A-T Model: MARGAf p 19666A /IRY Lot/Block: 76 Subdivision: WYNDHAM PRESERVE 60' Address: 3924 NIGHT HERON DR. 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: N/A psf This package includes 33 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# ITruss Name I Date INo. I Seal# Truss Name Date11/15/1811IT129574541A11/15/18 112 IT12957465 IA12 12 I T12957455 I A2 11/15/18 113 I T12957466 I A13 11/15/18 13 I T12957456 I A3 11/15/18 114 I T12957467 I A14 11/15/18 14 I T12957457 I A4 11/15/18 115 I T12957468 I Al 5 11/15/18 15 I T12957458 I A5 11/15/18 116 I T12957469 I B 1 11/15/18 16 IT12957459 1A6T 11/15/18 117 1T12957470 I B2 11/15/18 17 IT12957460IA7T 11/15/18 118 IT12957471 IC1 11/15/18 18 IT12957461 IABT 11/15/18 119 1T12957472IC2 11/15/18 19 I T12957462 I A9 11/15/18 120 I T12957473 I C3 11/15/18 110 I T12957463 I A 10 11/15/18 121 I T12957474 I CJ 1 11/15/18 I11 IT12957464 IA11 11/15/18 122 1T129574751CJ1A 11/15/18 This item has been a tronically signed and sealed by Albani, Thomas, PE using a Digital Signature. Printed copies o s,dq ent are not considered signed and sealed and the signature must be verified on any n selectroniccoo;', _ 1 8.7 The truss drawing'Js -Mfg renced above 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: Albani, Thomas My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. January 15,2018 Albani, Thomas 1 of 2 RE: PKS1966A-T - Park Sq Hms/Margate II 1966A-T / TRAY Site Information: Customer Info: PARK SQUARE HMS Project Name: PKS1966A-T Model: MARGATE II 1966-A / TRAY Lot/Block: 76 Subdivision: WYNDHAM PRESERVE 60' Address: 3924 NIGHT HERON DR. City: SANFORD State: FLORIDA No. Seal# ITruss Name I Date 123 IT12957476 ICJ3 1/15/18 124 IT12957477 I CJ3A 11/15/18 I 125 IT12957478 I CJ5 11/15/18 126 IT12957479 I D1 11/15/18 I 127 IT12957480 I FT1 11/15/18 I 128 IT12957481 J5 11/15/18 I 129 IT12957482 I J6 11/15/18 I30 IT12957483 I J7 11/15/18 131 IT12957484 I J7T 11/15/18 132 IT12957485 I KJ5 11/15/18 133 IT12957486 I KJ7 11/15/18 2of2 Job Truss Truss Type Qty Ply Park Sq Hms/Margate II 1966A-T I TRAY T12957454 PKS1966A-T Al MOD. QUEEN 10 1 b Reference ti nit Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Mon Jan 15 09:14:09 2018 Page 1 10:fQY6XuKAOX 1 hl4k2ucB6kBy3q_a-vVb9divp3lgxT9xg3xQiOgSPEm9fuYTR13L11 Zzv9Gy 1-0 7$-4 13-9-2 20-0-0 26-2-14 32-5-12 40-0-0 1-0 0-0 7.6-4 6-2-14 6-2-14 6.2-14 6-2-14 7fi-4 -0-0 1 3x6 = 3x4 = Sx5 = 5x8 = 3x4 Scale = 1 68.9 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.32 10-11 -999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.58 10-11 >830 180 BCLL 0.0 Rep Stress Incr NO WB 0.76 Horz(CT) 0.13 8 nla n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 206 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 Except' TOP CHORD Structural wood sheathing directly applied or 2-7-4 oc puriins. 1-3,7-9: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 7-7-9 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 1 Row at midpt 6-11, 4-11 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=166010-7-8, 8=1660/0-7-8 Max Hors 2=- 201(LC 10) Max Uplift 2=- 302(LC 12), 8=302(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2- 3=-2990/854, 3-4=2790/853, 4-5=-1897/669, 5-6=-1897/669, 6-7=2790/853, 7-8=-2990/ 854 BOT CHORD 2- 12=-649/2749, 11-12=-454/2205, 10-11=-464/2102, 8-10=-654/2620 WEBS 5-11=- 39311334, 6-11=-765/315, 6-10=-156/705. 7-1 0=-396/223. 4-11 =-765/315, 4-12=-1561705, 3-12=-3961223 NOTES- ( 6) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph ( 3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Opsf, h=15ft. 6=45ft, L=24ft, eave=5ft. Cat. II; Exp B: Encl., GCpi=0.18. MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 20-0-0. Exterior(2) 20-0-0 to 23-0-0 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 nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 302 lb uplift at joint 2 and 302 lb uplift at joint 8. 6) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE ANI.7473 rev, 10/03/2015 BEFORE USE. Design valid for use only with MiTek® 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 verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling 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. For general guidance regarding the fabrication, storage, delivery.. erection and bracing of trusses and truss systems. see ANSVTPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa. FL 36610 Job Truss Truss Type City Ply Park Sq Hms/Margate II 1966A-T / TRAY T12957455 PKS1966A-T A2 HIP 1 1 Job Reference fo tional Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Mon Jan 15 09:14:18 2018 Page 1 ID:rFfnwM3Wq?GifrcQMh42Dxyq_6K-8EdZVn?TxWpf2X7P5J4plkK?4PGS VirmNz 1 jsYzv9Gp 11-" 6-8-5 _ ,2-10-3 19-0-0 21-0.0 1 27-1-13 33-3-11 40-0-0 1-0 1-0.0 6-8-5 6-1.13 6-1-13 2-0-0 6-1-13 6-1-13 6-8-5 A-0 d1 Scale = 1:70.8 Sx5 = 6.00 72 5x5 = IJ LO 11 14 13 t2 zo Lv II 3x6 3x4 = 4x6 = 3x4 = 3x6 = 3x4 = 3x4 = 9.94 9-2-12 2-0-0 9-2.12 9 9 4 Plate Offsets (X Y1— j4:0-3-0.0-3-01,f5:0-2-8 0-2-41,f6:0.2-8 0-241 f7:0-3-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Verl(LL) -0.35 14-15 -999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.61 14-15 >788 180 BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(CT) 0.13 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 216 lb FT = 20 % LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-3 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 7-4-1 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-14. 7-12 REACTIONS. (lb/size) 9=166010-7-8, 2=1660/0-7-8 Max Horz 2=192(LC11) Max Uplift 9=302(LC 12), 2=302(1-C 12) FORCES. (lb) - Max. Comp./Max. Ten, - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3037/910, 3-4=-2781/871, 4-5=-1970/725, 5-6=-1686/691, 6-7=-1970/725, 7-8= 2781/871, 8-9=-30371910 BOT CHORD 2-15=-712/2758, 14-15=-529/2248, 12-14=-311/1714, 11-12=-53812184, 9-11=-721/2671 WEBS 3-15=-375/210, 4-15=-106/615, 4-14=-774/326, 5-14=-208/637, 6-12=-208/637, 7-12=-774/326, 7- 11=-1061615, 8-11=-3751210 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=15ft: B=45ft, L=24ft: eave=5ft. Cat. 11: Exp B, Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 19-0-0, Extenor(2) 19-0-0 to 21-0-0, Intenor(1) 25-2-15 to 41-0-0 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 302 lb uplift at joint 9 and 302 lb uplift at joint 2. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING. Verity design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE I1,11II-7473 rev, 1 dAUl2615 BEFORE USE. Design valid for use only with MITekV 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 verily the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling 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. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, OSS49 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandra, VA 22314, Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq Hms/Margate II 1966A-T / TRAY T12957456 PKS1966A-T A3 HIP 1 1 Job Reference o lion I Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Mon Jan 15 09:14:19 2018 Page 1 I D: rFfnwM3 Wq?GifrcOMh4ZDxyq_6K-cQBxj705igxWfhibfl c2gxtAPoZ7E 3svbdmHO_zv9Go 1-0 6-0-5 11-6-3 17-0-0 23-0-0 28-5-13 33.11-t1 40.0-0 41-0 0-0 6-0-5 5-5-13 5-5.13 6-0.0 5-5.13 5-5-13 6-0.5 1-0-0 Scale = 1:69.6 Sx5 = 6.00 5-2Sx8 = 5 24 25 6 it u to [a 14 io 12 au ai I 3x4 = 3x8 = 3x6 — 3x4 = 3x4 = 3x6 = 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.25 14-15 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.96 Vert(CT) 0.49 11-12 970 180 BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(CT) 0.15 9 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS LUMBER- BRACING - PLATES GRIP MT20 244/190 Weight: 221 lb FT = 20% TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-2 oC purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-14 REACTIONS. (lb/size) 2=1660/0-7-8, 9=1660/0-7-8 Max Horz 2=173(LC11) Max Uplift 2=-302(LC 12), 9=-302(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3078/948, 3-4=-2851/917, 4-5=2135/780, 5-6=-18471755, 6-7=-2135/780, 7-8= 28561917, 8-9=3078/948 BOT CHORD 2-15=-760/2806, 14-15=-601/2363, 12-14=-411/1872, 11-12=610/2284, 9-11=-769/2712 WEBS 3-15=-335/186, 4-15=-94/525, 4-14=666/287, 5-14=-168/637, 6-12=-1631704, 7-12=- 666/287, 7-11=-94/524, 8-11=335/186 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=15ft, 8=45ft, L=24ft: eave=5ft: Cat. 11' Exp B, Encl., GCpi=0.18. MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interjor(1) 2-0-0 to 17-0-0, Exterior(2) 17-0-0 to 27-2- 15, Interior(1) 27-2-15 to 41-0-0 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 302 lb uplift at joint 2 and 302 lb uplift at joint S. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify deign parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERENCE PAGE a11I-7473 rev. 10103/201S BEFORE USE. Design valid for use only with MiTeke conneclors. 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 verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only, Additional temporary and pemlanent 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 trusses and truss systems, see ANSUTPI1 Quality Criteria, DS829 and SCSI Building component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandna, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq Hms/Margate II 1966A-T / TRAY T729574571PKS1966A-T 1A4 HIP 1 1 I I -- Job Reference (ootionall Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries. Inc. Mon Jan 15 09 14:20 2018 Page 1 ID:rFfnwM3Wq?GifrcOMh4ZDxyq_6K-4dlJwT 1 jT83NHrHnCk7H N9PMOCxMbv3gH Wgwi]zv9Gn 1-0 54-5 i 10-2-3 15.M 20-0-0 25.0-0_ 29-9.13 34-7-11 40-0-0 1--0 1-0-0 5-4-5 4-9-13 4.9-13 5-0-0 5-0-0 4.9-13 4-9-13 5-4.5 1.0-0 Scale = 1 68.8 3x8 = 5x5 = 1.5x4 II 5 23 6 24 5x5 = 14 [ t zo 13 ey 'w 12 3x8 = 5x8 = 3x8 = 3x8 = I 20-0-0 a2-3 9-9-13 29-9-13 40.0.0 9-9-13 10-2-3 Plate Offsets (X Y)— f2:0-8-0 0-0-101 j5:0-2-8 0-2-41 f7:0-2-8.0-2-41 f 10:0-8-0,0-0.101. 113:0-4-0.0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Ver1(LL) -0.34 13-14 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.59 13-14 >808 180 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(CT) 0.13 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 221 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc puriins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 7-0-2 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1660/0-7-8.10=166010-7-8 Max Horz 2=153(LC 11) Max Uplift 2=302(LC 12), 10=-302(LC 12) FORCES. (lb) - Max. Comp.lMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3102/984, 34=2809/900, 4-5=-2835/1022, 5-6=-2203/826, 6-7=2203/826, 7-8=-2835/1022, 8-9=-2809/900, 9-10=-3103/984 BOT CHORD 2-14=-798/2852, 13-14=-480/2076. 12-13=-489/2008, 10-12=-807/2737 WEBS 3-14=-363/187, 4-14=-3081231, 5-14=-3011879, 5-13=94/482, 6-13=-336/178, 7-13=-94/482, 7-12=-3011879, 8-12=-308/231, 9-12=-363/187 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10. VuIt=140mph (3-second gust) Vasd=108mph: TCDL=4.2psf, BCDL=3.Opsf, h=15ft: B=45ft, L=24ft: eave=5ft, Cat. II; WExpB: Encl., GCpi=0.18, MFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Intenor(1) 2-0-0 to 15.0-0. Exterior(2) 15-0-0 to 29-2-15, Interior(1) 29-2-15 to 41-0-0 zone,C-C for members and forces & M WFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 302 lb uplift at joint 2 and 302 lb uplift at joint 10. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING • Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II.7473 rev. f01031201S BEFORE USE. Design valid for use only with MITeke 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 verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling 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. For general guidance regarding the Is fabrication, storage. delivery. erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa. FL 36610 I Job ITruss Truss Type Qty Ply Park Sq Hms/Margate II 1966A-T / TRAY T72957458 PKS1966A-T A5 HIP 1 1 Job Reference (oohonall_ Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Mon Jan 15 09:14:22 2018 Page 1 ID:rFfnwM3 Wq?GifrcQMh4ZDxyq_6K-0?f4L93z?IJ5X8RAK991SaVfnOdARTtLIb?x?Jzv9G 1-0 6-9-4 13-0-0 20-0-0 27.0-0 33-2-12 40.0-0 41.0-0 0-06-9-4 6-2-12 7-0-0 7-0-0 6-2-12 6-:11 1-0-0 1 Scale = 1-.68.9 5x8 = 1. 5x4 11 5x8 = 4 23 24 5 25 26 6 14 13 29 12 3u 11 10 3, 6 1. 5x4 I 3x4 = 5x8 = 3x4 = 1.5x4 II 3x6 r 6- 9-4 12-0-(27.0-0 I 40-0-0 7.0694 630-07-0- 0 63212 6-9-4 Plate Offsets ( X,Y)— f4:0-6-0 0-2-81 f6:0-6-0.0-2-81.f12:0-4-00-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid TCLL 20.0 Plate Grip COL 1.25 TIC 0.72 Vert(LL) 0.20 12 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.81 Vert(CT) 0.42 12-13 999 180 BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(CT) 0.16 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 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) 2=1660/0-7-8, 8=1660/0-7-8 Max Horz 2= 134(LC 10) Max Uplift 2=- 302(LC 12), 8=302(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2- 3=-3097/985, 3-4=-2506/866, 4-5=2493/928, 5-6=2493/928, 6-7=2506/866, 7-8=3097/ 985 BOT CHORD 2- 14=-790/2705, 13-14=-790/2705, 12-13=-552/2172, 11-12=-560/2166, 10-11=-799/2705, 8-10=799/ 2705 WEBS 3-14= 0/269, 3.13=-625/272, 4-13=-89/491, 4-12=170/578, 5-12=-481/246, 6-12=-170/ 578. 6-11=-89/492, 7-11=625/272, 7-10=0/269 PLATES GRIP MT20 244/190 Weight: 212 lb FT = 20 % Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 6-6-10 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=15ft; B=45ft, L=24ft; eave=5ft; Cat. ll; Exp B, Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 13-0-0, Exterior(2) 13-0-0 to 31-2-15, Interior(l) 31-2-15 to 41-0-0 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 302 Ib uplift at joint 2 and 302 lb uplift at joint 8. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE NNI.7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek0 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 verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andior chord members only. 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 MR fabncation, storage.. delivery, erection and bracing of trusses and truss systems, see ANSVTPt1 Quality Criteria, DSB49 and BC51 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312.. Alexandria, VA 22314. Tampa. FL 36610 Job !Truss Truss Type City Ply Park Sq Hms/Margate II 1966A-T / TRAY T72957459 PKS1966A-T A6T SPECIAL 1 1 Job Reference (optional l - Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Mon Jan 15 09:14:23 2018 Page 1 1 D:rFfnwM3 Wq?GifrcOMh4ZDxyq_6K-UBRSZV3bm3Ry81?Mutg_n 1 vMQzbAuaV WFkUXlzv9Gk i-0-Q 4-7$ r- "4 1 11-0-0 15.6-4 F 20-0-8 24.6-4 29-0-0 + 34-2-12 40.0-0 i1-0,-0 1 0 0 4-7 6 4-0-14 2.3.12 44-5-t2 5 2-12 5-9-4 1-0-0 Scale = 1:70.1 5x5 = 2.4 II 3x10 = 3x4 = 5x5 = 5 31 632 7 8 33 34 9 6.00 112 4 3x4 i 30 35 3x4 10 3 6 Z / 36 N 2 0 18 11 M 5x8 = 19 6x8 22 21 3x8 = 17 16 15 14 13 3x6 = 5x6 = 2x4 II 2x4 II 5x6 = 4x6 = 1.5x4 II 3x6 3.8 = I 4-7.6 I 8-8-4 1111-0__ 20-0-8 1 240-0 29-0-0 34-2-12 1 40.0.0 4.7.6 4-0.14 2.3.12 9-0 4-5-12 4-5-12 5-2-t2 Plate Offsets (X Y)- 15:0-2-8,0-2-4). 19:0-2-8,0-2-41, 118:0-2-8.Edgel j20:0-6-0.0-3-81 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 TCDL 10.0 Lumber DOL 1.25 BC 0.80 BCLL 0.0 Rep Stress Incr YES WB 0.72 BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 'Except* 4-21,7-17: 2x4 SP No.3, 18-20: 2x4 SP No.1 WEBS 2x4 SP No.3 *Except* 20-22,16-18: 2x4 SP No.2 REACTIONS. (lb/size) 2= 1660/0-7-8. 11=166010-7-8 Max Horz 2=128(LC 11) Max Uplift 2=-302(LC 12). 11=302(1_C 12) DEFL, in (loc) Well L/d PLATES GRIP Vert( LL) 0.29 18-19 999 240 MT20 244/190 Vert( CT) 0.69 18-19 691 180 Horz( CT) 0.23 11 n/a n/a Weight: 238 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-15 oc purlins BOT CHORD Rigid ceiling directly applied or 6-5-13 oc bracing. FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3178/1011, 3-4=-3694/1211, 4-5-3187/1074, 5-6= 2857/995, 6-7=-3533/1204, 7- 8=-3508/1200, 8-9=-2326/871, 9-10=-2655/911, 10-11=-3141/1009 BOT CHORD 2-22=-82112796, 4-20=-191/599, 19-20=-930/3266, 18-19=-926/3329, 7-18=-257/129, 14- 16=-757/2749, 13-14=-830/2754. 11-13=-830/2754 WEBS 3-22=-634/240. 20-22=804/2684, 3-20=110/518, 4-19=726/326, 5-19=-375/1221, 6- 19=-768/285, 6-18=-58/371, 16-18=-72212722, 8-18=-302/1101, 8-16=-536/193, 8- 14=-773/239, 9-14=-259/890,10-14=-526/230 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf, h=15ft, B=45ft; L=40ft: eave=5ft; Cat. It: Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 3-0-0, Interior(1) 3-0-0 to 11-0-0, Exterior(2) 11-0-0 to 33- 0-0, Interior(1) 33-0-0 to 41-0-0 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 3-6-0 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 302 lb uplift at joint 2 and 302 lb uplift at joint 11. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARN/ NG - Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11II-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek(R) connectors. This design is based only upon parameters shownand is for an individual building component, not a Vuss system. Before usethe building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling 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. For general guidance regarding the is fabrication. storage delivery, erection and bracing of trusses and buss systems, see ANSIMPI1 Quality Criteria, OSB-89 and SCSI Building Component i 6904 Parke East Blvd. Safety Intorm ition available from Truss Plate Institute. 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa FL 36610 Job Truss Truss Type City Ply Park Sq Hms/Margate It 1966A-T / TRAY T12957460 PKS1966A-T iA7T SPECIAL 1 1 L Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Mon Jan 15 09:14:24 2018 Page 1 I D:rFtnwM3 Wq?GifrcOMh4ZDxyq_6K-zO?gmg4EXMZomSaYRaBDX?a t epGvvl KeIVU23Bzv9Gj 1-0 4-76 8-8.4 9- 0 14fi-4 20-" 25-6, 31-0-0 35-2.12 40-0.0 41-0 i-0 0 4-7{ 4-0-14 0. 12 5 G 4 5-6-4 5-5-12 5-5-12 4-2-12 4-9 4 411 2x4 II 5x5 = 3.4 = 3x6 = 3x5 = 2x4 II SO = 6.00 [12 4 5 32 33 634 7 8 9 35 36 37 10 3x4 ! 5x4 331 38 30 39 11 2 0 18 0 23 3x6 = 400 = 22 V^ 21 3x5 = .,. 17 16 15 14 3x4 II 2x6 I! 6x9 = 3x6 = 3x4 = 4-7-6 4.0.14 5-10-0 5-6-4 5-5-12 5-5-12 9-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.38 18-19 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.99 Vert(TL) 0.98 18-19 492 180 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(TL) 0.31 12 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 'Except' 18-20: 2x4 SP No. 1, 8-17,4-22: 2x4 SP N0.3 WEBS 2x4 SP No.3 *Except* 16-18: 2x4 SP N0.2 REACTIONS. (lb/size) 2=1668/0-7-8, 12=166110-7-8 Max Horz 2=107(LC 11) Max Uplift 2=301(LC 12), 12=300(1-C 12) Scale = 1 70.0 4x5 = PLATES GRIP MT20 244/ 190 Weight: 227 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-4-5 oc puffins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except. 10-0- 0 oc bracing: 20-22 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2949/955, 3-4=357711172, 4-5=-3561/1228. 5-6=-4112/1370, 6-8=4409/1470, 8-9=-436311458, 9-10=3179/1117, 10-11=-2721/926, 11-12=-2966/1024 BOT CHORD 2-23=-765/2569, 19- 20=-833/3039, 18-19=-1165/4112, 8-18=314/158, 14-16=-674/2389, 12-14=-845/2587 WEBS 3-23=- 695/256, 20-23=- 732/2477, 3-20= 131/682, 5-19=-409/1346, 6-19=-578/258, 6-18=-122/423,16-18=-875/ 3019,9-18=-398/1390,9-16=-1128/411,10.16=-348/1101, 10-14=-40/313. 5-20=-260/ 718 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=15ft, 6=45ft: L=40ft, eave=511 Cat. II: Exp B: Encl.. GCpi=0.18, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 3-0-0. Intenor(1) 3-0-0 to 9-0-0, Exterior(2) 9-0-0 to 35-0-0, Interior(1) 35-0- 0 to 41-0-0 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 3-6-0 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 301 lb uplift at joint 2 and 300 lb uplift at joint 12. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 110.7473 rev. 1"312015 BEFORE USE. Design valid for use only with MiTekil!) connectors. This design is based only upon parameters shown, and is for an individual building component. not a truss system. Before use, the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual buss web andror chord members only. Additional temporary and permanent bracing a 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 trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job PKS1966A-T ITruss A8T Truss Type SPECIAL Qry t Ply Park Sq Hms/Margate II 1966A-T / TRAY T12957461 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Mon Jan 15 09:14:26 2018 Page 1 ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-vm6bBW6U2_gW?mkxZ?EhcQfT9d01 NEkxCDz884zv9Gh 1- 0 3-- 1 12-5-1 { 16-3-10 0-0 244-44-715 0 t -0 2IL09- I { 34 i-0- 84 4-3-9.4 1-0A-038-134-2-11 -7 3-2 Scale = 1:70.1 3x10 = 5x8 = 4x6 = 3x4 = 1.5x4 I1 4x6 = 3x6 = 1.5x4 11 Sx8 — 6. 00 72 4 5 32 6 33 7 8 9 10 34 11 35 12 1. 5x4 3 / 1. 5x4 13 3 20 22 2t 3x6 = Sx12 = 5x8 = 25 24 4x4 = 4x8 = 19 18 17 16 2x4 II 2x4 II 6x6 = 5x8 = 3x4 = 3x6 = 4x8 = 7- 0-0 8-8.4 ,1 7- 0-01 12- 5,5 4 3-8-13 160.30-0. 28-7-9 I 33-0A gQ-¢0 4. 4.7 4-2-11 4-4.7 7-0-0 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) 0.31 20-21 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.69 Vert(CT) 0.62 20-21 779 180 BCLL 0.0 Rep Stress Incr NO WB 0.76 Horz(CT) 0.17 14 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matnx-MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 'Except' 5- 24.8-19: 2x4 SP No.3, 20-23: 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. lb/size) 2=1660/0-7-8, 14=1660/0-7-8 Max Horz 2=85(LC 7) Max Uplift 2=-302(LC 8), 14=-302(1-C 8) PLATES GRIP MT20 2441190 Weight 467 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6- 0-0 oc bracing: 23-24. FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3185/550, 3-4=-2971/512, 4-5=-4233/724, 5-6=5522/937, 6-7=-6200/1049, 7- 8=-6200/1049, 8-10=-6175/1055. 10-11=-3677/662, 11-12=-3678/662, 12-13=-2968/513, 13- 14=-3170/550 BOT CHORD 2-25=434/2813, 5-23=-913/168, 22-23=-619/4314, 21-22=-818/5522, 20-21=948/6255, 18- 19=-64/434, 17-18=-645/4300. 16-17=-358/2622, 14-16=-433/2806 WEBS 4-25=-1589/245, 23-25=-383/2920, 4-23=489/3185, 18-20=-598/3978, 10-20=-339/2185, 10- 18=872/173, 10-17=-850/134,11-17=-265/88, 12-17=-239/1404, 12-16=3/296, 6- 22=-701/150, 5-22=-236/1472, 6-21 =-1 33/851 NOTES- 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: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10, Vu"=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Opsf, h=15ft. 8=45ft; L=40ft, eave=5ft, Cat. 11' Exp B: Encl., 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 loads. 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 302 lb uplift at joint 2 and 302 lb uplift at joint 14. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE A411-7473 rev. 10/03120f5 BEFORE USE. Design valid for use only with MiTek6 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 verity the applicability of design parameters and properly incorporate this design into the overall budding design. Bracing indicated is to prevent buckling 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. For general guidance regarding the - fabrication. storage. delivery erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandna, VA 22314. Tampa.. FL 36610 Job Truss Truss Type oty Ply Park Sq Hms/Margate II 1966A-T / TRAY T12957462 PKS1966A-T A9 HIP 1 1 iJob Reference do Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Mon Jan 15 09:14:27 2018 Page 1 ID:rFfnwM3 Wq?GifrcOMh42Dxyq_6K-NzgzOs66pHyNdwJ77iW9dCYAt Ko6nC5Rtiig Wzv9Gg 1-0 6-7-0 t2-7-8 18.8-0 21-4-0 27-4-8 33-5-0 40-0-0 t-0 0 6-7-0 '0-8 6-0-8 2" 6-0 6-0-8 6-7-0 -0 Scale = 1:70.4 6 0Sx50 125x8 = 13 eo a 14 10 12 eo — n 3x4 = 3x6 = 4x6 = 3x8 = 3x4 = 3x4 = 3x6 = LOADING ( psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CS1. TC 0.61 BC 0.79 WB 0.36 Matrix - MS DEFL. Ver1( LL) Vert( CT) Horz( CT) in ( loc) Well L/d 0. 29 11-12 >999 240 0. 55 11-12 >872 180 0. 13 9 n/a n/a PLATES GRIP MT20 244/190 Weight: 229 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-13 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 7-3-10 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-14, 6-14, 7-12 REACTIONS. ( lb/size) 2=1660/0-7-8, 9=1660/0-7-8 Max Horz 2=189(LC 11) Max Uplift 2=302(1_C 12), 9=302(LC 12) FORCES. ( lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3044/919, 3-4=2793/881, 4-5=-1997/733, 5-6=1713/707, 6-7=-1996/733, 7- 8=-2793/881, 8-9=-3044/919 BOT CHORD 2-15=-722/2752, 14-15=-544/2256, 12-14=-334/1714, 11-12=-553/2203, 9-11=-730/2678 WEBS 3-15=-369/204, 4-15=-104/593, 4-14=-749/316, 5-14=211/648, 6-12=-189/675, 7- 12=-752/316, 7-11=-104/595,8-11=-368/204 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=15ft; 8=45ft; L=24ft; eave=5ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exierior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 18-8-0. Exterior(2) 18-8-0 to 21- 4-0, Interior(1) 25-6-15 to 41-0-0 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 302 lb uplift at joint 2 and 302 lb uplift at joint 9. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING . Verify design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This tlesign is based only upon parameters shown, and is for an individual building component. not a truss system. Before use, the building designer must vertfy the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling 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. For general guidance regarding the MR fabnwtion.. storage, delivery.. erection and bracing of trusses and truss systems, see ANSIrrPlt Quality Criteria, OSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandra, VA 22314. — Tampa, FL 36610 Job Truss Truss Type Qy Ply Park Sq Hms/Margate II 1966A-T /TRAY T12957463 PKS1966A-T AlO HIP t t bRfrn nl i Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries. Inc. Mon Jan 15 09:14:10 2018 Page 1 ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-Nh9Xg2vSg3po41Wsdexxz2?b7AWd XaXj5Ia?zv9Gx 1 :9 5-11-0 11-3-8 16-8-0 _ 23-4-0 I 28-8-8 34-1-0 + 40-0-0 1--0-0 0-0 5-11-0 5-4-8 5-4-8 6.8-0 "1 5-4-8 5-11-0 1-0-d Scale = 1:69.6 6.00 12 5x5 = 5x8 = 5 24 25 6 w e0 et' 14 11 12 su s1 11 3x4 = 3x6 = 3x8 = 3x6 = 3x4 = 3x4 = 3x6 = 8-74 16-8-0 8-74 __Q_Q-12 23-4-0 648-0 31.4-12 8-0.12 40-M 8-74 Plate Offsets X.Y)- 12:0-2-12 0-1-81.14:0-2-8 0.3-01 15:0-2-8 0-2-41 16:0-6-0 0-2-81 17:0-2-8.0-3-01.19:0_2_120-1-8j LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.23 14-15 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.93 Vert(CT) 0.47 11-12 999 180 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(CT) 0.15 9 nla n/a BCDL 10.0 Code FBC2017ffP12014 Matrix -MS Weight: 220 lb FT = 20% 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. (lb/size) 2=1660/0-7-8, 9=1660/0-7-8 Max Horz 2=169(1_C 10) Max Uplift 2=-302(LC 12), 9=-302(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3084/953, 3-4=2862/922, 4-5=2164/789, 5-6=-1876/762, 6-7=-2164f789. 7-8=-2867/922, 8-9=3085/953 BOT CHORD 2-15=-766/2808, 14-15=-610/2376, 12-14=-424/1900, 11-12=-619/2300, 9-11=775/2719 WEBS 3-15=-329/183,4-15=-93/509,4-14=-645/281, 5-14=1 59/630, 6-12=- 1 57f7O3, 7-12=-645/281,7-11=-93/508,8-11=-329/183 Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 6-14 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph: TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft. L=24ft, eave=5f , Cat. II; Exp B, Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0. Interjor(1) 2-0-0 to 16-8-0, Exterior(2) 16-8-0 to 27-6-15, Interior(1) 27-6-15 to 41-0-0 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 302 lb uplift at joint 2 and 302 lb uplift at joint 9. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING • Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE A4/1.7473 rev. f0/03/2015 BEFORE USE. Design valid for use only with MiTeke connectors. This design is based only upon parameters shown, and is for an individual building componentnot a truss system. Before use, the building designer must vent' the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and peananem bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the to fabrication. storage, delivery, erection and bracing of trusses and truss systems. see ANSIITP11 Quality Criteria, OSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312.. Alexandria, VA 22314. Tampa. FL 36610 Job Truss Truss Type Oty Ply Park Sq Hms/Margate II 1966A-T / TRAY T12957464 PKS1966A-T A11 HIP 1 1 Job Reference (optionall Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Mon Jan 15 09:14:12 2018 Page 1 ID:rFfnwM3Wq?GifrcQMh4ZD)cyq_6K-J4GIFkxiLg3VKcgFk3zP2T4w4_Ck5sYt_7 aPeuzv9Gv 7-74 14-8-0 20-0A 25-4-0 32-t2 40-0-0 1-0 ai0, 7-74 7-0-12 5-4-0 5-4-0 7-a12 7-74 1 -G-0 5x8 = 1.5x4 II 5x8 = 23 5 24 6 Scale = 1:68.9 14 13 12 to 11 10 34 1.Sx4 II 3x4 = 5x8 = 3x4 = 1.Sx4 11 3x6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.18 12 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.89 Vert(CT) 0.36 11-12 999 180 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(CT) 0.16 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1660/0-7-8, 8=1660/0-7-8 Max Horz 2=150(LC 10) Max Uplift 2=302(1_C 12). 8=-302(LC 12) PLATES MT20 GRIP 244/190 Weight: 219 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 6-7-7 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3062/958, 3-4=2371/824, 4-5=-2186/843, 5-6=-2186/843, 6-7=-2371/824, 7-8=-3062/958 BOTCHORD 2-14=-758/2667, 13-14=758/2667, 12-13=-491/2031, 11-12=-499/2031, 10-11=-767/2667, 8-10=767/2667 WEBS 3-14=0/319, 3-13=734/306, 4-13=103/516, 4-12=-115/409, 5-12=-351/175, 6-12=-115/409, 6-11=-103/516, 7-11=-734/306, 7-10=0/319 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=15ft; B=45ft, L=24ft; eave=511; Cat. II; Exp B; Encl., GCpi=0.18, MWFRS (directional) and C-C Extenor(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 14-8-0, Extenor(2) 14-M to 29-6-15. Interior(1) 29-6-15 to 41-0-0 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 302 lb uplift at joint 2 and 302 lb uplift at joint 8. Iqo Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies A WARNING . Verity design paramefers and READ NOTES ON THIS AND INCLUDED MIrEK REFERENCE PAGE Mil-7473 rev. IM312015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual budding component, not a truss system. Before use, the building designer must verily the applicability of design parameters and properly Incorporate this design Into the Overall building design. Bracing indicated is to prevent buckling of individual truss web andror chord members only. 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 trusses and truss systems, see ANSI/TPI1 Quality Criteria, OSS49 and SCSI Building Component 6904 Parke East Blvd. Safety ; on, available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandna. VA 22314. Tampa, FL 36610 Job Truss Truss Type Ory IPIY Park Sq Hmsltvlargate II 1966A-T / TRAY Al2 T12957465 PKS1966A-T SPECIAL 1 1 Reference foptjon I Mid -Florida Lumber, Bartow. FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Mon Jan 15 09:14:13 2018 Page 1 I D:rFfnv4M3 Wq?GifrcOMh4ZDxyq_6K-nGggS4yK6_BMxmFRlmVebgd4eOalgOp 1 DhJyAKzv9Gu 1-8-12 14-G 164- 0+ 0. 0-0 4-1--0 0- 0 7816-94 1-1 5-4 I _ 33.-12 3 5-7-16-0-12 6-7. -0 Scale = 1 70.1 5x6 = 5x5 = 1. 5x4 II 5x8 = i. " — 15 . 1 13 12 11 3x6 = 3x4 = 4x6 = 3x6 = 3x8 = 3.4 = 1.5x4 II 3x6 = 9-SA 16-1 I 21 $1 27-4-0 } 33. 4-12 40.0.09-5- 8 6.10.9 5-4-3 5-7.12 6-0-12 LOADING (psi] SPACING- 2-0-0 TCLL 20. 0 Plate Grip DOL 1.25 TCDL 10. 0 Lumber DOL 1.25 BCLL 0. 0 Rep Stress Incr YES BCDL 10. 0 Code FBC2017/TPI2014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/ size) 9=1660/0-7-8, 2=1660/0-7-8 Max Horz 2=148(LC 11) Max Uplift 9=302(1-C 12). 2=302(1-C 12) CSI. DEFL. in (loc) I/deft L/d TC 0. 87 Vert(LL) 0.21 1516 999 240 BC 0. 74 Vert(CT) 0.47 16-22 999 180 WB 0. 61 Horz(CT) 0.13 9 n/a n/a Matrix -MS PLATES GRIP MT20 244/ 190 Weight: 223 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 7-2-2 oc bracing. WEBS 1 Row at midpt 5-15. 5-13 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3000/919, 3-4=-2841/953, 4-5=-2666/957, 5-6=-2517/897, 6-7=2517/897, 7-8= 2528/835, 8-9=3107/942 BOTCHORD 2- 16=-711/2698, 15-16=-468/2094, 13-15=-592/2478, 12-13>543/2187, 11-12=-761/2715, 9-11- 761 /2715 WEBS 3- 16=-440/259, 4-16=-237/747, 4-15=-528/1652, 5-15=-1421/552, 5-13=-75/279, 6-13=- 379/198, 7-13=-172/552, 7-12=-83/460,8-12=-614/250,8-11=0/267 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=15ft, B=45ft; L=24ft, eave=5ft, Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 14-6-0, Extenor(2) 14-6-0 to 30-4- 0, Interior(1) 30-4-0 to 41-0-0 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 302 Ili uplift at joint 9 and 302 lb uplift at joint 2. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. f010312015 BEFORE USE. Design valid for use only with MiTeke 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 venfy the applicability of design parameters and properly incorporate this tlesign mto the overall building design. Bracing indicated is to prevent buckling 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. For general guidance regarding the fabrication, storage, delivery.. erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DS8-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa. FL 36610 Job Truss ;Truss Type CityPIy Park Sq Hms/Margate 11 1966A-T /TRAY PKS196fiA-T A13 SPECIAL 1 1 Tt29574fi6 Job Ref&rence (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries. Inc. Mon Jan 15 09:14:14 2018 Page 1 I D:rFfnwM3 Wq?GifrcOMh4ZDxyq_6K-FT02gQyytlJDZwpds000uADxnv3ZmzASL3Wjmzv9Gl 1-0 7-0.4 14-6-0 18-4.1 23-8-4 29-4-0 34-4-12 40-0-0 1-0 0 71i-4 6.11-12 3.10-0 5-4-3 5-7-12 5-0-12 5-7-4 -0-0 Scale = 1:70.1 5x5 11 25 lb .11 J-1 15 14 13 12 11 3x4 = 3x6 = Sx5 = 4x6 = 3x8 = 3x4 = 1.5x4 II 3x6 = 9-5-0 16-0-1 23-8-4 29-0.0 34-0-12 40-0-0 9-5-4 8-10-12 I , 5-4-3 Plate Offsets (X.Y- f7:0-6-0 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 TC 0.96 Vert(LL) -0.33 15 16 >999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.61 15-16 >786 180 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(CT) 0.14 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 215 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 7-0-12 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1660/0-7-8. 9=166010-7-8 Max Horz 2=148(LC 11) Max Uplift 2=302(LC 12). 9=-302(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3018/935.. 3-4=2841/956, 4-5-3298/1155, 5-6=2901/1006, 6-7=-2901/1006, 7-8=-2685/887. 8-9=-3146/974 BOT CHORD 2-16=-712/2648, 15-16=468/2030, 13-15=-784/2961, 12-13=-618/2343, 11-12=-799/2759, 9-11=-799/2759 WEBS 3-16=-442/261, 4-16=-222/790, 4-15=-662/1965, 5-15=-1614/637, 5-13=-252/58. 6-13=-377/197, 7-13=-253/772, 7-12=-691398, 8-12=-4881208 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf: BCDL=3.Opsf, h=15ft, B=45ft, L=24ft, eave=5ft, Cat. II: Exp B, Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -1-0-0 to 2-0-0. Interior(1) 2-0-0 to 14-6-0, Exterior(2) 14-6-0 to 17-6-0, Interior(1) 18-4-1 to 41-0-0 zone.C-C for members and forces & 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 302 lb uplift at joint 2 and 302 lb uplift at joint 9. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Venly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE I1111-7473 rev. 10A13/2015 BEFORE USE. Design valid for use only with MiTeM 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 verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling 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. For general guidance regarding the fabricationstorage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandna, VA 22314. Tampa. FL 36610 Job Truss Truss Type Qry IPly Park Sq Hms/Margate II 1966A-T / TRAY T12957467 PKS1966A-T A14 SPECIAL 1 1 I Job Reference (oQtionall I Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Mon Jan 15 09:14:15 2018 Page 1 ID:rFfnwM3 Wq?GifrcOMh4ZDxyq_6K-jtyQtmzaebR4B4OgOBX6g5i SyBDPIEKKh?o3FDzv9Gs 1-0 7-6-4 14$0 25-10-0 31-4-0 35-4-12 40-0-0 1-0 0 7.6-4 6-11-12 20.4-1 5.10-0 5-6-0 5-6-0 4-0-12 4-7-4 -0 Scale = 1.70o Sx5 = 16 15 14 13 12 11 3x6 = 1.5x4 11 3x8 = 3x8 MT20HS = 300 = 3x4 = 3x8 1.5x4 11 1 ]& i— 14-6-0 20-4-1 25-10-0 31-0-0 40-0-0 7-0-0 6-11-12 y10-0 5b-0 5-6-0 "_0 Plate Offsets MY1— 17:0-6-0.0-2-81 f9:0-8-0.0-0-141 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) lldefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) -0.30 13 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.61 12-13 >793 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(CT) 0.19 9 n/a n/a BCDL 10.0 Code FBC20171rP12014 Matrix -MS Weight: 210 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-10-15 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-15 REACTIONS. (Ib/size) 2=1660/0-7-8, 9=1660/0-7-8 Max Horz 2=148(LC l l) Max Uplift 2=-302(LC 12). 9=302(1-C 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3063/9119, 3-4=2398/807, 4-5=-2365/801, 5-6=-3372/1126, 6-7=3372/1126, 7-8=2855/918,8-9=-3132/1011 BOTCHORD 2-16=-700/2668, 15-16=-70012668, 13-15=-1010/3661, 12-13=1009/3665, 11-12=-676/2507,0- 11=-840/2774 WEBS 3-16=0/308, 3-15=-721/282, 4-15=505/1676, 5-15=-2014/696, 5-12=-374/99, 6-12=-365/190, 7- 12=-359/1107, 7-11 =-411380, 8-11=-315/186 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=15ft: B=45ft. L=24ft: eave=5ft; Cat. 11, Exp B, Encl.. GCpi=0. 18; MWFRS (directional) and C-C Extenor(2) -1-0-0 to 2-0-0, Intenor(1) 2-0-0 to 14-6-0, Exterior(2) 14-6-0 to 17-6-0, Interior(1) 20- 4-1 to 41-0-0 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 load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 302 lb uplift at joint 2 and 302 lb uplift at joint 9. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1141II.7473 rev. 10Po3/2015 BEFORE USE. Design valid for use only with MITek4D 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 vent' the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andiur chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the is 1 fabrication, storage. delivery erection and bracing of trusses and truss systems.. see ANSIITPIl Duality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312.. Alexandria. VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply T12957468 Park Sq Hms/Margate 11 1966A-T I TRAYKS1966A-TIP A15 SPECIAL 1 1 Reference(optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Mon Jan 15 09:14:17 2018 Page 1 I D: rFfnwM3 Wq?GifrcO Mh4ZDxyq_6K-g24 BI R?rADhoO NYCXcZal Womk?tim7dc8J H AJ5zv9Gq 1-0 5-2.5 9-10.3 14-6-0 18-5-1 22-4.1 27-10-0 33-4-0 36-4-12 4-0 0 1-0 0 5-2-5 4-7-13 4-7-13 3-tt-0 3-11-0 5{-0 5-0-0 3-0.12 3-7-4 -0 Scale = 1.71.3 5x5 = 6.00 Fl2 19 28 29 18 17 16 15 14 13 4x10 = 3x8 11 6x6 = 8x8 = 4x6 = 1.5x4 II 6x8 MT20HS = 3x4 = 3x6 i 5-2-5 i 9-10-3 1T4.6-0 a 18-5-1 22-4-1 I 27-10.0 + 334-0 36-4-12 5 2-5 a-7.13 4-7.13 3 n-0 3 t t -0 3-0 12 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) -0.46 15 >999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.92 15.16 >520 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.94 Horz(CT) 0.21 11 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS I Weight: 238 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 1-10-10 oc purlins. 7-9: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 6-0-1 oc bracing. BOT CHORD 2x4 SP No.2 'Except' WEBS 1 Row at midpt 4-17, 7-16, 6-17 2-17: 2x6 SP DSS, 14-17: 2x4 SP No.1 D WEBS 2x4 SP No.3'Except* 5-17: 2x4 SP No.2 REACTIONS. (lb/size) 2=2859/0-7-8, 11=192210-7-8 Max Horz 2= 148(LC 7) Max Uplift 2=- 789(LC 8), 11=-41O(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2- 3=-6035/1684, 3.4=-4711/1293, 4-5=-3341/881, 5-6=-3386/898,6-7=-4565/1104, 7-8=-4947/ 1101, 8-9=-4929/1096, 9-10=-3555/754, 10-11=-3741/779 BOT CHORD 2- 19=-1437/5350. 18-19=-142815320. 17-18=-1020/4142, 16-17=-843/4047, 15-16=1266/ 6013, 14-15=-1265/6017, 13-14=-577/3162, 11-13=637/3303 WEBS 3-19=- 285/950,3-18=-1361/471,4-18=-511/1529,4-17=-1744/622,5-17=-714/2711, 6-16=-350/ 1777, 7-16=-2600/560, 7-14=-1247/324, 8-14=-375/120, 9-14=-479/2094, 9-13=0/ 285,6-17=-1846/420 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=15ft; B=45ft; L=24ft; eave=51t. Cat. Il; Exp B; Encl., &wo.18, MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 789 lb uplift at joint 2 and 410 lb uplift at joint 11. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 130 lb down and 112 lb up at 6-11-4 on top chord, and 311 lb down and 119 lb up at 5-0-12, and 62 lb down at 6-11-4. and 1020 lb down and 451 lb up at 7-9-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,4II.7472 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek0 connectors. This design is based ontyupon parameters shown. and is for an individual building component, nor a truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling 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. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems. see ANSI/rPlt Oualfty Criteria, OSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inlormation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa.. FL 36610 Job 1 Truss Truss Type ]ry IPIy Park Sq Hms/Margate II 1966A-T I TRAY PKS1966A-T IA15 iSPECIAL 1 1 I T72957468 job Reference(optionall Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Mon Jan 15 09:14:17 2018 Page 2 ID:rFfnwM3 Wq?GifrcOMh4Z0zyq_6K-g24BIR?rADhoONYCXcZal Womk?tjm7dc8JHAJ5zv9Gq LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-5=60, 5-7=-60, 7-9=60. 9-12=-60, 2-22=-20 Concentrated Loads (Ib) Vert: 19=31 1 (F) 25=-90(F) 28=-39(F) 29=-1020(F) AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE INII.7473 rev. 1"312015 BEFORE USE. Design valid for use only with MiTekB& connectors. This design is based only upon parameters shownand is for an individual building component,. not a truss system. Before use,. the building designer must vent' the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual lass web and/or chord members only. Additional temporary and perni bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the i fabrication, storage, delivery.. erection and bracing of trusses and truss systems.. see ANSIrrPII Quality Criteria, DSO-69 and BCSI Building Component fi904 Parke East Blvd. Safety Information available from Truss Plate Institute.. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 36610 Job ;Truss ITruss Type loty (Ply I Park Sq Hms/Margate 11 1966A-T / TRAY T12957469 PKS1966A-T Bi COMMON 5 1 Job Reference (ootionall Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Mon Jan 15 09:14:28 2018 Page 1 ID:rFfnwM3 Wq?GifrcOMh4ZDxyq_6K-r9ELcC7kab4EF 3uKgOG9hrlkNofSrGjEgWSFCyzv9Gf 1-0-0 5-2-13 i 9-8-0 14-1-4_ _ 140-0 1-0-0 I 5-2-13 4-5-3 F 4-5-3 Z10-12 Scale = 1:34.1 4x4 = I 4x4 = 5x8 = 4x4 = 948 0 9-4-0 0 4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.14 7-13 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.32 7-13 >724 180 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(CT) 0.03 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 84 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-2 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) 6=758/0-7-8, 2=822/0-7-8 Max Horz 2=98(LC 11) Max Uplift 6=-126(LC 12). 2-162(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1264/421, 3-4=946/324, 4-5=-942/334, 5.6=-1242/425 BOT CHORD 2-7=-329/1106, 6-7=-312/1060 WEBS 4-7=-144/564, 5-7=-337/198, 3-7=-381/213 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=15ft; B=45ft; L=24ft; eave=4ft, Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 9-8-0, Exlerior(2) "-0 to 12-8-0 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 nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 126 lb uplift at joint 6 and 162 lb uplift at joint 2. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II.7473 rev. 1"312015 BEFORE USE. Design valid for use only with M1Tek4b 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 verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated Is to prevent buckling 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. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. mxa SafetyInformationavailabletramTrussPlateInstitute, 218 N, Lee Street. Sure 312, Aiendna. VA 22314. Tampa, FL 36610 Job Truss Truss Type city Ply Palk Sq Hms/Margate II 1966A-T / TRAY T72957470 PKS1966A-T 1132 GABLE 1 1 Job Reference fo tion I Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Mon Jan 15 09,14:29 2018 Page 1 ID:rFfnwM3Wq?GifrcOMh4ZDxyq_6K-JLojpY8MLvC5sDTWE7nOE2H CgB2amPNvABolPzv9Ge 1-0-0 9-8-0 19-4-0 20.4-0 r 1-0-0 i 9-8-0 9-8-0 r 1-00-0 Scale = 1:35.3 4x4 = 3x4 = 18 17 16 15 14 13 12 3x4 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2017/TPI2014 5x5 = CSI. DEFL. in (loc) I/deft L/d TC 0.13 Vert(LL) 0.00 11 n/r 120 BC 0.10 Vert(CT) 0.01 11 n/r 120 WB 0.06 Horz(CT) 0.00 10 n/a n/a Matrix-S PLATES GRIP MT20 244/190 Weight: 95 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 or purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 19-4-0. lb) - Max Horz 2=102(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 10, 16, 17. 18, 14, 13, 12, 2 Max Grav All reactions 250 Ib or less at joint(s) 10, 15, 16, 17, 14, 13, 2 except 18=282(LC 21), 12=282(LC 22) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 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=15ft: B=45ft, L=24ft. eave=2ft, Cat. 11: Exp B. Encl., GCpi=0.18: MWFRS (directional) and C-C Corri -1-0-0 to 2-0-0, Exterior(2) 2-0-0 to 9-8-0, Comer(3) 9-8-0 to 12-8-0 zone,C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/1'PI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 or. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) - This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 16, 17, 18, 14, 13. 12, 2. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. f010312015 BEFORE USE. Design valid for use only With MiTek® 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 verily the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling 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 propeny damage. For general guidance regarding the is fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 36610 I Job Truss Truss Type Oty Ply Park Sq Hms/Margate II 1966A-T I TRAY T12957471 PKS1966A-T C1 COMMON 2 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Mon Jan 15 09A,1:30 2018 Page 1 ID:rFfnwM3Wq?GifrcOMh4ZDxyq_6K-nYM51 u9_6CKyUN2ioddnGg2ZER5JCwX7gxMHrzv9Gd 1-ao 1•t•1z s-ar- 6-0713-10-4 1s-o-o lsao e- a-4 1r 1izI1-0-0 Scale = 1.31.3 4x4 = L 1811 1x4 II 8 3x4 = 3x4 = 1x4 II 1x4 II tp a i-o•o o- • 2 s-a-4 LOADING ( ps" SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 TCDL 10.0 Lumber DOL 1.25 BC 0.49 BCLL 0.0 Rep Stress Incr YES WB 0.10 BCDL 10.0 Code FBC2017lTPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 11=679/0-7-8, 8=641/0-3-8 Max Horz 11=-81(LC 10) Max Uplift 11=-138(LC 12). 8=-131(LC 12) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=374/17, 3-4=581/197, 4-5=-574/201, 5-6=434/50 BOT CHORD 2-11=-50/430, 10-11=-44I430. 9-10=44/430, 8-9=-44/430, 6-8=44/430 WEBS 3-11=-532/350, 5-9=371/286 DEFL. in (loc) I/defl L/d PLATES GRIP Vert( LL) -0.04 9-10 >999 240 MT20 244/190 Vert( CT) -0.10 9-10 >999 180 Horz( CT) 0.01 8 nla n/a Weight: 58 lb FT = 201A BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Opsf, h=15ft: B=45ft; L=24ft, eave=4ft; Cat. II; Exp B, Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0. Intenor(1) 2-0-0 to 7-6-0. Extenor(2) 7-6-0 to 10- 6-0 zone; cantilever right exposed ;C-C for members and forces & MWFRS for reactions shown: Lumber DOL=1.60 plate grip DOL= 1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 11= 138,8=131. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING • Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1101II.7473 rev. 10/03/2015 BEFORE USE. t Design valid for use only with MiTeke. 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 verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling 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. For general guidance regarding the - fabnwtion, storage. delivery. erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply I Park Sq Hms/Margate II 1966A-T / TRAY T12957472 PKS1966A-T C2 COMMON 3 1 b Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Man Jan 15 09:14:31 2018 Page 1 ID:rffnwM3Wq?GifrcOMh4ZDxyq_6K-GkwUEEAdtWSp6XduMYpsJTNFuepl2f6g MUgvpHzv9Gc 1.0.0 1.3.8 _____ 7-" 15.0.0 160- 1-0.0 1-3-8 62-8 1-0-0 Scale = 1:28.9 4x4 = A 3x4 = 72 1, 11 1 x4 119 8 3x4 = 1x4 II 1i 0.8.0 0.7-8 6-2-8 0.7-12 5.8.8 0-4- 2 1.0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Ven(LL) -0.05 10-11 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.34 Ven(CT) -0.11 10-11 >794 180 BCLI 0.0 Rep Stress Incr YES WB 0.11 Horz(CT) 0.00 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight 58 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) 8=530/0-3-8. 12=522/0-3-0, 9=268I0-3-8 Max Horz 12=-81(LC 10) Max Uplift 8=-139(LC 12), 12=-148(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=344/159, 4-5=-352/158 WEBS 5-8=504/366. 3-11 =347/280 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=15ft. B=45ft. L=24ft, eave=oft; Cat. 11, Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 7-6-0. Extenor(2) 7-6-0 to 10-6-0 zone. cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown: Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 8=139.12=148. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING • Verify design paramelers and READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE 114II.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTeka 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 willy the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling 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. For general guidance regarding the MR fabrication, storage, delivery.. erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-a9 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312.. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply Park Sq HmslMargate II 1966A-T / TRAY T12957473 PKS1966A-T C3 GABLE 1 1 R r tic o ti nal Mid -Florida Lumber, Bartow. FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Mon Jan 15 09:14:32 2018 Page i I D: rFfnwM3 Wq?GifrcQMh4ZDxyq_6K-kwUsRaAFepagjhB5vGK5shvWM2Emn7Bgb8QTLkzv9Gb i-0-0 7-6-0 15-0-0 16-M 1-00 7{6-0 7.6-0 1-0-0 Scale = 1:28.1 4x4 = 3x4 = 18 17 16 15 14 13 12 3.4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 TCDL 10.0 Lumber DOL 1.25 BC 0.03 BCLL 0.0 Rep Stress Incr YES WB 0.06 BCDL 10.0 Code FBC2017/TP12014 Matrix-S DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.00 11 n/r 120 MT20 2441190 Vert(CT) -0.00 11 n/r 120 Horz(CT) 0.00 10 nla n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. All bearings 15-0-0. lb) - Max Horz 2=-81(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 2, 10. 16, 17, 18, 14, 13, 12 Max Grav All reactions 250 lb or less at joint(s) 2, 10, 15, 16, 17, 18, 14, 13, 12 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Weight: 72 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins. 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; Vu8=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B, Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) -1-0-0 to 2-0-0, Exterior(2) 2-0-0 to 7-6-0, Comer(3) 7-6 0 to 10-6-0 zone ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom Chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. S) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) 2, 10. 16, 17, 18, 14, 13, 12. 11. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111•7473 rev. 1"312015 BEFORE USE. Design valid for use only with MiTek® 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 verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling 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 properly damage. For general guidance regarding the 0 fabrication, storage. delivery, erection and bracing of trusses and truss systems. see ANSIfrPlt Quality Criteria, DSS-89 and SCSI Building Component i 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandna. VA 22314. Tampa. FL 36610 Job Truss Truss Type City Ply Park Sq Hms/Margate II 1966A-T / TRAY T12957474 PKS1966A-T CJ1 JACK 5 1 Job Refgrence footionall Mid -Florida Lurnber, Bartow. FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Mon Jan 15 09:14,33 2018 Page 1 ID:rFfnwM3Wq?GifrcOMh4ZDxyq_6K-C71 EfvBtP7iXLrmHTzsKOuSh9RZJWalzgo90uAzv9Ga 1-0-0 I 1-M i 1-0-0 1-0-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 TCDL 10.0 Lumber DOL 1.25 BC 0.01 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2017rTP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No-2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=10/Mechanical, 2=130/0-7-8, 4=-0/Mechanical Max Horz 2=35(LC 12) Max Uplift 3-3(1_C 9), 2-59(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. Scale = 1.7.0 2x4 = DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) 0.00 5 >999 240 MT20 244/190 Vert(CT) 0.00 5 >999 180 Horz(CT) 0.00 2 n/a n/a Weight: 5 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly 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=1511. B=45ft: L=24ft. eave=oft, Cat. 11, Exp B. Encl., GCpi=0.18. MWFRS (directional) and C-C Exterior(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 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 100 lb uplift at joint(s) 3, 2. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERENCE PAGE 11,111.7472 rev. 10/09/2016 BEFORE USE. Design valid for use onty with MiTek* 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 verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permenem bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MR fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPll Quality Criteria, DSB-a9 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa.. FL 36610 Job Truss Truss Type Oty Pty Park Sq Hms/Margate II 1966A-T / TRAY T12957475 PKS1966A-T CJIA JACK 1 1 Reference (optio al Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Mon Jan 15 09:14:33 2018 Page 1 ID:rFfnwM3Wq?GifrcOMh4ZDxyq_6K-C71 EfvBtP7iXLrmHTzsKOuSf6RZrWalzgo90uAzv9Ga 1-8-0 1-M I -M 1-M Scale = 1:8.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.00 7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 6 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP 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 directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=-14/Mechanical, 2=224/0-7-8. 4=31/Mechanical Max Horz 2=49(LC 12) Max Uplift 3=14(1-C 1), 2=121(LC 12), 4=31(LC 1) Max Grav 3=18(LC 12), 2=224(LC 1), 4=33(LC 12) 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=15ft, B=4511 L=24ft; eave=oft; Cat. II; Exp B, Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(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 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 100 lb uplift at joint(s) 3, 4 except (jt=lb) 2=121. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Verify design parameters and READ NOTES ON MIS AND INCLUDED MITEK REFERENCE PAGE 41111-7473 rev. 1e/03/2615 BEFORE USE. Design valid for use only with MiTekr& 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 venfy the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling 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. For general guidance regarding the Is fabncation, storage, delivery.. erection and bracing of trusses and truss systems, see ANSIrTPl1 Quality Criteria, OSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312.. Alexandra. VA 22314. Tampa, FL 36610 r-- Job Truss Truss Type Oty Ply Park Sq HmslMargate II 1966A-T / TRAY T12957476 PKS7966A-T CJ3 JACK 5 1 Job Reference /ootionall Mid -Florida Lumber. Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Mon Jan 15 09:14:34 2018 Page 1 ID:rFfnwM3Wq?GifrcOMh4ZDxyq_6K-gJbcsFCVARgOz_LT t hNZx6?sYruXF 1 Y72SvZQczv9GZ 1-0-0 3-0-0 1-0-0 3.0-0 Scale 1"=1' 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 TCDL 10.0 Lumber DOL 1.25 BC 0.08 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2017/TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=71/Mechanical, 2=188/0-7-8, 4=36/Mechanical Max Horz 2=62(LC 12) Max Uplift 3=26(1-C 12), 2=-50(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. DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) -0.00 4-7 >999 240 MT20 244/190 Vert(CT) -0.01 4-7 >999 180 Horz(CT) -0.00 3 n/a n/a Weight: 11 Ito FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind ASCE 7-10, VuR=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft; B=45ft, L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, 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 3-6-0 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. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII•I473 rev. IOM31201S BEFORE USE. Design valid for use only with MiTekiA connectors. This design is based only upon parameters shownand is for an individual building component. not a truss system. Before use. the building designer must verify the applicability of design parameters and property incorporate this tlesign into the overall building design. Bracing indicated is to prevent buckling 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. For general guidance regarding the is fabrication, storage, delivery. erection and bracing of trusses and truss systems. see ANSIITP11 Quality Criteria, DS849 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Mexandna. VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq Hms/Margate II 1966A-T / TRAY T12957477 PKS1966A-T CJ3A JACK 1 1 Job Reference (ootionall Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Mon Jan 15 09:14:35 2018 Page 1 ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-8V94bD7xkyFa8wgbOuoUJX?cFEu_UoGH6e7y2zv9GY 1- 8-0 3-0-0 Scale = 1 13.7 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.00 4-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 12 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ( lb/size) 3=63/Mechanical, 2=246/0-7-8, 4=26/Mechanical Max Horz 2=76(LC 12) Max Uplift 3=-20(LC 12). 2=-86(LC 12) Max Grav 3=63(LC 17), 2=246(LC 1), 4=49(LC 3) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft, B=45ft; L=24ft, eave=4ft; Cat. 11, Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Extertor(2) -1-8-0 to 1-4-0, Interior(1) 1-4-0 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 3-6-0 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. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies e. e.a WARNING - Verify design peramefars and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7173 rev. 10/03/2015 BEFORE USE. Design valid for use onlywith MiTekA connectors. This design is based only upon parameters shown, and is for an individual building component, not saw a truss system. 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 buckling 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. For general guidance regarding the - fabncation, storage, delivery, erection and bradng of trusses and truss systems, see ANSIRPII Quality Criteria, DSB89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq Hms/Margate II 1966A-T I TRAY T12957478 PKS1966A-T CJS JACK 4 1 Job Reference (ootionall Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Mon Jan 15 09:14:35 2018 Page 1 ID:rFfnwM3Wq?GifrcOMh4ZDxyq_6K-8V9 4bD7xkyFa8wgbOuoUJXzhFBt_UoGH6e7y2zv9GY 1-0-0 5-0-0 2x4 = 5-0-0 S_M Scale = 1:17.0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 0.04 4-7 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.26 Vert(CT) 0.06 4-7 988 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 18 lb FT = 204% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=127/Mechanical, 2=264/0-7-8, 4=64/Mechanical Max Horz 2=90(LC 12) Max Uplift 3=50(1_C 12), 2=-54(LC 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. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 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=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(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 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 100 lb uplift at joint(s) 3, 2. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,110-7473 rev. 1610L201S BEFORE USE. Design valid for use only with MiTek® 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 verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling 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. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrnoll Quality Criteria, DSB-99 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312.. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq Hms/Margate II 1966A-T / TRAY T72957479 PKS1966A-T D1 MONO HIP t 1 Job Reference /ootionall Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Mon Jan 15 09:14:36 2018 Page 1 ID:rFfnwM3 Wq?GifrcQMh4ZDxyq_6K-cijNHxDli245CIVs85P 10X45ofNujw?PWmOgUVzv9GX 1-11-0 5-0-0 1-8-0 5-0-0 1-8-0 LOADING (psi) SPACING- 2-0-0 CSI, TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 TCDL 10.0 Lumber DOL 1.25 BC 0.91 BCLL 0.0 Rep Stress Incr NO WB 0.07 BCDL 10.0 Code FBC2017frP12014 Matrix -MP 4x4 = 1.5x4 I 10 4 DEFL. in (loc) I/dell Lld PLATES GRIP Vert(LL) -0.15 6-9 >538 240 MT20 244/190 Vert(CT) -0.32 6-9 >248 180 Horz(CT) 0.00 2 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 5=394/Mechanical, 2=41610-7-8 Max Horz 2=105(LC 8) Max Uplift 5=93(1_C 8), 2=110(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-6=311/139 Scale = 1.19.6 Weight: 30 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purljns, except end verticals. Rigid ceiling directly applied or 8-1-14 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=15ft, 8=45ft; L=24ft; eave=oft; Cat. II; Exp B; Encl., 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 loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except (jt=lb) 2=110. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 170 lb down and 183 lb up at 5-0-0 on top chord, and 92 lb down at 5-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 3-4=-60, 5-7=20 Concentrated Loads (lb) Vert: 3=123(B) 6=-65(6) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED AIITEK REFERENCE PAGE ANI.7473 rev. IOM212015 BEFORE USE. Design valid for use only with MiTekO 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 verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling 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. For general guidance regarding the is fabrication. storage, delivery. erection and bracing of trusses and truss systems. see ANSIn741 Quality Criteria, OSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply Park Sq Hms/Margate II 1966A-T / TRAY T12957480 PKS1966A-T FT1 SPECIAL 1 1 Job R feu rice o lion I Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Mon Jan 15 09:14:37 2018 Page 1 1 D:rFfnwM3Wq?GifrcOMh4ZDxyq_6K-4uHKtHEOTMCygS42ipwGZkdAO3xYSJVZkQ7E 1 xzv9G W 3-3-10 6-7-4 r 3-3-10 3-3-10 1 3x4 = 2 0 3 Scale = 1:21.0 6 sxo — 4 2.6 II 2x6 ll LOADING (psf) SPACING- 1-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 TCDL 10.0 Lumber DOL 1.25 BC 0.06 BCLL 0.0 Rep Stress Incr NO WB 0.37 BCDL 10.0 Code FBC20171TPI2014 Matrix -MP DEFL. in (loc) 1/defl L/d Vert(LL) -0.01 5 >999 240 Vert(CT) -0.02 5 >999 180 Horz(CT) 0.00 4 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) 6=1018/0-6-12, 4=1030/Mechanical Max Uplift 6=399(LC 8), 4=-404(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-6=998/399, 1-2=700/276, 2-3=-700/276, 3-4=1010/404 WEBS 1-5=-384/973, 2-5=1327/551, 3-5=384/973 PLATES GRIP MT20 244/190 Weight: 44 lb FT = 20% Structural wood sheathing directly applied or 3-2-10 oc purlins, except end verticals. 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; B=45ft; L=24ft; eave=4ft, Cat. II; Exp B; Encl.. GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 6=399, 4=404. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 598 lb down and 276 lb up at 1-4-0, and 598 lb down and 276 lb up at 3-4-0, and 598 lb down and 276 lb up at 5-4-0 on top 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=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert:1-3=-30, 4-6=-10 Concentrated Loads (lb) Vert: 2=-598 7=598 8=-598 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies A& WARNING • Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111,111.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Milrek6 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 verily the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling 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. For general guidance regarding the hT fabncauon. storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPI1 Quality Criteria, DSS-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Type Oty Ply Park Sq Hms/Margate II 1966A-T I TRAY Tss T12957487 PKS1966A-T JACK t 1 i Job Reference (ootionall Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Mon Jan 15 09:14:38 2018 Page 1 ID:rf fnwM3 Wq?GifrcOMh4ZDxyq_6K-Y4r7idFOEfKpRcfFGWRV5y9UwSDaBrXiz4tnZNzv9G V 1-0-0 5-0-0 Scale = 1:17.0 2x4 = 5-0.0 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 BC 0.26 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2017rrP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=127/Mechanical, 2=264/0-7-8, 4=64/Mechanical Max Horz 2=90(LC 12) Max Uplift 3=50(1_C 12). 2=-54(LC 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. DEFL. in (loc) I/defl L/d i PLATES GRIP Vert(LL) 0.04 4-7 >999 240 MT20 2441190 Vert(CT) -0.06 4-7 >988 180 Horz(CT) -0.00 3 n/a n/a I Weight: 18 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vint=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft:. B=45ft; L=24h; eave=oft; Cat. II; Exp 8; Encl.. 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 & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 —. 1010312015 BEFORE USE. Design valid for use only with MiTek& 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 verily the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andior Chord members only. Additional temporary and permanent orating ( i is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabncation, storage. delivery, erection and bracing of trusses and truss systems. see ANSIITPI1 Quality Criteria, DSB49 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa.. FL 36610 Job Truss T1uss Type oty Ply Park Sq Hms/Margate II 1966A-T / TRAY T12957482 PKS1966A-T J6 JACK 1 1 I Job Reference (optional) Mid -Florida Lumber, Bartow. FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Mon Jan 15 09:14 38 2018 Page 1 ID:rFtnwM3 Wq4GifrcOMh4ZDxyq_6K-Y4r7idFOEfKpRcfFGWR V5y9PtSAnBrXiz4tnZNzv9G V 6-8-0 3x4 = Scale = 1 21.5 LOADING (psf) SPACING- 2-0-0 CS1. i DEFL. in loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.11 3-6 >727 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.21 3-6 >385 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 1 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Weight: 21 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. REACTIONS. (lb/size) 1=264/0-7-8, 2=176/Mechanical, 3=88/Mechanical Max Horz 1=92(LC 12) Max Uplift 1=21(LC 12), 2=-70(LC 12) Max Grav 1=264(LC 1), 2=176(LC 1), 3=124(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10: Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft, B=45ft; L=24ft: eave=oft; Cat. II; Exp B, Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 6-7-4 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 3-6-0 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) 1, 2. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING • Verify design p—trailers and READ NOTES ON MIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/201S BEFORE USE. Design valid for use only with MiTek(b 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 verity the applicability of design parameters and properly incorporate this design into the overall building tlesign. Bracing indicated is to prevent buckling 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. For general guidance regarding the Is fabrication, storage.. delivery. erection and bracing of trusses and truss systems. see ANSIITP11 Quality Criteria, DS8-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandra, VA 22314. Tampa, FL 36610 Job Truss Truss Type Q1y Ply Park Sq Hms/Margate II 1966A-T / TRAY T72957483 PKS1966A-T J7 JACK 12 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Mon Jan 15 09 14:39 2018 Page 1 ID:rFfnwM3Wq?GifrcOMh4ZDxyq_6K-1GPVvzGe zSg3mERgEyke9iatsUQwlnsCkcK5gzv9GU 1-0-0 7-0-0 1-1 7-0-0 Scale = 122.3 2x6 = 7-0-0 7-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.12 4-7 >679 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.24 4-7 -348 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MP Weight: 24 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=183/Mechanical, 2=342/0-7-8, 4=90/Mechanical Max Horz 2=118(LC 12) Max Uplift 3=-73(LC 12), 2=-59(LC 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. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft: B=45ft, L=24ft; eave=oft; Cat. IL Exp B, Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -1-0-0 to 2-0-0, Intenor(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 3-6-0 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. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1""015 BEFORE USE. Design valid for use only with MiTekll, connectors. This design is based only upon parameters shown, and is for an individual building component. not a tmss system. Before use, the building designer must verily the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling 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 properly damage. For general guidance regarding the 05 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSl1TPI1 Quality Criteria, OSS-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Insti ule, 218 N. Lee Street, Suite 312. Alexandria. VA 2231 C Tampa.. FL 36610 Job Truss Truss Type pry Ply Park Sq Hms/Margate II 1966A-T / TRAY Tt2957484 PKS1966A-T VT SPECIAL 6 1 ob Referen tion I Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Mon Jan 15 09:14:40 2018 Page 1 I D:rFfnwM3 Wq?GifrcQMh42Dxyq_6K-VTzt7JHGIHaXhwpdNxUzBNEieGtmfkE?ROMueGzv9GT 1-0-0 _ 2-7-8 4-9.9 7-0-0 1-0-0 — 2-7-8 2-2-1 2-2-7 Scale = 1:22.3 L5x4 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) 0.15 8 556 240 TCDL 10.0 Lumber DOL 1.25 BC 0.34 Vert(CT) 0.26 8 323 180 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(CT) 0.13 7 n/a nla BCDL 10.0 I Code FBC2017rTP12014 Matrix -MP LUMBER. TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 •Except- 3-9: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 5=10/Mechanical, 2=343/0-7-8, 7=269/Mechanical Max Horz 2=118(LC 12) Max Uplift 5=17(1_C 3), 2=-57(LC 12), 7=-54(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=362/181 BOT CHORD 3-7=-331/392 WEBS 4-7=-457/387 PLATES GRIP MT20 244/190 Weight 29 lb FT = 20 % BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing, Except: 6-0-0 oc bracing: 2-9. NOTES- 1) Wind: ASCE 7-10: Vutt=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf, h=15ft, B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6-1 1-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 2, 7. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING . Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE I1,111.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTek(!) 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 verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling 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. For general guidance regarding the fabrication. storage.. delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DS849 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Sune 312, Alexandria. VA 22314. Tampa, FL W10 Job Truss Truss Type city PlyPark Sq Hms/Margate II 7966A-T / TRAY T12957485 PKS1966A-T KJS JACK 1 1 Job Reference (oplipnall Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries. Inc. Mon Jan 15 09:14 40 2018 Page 1 I D:rFfnwM3 Wq?GifrcOMh4ZDxyq_6K-V rzt7JHGIHaXhwpdNxUzBN EkkGggfl 1 ?ROMueGzv9GT 7-0-14 1-5 0 7-0-14 Scale = 1,16.8 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0A 1 4-7 >800 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.21 4-7 >393 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -MP Weight: 24 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=177/Mechanical, 2=329/0-10.10, 4=87/Mechanical Max Horz 2=90(LC 8) Max Uplift 3=64(1-C 8), 2=106(1-C 8) Max Grav 3=177(LC 1), 2=329(LC 1), 4=123(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=15ft; 8=45ft; L=24ft; eave=4ft, Cat. II; Exp B; Encl., 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 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 100 lb uplift at joint(s) 3 except (jt=lb) 2=106. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 83 lb up at 1-6-1, 3 lb down and 11 lb up at 1-6-1. and 3 lb down and 43 lb up at 4-4-0, and 3lb down and 47lb up at 4-4-0 on top chord, and 40 lb up at 1-6-1, 2 lb up at 1-6-1, and 2 lb down at 4-4-0, and 5 Ib down at 4-4-0 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 (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=60, 4-5=-20 Concentrated Loads (lb) Vert: 8=29(F) 10=32(F=30, B=2) 11=-8(F=2, 8=5) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® 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 vent' the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling 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. For general guidance regarding the - fabrication.. storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, OSS49 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandna. VA 22314, Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq Hms/Margate 11 1966A-T / TRAY JPKS1966A-T Tt2957486 KJ7 JACK 2 1 t—________—_— o Reference io 11 —_ _ Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Mon Jan 15 09:14:41 2018 Page 1 ID:rFfnwM3Wq?GifreOMh4ZDxyq_6K-zfWGKeHuWai0130pxf?Cjan BgCV07b8f25RAizv9GS 1.5-0 5-2-6 9-10 13 1-5-0 ~ 5-2.6 4-8-7 - Scale = 1:22.0 2x4 = 1.Jx4 n 5 3x4 = LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TPI2014 CSI. TC 0.38 BC 0.44 WB 0.36 Matrix -MS DEFL. in Vert(LL) -0.03 Vert(CT) -0.07 Horz(CT) 0.01 loc) I/deft Lid PLATES GRIP 6-7 >999 240 MT20 244/190 6-7 >999 180 5 n/a n/a 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=129/Mechanical, 2=513/0-10-10, 5=332/Mechanical Max Horz 2=118(LC 8) Max Uplift 4=59(1_C 8), 2=-112(LC 8), 5=-52(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=785/120 BOT CHORD 2-7=162/708, 6-7=-162/708 WEBS 3-7=0/277, 3-6=-769/176 NOTES- 1) 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. It: Exp B, Encl.. 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 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 100 lb uplift at joint(s) 4, 5 except (#=1b) 2=112. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3 lb down and 11 Ib up at 1-6-1, 3 lb down and 11 lb up at 1-6-1. 3 lb down and 47 lb up at 4-4-0, 3 lb down and 47 Ito up at 4-4-0. and 29 lb down and 79 lb up at 7-1-15, and 29 lb down and 79 lb up at 7-1-15 on top chord, and 2 lb up at 1-6-1, 2 Ib up at 1-6-1. 5 lb down at 4-4-0, 5 lb down at 4-4-0, and 22 lb down at 7-1-15, and 22 lb down at 7-1-15 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 (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, 5-8=-20 Concentrated Loads (lb) Vert. 13=59(1`=-29, B=-29) 14=4(F=2.. B=2) 15=-10(F=-5, B=-5) 16=-37(F=-18, B=-18) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shownand is for an individual building component, not a truss system. Before use, the building designer must verily the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing a is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 0 fabncation, storage, delivery, erection and bracing of trusses and truss systems. see ANSVTPl1 Ouality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Sune 312, Alexandria. VA 22314. Tampa, FL 36610 Symbols Numbering System I A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4' Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0';16 " 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 20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular4x4toslots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 dimensions shown in ft-in-sixteenths Drawings not to scale) 1 2 3 TOP CHORDS cr-2 c2-3 a WEBS cab 4 0 '• O 0 a 0 ir c2- BOTTOM CHORDS JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 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 bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber 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-structural 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 purfins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review 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 ANSIITPI 1 duality Criteria. 53' 8" 1 4' 8" c i 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. c r 6 V1 0#18_741 J L 2 - HUS26 FLR. HGRS MID - FLORIDA LUMBER ACQUISITIONS BARTOW, FLORIDA 1966— A 12" TRAY CLG. n! ur; oaw er +te b PKS1966A—T wA s7-28—n BmeX City of Sanford Building and Fire Prevention Product Approval Specification Form Permit # R Project Location Address 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 w/Sidelites FL8871.6 Sliding MI Windows and Doors Series 420 Alum SGD - 2 Panel FL 15332.4 Sectional Clopay Building Products 941T40-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 FI-13223.2 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 InterWrap, Inc Rhino Roof Underlayments FL15216.1 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shingles Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofing slate Cements/ Adhesives / Coating Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E.P.S. Roof Panels Roof Vents Southeastern Metals Off -Ridge Roof Vents FL16994.1 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 Engineered 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 Please Print) June 2014 Florida Buildina Code Online Paae 1 of') BC!S Home Log In user Registration Hot Topics Submit Surcharge Stats & Facts i Publications FBC Staff BUS Site Map ) Links Search ca Product Approval USER: Public Userdbz-,) r , j - Product Approval Menu > Product or Application Search > Application List > Application Detail FL $ FL8871-R8 Application Type Revision Code Version 2017 Application Status Approved Comments Archived W Product Manufacturer Therma-Tru Corporation Address/Phone/Email 118 Industrial Drive Edgerton, OH 43517 419) 298-1740 rickw@rwbldgconsultants.com Authorized Signature Vivian Wright rickw@rwbidgconsultants.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Swinging Exterior Door Assemblies 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 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 J. King, P.E. Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By FL8871 R8 COI (b) Certificate of Independence.odf Standard ASTM D1929 ASTM D2843 ASTM D635 ASTM E1300 ASTM E84 ASTM G26 TAS 201, 202, 203 Florida Licensed Professional Engineer or Architect Fi 88%t R8 `Coiv (b) Ecuivaiencv of Standards od` Year 1996 1999 2003 1998 2000 1995 1994 https:/"-\N-W.floridabuildincT.orcT1pr,/pr_app_dtl.aspxOparam=wGEVXQwrtDgty IjVi/ak?nHr... 1:'26 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 HVHZ: Yes FL8871 R8 II (b) Inst 8871.1.odf Approved for use outside HVHZ: 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 R$ AE {_ a1 8871.-Lkff 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 HVHZ: Yes FL8871 R8 11 (0 Inst 8871f Approved for use outside HVHZ: 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 HVHZ: Yes FL8871 R8 II (b) Inst 8871.3.odf Approved for use outside HVHZ: 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 8871.3 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 " J" 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 HVHZ: Yes FL8871 R8 II () Inst 8871.4.odf Approved for use outside HVHZ: 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 " J" 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 HVHZ: Yes Pt R8 I1 (b) Ins', 8871.5.odf Approved for use outside HVHZ: 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 RS AE (b) Eval 8871.5.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. https:' Nkkkw.floridabuildina.or„'pr,/pr_app_dtl.aspx?param=wGEVXQvvtDgt 3IjVvak2nHr... 1/26`'2018 Florida Building Code Online Page 3 of') 18871.6 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 HVHZ: Yes FL8871 R8 II (b) inst 8871 .6.pdf Approved for use outside HVHZ: 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: Eva! 8871.6.pdf 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 "Y' part numbers for these sidelites, which have been stained or painted within six months of installation.) 8871.7 g. "FiberClassic" or "SmoothStar" 3'0 x 8'0 "Impact" Opaque Fiberglass Single Door with Series Sidelites (OXO) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R8 II (b) Inst 8871.7.Odf Approved for use outside HVHZ: 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 HVHZ: Yes FL8871 R I8I (b) Inc' 871.8.pdf Approved for use outside HVHZ: 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 FL3871 R8 AE (b) Eva! 8871.8.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. I 8871.9 i. "FiberClassic", "SmoothStar", 60 x 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 HVHZ: Yes FL8871 R8 II (b) Inst 8871.9.odf Approved for use outside HVHZ: 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) Eva! 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 "Y part numbers for these sidelites, which have been stained or painted within six months of installation.) Back Next Contact Us :: 2601 Blair Stone Road. Tallahassee Fl. 32399 Phone 850-487-182a The State of Florida is an AA/EEO employer. Coovrioht 2007-2013 State of Florida.:: Privacy Statement :: ACCessibilih, Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions: please contact 850.487.1395. 'Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official Communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please dick here . Product Approval Accepts: t. _ j 0 Creda Card Sate https:%/w,w.floridabuilding.org/pr,/pr_app_dtl.aspk?param=wGEVXQ«-tDgty3Ij Wak?nl-lr... 1/26i2018 THERMAITRU 0 THERMA TRU DOORS 1 1 B INDUSTRIAL DR., EDGERTON, OH 4351 7 SMOOTH STAR & FIBER CLASSIC FIBERGLASS SINGLE "IMPACT" DOOR w/ "NON -IMPACT" SIDELITE INSWING / OUTS WING GENERAL NOTES 1. This product has been evaluated and Is in compliance w th the 61h Edition (2017) Florida Budding Code (FBC) structural requirements including the "High Velocity Hurricane Zone" (HVHZ). 2. Product anchors shall be as listed and spaced as shown on deloits. Anchor embedment to base material shall be beyond wall dressing or stucco. 3. When used in the "HVHZ" the opaque door complies with Section 1626 of the Florida Building Code and does not require an impact resistant covering. The non -impact sideple must be protected with on Impact resistant covering complying wilh Section 1626 of the FBC. 4. When used in areas outside of the "HVHr requiring wind bome debris protection, the opaque door complies with fBC Sections 1609.1.2 & R301.2.1.2 and does not require an impact resistant covering. The opaque door meets missile level V and includes Wind Zone 4 as defined in ASTM E 1996 and FBC Sections 1609.1.22 & R301.2.1.2.1. The non-irnpact sidefites must be protected with an impoct resistant covering complying with FBC Sections 1609.1.2 & R301.2.1.2. 5. For 2x stud framing construction, anchoring of these units shall be the some as that shorn for 2x buck masonry construction. 6. Site conditions that deviote from the details of this droving require further engineering analysis by a licensed engineer or registered architect. 7. Outswing configurations using coastal s4 item #4 under active doors, and oll sills used under The sidefiles, meet water infiltration requirements for "HVHZ". 8. Inswing configurations and oulsr+ing configurations using sip item #5 under the door do riot meet the water infiltration requirements for the'HVHY' and shop be installed only In non -habitable areas or at habitable locations protected by an overhanq or canopy such that the angle between the edge of canopy or overhang 10 sR is less than 45 degrees. TABLE OF CONTENTS DESCRIPTION Typical elevations, design pressures & general notes Door panel details j5mooh star) r Door panel details (f ben classic) 6------ SideNTe panel details s--- Flarizontal crosssedansVelticolcrosssections 7 Vertical class sections B Buck amid Irnrne anchoring - 2X buck masonry construction 9 frame anchoring - 1 X buck masonry construction 10 Components & Glazing details I j Bill of MalerloIs 54.75" MAX. O.A. FRAME WIDTH 37.75" MAX. FRAME WIDTH — I5.51T' MAX. FRAME WIDTH 13.75" MAX. N z 36.00" MAX. rhPANELWIDTH PANEL WIDTH id O E m m x x w a' NnO J( Q Q E O I. 00 n P P O PE' INSWING 54.75" x 98.00" 60.0 60.0 SMOOTH CUTSWING 54.75" x 96.50" 65,0 65.0 STAR INSWING 54.75" x 98.00" 60.0 60.0 FIBER OUTSWING 54.75" x 96.50" 65.0 65.0CLASSIC See Sheet 10 for design pressure fimitotions, N.T.S. BY: DW_S By: LFS Ft - 8871.6 r I OF 1 44 Al 41 43 O' 46 47, EXTERIOR 47 ` r r, o p pfno 11111 m V ry Z 2 INTERIOR(46 46 42 Cun c Z m o a O c0. m 1 HORIZONTAL CROSS SECTION m 9 n n I 2 47 ).saZ ; 0 'a J 41 o aK o o [ ra n w~ e1.53-1 a v2 TYP. 4 13 CORNERS a o Of PANEL a EXTERIOR INTERIOR 0I m o a a 42 TOP RAIL 4J LOC S LE a m DETAIL A -A b 4U DOOR PANEL 4 4 SFrwolh slnr 41 oN m (V 00000000 4'2 41 u W O 0000000000000000000000 R 44 0000000000n m000000 ooc,0000 4 t_ 000000000000000 a a° a n 12z 0000000000000 o - -00 - 000000moo(oo ; -- —_i_ _- 14 oOOoOQ- Q- n Qn NQ 000000( 0 c. O oo 0000000 M, ? 44 HINGE STILE 45 BOTTOM RAIL a. n N ^ p z 000 o0000 0000000 28.86%OPEN 00000000 AREA MAX.2 VERTICAL CROSS SECTION' DArE: 05 z2 os i 0000000 2 ---L— a 00000000 45 SCNE: N.r.s. 0000000 000000oo ' orr<: a,: nws m ct«. BY: LFS 3 DETAIL A -A DMWWG NO.: tt Ponel reinforcement FL -8871.E 0m 0 91EFT 2 OF 11 m 64 66 67 6T EXTERIOR 67 6 i I--- DETAIL A -A b DOOR PANEL 60 Fiber cclossic 000000000000000 00(00000 000000000000000000000000000000000000t1000000000000000000000000000000000000000000000 00000 0 0000 O_ 00000 000000000000000 100000000000000000000000000000000000000000000 DETAIL A -A Panel reinlorcernenl TYP.4 CORNERS Of: PANEL m Win! 944 28.86% OPEN AREA MAX. INTERIOR 1 HORIZONTAL CROSS SECTION 3 4.02' -1 63 LOCK STILE ICJ V1LL1 Cd CS BOTTOM RAIL EXTERIOR N Z Q=r 01 V N Z f N Z O UEmmu ug 9 `0IL aNa maa`w V m 4 ZE. C o8cw o JLL rZINAWN 2 VERTICAL CROSS SECTION 3 c: N.T.S. BY. DWS — d BY: LFS ; VWG140 — ° FL-8871.E a T L OF 1zT 13.75" MAX. PANEL T - WIDTH w W d N P SIDELffE PANEL r— 1.53" 1 7t TOP RAILSIJeSle I 1.18r.- T n 72 STILE Sidelile I1.'.53--]1 I 7J BOTTOM RAILSide6le 9" MAX. D.L. EXTERIOR INTERIOR v WAL CROSS SECTION ruff & rustic) i' MAX. D.L. EXTERIOR INTERIOR 2 HORIZONTAL CROSS SECTION Q (Fiber classic) MAX. D.L. EXTERIOR Al -7i EXTERIOR INTERIOR xx EXTERIOR Q INTERIOR x EXTERIOR o.J M N:° 4110Tz° oa 47 , I1 rn 49 o o o a gzq Emu m ou a 9 23 1G e mooa aeaaTi 10 Ja O 0 INTERIOR E v INTERIOR ( G$) 49 23 73 3 HORIZONTAL CROSS SECTION 73 73 Q ( Smooth slur) 4 VERTICAL CROSS SECTION 5 VERTICAL CROSS SECTION 6 VERTICAL CROSS _SECTION q ( Classic craft & rustic) 4 (per classic) 4 (Smooth star( aMw— Z i 05/ 22/08 BY: _- DW-S ._ BY: NEW rw. _ n FL- 8871.8 a 4 er 11 I -1 /4" MIN. EM9. (TYP.) 4 HORIZONTAL CROSS SECTION Shown w/1Xsub-buck 1 HORIZONTAL CROSS SECTION 2 HORIZONTAL CROSS SECTION 3 HORIZONTAL CROSS SECTION Outswing shown -inswing $ Outswing shown - inswing 5 Oulswng shown - inswing also approved also approved olso opproved A u7 z° 0 o rn Ir o oi0 o I. tt Iti V V .. v 0 Z O 2 V mroN9 o" ov p J1\ N a a m a a m LL V C ZOV O o c t n a 101 a17t; 0.5/77/0, SCALE: N.T.S. 1-114"MIN. owc, ev: pWS EMR. (TYP.) CM(. ar: LFS DRAWM NO, FL-8871.6 SWEI 5 or 1 EXTERIOR ""` y- INTERIOR D6T VERTICAL CROSS SECTION Outswing shown - inswing also approved EXTERIOR INTERIOR VERTICAL CROSS.SECTION 6 Inswg con, nwzlionsemerasheetI for " HVHr water Infiltration requirements EXTERIOR -%` INTERIOR 2 VERTICAL CROSS SECTION 6 Shown w/IX sub -buck EXTERIOR INTERIOR see general notes sheet I to " tIVHZ' water infiltration requirements m z 4't 0 r o m co oeao INTERIOR EXTENR ` Z o o v Z_ Z0 MCO [ U, a ^ a m6 a4 w I 10 / 60 . 0t°Eoz z o 5 i rn i-- rn S n VERTICAL CROSS SECTION as 6 J Ouiswing configuration see notes sheet I j r` general for" HVHT' ter infillralion o arequirements o a INTERIOR EXTERIOR VERTICAL CROSS SECTION Ouisw ing configuration see general notes sheet I to( IIVHP water infiltration requirements z r 05/ 22/08 E: N.T.S. BY: DWS_ n By. LFS 3 nuc No., - ° 0 FL- 8871.E c ET _ jS 0< 11 EXTERIOR // INTERIOR 1 VERTICAL CROSS SECTION 7 Oulswing shown - Inswing also approved EXTERIOR INTERIOR 4 _ VERTICAL CROSS SECTION 7 Inswing confgurolion y •° EXTERIOR // INTERIOR VERTICAL CROSS SECTION 7 Shownw/iXsub-buck EXTERIOR INTERIOR 5 VERTICAL CROSS SECTION 7 Inswing configuralion 11,2114060 N'•7 z° ryy a cNM EXTERIO///err* Ps o n m Z U N .• y o oZ N VVV ^ n 9 o c aO" ao Ev TO VERTICAL CROSS SECTION 7 OulswkV configuration INTERIOR EXTERIOR 6 VERTICAL CROSS SECTION 7 Oulswtng configuralion a MN •- Z a+>E:05 22 08 sc.u: N.F.S. - MG. IN: DWS cm. er: LFS i on w°ic eo.: ° FL.-8871.E7 sr;ecT 7 0: 11 MASON OPENIN 2X BUC s' —1 -- --I I-- 4" RY 1 TYP. HEAD & G JAMBS II I I MULLION IISLiOWNFOR REFERENCE I ONLY I 3 II yu II K "o iI I I I I I I I I BUCK ANCHORING IT} I L 1 3" N a i zoom J O W W nNaro__ o ".i. Vi Z. f, TYP. HEAD & oo !_ (` N $ E o 9 W c° w MASONRY JAMBS V < U \ fir\ r: t N a d o a OPENING o i vZ En c: O c c e! v K^, InFvTonFRAME X m NZ N O UU Y TYP. 0 z In 2X BUCK MULLION vr ao N tj L K 0 N I F Lu a Lca TYP. SILL TYP. SILL r K mm n. a Ui R m HINGE JAMB FRAME ANCHORING STRIKE JAMB U U Masonry 2X buck construction CONCRETE ANCHOR NOTES: I. Concrete anchor locations at the corners may be adjusted to maintain the min. edge distance to mortarjoints. 2. Concrete anchor locations noted as "MAX. ON CENTER" must be adjusted to maintain the min. edge distance to morior joints, additional concrete anchors may be required to ensure the "MAX. ON CENTER" dimension are not exceeded. 3. Concrete anchor table: ANCHORANCHOR MIN. MIN. CLEARANCE MIN. CLEARANCE TYPE SIZE EMBEDMENT TO MASONRY TO ADJACENT EDGE - ANCHOR ITW TAPCON® 1/ 4" 1-1/4" 2" 4" Etc 1/ 4" 1-1/4" 1" 4" ULTRACON WUUO SCREW INSIALLAIIUN NUIU,: 1. Maintain a minimum .5/8" edge distance, I" end distance, & I"o.c. spacing of wood screws to prevent the splitting of wood. HINGE DETAIL LATCH & DEADBOLT DETAIL Z 05122108 F: N. T S. BY: LFS MNC NO.- n 0 FL- 8871. E c r r8 or 11 BUCK ANCHORING IT} I L 1 3" N a i zoom J O W W nNaro__ o ". i. ViZ. f, TYP. HEAD & oo !_ (` N $ E o 9 W c° w MASONRY JAMBS V < U \fir\ r: t N a d o a OPENING o i vZ En c: O c c e! v K^, In FvTonFRAMEXm NZ N O UU Y TYP. 0 z In 2X BUCK MULLION vr ao N tj L K 0 N I F Lu a L c a TYP. SILL TYP. SILL r K mm n. a Ui R m HINGE JAMB FRAME ANCHORING STRIKE JAMB U U Masonry 2X buck construction CONCRETE ANCHOR NOTES: I. Concrete anchor locations at the corners may be adjusted to maintain the min. edge distance to mortarjoints. 2. Concrete anchor locations noted as "MAX. ON CENTER" must be adjusted to maintain the min. edge distance to morior joints, additional concrete anchors may be required to ensure the "MAX. ON CENTER" dimension are not exceeded. 3. Concrete anchor table: ANCHORANCHOR MIN. MIN. CLEARANCE MIN. CLEARANCE TYPE SIZE EMBEDMENT TO MASONRY TO ADJACENT EDGE - ANCHOR ITW TAPCON® 1/4" 1- 1/4" 2" 4" Etc 1/4" 1- 1/ 4" 1" 4" ULTRACON WUUO SCREW INSIALLAIIUN NUIU,: 1. Maintain a minimum . 5/8" edge distance, I" end distance, & I"o.c. spacing of wood screws to prevent the splitting of wood. HINGE DETAIL LATCH & DEADBOLT DETAIL Z 05122108 F: N. T S. BY: LFS MNC NO.- n 0 FL-8871. E c r r 8 or11 WUUO SCREW INSIALLAIIUN NUIU,: 1. Maintain a minimum . 5/8" edge distance, I" end distance, & I"o.c. spacing of wood screws to prevent the splitting of wood. HINGE DETAIL LATCH & DEADBOLT DETAIL Z 05122108 F: N. T S. BY: LFS MNC NO.- n 0 FL-8871. E c r r 8 or11 ONLY ` ``, * / i,' m zz, o gyp• 'rj r y U:uz1 'dic iQ LLrm N i 7 Z 4110a J O b m 1/ (`` a ri rrr/fit 11% `` O n 1O z V N D 9 2 O Z V 4 N LO 9 CWOIL MASON v m p 4to ft. OPENINGo z Db W U O in o mU FRAME8o ; z o c> U>- L r m a QO t5 o a P. I a ixiIMULLIONibaa I » gym 1_— • 14 4 m SILL N b N 7 0 LATCH & DEADBOLT DETAIL u o HINGE JAMB STRIKE JAMB co 0 0 0 CONCRETE ANCHOR NOTES: FRAME ANCHORING Q a a 1. Concrete anchor locations at the corners may be adjusted to maintain the min. Masorwy I buck construclon 1 _ a .0. a edge distance to mortarjoints. / - 3 rx n — z 2. Concrete anchor locations noted as 'MAX. ON CENTER" must be adjusted to H maintain the ruin. edge distance to mortarjoints, additional concrete anchors 12 may be required to ensure the "MAX. ON CENTER" dimension are not exceeded. 3. Concrete anchor table: \ J \ v M N o 12 H DATE:05122108 i 12 scut: N.T.S. o L — M. BY: DWS m' cw, er: LFS 31/4 DRAww NO.: - tt WOOD SCREW INSTALLATION NOTES: HINGE DETAIL I. Maintain a minitnum 5/8" edge distance, 1"end distance, & 1"o.c. spacing of FL-8871.G u o wood screws to prevent the splitting of wood. srirEt 9 or 1 1 THIS ANCHOR RE RY ar t V 4" _ WHEN DP > 60.0 PSF 4" 1IIIIT J TYP. HEAD & r= JAMBS N f? QO m N d TYP. 1"0 1Y BUCK N F K I i TYP TYP. SILL ANCHOR ANCHOR MIN. MIN. CLEARANCE MIN. CLEARANCE SIZE EMBEDMENT 70 MASONRY 70 ADJACENT TYPE EDGE ANCHOR TAPCON 5.77' -- OTHRESHOLDInswingadjustable 4.57" 4 THRESHOLD Oulswing coastal 2D INSWI_NG SIDEUTESpocer 1/2" GLASS 3/4" THK. BITE GLASS 1 /8" TEMP. AIR SPACE 1 /8" TEMP. SWIGGLE GLAZING C4 SPACER GLAZING DETAILGI 4"insrdafed gloss L 2 THRESHOLD In—ng adjustable Oms, HOLD Oulswing sstandard YlilaTiiRio 5.87' - r- r L 3 THRESHOLD Inswing seN-odjusl rr— b L 6 THRESHOLD Inswing MAX. DESIGN PRESSURE _ +/- SO PSF 2.14" t\ YI INSWING SIDELITE Spacer G2 GLAZING DETAIL Wmhaled glass I"THK. GLASS 1 /8" TEMP. AIR SPACE 1 /8" TEMP. GLAZING TTlfy•]T I YEfi z N V a 0 4.56" -- iI N O 8 HEAD 6 SIDEJamb 22 OUTSW'NG SIDEUIES{{weer 7/16" GLASS BITE GLAZING DETAIL G3 1 /2" insulaled glass 1 /2" THK. GLASS 1 /8" TEMP. AIR SPACE I/8"TEMP. WE:05/1 08 ` 25"STEEL srxE: N.T.S._ ` INTERCEPT DWG. eiv DWS n SPACER crx. BY: LFS 3 DR5M4NC NO.; D FL-8871.6 SHEET LO DE 1I C I'll NO'i rnP f Lp•. u i j N' m i V''• ;'0. Q m nN i ` N ri U N o Z XDZUNuEmmo e.$ 9 0 o a n a 5 q ry 4 o a J O WIYUH L J 4 W2 N ol J U K D o 0 a a a m U U — m m r. v 0 0 N u N n a u plN GJ O b O O Q' Y_, 1,1 a n `L 0- u W = nNQ p p N U Jn NOTE: WOOD DOOR COMPONENTS: PINE (SG >= 0.42) DALE: 5 22 08 i SCAM N.T.S. M. BY: Ows m ct er: LFS ; onAw:exuD.: rc m FL-8871.8 0 N 51,EF7 1 ] OF 1 1 yA BILL OF MATERIALS ITEM DESCRIPTION MATERIAL ITEM DESCRIPTION MATERIAL A 1 X BUCK SG >= 0.55 WOOD 40 SMOOTH STAR DOOR -SEE DOOR PANEL DETAIL SHEET FOR DETAILS B 2X BUCK SG >= 0.55 WOOD 41 DOOR SKIN 0.072" THK. (SMOOTFI STAR Fy = 6.000 PSI MIN. FIBERGLASS C 1/4"SKIM SPACE WOOD 42 TOP RAIL (SMOOTH STAR_ COMP. D MAX. 1/4" X 2-3/4" PFH ELCO CONCRETE SCREW STEEL 43 LOCK STILE (SMOOTH STAR) _ WOOD/LVL F MASONRY - 3,000 PSI MIN. CONCRETE CONFORMING TO ACI 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 CONCRETE 44 HINGE STILE (SMOOTH STAR) WOOD 45 BOTTOM RAIL (SMOOTH STAR) COMP. F 1 /4" X 2-3/4"PFH ITW CONCRETE SCREW STEEL 46 PANEL REINFORCEMENT OA23"THK. (SMOOTH STAR) STEEL H 3/16" X 31/4" PfH ITW CONCRETE SCREW STEEL 47 FOAM CORE POLYURETHANE I 1 /4" X 2-I /4" PFtT ITW CONCRETE SCREW STEEL 48 SIDELITE SKIN SMOOTH STARL FIBERGLASS J 1/4 X 3 3/4" PFH ITW CONCRETE SCREW STEEI. 49 LITE FRAME (SMOOTH STAR) PVC K_ 1/4" X 1-3/4" PFH ITW CONCRETE SCREW STEEL 57 FOAM CORE POLYURETHANE L N 10 X 2-1 /2"PFH WOOD SCREW (1.15" MIN. EMBEDMENT STEEL 58 SIDELITE SKIN (CLASSIC CRAFTI— FIBERGLASS M 19 X 2-1/T PFH WOOD SCREW STEEL 60 FIBER CLASSIC DOOR -SEE DOOR PANEL DETAIL SHEET FOR DETAILS FIBERGLASSN2XMULLIONSG >= 0.55 WOOD 61 DOOR SKIN 0.13T'(FIBER CLASSICIFy = 6,000 PSI MIN. 1 INSWING ADJUSTABLE THRESHOLD (IS300A1) ALUM./WOOD 62 TOP RAIL FIBER CLASSICL COMP. 2 INSWING THRESHOLD (IS300HP5) ALUM./COMP. 63 _ LOCK STILE FIBER CLASSIC— WOOD/LVL 3 INSWING SELF ADJUST THERMAL BREAK THRESHOLD (ISP30M) 64_ HINGE STILE (FIBER CLASSIC) WOOD 4 OUTSWING COASTAL THRESHOLD ALUM./COMP ALUM./WOOD 6S RAIL (FIBER CLASSIC) COMP. 5 OUTSWING_ STAtJDARD THRESHOLD ALUM./WOOD 66 BOTTOM PANEL REINFORCEMENT _0.023" itlK. (FIBER CLASSIC) STEEL 6 INSWING THRESHOLD ALUM./COMP 67 FOAM CORE POLYURETHANE 7 BOTTOM SWEEP 68 SIDELITE SKIN (FIBER CLASSIC) FIBERGLASSDOOR 8 JAMB (PINE) SG >= 0.42 VINYL WOOD 64 LITE FRAME (FIBER CLASSIC) PVC 9 JAMBfOAK) SG >= 0.42 WOOD__ 70_ SIDELITE -SEE SIDELITE _PANEL DETAIL SHEET FOR DETAILS- 10 Florida Buildinc, Code Offline Pacye 1 of) lit— BCIS Home I Log in User Registration Mot Topics Submit Surcharge j. Stats & Facts Publications FBC Staff BCIS Site Map Links Search 11 Iw Product Approvalor4=USER: Public User Product Approval Menu > Product or ADolication Search > Application Lis( > Application Detail FL # FL15332-R4 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) 365-3300 Ext2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Sliding Exterior Door Assemblies 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 Roberto Lomas the Evaluation Report Florida License PE-62514 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2018 Validated By Steven M. Urich, PE 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 FL15332 R4 COI FLCOL.(1df Standard AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 Option D Year 2008 https:iiww-w.floridabuildinc,.orQ/pr/pr_app_dtl.aspx?param=wGEVXQ AtDgtH8572gvdWId... 2/ 1/2018 Florida Building Code Online Paoe 2 of 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 #I Model, Number or Name Description 15332.1 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OXO 145-3/4"x80" NOW REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R4 II 08-00500E.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 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"x80" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R4 II 08-00498E.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R4 AE 5108051).odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.3 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OXO REINFORCED 145-3/4"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R4 II 08-02248C.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLi5332 R4 AE 512968C.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.4 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OX, XO, XX REINFORCED 96"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R4 I' 08-02249C odf Approved for use outside HVHZ: 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 512969C.edf 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 HVHZ: No FL15332 R4 Ii 08-022a(r_gf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 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 I 96"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R4 TI 0lL00499E.p f Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R4 AE 510806D.Ddf 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 Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A Installation Instructions FL15332 R4 11_ 08 a5_01E.p f Verified By: Luis Roberto Lomas 62514 Created by Independent Third Party: Yes Evaluation Reports https:/ w-w-w.floridabuilding.org/pr'pr_app_dtl.aspa?param=wGEVXQwtDgtH8572gvdWZd... 2/1/2018 Florida Building Code Online Page 3 of Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R4 AE 510808D.Ddf PRESSURE RATINGS I Created by Independent Third Party: Yes 15332.8 'SERIES 430/440 ALUMINUM SGD SERIES 430/440 ALUMINUM SGD XXX 143"x80" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS332 R4 II 08-00S02E.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN r"L15332 R4 AE 510809D.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.9 SERIES 430/440 REINFORCED SERIES 430/440 REINFORCED ALUMINUM SGD XXX A--]LUMINUM SGD 143"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FLi5332 R4 Ii 08-00503E.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R4 AE 510810D.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes Back Next Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Cooyrloht 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Stat m nt :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request do not send electronic mail to this entity. Instead. Contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. `Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official Communication with the licensee. However email addresses are public record. If you do not wish t0 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: rm U M1 q_;M Safe https:A/w-vrw.floridabuilding.orgipr,/pr_app_dtl.aspx?param=wGEVXQA-tDgtH8572gvdl,Zd... 2/1 /2018 NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE. 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF 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 E13DO-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 REQUIRE WATER INFILTRATION RESISTANCE. OVERHANG RATIO = OVERHANG LENGTH/OVERHANG HEIGHT 10. FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 11. FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 1" 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—T5 .048" THICK MINIMUM 15. APPROVED CONFIGURATIONS: OX, XO, XX, XP, PX, XIP, PIX TABLE OF CONTENTS NO. DESCRIPTION 1 NOTES 2 — 3 ELEVATIONS I _ Tn INCTAI I ATILT REVISIONS . DESCRIP77ON DATE APPROVED 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. SIGNED: 0612112017 MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ, PA 17030 J'5 G E N SF gd+ 0 61251SERIES420SGDREINFORCEDWITHOUTADAPTER 96" X 96" FTATNOTESyo ; OF iFs;f0Rt0tDRAWN: DWO No. REV 08 G Luis R. Lomas P.E. FL No.: 62514 SCALE NTS DATE 10/30/13 S"EET19 OF 10 I ROBERTOL(WASP.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 434-688-0600 .11nmas@Wb,i,asjw com 1 FF HE 6" MAX 96" MAX FRAME WIDTH 2) ANCHORS PER LOCATION SEE CHART #3 FOR NUMBER OF LOCATIONS REQUIRED 17" MAX ^ r O,C. 6" MAX 17" MAX O.C. 6" T IAX AME IGHT 6" MAX 6" MAX SERIES 420 SGD REINFORCED WITHOUT ADAPTER EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING 35,OPSF NONE SEE CHARTS k 1 AND 47 FOR OTHER UNITS RATINGS NOTES 1. MAXIMUM PANEL SIZE 48 112" x 95' 2. MAXIMUM D. L.O.: 44 5/8' x 90 "' HARDWARE SCHEDULE 1) FLAT MOUNTED HANDLE SET (99-04-145) AT 38 314.ON CENTER FROM PANEL BOTTOM 1) METALLIC TANDEM ROLLERS (99-17-195) AT EACH END OF PANEL BOTTOM RAILS ALUMINUM6063-T6 REINFORCEMF,NT (668) AT AL PANEL INTERLOCKS REVISIONS DESCRIPTION DATE APPROVED 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. CHARTp1 WI4ERE WATER INFILTRATION RESISTANCE IS REQUIRED. CFF AIr1TF O CHFFT 1 Design pressure chart (psn Franz Single Panel and Total Fra" V dlh (in) Height 30.0 36.0 42.0 46.0 60.00 72.00 84.00 96.00 n) Neg Pos Neg Pas Meg Meg 84.0 58.4 40.0 50.9 4D.0 45.7 t37 42.088.0 nOO 55.2 40.0 48.0 40D 43.0 39.492.0 52.4 40.0 45A 40,0 40.6 37.1 96.0 49.8 40.0 43.1 38.4 38.4 35.0 35.0 CHART p2 WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED. SEE NOTE 9 SHEET I Design pressure chart (pso Frame Swjle Panel and Total Frame 1MClh (in) Height 30.0 36.0 42.0 48.0 60.00 72.00 84.00 96.00 01) Pas, May Pas Neg Pas Neg Pos Nag 84.0 58.4 58.4 5419 50.9 45,7 45.7 42.0 42A 88.0 55,2 55.2 48.0 48.0 43.0 43.0 39.4 39.4 92.0 524 52.4 45.4 45.4 40.6 40.6 37.1 37.1 96,0 49.8 49.8 43.1 43.1 38.4 38.4 35.0 35.0 CHART p3 Number of anchor locations required Frarre Single Panel and Total Frame Wrdlh (in) 30.0 1 36.0 42.0 48,0 Heighl 60.0 72.0 84.0 96.0 IIr) H&S Jamb H8S Jenrb HdS Jamb HB,S jJawb 84.0 4 6 5 6 6 6 6 1 6 88.0 4 6 5 6 6 6 6 6 92.0 4 6 5 6 6 6 6 6 96.0 4 6 5 6 6 1 6 6 6 MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ. PA 17030 SERIES 420 SGD REINFORCED WITHOUT ADAPTE 96" x 96" ELEVATION DRAWN: DWG N0. V.L. 08-02249 SCALE NTS JDATE 10/30/ 13 I Is-2 OF 10 L ROSERTO LOMAS P E. 1432 WOODFORD RD LEWISVILLE. )VC 27023 434.6BB-0609 'Ho-L&Irlomaspe. Co. SIGNED: 0612112017 STTAETtrE' OF 0. G REV C ////'/ 0N At Luis R. Lomas P.E. FL No.: 62514 N FIR HE 96' MAX FRAME WIDTH 1) ANCHOR PER LOCATION AT HEAD do JAMBS SEE CHART #4 FOR NUMBER OF LOCATIONS REQUIRED 6" MAX — I 17" MAX y o.c. I 6" MAX 17" MAX O.C. 5" T 4X WE GHT 6" MAX 6' MAX I 2) ANCHORS PER LOCATION SERIES 420 SGD REINFORCED WITHOUT ADAPTER AT SILL EXTERIOR VIEW SEE CHART 14 FOR NUMBER OF LOCATIONS DESIGN PRESSURE RATING IMPACT RATING REQUIRED 35.OPSF NONE SEE CHARTS #1 AND #2 SHEET 2 FOR OTHER UNITS RATINGS HARDWARE SCHEDULE 1) FLAT MOUNTED HANDLE SET (99-04-145) AT 38 3/4" ON CENTER FROM PANEL BOTTOM 1) METALLIC TANDEM ROLLERS (99-17-195) AT EACH END OF PANEL BOTTOM RAILS ALUMINUM 6063-T6 REINFORC EMENT (668) AT At.l. PANEL INTERLOCKS REVISIONS REV DESCRIPTION DATE APPROVED A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. 8 REVISED INSTALLATION DETAILS 08/03/15 R.L. C REVISED INST LIATION DETAILS 06/21/17 R.L. NOTES: 1. MAXIMUM PANEL SIZE: 48 112" x 95" 2. MAXIMUM D. L.O.: 44 5 8" x 90 "' CHART B4 Number of anchor locations required Frame Single Panel and Total L1nil VWth (in) Height 30.0 36.0 42.0 48.0 n) 60.0 72.0 4.0 96.0 HAS Jamb HAS Jamb HAS Jamb HAS Jamb 84.0 4 6 5 6 6 6 6 6 88.0 4 6 5 6 6 6 6 6 92.0 4 6 5 6 6 6 6 6 96.0 4 6 5 6 6 6 6 6 MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ, PA 17030 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" X 96" FIN ELEVATION DRAWN: REVREV V.L. 08-02249 C SCALE NTS IDATE 10/30/13 1 SHEL13 OF 10 L. ROBERTO LOMAS P E. 1432 WOODFORD RD LEWISVILLE, NC 27023 d34.6BB0609 rlbmas(dbinrnaspe.com SIGNED: 0612112017 Rill I Cl0 /// i GENSFgJT O, Bi251 7DTAT E OF Luis R. Lomos P.E. FL No.: 62514 1/2" MIN. EDGE DISTANCE 1 3/8" MIN. WOOD FRAMING EMBEQMENT OR 2X BUCK V BY OTHERS 1/4" MAX. SHIM SPACE 10 WOOD SCREW 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS EXTERIOR II II 1111 INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION N07ES I. INTERIOR AND EX7ERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND.IOINT SEALANT BY OTHERS TO BE DF_ SIGNED IN ACCORDANCE WI FH ASTM E2112 SILL TO BE SET IN A BED OF APPROVED SEALANT MIN. LENT MIN. tuut u6TANCE REVISIONS DESCRIPTION DATE APPROVED 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 3/6" MIN. 1/4" MAX. EMBEDMENT LSHIM SPACE INTERIOR 1/2" MIN. EDGE DISTANCE f0k=7VF LE 10 WOOD EXTERIORSCREWJAI— WOOD FRAMING JAMB INSTALLATION DETAIL OR 2X BUCK BY OTHERS WOOD FRAMING OR 2X BUCK INSTALLATION SIGNED: 0612112017 MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET 6 R' E 9s GRATZ, PA 17030 GENSF SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" X 96" 0y 51 R = d7 ^' l t= FRAME INSTALLATION DETAILS D • STATE OF tu` DRAWN: DWG NO. O8 REYp'F C cCDR1 P \\ jss ON- C N\\\ SCALE DATE sOEE249NTS10/30/13 4 OF 10 I. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE. NC 27029 Luis R. Lomas P.E. FL No.: 62514474-6000609 Olomas@Irlonmspe.cam METAL STRUCTURE BY OTHERS 1/2' MIN. I EDGE DISTANCE 1/4" MAX. Q 0 r SHIM SPACE 10 SMS OR SELF DRILLING SCREW vT n,r II 11 II 11 ,.,rrrl,r1 SILL TO BE SET IN A BED OF APPROVED SEALANT 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLAR17Y. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 1- 1/2- MIi EDGE DISTI I 10 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS REVISIONS .. REV DESCRIPTION DATE APPROVED A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. B REVISED INSTALLATION DETAILS 08/03/15 R.L. C REVISED INSTALLATION DETAILS 06/21/17 R.L. 1 /.1" 11— JAMB INSTALLATION DETAIL METAL STRUG70RE INSIALLA TION MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ, PA 17030 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" X 96" FRAME INSTALLATION DETAILS DRAWN: DWC NO. I REV f 08-02249 C NTS — 10/30/13 S-LT5 OF 10 L. ROBERTO LOMAS P.E 1432 WOODFORD RD LEWISV LLE, NC 27023 134-680 W9 rllomas@trwmaspe com SIGNED: 06/2112017 901HIIII//1OffJq VGEMSF ,cP 51 o , TAT OF L41 n' ZOR1 A `•' Fii • C \ Luis R. Lomas P.E. FL No.: 62514 CONCRETE/ MASONRY BY OT14ERS OPTIONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 3/16" TAPCON MASONRY/ CONCRETE BY OTHERS 1 1/2" MIN 1" MIN. SEPARATION EDGE DISTANCE e 1 1/4" MIN. e. EMBEDMENT e 1 /4" MAX. SHIM SPACE 3/16" TAPCON EXTERIOR II II II II INTERIOR SILL TO BE SET IN A BED OF APPROVED SEALANT e 2 7/8" MIN _ SEPARATION VERTICAL CROSS SECTION CONCRETE/MASONRY INSTAL LAT ION e, 1 1/4" MIN, EMBEDMENT 1" MIN. EDGE DISTANCE REVISIONS DESCRIPTION DAiE APPROVED 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 1/4" MAX. 1 • •.a I ^ SHIM SPACE MIN. INTERIOR EDGE DISTANCE 3" ° DMIN SEPARATION b 3/16" TAPCON EXTERIOR V CONCRETE/MASONRY BY OTHERS JAMB INSTALLATION DETAIL CONCRETE(MASONRY INSTALLATIOP! OPTIONAL IX 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 WITH ASTM E2112 SIGNED: 0612112017 MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ, PA 17030 11+IIIIu,j,, 5 R' LO4, y\GENSF SERIES 420 SGD REINFORCED WITHOUT ADAPTER J;VOFRAMEINSTALLATIONDETAILSSTAT DRAWN: Dwc No. REv 08 C/S10NA11\ SCALE NTS oATE 10/30/13 SDHEET69 OF 10 L ROBFRTOLOMASP. E. LUIS R. Lomas P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 434-6680609 d0mas@lrbmaspe. com FL No.: 62514 1/2" MIN, r EDGE DISTANCE WOOD FRAMING I 1 3/8" MIN. OR 2X BUCK EMBEDMENT BY OTHERS 1/4" MAX. SHIM SPACE 10 WOOD SCREWS EXTERIOR U H INTERIOR 0 BE SET IN OF VIED SEALANT 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHER MIN. VENT LULL UIJIAIVI.0 VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES 1. INTERIOR AND EXTFRIOR FINISHES, BY 07HERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE_ WITH ASTM E2112 REVISION" DESCRIPTION DATE APPROVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. REVISED INSTALLATION DETAILS 00/03/15 R.L. REVISED INSTALLATION DETAILS 06/21/17 R.L. 1 3/8" MIN. 1/4" MAX. EMBEDMENT I SHIM SPACE INTERIOR 1/2" MIN. EDGE DISTANCE ij fuk= EXTERIOR WOOD FRAMING JAMB INSTALLATION DETAIL OR 2X BUCK WOOD FRAMING OR 2X BUCK INSTALLATION BY OTHERS SIGNED: 0612112017 MI M RDE DOOREETRS LLC o650DOWSWEST GRATZ, PA 17030 S}11R111L GENSFv SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" X 96" FLANGE INSTALLATION DETAILS' STAT OF cf OR10Q; •G`ti.: iip;lSDRAWN: Dw0 No. REV OS C NA1tE scALF NTS °ATE 10/30/13 sDE"79 OF 10 L. ROBERTO LOMAS PE. 1432 WOODFORD ROLEWISVILLE. NC27023 434 688.0609 r/lomas(allrbnrasae.cnm PLomasLuisR. L.E. FL Noas 1/2" MIN. EDGE DISTANCE METAL STRUCTURE BY OTHERS EXTERIOR 1/4' MAX. SHIM SPACE 10 SMS OR SELF DRILLING SCREW INTERIOR L TO BE SET IN BED OF PROVED SEALANT 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS 1/2'" MIN. 1-1EDGEDISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES, 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY, 2. PERIMETER AND JOINN F SEALANT BY 01"HERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 t /A" .,.v im 1/2" MIN. EDGE DISTAN( Im 10 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS REVISIONS REV DESCRIPTION DATE APPROVEO A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. 5 REVISED INSTALLATION DETAILS 08/03/15 R.L. C REVISED INSTALLATION DETAILS 06/21/17 R.L. JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 0612112017 MI WINDOWS DOOREETRS LLC R I IL 0650WESTMA51 GRATZ, PA 17030 GENS SERIES 420 SGD REINFORCED WITHOUT ADAPTER DjP 51 *= 96" X 96' FLANGE INSTALLATION DETAILS O•• TATE OF DRAWN: DWG ND. REV C[ O 10P • \```\ R d/SjONM- 06 C 0\'' rxsE NTS °ATE 10/30/13 sNEET289 Of 10 L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 LUIS R. Lomas P.E. 434688-0609 rllomas(&1,0b aspe. com FL No.: 62514 CONCRETE/ MASONRY BY OTHERS OPTIONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 3/16" TAPCON MASONRY/ CONCRETE BY OTHERS 1 1/2" MIN. 1" MIN. _ SEPARATION -r EDGE DISTANCE IL SHIM SPACE EXTERIOR If-p d 2 7/8" MIN. _ SEPARATION VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATIOP 3/16" TAPCON INTERIOR SILL TO BE SET IN A BED OF APPROVED SEALANT a 1 1/4" MIN, EMBEDMENT 1" MIN. EDGE DISTANCE REVISIONS `' DESCRWTION DATE APPROVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. REVISED INSTALLATION DETAILS 08/03/15 R.L. REVISED INSTALLATION DETAILS 06/71/17 R.L. 1 1/4" MIN EMBEDMENT 1/4" MAX. v I SHIM SPACE 1" MIN. EDGE DISTANCE o N. . 3" MIN. SEPARATION a a • 3/16" TAPCON CONCRETE/MASONRY BY OTHERS OPTIONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 INTERIOR n EXTERIOR JAMB INSTALLATION DETAIL CONCRETEIMASONRY 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 SIGNED: 0612112017 MI WINDOWS AND DOORS LLC u+nnrr/j1/ 650 WEST MARKET STREET 1GRATZ, PA 7030 J\` ¢ L .11 /il CEMSF 9J SERIES 420 SGD REINFORCED WITHOUT ADAPTER p 61 96" X 96" FLANGE INSTALLATION DETAILS o , TAT OF DRAWN: 0 ND. 08 299 REV C F(pR1 p NTS DATE 10/30/13 SHEET OF 10 L ROBERTO LOMAS P.E. r LUIS R. Lomas P.E. 1432 WOODFORO RD LEW18VILL E. NC 27023 43466E 0609 ffl—CIDlrtomespe. cm I FL No.: 62514 WOOD FRAMING I 1/4" MAX BY OTHERS SHIM SPACE 1 1/4" MIN. EMBEDMENT APPROVED SEALANT BEHIND FIN 8 WOOD SCREW 7/16" MIN EDGE DISTANCE APPROVED SEALANT BEHIND FIN 8 WOOD SCREW 7/16" MR EDGE DISTAI, INTERIOR II D EXTERIOR JAMS? INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INS TALLA71ON VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION FOR SILL INSTALLATION SEE SHEETS 4-9, WOOD FRAMING BY OTHERS INTERIOR TRIM r 1/4" MAX. L SHIM SPACE r RENSIONS REV DESCRIPTION DATE APPROVED A ADDED FLANGE 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 5/8" MIN. EDGE DIST. A TRIM 4 1 1/4" MIN. INTERIOR EMBEDMENT MASONRY/CONCRETE BY OTHERS 1X BUCK BY OTHERS, HOOK STRIP 1X BUCK TO BE PROPERLY SECURED 3/16" ONTAPC EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION MASONRYICONCRETE 1/2" MIN. METAL STRUCTURE i/2 MIN. EDGE BY OTHERS rDISTANCE EDGE DISTANCE TRIM - 1 3/8" MIN. EMBEDMENT HOOK STRIP T a SELF DRILLING SCREW 10 WOOD ------ - PANEL SCREW EXTERIOR INTERLOCK EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION 7R METAL STRUCTURE HOOK STRIP INSTALLATION SIGNED: 0612112017 2X BUCKANOOD FRAMING III WINDOWS AND DOORS LLC 650 WEST MARKET STREET i1y111111/ R. • L ) 41 GRATZ, PA 17030 J\5 y •G E Ns J+ SERIES 420 SGD REINFORCED WITHOUT ADAPTER Jp $251 A 96" x 96" o l E NAILFIN do HOOK IMSTALLATION DETAILS 0 , TAT OF LJ` v F•'QCORIOQ' NOTES: DRAWN: DWG ND. REV 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, OS C ti' s •' • • • • • S NAj1?1 NOT SHOWN FOR CLARITY, SvCALiE 52E249 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE NTS 10/30/ 13 10 OF 10 DESIGNED IN ACCORDANCE WITH AS TM E2112 L ROBERTO LOMAS P.E. LUIS R. Lomas P.E. 1432 WOODFORD RD LEWISVILLE. NC27023 FL No.: 625144346880609rlbmas@Iibmaspecom Florida Buildina Code Online Page 1 of 6 llmv BCIS Home Log In User Registration Hot Topics Submit Surcharge Stats & Facts Publications `. FBC Staff I BCIS Site Map Links Search 4Ga Product Approval to,pr la atUSER: Public User Product Approval Menu > Product or Application Search > Application List > Application Detail FL r FL15279 RS 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 reapply 11/28/17 Clopay Building Products Company 8585 Duke Blvd. Mason, OH 45040 513) 770-6062 mwesterfield @clopay. com Scott Hamilton shamilton@clopay.com 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 Z i 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 Fl I S779 R5 Eauiv 20170809 - FBC - DASMA 108 eauiv.pdf FL15279 R5 Eauiv 20170809 - FBC - DASMA 115 eauiv.odf Product Approval Method Method 1 Option A Date Submitted 08/10/2017 Date Validated 11/29/2017 https:/%ww•w.floridabuilding.or'prrpr_app_dtl. aspx?param=wGEVXQwtDgv'vVVKJZ 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 = 1I 1 Page 1/ 8 0 0 i 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 HVHZ: No Approved for use outside HVHZ: Yes FL15279 RF C CAC Letter with proof of contrac` and proof of inspection.Ddf Impact Resistant: N/A FL1 7! RS C AC W3 istin interiek.D if 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 FLi5279 R5 II 101655-Rev12.Ddf 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, AR1SP, EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.) AR1LP, ED1SP, EDiLP, 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 Approved for use outside HVHZ: Yes FLi5279 R5 C CAC Letter with proof of contract and proof of inspection.Ddf Impact Resistant: N/A FL15279 R5 C CAC W3 Listing Intertek•pdf 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 Fa279 R5 _ 103°:z RevOi•Ddf 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: 15279.3 003 W3-09 DSIU-1A171: 9130, Double -skin Insulated PUR (exterior skin 27 ga. min.; 9131, 9133, HDP13, HDPF13, interior skin 27 ga. min.) Single -Car (up to 9'0" wide) HDPL13, 7130, 7131, 7133, 8130, WINDCODES W3 Garage Door 8131, 8133 Limits of Use Certification Agency Certificate Approved for use in HVHZ: No L15279 R5 C CAC Letter with proof of contract and proof of in,spection.DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL15279 RS C CAC W3 Listing Intertek.pdf Design Pressure: +20 PSF/-20 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 F279 R5 H 104175-RevOl.pdf 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. 4 004 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, 621-G, 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 FLi5279 R5 C CAC Letter with proof of contract and proof of inspection.pdf ApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL.2?? R5_ CLi,_;tin Intertek.pdf 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 FL15279 R5 II 101820-Rev'.3.pdf 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: i5279.5 https:,'wrw-. floridabuildincr.org/pr%pr_app_dtl.aspx?pararn=wGEVXQwtDgv3yWKJZ1Q... 2/1/2018 Florida Building Code Online Page 3 of 6 005 W3-16 DSIE-,A471: GD1SP, GRISP, GD11-P, GR1LP, AR1SP, AR1LP, ED1SP, ED1LP, 4132, 2132, 6132, SFC38, MFC38 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: 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 1006 W3-16 DSIU-1A171: 9130, I9131, 9133, HDP13, HDPF13, HDPL13, 7130, 7131, 7133, 8130, 8131, 8133 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: 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). Gallery/Artistry/Expressions: 1-3/8" Double -skin Insulated EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.) Double -Car (9'2" up to 16'0" wide) WINDCODEp W3 Garage Door Certification Agency Certificate FL15279 R5 C CAC Letter with proof of contract and proof of inspection. Did FL15279 RS C CAC W3 Listing Intertek.Ddf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 P.S II 104028-RevOI.pdf 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) WINDCODEOR W3 Garage Door Certification Agency Certificate F' 1 7_ P, A Latter with proof of contract irld-p kff ofinspection.odf FL15279 R5 C CAC W3 Listing Intertek.Ddf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R5 H 104168-RevOl.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.7 1 007 W3-16 PAN-2F153: 73, 1500, Steel Pan (min. 25 ga.) Double -Car (9'2" to 16'0" wide) 75, 190, 84A, 94, 42, 48, 55, 426, WINDCODE® W3 Garage Door 48B, 55S, 4RST, 6RST, 4RSF, 6RSF Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: 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-IF171:4300, 4301, 4310, 4400, 4401, HDG, HDGL, HDGF, 66, 66G, 67, 67G, 68, SP200, SF200, SE200, 6200, 6201, 6203 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: 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 FL15279 R5 C CAC Letter with proof of contract and proof 9f in e'tion.odf FL15279 R5 C CAC W3 Listing Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 RS II i01308-Pev12.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports E 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) WINDCODES W4 Garage Door Certification Agency Certificate F415 79 R5 C CAC Letter with Dr of Of CQn ra t an prQof of insoection.pdf FL15279 RS C CAC W4 Listing Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R5 II 101652-B-Revil.pdf 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-1F471: GD2SP, Gallery/Artistry/Expressions: 2" Double skin Insulated EPS j GR2SP, GD2LP, GR2LP, AR2SP, (exterior skin 27 ga. min.; interior skin 27 ga. min.) Single- AR21_P, ED2SP, ED2LP, 4302, Car (up to 9'0" wide) WINDCODEGR W4 Garage Door HDGC, 6202, SFC68, MFC68 Limits of Use Certification Agency Certificate Approved for use in HVHZ: No F1152_9_ RAC CAC L tier w h rQQf Q_contracLand Arco( Approved for use outside HVHZ: Yes of inspectipn.pdf Impact Resistant: No FL 15279 R5 C CAC W4 Listinq Intertek.pdf Design Pressure: +28 PSF/-29 PSF Quality Assurance Contract Expiration Date Other: The standard glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions FL15279 RS 1,1 103969-B-Rev02.Ddf https://wrw-.floridabuilding.ora;'pripr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZ1Q... 2!1/2018 Florida Building Code Online Paae 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-'F171: 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, WINDCODE3 W4 Garage Door 820i, 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). 15279.11 011 W4-09 DSIUO-11<479: 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 1609.1.4 FBC). 15279.12 012 W4-09 PAN-21`151: 73, 1500, 75, 190, 84A, 94, 76, 42, 48, 55, 42B, 48B, 55S, 4RST, 6RST, 4RSF, 6RSF, 2RST, GD5S, GD5SV, GRSS, GRSSV, AR5S, ARSSV, ED5S, 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, E04L, E4SV, E4LV, ED4SV, 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 FLI5279 R5 C CAC Letter with proof of contract and proof ofinspection.odf W4 Li_$ting_In.tgrtek.pAf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R5 II 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) WINDCODEC3 W4 Garage Door Certification Agency Certificate FL15279 RS C CAC Letter with proof of contract and proof ofinspection.Ddf FL15279 R5 C CAC W4 Listina Intertek.odf Quality Assurance Contract Expiration Date OS/21/2028 Installation Instructions FL15279 R5 H 104456-RevOI.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.) Single -Car (up to 9'0" wide) WINDCODE& W4 Garage Door Certification Agency Certificate FL15279 RS C CAC Letter with proof of contract and proof of in pecti-on.pdf FL15279 RS C CAC W4 Listinii Intertek odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FLIS279 R5 H 300159-6-Rev16.Ddf 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 FL15279 PS C CAC Letter with proof of contract and proof cf insoection.pdF FL 5279_ R5 C CA W» _Listi.ngIn;grtP n f Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R5 II 103486-B-Rgv08.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.14 014 W4-09 SPO-2F449: Grand Steel Pan (min. 24 ga.) with Overlay Single -Car (up to I Harbor, Stone Manor 9'0"wide) WINDCOD&gy W4 Garage Door https:/%wu--.forida.building.org!pr/pr_app_dtl.aspx?param=wGEVXQ,ArtDgv yVVKJZIQ... 2/ 1/2018 Florida Building Code Online Paae 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-IF171: 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 HVHZ: No Approved for use outside HVHZ: 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, HDGL, 6202, SFC68, MFC68 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +2S.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. 15279.17 017 W4-16 DSIED-1F479: Coachman/Settlers/Affinity Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: 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 windborne debris regions (ref 1609.1.4 FBC). Certification Agency Certificate FL15279 PS C CAC Letter with proof of contrast and proof of inspectior.pdf FL15279 PS C CAC W4 Listino intertek.rdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions 1`1_15279 R5 II 103549-P.ev06.pdf 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 FL15 79 R$_C _GAeter wh proof of contra_ and Drpof ofinsoection.pdf FL15279 R5 C CAC W4 Listing Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FLIS279 R5 I1 101481-6-Revl3.pdf 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) WINDCODE3 W4 Garage Door Certification Agency Certificate F 1 72_R5 C CAC Letter with pr oofofcpntctandrroof of insoection.odf FL15279 R5 C CAC W4 Listing Intertek.edf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R5 II 104029-6-RevO3.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Double Skin Insulated EPS (exterior skin 27 ga. min.; interior skin 27ga. min.) with Overlay Double -Car (up to 16'0" wide) WINDCODE(& W4 Garage Door Certification Agency Certificate FL15279 R5 C CAC Letter with proof of contract and proof of in p(t;t!gnpdf FL15279 R5 C CAC W4 Listing Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R5 II 103046-Rev07.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.18 018 W4-16 DSIU-1F171: 9200, Double -skin Insulated PUR (exterior skin 27 ga. min.; 9201, 9203, HDP20, HDPF20, interior skin 27 ga. min.) Double -Car (9'2" to 160" wide) DPL200, 7201, 7203, 8200, WINDCODE@ W4 Garage Door 828203 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: 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 FL, 527Q R5 C CAC Letter with proof of Contract and proof oFinskeq! pn,pdf FL15279 5279R5 C CA`- W4 Listing ?ntertek cr" Quality Assurance Contract Expiration Date 05/ 21/2028 Installation Instructions F! 1 S279 R5 II 104169-RevOl.ndf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: https: Uwu-A'.floridabuildin<.org,/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3vVVKJZIQ... 2/11/2018 Florida Building Code Online Pac,e 6 of 6 15279.19 019 W4-16 DSIUO-1K479: Canyon 116'0" Double Skin Insulated PUR (exterior skin 27 ga. min.; Ridge/Brookstone interior skin 27ga. min.) with Overlay Double -Car (9'2" to wide) WINDCODES W4 Garage Door Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: 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). 15279.20 1020 W4-16 PAN-2F153: 73, 1500, 75, 190, 84A, 94, 42, 48, 55, 4RST, 6RST, 4RSF, 6RSF, GD5S, GD5SV, GRSS, GR5SV, AR5S, ARSSV, EDSS, ED5SV Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +24 PSF/-24.5 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. Go to Page = ia Certification Agency Certificate FL15279 R5 C CAC Letter with proof of contract and proof of inspection.pdf FLi5279 RS C CAC W4 Listing Intertek Ddf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FLIS279 R5 II 104457-Rev02.pdf 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(& W4 Garage Door Certification Agency Certificate FLI Za R5 C CAC 4etter with rpo0fOfcontactandproof of inspection.odf FLIS279 R5 C CAC W4 Listing Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R5 II 101711-B-Revl5.Ddf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Back Next is 0 Pagel/ 80 12 Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. soovrioht 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. 'Pursuant to Section 455.275(l), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. however 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: IMU^p' Cedft Card Safe https://ww'W.floridabuildin .oraipr,%pr_app_dtl.aspx?param=wGEVXQ,A-tDgv3yVVKJZ1Q... 2/1/2018 mm IEIOR I SECTIDK ID 6 u-wsI Sml v7ii LP TD 7w 1 6 T rr TD SD' TANOAGE IEUSERAISED PANEL EIDOSS DmRs II® FLS T!S DA a DA Da CLOPTY 0053. hDSSV, fiH1iRY' BASS WSSV 1dMES ARTISTRT' UISS ARSSV T: ARRMOE mUSC DDSS EHSV NIDbIm1Ax snzs (SET (utl u rcBR um. AMD i1DIRL5NE EMAND ODIIEII) SHEET 1 OF 2 IrRE1 TE I DESCRIPTION IM 11/SO/07 ADDED ExIENDED IIEpI1S. COMBINED CLOPAT, HOLMES, AND OPTIONAL GLAZING MAY BE STANDARD OR IMPACT RESISTANT GLAZING. SEE SECTION B-B FOR DETAILS. MAX. STANDARD SIZE IS 42-1/2%16% IMPACT RESISTANT GLAZING IS 21-5/6'x14-1/6'. D' a 20 G 1 IMRS. U- 916 N A ATIDN 6.f. BV6 DIE m. M ON MEYI swan. Ec.) I® I I®I I®I C I®I I®I I I I I"III 1=711101117ml1 1=1 I I I IH T mm, I I rlw7lI N I I 7mi1 ON 1WIW IM- I CRASS& SKON RAISED- 1w1Q UIOe11. 'Ova" NOL6i N Tb65 SHM RAISED -PANEL 6 ALSO APPONP". N X SIRES srlEws t 1'J 1' SEIf DN tears to DA DmatlWMrz tatxr 1 wn 'R• xr t• SEE SHEET TWO FOR IMPACT RESISTANT CONSTRUCTION DETAIL "A" AND STANDARD CONSTRUCT DETAIL "B"; TRACK AND JAMB DETAILS. M wN PNW w es1. W VC P.E. TEXAS I MARK WESTE6IELD. 112 16/2DOO IADDED 'CARRMDE HOUSE' EMBOSS DOORS. I 2D RA TH DND ED 10 Artintm IS DDca SMN Twr PATENTED700-L-lOC S141E1 ODP, DOITOr APAWIm). MOC 'C' tr u Nv Potea wO°iD Ea c 1DgE `' Mom[ mm aw RNN ' Iwp! y lIN aa O Tk— H: I xret SNIP LAP JOINTS. - aors m It DENSITY POLYSTYRENE FOAM INSULATION 1-5/16' THICK WITH VINYL HAIRCELL BACKER (INSULATED MODELS ONLY) 25 GA MIN. GALV. STEEL SKIN WITH A WED - ON PRIMER, AND A WED - ON POLYESTER TOP COAT APPLIED TO BOTH SIDES OF STEEL SKIN. ltat DOOR 1[ EA DII dtAIDE llE LLSIEN IDtlw Fat TIE LLttW2 teo !v® 6 ImED mar Almda m tN[ naANt DUEwe W c[ oR M NIDNgNYL swlDRe CODE (a15 NI Aup-NI rcw TIE Wuaea oNEnxra q DATA® DIRCNO. U WOE IIw t' M IlfAll N fUEDK1 [W ZNE A AN ROM NDPF. AID 1) IES1W N ACCOIDVICL TRIM Vd/0153Y IOL ! IR-N'[CSIE CYNA1aN N A NMVRD OES 11 NMIE aNtlYp DP/A LLiDMR VDe fP® DPD uO QS GTf1n1i TEAR WWI Er IY w Ir 2a' Clopay Ilding Products 6MASON DUKE 45Dvio n'1Danv (513) 770-4800 N Alm 9527i SECTION A - A ( SIDE VIM I 1- 2' THICK MPC: PAN-2F153 MTE- 1 /3/ 97 AvN By. JAC DECKED Bn MWW 3' TALL U- BAR 20 GA. GALV. STEEL MIN. YEILD STRENGTH: 50 KSI T 12 GA. GALV. STEEL TOP ROLLER BRACKET. EACH BRACKET ATTACHED W/( 4) 14x5/6' SHEET METAL SCREWS. 14 GA. GALV. ROLLER HINGE. EACH HINGE FASTENED TO END STILES WITH (4) / 14x5/8' SHEET METAL SCREWS AND (4) 1/4-x3/ 4- SELF TAPPING SCREWS. SEE VIEW V. 3' TALL x 20 GA GALV. STEEL U-BARS IN A 2-1- 2-1 PATTERN (I.E. TWO U-BARS ON BOTTOM SECTION, ONE U-BAR ON NEWT SECTION, ETC.). EACH U-BAR ATTACHED WITH (2) 1/ 4'0/4- SELF TAPPING SCREWS PER STILE LOCATION. 13 GA, GALV. STEEL BOTTOM BRACKET. ATTACHED WITH (2) j'14x5/6' SHEET METAL SCREWS. DESIGN LOADS: +24. 0 PSF do -24.5 PSF TEST LOADS: +38. 0 PSF k -37.0 PSF vWNiMD RATDIG "A" DWR S12E. W 4 16• 0-W x 16'O'H CSCRIPTIDN CLASSIC AND CH RP STEEL PAN DOUBLE -CAR, 16' W 4.24/-24.5 PSF RAVING NUMBER. VEIA B 101711 IBC CARRIAGE HOUSE' RAISED PAIR ETBOSS DOORS HOTELS 185 GA 27 M DK LLDPAY CUSS, GDSSv, GALLERr FSRST ARlSV HRXSARTISTRY ARSS ARSSV MEAL CARRIAGE AWE' EDSS E3gSV NOR 1EREFT SQTm6 N or U ws UP TO 71v 4 G 3/e'A' LAG SCREMs off x4 CEMTERS. 1-t/e' 0.0. sASNE1t AEQINiFD. LM 7'r To 69• B SCREM7 MY BE COUNTERS" (BUT NOI REC HEED) m PROVIDE A RUSH 91' TO le'B• 9 NICI NDHO SURFACE. HORIZONTAL "a DO NOT TR NW R LOAD. N' To LC3' I2'Prr TOiTOwrDrrD 14 aN. D . 3Db' SLENC AE ANCHORB0/S ON R0' DEANS PSI WIN IGro S Is ANCHORS. OR NAx noN IDOIF [S' 1/4'aY TAPOON SCREMR ON 17' CENTERS (SAW PSI M. CONCRM OR e' CENTERS (C-/ D VILM). 1. O.D. VIASHEAS RCOUIRED W N TAPCONS. NICIOR4 MAY BE COIIIIIE76lI1N IBVT NOT REOWeDT 10 PRO" A ILL" IIOIININO SUFACE. NOPNONVL 14183 00 NOP 1RV1%FA SAD. PETER m MSM TDS-101. A UDENSED DESME PlpRmpW. MY AR30 E EMNOIED TO AF— &VOINAE FASTENERS NU/NI YYB CgR10111NT1016. IREPARAIIDN ty LIES W 0111FM. SIW NDUDNO m DOOR WALLER (TO SUIT) 1.0 1FLDR NNE me 20 OR. MN. GLv STEEL ENO SINE 0 A Gov STEEL MFA. SOLE RESISTANT ASSEMBLY DETAILS IMPACT DRAWINAD1711 DID171, SECTION B— B IMPACT —RESISTANT GLAZING OPTION) O[lAL 9 OPTIONAL DED MVVE eD— MILIDIA6'OBE HINT BOZO TAPE eNAP-N MERI. EINfLI TRN2 AND FA04M. DdORNI.E f1ONT rADGD1 EIWmH BEVEL " AND FRAM), IPICT RASD VI iCU90RIIE RETANM FASiONm m MAI E WIN Hlw-fmILLE"A Is) M . 3/4' MN HEAD IYGME !GETS GKDED TRAIEa aADN2 THE ENIRTE DOOR AS9ENBLY INSTALLED N ONPLIANCE WIN THIS ECD N1M LOAD RMUNEMENTS OF THE FLORIDA BUIUMHO CODE AND INTERN CODE &M EEMM THE (PACT-ROMANT EOUNE•1E1115 W. CHN'TER STANDARD ASSEMBLY DETAILS DRAWING 1 . 17 1 -B SECTION B- B (NON -IMPACT RESISTANT GLAZING OPTION) FRONT FRAME WITH U.V. MATING NI OUTSIDE SURFACE NOTE THAT FRONT FRAME IS NARROWER THAN IMPACT-RmSTAM NtW`E Ia1 0 INSIDELIFE RETAINER. jSO/4' NW NFAD splEM. STANDARD ASSENBLY CONSTRUCTION: OPRdMI SSB. DSB all 1/e' /CREIC EVES AVNABAE OPIFNML ACRRM OIAx ° PL SNUIIE OPM OR WpIE RP APPROVED CO2 PLASM ACCORDANCE WON IBC/FBC 260.. THE ENTIREDOOR ASSERLY NSTNIID N COWLWME RAIN TN° ECOCH MEETS THE WND LOAD REWNFMFMS OF THE FLORIDA BUILDING CODE OR RNRIe1gOHIl BUILDING CODE 9U O SJ= EE7 THE WACT RESISTANT REOLARPMENT TOR NNOBORE De" Flex" REF. GNPIPA 1e FBC/IBc). SHEET 2 OF 2 VDT 11 Q 1 1MCN iS r ASIVDIONIC hDIOD T1e• ID, 2P 14.e/e• AfFT PER ppLA) 01R fA91DRD m iRA F DAUC _ I4 M GGV. RRREfli HNOL clnl H4rOE TA5IETED m [ND e111FS WIM (4) 4 pn 4) NUTS 1/1' DLA RAE11 I.i/i• Elf TAIPfND x' IS Gill 91KAI SiFN 91EFL ROLEA YAM SIEGE OR ROM TIRE 8M THE DESIGN CE THE SUPPORTING SMUCIUHL DMAINTS SHALL E VIE RESPoS9BHUFE OF M PRORSS DH% OF RECORD FOR TIE FA DNO OR SIMMERS NA N AOCOADAICE 11101 ANENT BURMIO CODES MR THE LOADS LISTED ON THE DRAWDM. WIM RIgW DESIGN ENGINEER: MARK WESTERFIELD, FLORIDA P.E. 148495. NO P.E. # 23032. TE)M P. E. 091513 DESERIPT10N 1LQM TRACK CONnaumnON ABOVE THE DOOR OPENING DOES NOT AFFECT THE WIND L04D RATING OF THIS DOOR. RT By HOIMNTAAL IRICA SSUPDDOORINSTALLERiLRIOERSTEELFLAG BRACIE' T lHR TOP BRACKET rTALLDOOM11I.MDHD FDm IrooDOUBLE s/a• HOOD TM scResS HORIZONTAL TRACK FL TRACK.. THICK ES9:.OeD' DOUBLE TRACK LOWOPTION q TYP. 2- t/Y.t2 OA GLv. SIEGE THIGt BRACKET. Ia11 (4) ti1IAI UMOIErs I'm SAM wfR• DD vaf 1R M031M MRaOWAL 1RALR SVPPoRI BT DOOR RRTNIER (TO SUG DGons oMa e' TALL 13 OALV. STEEL BRAGfEf. >mI FACE(H PASFASTENEDTOwOOD00D . VON 3) 5/1e' 0-8/e' L.AO SCREWS. 2' DIM STEEL ST MN.TRACKTB6 e) 1RAL1t2 iE R IP IZ NOT 1U dfiED 30' O. 1 14;' ML FDA RS DOODATE T.' 12'-0' "GM, TRACK CONFIGURATIONWXW SIMLL NOT EKOEIMWMUM SPAW10 PROVIDES)ORORVITACONSLITRCTORYOD FORMORE VITAL iROD. DESIGN LOADS: +24.0 PSF & - 24.5 PSF TEST LOADS: +36.0 PSF & - 37.0 PSF Clopay ATEPAN-2F153 ATE, 1/ 3/97 Building Products ° 1ASON OH DUKE 4504o DRAIN By, JAC Coman (513) 770-48M CHECKED DYE CI-- C—.UDD AN R.W. R..Nv.d. MWW I W 4 I 16-0' W K 16.0-H DISOUPTlw' CLASSIC AND CH RP STEEL PAN DOUBLE —CAR, 16'W +24/-24. 5 PSF B DRAWING MINER. VEIN 101711 IBC Florida Building Code Online Page 1 of 4 I of vr' BCIS Home Log In !. User Registration Hot Topics Submit Surcharge Stats & Facts Publications FBC Stall BCIS Site Map Links Searchi b Product Approval 4 ( USER: Public User Product Approval Menu > Product or ADDiication Search > AoDlication List > Application Detail vxuw ns , e. y 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 MI Windows and Doors Address/ Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd. com Authorized Signature Brent Sitlinger bsitlinger@miwd. com Technical Representative Address/ Phone/Email Quality Assurance Representative Address/ Phone/Email Category Windows Subcategory Single Hung Compliance Method Certification Mark or Listing Certification Agency American Architectural Manufacturers Association Validated By Steven M. Urich, PE W Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard AAMA 506 AAMA/ WDMA/CSA 101/I.S.2/A440 AAMA/ WDMA/CSA 101/I.S.2/A440 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 01/15/2018 Date Validated Cl/15/2018 Date Pending FBC Approval Date Approved 01/21/2018 Year 2011 2008 2011 https: Uw-,N-w.floridabuilding.org,i pr,/pr_app_dtl.aspx?param=wGEVXQwtDgtCli Ggvj Qiz6B... 2/ 1 /21018 Florida Building Code Online Page 2 of 4 Summary of Products FL # Model, Number or Name Description 17499.1 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 - 18S SH (Fin) lmgact 4 . dfApprovedforuseoutsideHVHZ: Yes Impact Resistant: Yes FL17499 R3 C CAC MI Windows - 185 SH (Fin) Impact (5) Done—fDesignPressure: +55/-55 Other: R-PG55*, Missile Level D, Wind Zone 3. Glass to be F1-17449 R3 C CAC MI Windows - 185 SH (Flange) impact dfbeddedinPecora896sealant. FL17499 R3 C CAC Mi Window - 185 SH (Flange) Impact 4. ?.pd Quality Assurance Contract Expiration Date 10/17/2018 Installation Instructions FL17499 R3 II 08-02545B.pdf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports F4L7492R3 AE 513321B f 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)E1726A1-109-47-RO 185 SH( FLG waiver).pdf ApprovedforuseoutsideHVHZ: Yes Impact Resistant: No F11 1799 R3 C CAC MI Win D—wa_- 185 SH in it .pdf FL17499 R3 C CAC MI Windows - 185 SH (Fin,1 (12).pdf DesignPressure: +60/-60 FL17499 R3 C CAC MI Windows - 185 SH (Flanoe) Other: R-PG60 10df Quality Assurance Contract Expiration Date 10/08/ 2018 Installation Instructions FL174 R3 Ii 08 02 4 B.0f Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R3 AE 513327B-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)E1729.01-109-47-RO 185 SH (FLG waiv r g f Approved foruseoutsideHVHZ: Yes Impact Resistant: No FL17499 R3 C CAC MI Windows - 185 SH (Fin) (13).Ddf FL17499 R3 C CAC MI Windows - 185 SH (Fin) (14).Ddf Design Pressure: +60/-60 FL17499 R3 C CAC MI Windows - 185 SH (Flange) Other: R-PG60* LLLL f Quality Assurance Contract Expiration Date 10/17/ 2018 Installation Instructions FL17499 R3 Ii 08-025506.pdf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R3 AE 513328E-S.pdf Created by Independent Third Party: Yes 17499.4 185 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 1-10462.01-109-47-RO 185 SH 042522).odf Approved foruseoutsideHVHZ: 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.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R3 AE 514082.pdf Created by Independent Third Party: Yes 17499.5 185 SH 52x72 Fin/Flange Frame IG/SG Impact Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R3 ows-15 SH 'Fin) Impact 2 t. Ddf Approved foruseoutsideHVHZ: Yes Impact Resistant: Yes F! 174P9 P3 C CAC MI Windows - ^85 SH (Fin) impact https://w-, A- .floridabuilding. org,!pr,/pr_app_dtl.aspx?pararn=wGEVXQwtDgtCUGgN,j Qiz6B... 2/ 1 /2018 Florida Building Code Online Page ' of 4 Design Pressure: +55/-55 31 ).odf Other: R-PG55, Missile Level D, Wind Zone 3. Glass to be j bedded in Pecora 896 sealant. FL174c9 R3 C CAC MI Windows - 185 SH (Flange) lrnac t2). Did L" aa° R3 C CAC MI Windows - ' ac SH (FiaroP` 1m^ac' f5 . odf jQuality Assurance Contract Expiration Date 1 10/10/2018 Installation Instructions Verified By: Luis R Lomas PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 pCf 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)"c1725.01-109-47-RO 185 SH( FLG waiver)5-BIG 1-8A 52 i-SX84 R60(100918).Ddf ApprovedforuseoutsideHVHZ: Yes FL17499 R3 C CAS MI Wind 2w,cH !Fin) (I ImpactResistant: No Design Pressure: +60/-60 FL17499 R3 C CAC MI Windows - 185 SH (Fin) (9).Ddf FL17499 R3 C CAC MI Windows - 185 SH (Flange) (9).odf Other: R-PG60 Quality Assurance Contract Expiration Date 10/ 09/2018 Installation Instructions FL17499 R3 11 08-02546E-2.Ddf Verified By: Luis R Lomas PE 62514 Created by Independent Third Party: Yes Evaluation Reports f. L_1742 R3S j p 1f Created by Independent Third Party: Yes 17499. 7 185 Triple SH 111x72 Fin Frame IG/SG Single Hung 110x72 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 Triple (Fin) 3). DdP ApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL17499 R3 C CAC MI Windows - 185 SH Triple (Fin) 4). odf DesignPressure: +50/-50 Other: R-PG50* Fts-174999 R3 CAA MI Windows - 1U5 H Triple (Flange) 3). Ddf FL17499 R3 C CAC MI Windows - 185 SH Triple (Flange) 4 df Quality Assurance Contract Expiration Date 10/ 20/2018 Installation Instructions F 174 9 R3 I= Ot< Q5548E.D-f Verified By: Luis R Lomas PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R3 AE 5i33248-6.odf Created by Independent Third Party: Yes 17499. 8 185 Twin SH 106x72 Fin Frame IG/SG Single Hung 105x72 Flange Frame IG/ SG Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FI-17499 R3 C CAC MI Windows - 185 SH Twin (Fin) 3). odf ApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL17499 R3 C CAC MI Window$ - 185 SH Twin (Fin) 4). odf DesignPressure: +45/-45 Other: R-PG45 FL1749Q R A MI Windows 185 SH Twin ff!aneel FL17499 R3 C CAC MI Windows - 185 SH Twin (Flange) L4_ pdf Quality Assurance Contract Expiration Date 10/ 20/2018 Installation Instructions FL17499 Rz tL 08-02547 1! _dff Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R3 AF 513323E-7.Ddf Created by Independent Third Party: Yes Back Nezt Contact Us :: 2601 Blair Stone Road Tallahassee Ft 3239 Phone: e50-487-182a The State of Florida is an AA/EEO employer. Cooy,oht 2007-2013 State of Florida.:: Privacy Statement :: Accessihiiity Statement :: Refund Statement https:// w"-w.floridabuildino.ora/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtCUGgNjQiz6B... 2/ 1 /')018 Florida Building Code Online Page 4 of 4 under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a publlprecords request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail If you have any questions, please contact 850.487.1395. 'Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However 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 hare. Product Approval Accepts: MucfF :1 ieM ecnae.Y. M StNritni-ETKIC's7 https://,A-v,-r.floridabuildina.oralprlpr_app_dtl.aspx?param=wGEVXQ,ArtDgtCUGgv,jQiz6B... 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, CONCRE.-TE OR OTHER STRUCTURAL SUBSTRATE. WINDOW UNITS MAY BE ANCHORED THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. 6 WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE, SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 7. BUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT IS PROVIDED. 8. FOR FIN INSTALLATION SHIM AS NEEDED. FOR FRAME INSTALLATION SHIM AS REOLIIRED 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. 11. FRAME MATERIAL EXTRUDED RIGID PVC, 12, UNITS MUST BE GLA7FD PER ASTM E1300-04/09, SEE SHEET 11 FOR GLASS DETAILS. 13. APPROVED IMPACT PROTECTIVE SYSTEM IS UEOUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 14,F-OR ANCHORING THROUGH FIN INTO WOOD FRAMING OR 2X BUCK USE #B WOOD SCREWS WITH SUF-FICIENT LENGTH TO ACHIFVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. REVISIONS I REV I DESCRIPIN/N I DATE I AVPROVF.D 1 A I REVISED ANCHOR SPACING & CHARTS 07/11/16 R.L. B REVISED GLASS 10/02/17 RL 15,FOR ANCHORING THROUGH FRAME INTO WOOD FRAMING OR 2X BACK USE #10 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 2,000 PSI. C. MASONRY: HOLLOW/FILLED BLOCK PER ASTM C90 WITH Fm=Z,000PSI MINIMUM. D. METAL STRUCTURE: STEEL 18GA (.048') FY=33KSI/FU=52KSI OR ALUMINUM 6063—T5 FU=30KSI .048" THICK MINIMUM I TABLE OF CONTENTS 1 SHEET NO.1 DESCRIPTION 1 --- NOTES -----.__ 2 - 3 1 ELEVATIONS 4 - 10 INSTALLAIION DETAILS 11 1COMPONENTS SIGNED: 1211412017 bll DOWS D LLC R 11 LipWESTMNEDOORE,T650 g GRATZ, PA 17030-0370 w 5 * SERIES 185 ALUMINUM SINGLE. HUNG WINDOW 52" X 72" NON -IMPACT NOTES TE OF ; t 5 ,' C•( O R1 P'G\'?` DRAWN: DW0 ND. REV Na 08 B 11111j1 a Luis R. Lomas P.E. FL NO.: 62514 NTS DATE 12/29/14 so E59 1OF 11 L. ROBERTOLOMASP.E. 14, 72 WOODFORD RD LEWISVILLE, NC 27023 434 688 0609 nlomasCa llMmasOecom 52" MAX FRAME WIDTH 2" MAX r---r 16" MAX O.C. ---I 1— 2" MAX MAx O.C. / 2" MAX 2" t7 _. 16" MAX O.C. 72" 1 72" T- . MAX _ -- — MAX FRAME I FRAME HEIGHT / HEIGHT 52" MAX FRAME WIDTH ---- 16" MAX O.C. -- I 2" MAX Q 185ALUMINUMSINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW EXTERIOR VIEW DESIGNER EXTERIOR VIEW FLANGE FINLESS INSTALLATION FLANGE&FINLESS INSTALLATION SEE CHART #1 FOR SMALLER UNITS REOUIREO ANCHORS SEE CHART pi FOR SMALLER UNITS REQUIRED ANCHORS DESIGN PRESSURE RATING IMPACT RATING 60. 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", HARDWARE SCHEDULE METAL. SWEEP LOCK AT B" FROM EACH END INTERIOR MEETING RAIL BLOCK AND TACKLE BALANCE AT JAMBS REVISpNS OESCRIPTtON DAII I APPROVED REVISED ANCHOR SPACING, & CHARTS 07/11/16 R.L. REVISED GLASS ------- 10/02/17 R.L..--_-- CHAR F #i Number of anchor locations required Frame Frame Width fin) Height 18.00 24.00 30.00 36.00 42.00 48.00 52.00 in) Head Jamb Head Jamb Head Jamb Head Jamb Head Jamb Head Jamb Head Jamb 24. 00 2 3 3 3 3 3 3 3 4 3 4 3 4 3 30. 00 2 3 3 3 3 3 3 3 4 3 4 3 4 3 36. 00 2 3 3 3 3 3 3 3 4 3 4 3 4 3 42. 00 2 4 3 4 3 4 3 4 4 4 4 4 4 4 48. 00 2 4 3 4 3 4 3 4 4 4 4 4 4 4 2 5 3 5 3 5 3 5 4 5 4 5 A 5 2 5 33535454 5 4 5 a253535354545452 6 3 6 3 6 1 3 6 4 6 4 1 6 4 6 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 DRAWN: DWG NO. N. G. 08-02549 SCALE NTS IDALE 12/29/14 1 SHEET2 OF 11 L ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 434. 688-0609. 1110maspaid--pe.Com SIGNED: 12/14/2017 R I I L 0h1 gj0y PO;F 0`3,/T/ NBITAT7 41 O. e /1) SS:/D1VA j1E G\ Luis R. Lomos P.E. FL No.: 62514 N FR HE 52' MAX FRAME WIDTH — 2" 1MAX — ----I- 10" MAX 0 C. 2' MAX 2" MAX PAX MAX O.C. 2" Ax WE 5HI 2" I 10" MAX O.C. I 72" MAX FRAME HEIGHT 52" MAX FRAME WIDTH 10" MAX O.C. r lu Q i REVISK)NS ` REV DESCRIPTION DATE APPROVED A REVISED ANCHOR SPACING & CHARTS 07/11/16 R.L. 2" MAX ------------------- B RE`ASED GLASS 10/02/17 R.L. CHART #2 Number of anchor locations required Frame Frame Width (in) Height 18.00 24.00 30.00 36.00 42.00 48.00 52.00 In) H 8 S Jamb H B S Jamb H& S IJamb H& S Jamb H& S Jamb H& S Jamb 24.00 3 3 3 3 4 3 5 3 6 3 6 3 30.00 3 4 3 4 4 4 5 4 6 4 6 4 36.00 3 5 3 5 4 5 5 5 6 5 6 5 42.00 3 5 3 5 4 5 5 5 JHJa 6 5 6 5 48.00 3 6 3 6 4 6 5 6 6 6 6 6 54.00 3 6 3 6 4 6 6 6 6 6 6 60.00 3 7 3 7 4 7 5 7 6 7 6 7 66.00 3 8 3 8488 6 8 6 8 72. 00 3 8 3 8 4 1 8 5 8 5 B 1 6 1 8 1 6 1 8 1 I 185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG_ WINDOW EXTERIOR VIEW EXTERIOR VIEW FIN INSTALLATION FIN INSTALLATION SEE CHART #2 FOR SMALLER UNITS REQUIRED ANCHORS SEE CHART #2 FOR SMALLER UNITS REQUIRED ANCHORS DESIGN PRESSURE RATING IMPACT RATING 60.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". HARDWARE SCHEDULE METAL SWEEP LOCK AT 8" FROM EACH END INTERIOR MEETING RAIL BLOCK AND TACKLE BALANCE AT JAMBS MI WINDOWS AND DOORS, LLC 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52" X 72" NON -IMPACT FIN ELEVATIONS DRAWN: DWG NO. N.G. 08-02549 SCALE NTS I DATE 12/29/14 sNEET3 OF 11 L. R06ERTO LOMAS P. E. 1432 WOODFORD RO LEWISVILLE, NC 27023 434-688-0609 r1lomas(dtrlomaspe com SIGNED: 1211412017 J\ S1Vt- Lo XC ENS a. 6255 s #' OF4 t, i x7s ONA Luis R. Lomas P.E. FL No.: 62514 REM51ONS 1/2" MIN REV DESCRIPTION EDGE DISTANCE --- WOOD FRAMING -- A REVISED ANCHOR SPACING & CHARTS OR 2X DICK '- 8 REVISED GLASS BY OTHERS 1 1/4" MIN. EMBEDMENT BACKER ROD — - APPROVED 1/4" MAX. _ SEALANT \ SHIM SPACE 1 1/4" MIN. 1/4" MAX. I (I) 10 WOOD SCREW EMBEDMENT SHIM SPACE 1 /2 ' INTERIOR MIN EDGE INTERIOR DISTANCE lc l 10 WOOD SCREW J — ___--- 4f---- R`J WOOD FRAMING OR 2X BUCK EXTERIOR BY OTHERS BACKER ROD APPROVED EXTERIOR SEALANT JAMB INSTALLATION DETAIL III WOOD FRAMING OR 2X BUCK INSTALLATION BACKER ROD APPROVED SEALANT WOOD FRAMING OR 2X BUCK BY OTHERS VERTICAL CROSS SECTION SILL TO BE SET IN A BED OF APPROVED STRUCTURAL SEALANT 1/4" MAX. SHIM SPACE W(X)D 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 DATE AVVRUVED D7/11/16 f?.1 .--- 10/D2/17 R.L.----- SIGNED: 1211412017 MI DOOR LLC 11L6soDOWWESTE,T oMARKET GRATZ, PA 17030-0370 s11R v •VGENS 9,' 0SERIES185ALUMINUMSINGLEHUNGWINDOW 52" X 72" NON-IMPACTFLANGEPOFtuINSTALLATIONDETAILSO` TAT ORIOQ;• DRAWN DWG N0. REV N.G. 08 B 7sS1 pNAI aG`\\ 1111100 LU1S R. Lomas P.E. DATE 502549NTS12/29/14 4 OF 11 L.ROBERTOLOMASPE. 1432 WOODFORD RD LEWISVILLE, NC 27023 434 668-0609 dlomas@Irbmaspe.com FL No.: 62514 M[I STRUC.,TU BY OTHE APPROVED SEALANT 1/2" MIN EDGE DISTANCE 1/4" MAX. SHIM SPACE 10 SMS OR SELF DRILLING SCREW INTERIOR I EXTERIOR BACKER ROD APPROVED SEALANT META STRLICTLIR BY OTHER SILL TO BE SET IN A BED OF APPROVED STRUCTURAL SEALANT 1/4" MAX. SHIM SPACE VERTICAL CROSS SECTION METAL STRLCTURE INSTALLAT ION NOTES' I. INTERIOR AND EXTERIOR FINI SI IES, BY OTIIERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT- BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 REVISIONS ' REV DESCRIPDON DATE PR-ID A REVISED ANCHOR SPACING & CHARTS R.L. 0 REVISED CLASS 07/11/16 10/02/17 R.L. 1/4" MAX. SHIM SPACE H 10 SMS OR INTERIORSELFDRILLING SCREWS MIN. EDGE DISTANCE EXTERIOR METAL STRUCTURE BACKER ROD BY OTHERS APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE 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 FLANGE INSTALLATION DETAILS DRAWN: DWG NO, N.G. 08-02549 SCALE NTS JDATE 12/29/14 SNEE'5 OF 11 L ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 434-668-0609 dbmasC&Irlomaspe — SIGNED: 12/14/2017 11R111LIo/// TAT 5EOF REV %;61* CORMdG B 101Mit Luis R. Lomas P.E. FL No.: 62514 REVISIONS r2 1/2 MIN. RFJ DESCRIPTION DATE APPROVED EDGE DISTANCE --- --- - -- ----- --- IIY— A REVISED ANCHOR SPACING & CHARTS 07/11/16 R.t CONCRETE/MASONRY 1T REVISED GLASS 10/02/17 R.L. By orm OPTIONAL 1X BUCK f° 1 1/4" MIN. s ° SEE NOTES 3 -- 7 _ _ EMBEDMENT 1 1/4" MIN. _ SHIFT 1 / ' EMBEDMENT I ' CONCRETE/MASONRY 1/4" MAX. BY OTHERS -- SHIM SPACE 1/4- MAX. BACKER ROD - -- — SHIM SPACE c APPROVED SEALANT 3/16" TAPCON 3/16" TAPCON -- BACKER INTERIOR INTERIOR 2 1/2.. e MIN. IEEDGEDISTANCE EXTERIOR APPROVED OPTIONAL IX BUCK SEALANT EXTERIOR SEE NOTES 3 - 7 SHEET 1 JAMB INSTALLATION DETAIL CONCRETEIMASONRY INSTALLATION SILL TO BE SET NOTES: IN A BED OF 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, BACKER ROD - APPROVED NOT SHOWN FOR CLARITY. APPROVED STRUCTURAL 2PERIMETER AND JOINT SEALANT BYOTHERS TOBE SEALANT SEALANT DESIGNED IN ACCORDANCE WITH ASTM E2112 SIGNED: 1211412017 ornorJAE. tx BUCK 1/4" MAX. MI WINDOWS AND DOORS, LLC \T1uLf111/ SEE NOTE 3 - 7 — r SHIM SPACE 650 WEST MARKET STREET\\J\? R • 4///ii SHEET 1 -- GRATZ, PA 17030- 0370 `\ •\G N9p CONCRETE/MASONRY '_j_ SERIES 185 ALUMINUM SINGLE HUNG WINDOW *' 0 6 ,51 BY OTI-IERS - -- "" - ° 52" X 72" NON -IMPACT — "14 FLANGE INSTALLATION DETAILS •, TATE OF ' L{1 iO DRAWN DWG N0. REV ( ORtOP' e •. - N.G. 08- 02549 B iiSS • ... • .G\ SGLE NTS DArE 12/ 29/14 sNEEr6 OF 11 ///71o II11l Y\\ VERTICAL CROSS SECTION L. ROBERTO LOMAS P E. CONCRETE/MASONRYINSTALLATION 1432WOODFORDRDLEWISVILLE.NC27023 Luis R. Lomas P.E. 434688-0609 n1°maS& Ir0o Spa. FL No.: 62514 WOOD FRAMING OR 2X BUCK BY OTHERS BACKER ROD APPROVED SEALANT BACKER ROD APPROVED SEALANT WOOD FRAMING OR 2X BUCK BY OTHERS REVISIONS 1 /2" MIN REV DESCRIPIOTN EDGE DISTANCE A REVISED ANCHOR SPACING & CHARTS I D REVISED GLASS 1/4" MAX. J SHIM SPACE 1 1/4" MIN._ 1/4" MAX. EMBEDMENT SKIM SPACE 10 WOOD SCREW ff 1/2" MIN INTERIOR INTERIOR EDGE n DISTANCE--- n-l #10 WOOD --- SCREW WOOD FRAMING EXTERIOR OR 2X BUCK BY OTHERS BACKER ROD APPROVED EXTERIOR SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING, OR 2X BUCK INSTALLATION SILL TO BE SET IN A BED OF APPROVED STRUCTURAL SEALANT 1/4" MAX. SHIM SPACE r VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES, 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NO[ SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 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 DWG NO, f OS-02549 NTS DAIE 12/29/14 S"EE'7 OF 11 L. ROBERTO LOA44S P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 434-688-0609 Al0MaSlvdbbmaSPe. DAIS APPRED 07/11/16 --R.L. OV_ 10/02/17 R.L. SIGNED: 1211412017 J\ R I I L 111o v•Y\GENSF9cP o t 5 TAT REV F(OR104; B "ONA 11 NG\ Luis R. Lomas P.E. FL No.: 62514 J 2 1/2" MIN. EDGE DISTANCE CONCRETE/MASONRY - BY OTHERS OPTIOt1 1/4" MIN. 1X BUCK - °. ° EMBEDMENT SEE NOTES ES3 - 7 _ —_— • SHEET 1 1/ 4" MAX. J BACKER ROD SHIM SPACE APPROVED SEALANT 3/ 16" TAPCON INTERIOR 3G= EXTERIOR 1 1/4" MIN. EMBEDMENT CONCRETE/ MASONRY BY OTHERS 3/ 16" TAPCON 2 1/2" MIN. EDGE DISTANCE 1--- REVISIONS REV DESCRIRTIDN DATE APPROVED A REVISED ANCHOR SPACING & CHARTS 07/11/16 R.L 8 REVISED GLASS 10/02/17 R.L. OPTIONAL IX BUCK SEE NOTES 3 - 7 SHEET 1 i/ 4" MAX. SHIM SPACE INTERIOR EXTERIOR BACKER ROD APPROVED SEALANT JAMB INSTALLATION DETAIL CONCRETF./ MASONRY INSTALLATION lv_ SILL TO LIE SET IN A BED OF NOTES: BACKER ROD - APPROVED 1. INTERIOR AND EXTERIOR FINISHES, BYOTHERS, APPROVEDSTRUCTURALSEALANT NOT SHOWN FOR CtARlTY, SEALANT 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE OPTIONAL DESIGNED IN ACCORDANCE WITH AS FM E2112 SIGNED: 12/14/2017 EE1XBUCK -- _ -: 1/4" MAX. SEE NOTE 3 -- 7 '- SHEET 1 SHIM SPACE MI WINDOWS AND DOORS, LLC \ILOi CONCRETE/MASONRv _ __ 650 WEST MARKET STREET J\S . • GRATZ, PA 17030-0370 `,• XGENS'. + BY OTHERS \° • SERIES 185 ALUMINUM SINGLE HUNG WINDOW *• 0 6 5 * _ 52" X 72" NON -IMPACT — /(1r FINLESS INSTALLATION DETAILS STATE OF 'tv` DRAWN: DWG NO. REV Obi 'c(OR10A VERTICAL CROSS SECTION N.G. E NTS DnrE 12/29/14 OB 50 E5R49 OF 1 1 B 1//' ONA j1E G\\ CONCRE-TEIMASONRY INSTALLATION V ROBERTOLOMASP. E. Luis R. Lomas P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 FL No.: 62514 434 6680609rnDmas@Nlomaspo.Com APPROVED SEALANT BEHIND FIN II 7/16- MIN EDGE DISTANCE INTERIOR EXTERIOR 1 7/16- MIN EDGE DISTANCE APPROVED SEALANT BEHIND FIN 1 1/4" MIN. EMBEDMENT WOOD FRAMING BY OTHERS r 1/4" MAX. 1 SHIM SPACE 8 WOOD SCREW L.Mtlt: UML.N I VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION REVS ON5 REV DESCRIPDON DATE I APPROVED A REVISED ANCHOR SPACING k CHARTS 07/11/16 RL. — — 8 REVISED CLASS 10/02/17 H.L. WOOD FRAMING I ` 1/4- MAX BY OTHERS — I SHIM SPACE 8 WOOD SCREW 1 — INTERIOR MIN. EMBEDMENT _ APPROVED —/ -- - ------ SEALANT BEHIND FIN — 7/16" MIN EXTERIOR EDGE DISTANCE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1/4- MAX 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, SHIM SPACE NOT SHOWN FOR CLARITY, 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS, LLC 650 WEST MARKET STREET WOOD GRATZ, PA 17030-0370 FRAMING BY OTHERS SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52" X 72" NON —IMPACT FIN INSTALLATION DETAILS DRAWN'. DWC NO. N.G. 08-02549 SSE NTS I DATE 12/29/14 1 SHEC7 10 OF 11 L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 434-688-0609 Abmas@e bbmaspe. cum SIGNED: 1211412017 JXSiIRI I IL/0 ENS qTP 55 k STTA(T*FE OF F' 0-, REV F[OR10P•\\ lr • G \ g Luis R. Lomas P.E. FL No.: 62514 METAL. STRUCTURE BY OTHERS APPROVED SEALANT 1/2" MIN EDGE DISTANCE 1/4- MAX. SHIM SPACE REVISIONS REV DESCRIPTION DATE APPROVED A REVISED ANCHOR SPACING & CEIARTS 07/11/16 R.L 10/02/- . 8 REVISED GLASS 10/02/17 R.L. 1/4" MAX. SHIM SPACE 10 SMS OP, SELF DRILLING # 10 SMS OR — INTERIOR SCREW SELF DRILLING \ INTERIOR SCREWS 1/2 MIN. f J EDGE DISTANCE L EXTERIOR METAL BACKER ROD STRUCTURE & APPROVED BY OTHERS SEALANT EXTERIOR JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION BACKER ROE, APPROVFF SEAL AN I MFTAL. STRUCTURE BY OTHERS 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 TO BE DESIGNED IN ACCORDANCE WITH AS TM E2112 SILL TO BE SET IN A BED OF APPROVED STRUCTURAL SEALANT 1/4" MAX. SHIM SPACE 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: DWG NO. r 08-02549 TS DATE 12/29/14 SHEETS OF 11 L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 434-698 0609 rlto, a Calrlomaspe.mm SIGNED: 12/ 1412017 IS R t 0 GENSCL LPG o65 qr- 0f o S7AT OFW` O• REV '" F':c(ORIOP• ` B Luis R. Lomas P.E. FL No.: 62514 2 3/16" J 13/16" FLANGE FRAME HEAD CM-18501 ALUMINUM 6063-T5 050' THICK 2 5/16" --- 3 3/8" l` _ i---U FLANGE FRAME SILL CM-18502 ALUMINUM 6063-T5 .0.5.5" THICK 3 ' E_ 1 LOCK RAIL/STILE CM- ias0s ALUMINUM 6063-T5 .062" THICK RIGID PVC .050' THICK 1 7/8" — E FLANGE FRAME JAMB CM 18503 ALUMINUM 6063-T5 .050" THICK FINLESS FRAME SILL CM-18554 ALUMINUM 6063-T5 .055' THICK 1 7/16" 2 5/16" r 1___ SASH BOTTOM RAIL CM 18555 ALUMINUM 6063-T5 .050' THICK 3/8" r1- 15/16" SASH STILE C- -18507 ALUMINUM 6063-T5.050' THICK 2 3/16" — I 1 5/16" UL— FINLESS FRAME HEAD_ CM-18.553 ALUMINUM 6063.T5.050' THICK 2 5/16" —I 3 3/4" FIN FRAME SILL CM 18509 ALUMINUM 6063-T5.055' TFIICK L MEETING RAIL CM 18,,504 ALUMINUM 6063-T5 .055' THICK t 2 3/16" _ FINLESS FRAME JAMB CM 18513 ALUMINUM 6063-T5 .050' THICK 2 3/ 16 I 2 5/16" 1. --ll- FIAI FRdAAP 14PAn ALUMINUM 6063-T5 .050" THICK 2 3/8" 2 3/ L---- PEAI PPAAAF _ lAAAR AL UMINUM 6063-T5 .050" THICK RENSIDNS RC' DESA DATE I APPROVED I REVISED ANCHOR ..... SPACING & CHARTS 0 0 ' g L 5/8" — 1/8" ANN. — 1/8" ANN. 1/8" ANN. 090 PVB BY KURARAY METAL. REINFORCED BUTYL SPACER EXTERIOR INTERIOR 1/2" BITE SILICONE I SEALANT SETTING BLOCK - GLAZING DETAIL MI WINDOWS AND DOORS, LLC 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52" X 72" NON -IMPACT COMPONENTS DRAWN: DWG N0. N.G. 08-02549 SCALE NTS DATE 12/29/14 SHEET l l OF 11 L. RORERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 434 680 0609 f1lomRBCa 111OM-p—om SIGNED: 1211412017 RIIILI 41///// ti,•GENSF,P 5 t= OT/ATE REV R10P•G.: e 0NA ItE? Luis R. Lomas P.E. FL No.: 62514 Florida Building Code Online Page 1 of 3 S..xrE .., ,,, .: „ .afar [x=. . z q' .:. $ r r -. a+- BC:S Home :log in ! User Registration . Hot Topics Submit Surcharge Sta[s &Facts , Publications FBC Staff BCIS Site Map links Search r Product Approval USER: Public User Pro C u t Approval Menu > Product or AODucabon Search > Application 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 MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Fixed Compliance Method Certification Mark or Listing Certification Agency American Architectural Manufacturers Association Validated By Steven M. Urich, PE Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard AAMA 506 AAMA/WDMA/CSA 101/I.S. 2/A440 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 12/31/2017 Date Validated 12/31/2017 Date Pending FBC Approval Date Approved 01/04/2018 Year 2011 2008 https://w-\krw. floridabuilding. org/pr/pr_app_dtl.aspx?param=wGEVXQwrtDgtH8 5 72gv dVW'I... 1 / 31 /2018 Florida Building Code Online Pao,e 2 of 3 Summary of Products FL # I Model, Number or Name Description 15349.1 185 PW 73 x 72 Insulated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15349 R9 C CAC APC 12786.odf Approved for use outside HVHZ: Yes FL15349 R9 Q CAC APC 12782.pGf Impact Resistant: No Quality Assurance Contract Expiration Date Design Pressure: +60/-60 04/03/2018 Other: CW-PG60 Installation Instructions FL15349 R9 II 08-02357B.odf Verified By: Luis R. Lomas, PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL15349 R9 AE 513124B.Odf Created by Independent Third Party: Yes 15349.2 185 PW 159 x 54 Triple CHS Insulated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15349 R9 C CAC APC 15350.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 01/24/2021 Design Pressure: +55/-55 Installation Instructions Other: R-PG55 FL15349 R9 II 08-02949.odf Verified By: Luis R. Lomas, PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL15349 R9 AE 513783.odf Created by Independent Third Party: Yes 15349.3 185 PW Impact 72 x 72 Insulated Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15349 R9 C CAC APC 154S4.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: Yes 06/25/2021 Design Pressure: +55/-55 Installation Instructions Other: FW-LC55, Missile Level D, Wind Zone 3. Glass FL15349 R9 iI 08-02948.odf consisted of 5/32" tempered exterior - spacer - 5/32" 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 5/8" glass bite. Evaluation Reports FL15349 R9 AE 513782.odf Created by Independent Third Party: Yes 15349.4 185 PW Impact 159 x 54 Triple CHS Insulated Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15349 R9 C CAC APC 8272.odf Approved for use outside HVHZ: Yes FL15349 R9 C CAC APC 8273.odf Impact Resistant: Yes Quality Assurance Contract Expiration Date Design Pressure: +55/-55 01/24/2021 Other: FW-R55, Missile Level D, Wind Zone 3. Glass Installation Instructions consisted of 1/8" annealed exterior - spacer - 3/32" FL15349 R9 II 08-01614B.Ddf annealed / 0.090 Solutia PVB / 3/32" annealed. Glass was Verified By: Luis Roberto Lomas 62514 bedded in Pecora 896 silicone with 5/8" glass bite. Created by Independent Third Party: Yes Evaluation Reports 1`1_15349 R9 AE 5122788.odf Created by Independent Third Party: Yes 15349.5 185 PW Impact 96 x 60 Insulated Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15349 R9 C CAC APC 7962.Ddf Approved for use.outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: Yes 12/05/2020 Design Pressure: +55/-55 Installation Instructions Other: FW-LC55, Missile Level D, Wind Zone 3. Glass FL15349 R9 II 08-01613B.odf consisted of 5/32" annealed exterior - spacer - 5/32" Verified By: Luis Roberto Lomas 62514 annealed / 0.100 Solutia Saflex HP / S/32" annealed. Glass Created by Independent Third Party: Yes was bedded in Pecora 896 silicone with 5/8" glass bite. Evaluation Reports FL15349 R9 AE 512277B.Ddf Created by Independent Third Party: Yes Back Next Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Flonda is an AA/EEO employer. Cooynoht 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement https://wivw.floridabuilding.org/pr/pr_app_dtl.aspx`?param=wGEVXQwtDgtH85 72gvdW'I... 1/3 1/2018 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 send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.467.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However 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: CFS'di# Card. Safe https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQw-tDgtH85 72gvdVv'I... 1 /31 /2018 NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. 1 X 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 REQUIRED 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. 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 #6 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. REVISIONS DESCRFWN DATE APPROVED REVI5ED INSTALLATION DETAILS 06/01/15 Rl, REVISED NAME AND ADDRESS 10/27/16 R.L. 15.FOR ANCHORING THROUGH FRAME INTO WOOD FRAMING OR 2X BUCK USE #10 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 2,000 PSI. C. MASONRY: HOLLOW/FILLED BLOCK PER ASTM C90 WITH Fm=2,000PSI MINIMUM. D. METAL STRUCTURE: STEEL 18GA (.048") FY=33KSI/FU=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. TABLE OF CONTENTS N0. DESCRIPTION 1 NOTES 2 — 3 ELEVATIONS, CHARTS AND GLAZING DETAILS 4 — 12 INSTALLATION DETAILS SIGNED: 1111512016 MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. R. 0?/ GRATZ. PA 17030 JCS v• G E N S rP 0"s 61SERIES185ALUMINUMFIXEDWINDOW 73" X 72" NON -IMPACT syor - NOTES 0 , S TAT OF DRAWN: DWC No REV J. 08 50 2357 B NA 11 G\`\ 11 Luis R. Lomas P.E. LE DATENTS 09/03/14 1 OF 12 L. ROBERTOLOMASP.E f432 WOODFORD RD LEWISVILLE, NC 27023 FL No.: 62514 434-6880609 r0oma5@frlomasfrB.trorn 72 1/2" MAX FRAME WIDTH - REVISIONS REV DESCRIPTION DATE APPROVED 6" MAX - 18" MAX O.C. -I 6" MAX NOTES: A REVISED INSTALLATION DETAILS 06/01/15 R.L. 1. MAXIMUM D.LO.: 693/4'X683l4" D REVISED NAME AND ADDRESS 10/27/16 R.L. CHARTaI 1 g" Number of anchors required (without rigid fillers) MAX O.C. Frame Frame wIdlli im) height 24.00 30.00 3600 42,00 48.00 1 54.00 60.00 66.00 72,50 li^) HAS PambI HAS J.Zlb HAS Jamb HAS Pamb HAS Ja,nbj HAS P.mb HAS Jamb HAS Jamb HAS amb 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 3 2 4 2 4 2 4 2 5 2 71 1/2" 36,00 2 3 2 3 3 3 3 3 3 3 4 3 4 3 5 3 5 3 MAX 42.00 2 3 2 3 3 3 3 3 3 3 4 3 5 3 5 3 4 3- FRAME 48.00 2 3 2 3 3 3 3 3 3 3 4 3 5 3 6 3 6 3 HEIGHT - j 54. 00 2 4 2 4 3 4 3 4 3 4 4 4 5 4 6 4 7 4 6. 00 2 4 2 1 4 3 4 3 5 3 5 4 5 5 S 6 5 7 5 666. 00 2 4 2 4 3 5 3 5 3 6 4 6 5 6 6 6 7 6 71, 50 2 5 2 5 3 5 3 6 3 6 1 4 1 5 1 7 6 7 7 7 REFER TO CHARTS -qFRIES 185 ALUMINUM FIXED WINDOW 1 & OF FORNUMBEROFEXTERIOR VIEW CHAHT712 ANCHORS REQUIRED Number of anchors required (with rigid fillers) 72 1/2" MAX FRAME WIDTH Frame Frame widen lin) 6" MAX - 18" MAX O.C. Ile ighl 24.00 30.00 36.00 42.00 48.00 1 54,00 60.00 66.00 72.30 I 6" MAX 11^) HAS amb HAS amb HAS Iamb HAS Pa.b HAS P..bl HAS Jamb HAS P..bi HAS Pamb HAS lamb 24. 00 2 2 2 2 3 2 3 2 J 2 1 2 4 2 5 2 30. 00 2 2 2 2 3 2 3 2 3 2 6" 00 36. 00 2 3 2 3 3 3 3 3 3 3 3 4 3 5 3 3 42.00 2 3 2 3 3 3 3 3 3 3 3 4 3 5 48. 00 2 3 2 3 3 3 3 3 3 3 44 3 4 3 5 3 00 54.00 2 4 2 4 3 4 3 4 3 4 4 4 4 5 4 60. 00 2 4 2 4 3 4 3 4 3 4 4 4 4 5 4 71 1/2" lB 66.00 2 9 2 4 3 4 3 4 3 4 4 4 4 5 4 MAX MAX O.C._ 71. 50 2 5 2 5 3 5 3 5 355 9 5 5 5 FRAME T SEE SHEETS 4-7 FOR INSTALLATION DETAILS HEIGHT REFER TO CHARTS 1 & # 2 FOR NUMBER OF ANCHORS REQUIRED j 00 SERIES 185 ALUMINUM FIXED DESIGNER WINDOW EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING t60, OPSF NONE 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 & CHARTS J. L. 1 08-02357 SCALE NTS DATE 09/03/14 1SHE OF 12 L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 434 698-0609 r1lomas@fd0maspe.Nm SIGNED: 1111512016 VGENS; giP 0 Ev ( TAT OF 4v R'° F•:c1OR10P• B i""/SS/ONAl, G\tit Luis R. Lomas P.E. FL No.: 62514 71 FI HI 6" MAX — 72 1/2-- MAX FRAME WIDTH — If18" MAX O.C. 18" MAX O.C. 1/2" IAX AME IGHT jL 6" MAX REFER TO CHART #3 ----- SERIES 185 ALUMINUM FIXED WINDOW FOR NUMBER OF EXTERIOR vlEw ANCHORS REQUIRED 72 1/2" MAX FRAME WIDTH — 6" MAX — I 18" MAX O.C. —I 6" MAX 18" MAX O.C. 71 1/2" MAX FRAME HEIGHT r REFER TO CHART #3 FOR NUMBER OF SERIES 185 ALUMINUM FIXED DESIGNER WINDOW ANCHORS REQUIRED EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING 16O.OPSF NONE NOTES: 1. MAXIMUMD.L.O.: 69Y4'X683/4" RE'AStONS DESMPWN DATE APPROVED REVISED INSTALLATION DETAILS 06/01/15 R.L. REVISED NAME AND ADDRESS 10/27/16 R.L. CHART#3 Number of anchors required (fin installation) Frama Frame width ling Height 24.00 30.00 36.00 42.00 48.00 54.00 60.00 1 66.00 72.50 tn) HAS Janlb HAS Jamb HAS Ja. b HAS Jamb HAS amb HAS lamb HAS amb HAS J..b HAS amb 24.00 3 3 3 3 3 3 4 3 4 3 4 3 5 3 5 3 6 3 30.00 3 3 3 3 3 3 4 3 4 3 4 3 5 3 5 3 6 3 36.00 3 3 3 3 3 3 4 3 4 3 4 3 5 3 5 3 6 3 42.00 3 4 3 4 3 4 4 4 4 4 4 4 5 4 5 4 6 4 48.00 3 4 3 4 3 4 4 4 4 4 4 4 5 4 5 4 6 4 54.00 3 4 3 4 3 4 4 4 4 4 4 4 5 4 5 4 6 4 60.00 3 5 3 5 3 5 5 4 5 4 5 5 5 5 5 6 5 66.00 3 5 3 6 3 5 4 5 4 5 4 5 5 5 5 5 6 5 71.50 3 6 3 6 7 6 4 6 1 6 4 6 5 5 5 6 6 6 SEE Sf IEET 8 FOR INSTALLATION DETAILS MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ, PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT FIN ELEVATION do CHART DRAWN: DWO NO. J.L. 08-02357 SCALE NTS IDATE 09/03/14 SIIEET3 OF 12 L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 434 688 0609 rlbmas(a)IrlornaSDa.cam SIGNED: 1111512016 i ENSFN,% 0 ; STATE OF 0 i/;/SJDNA 11 r1 Luis R. Lomas P.E. FL No.: 62514 RDA51ONS REV DESCRIPTION DATE APPROVED 1 /2" MIN. —-------- -- - - ---- EDGE DISTANCE A REVISED INSTALLATION DETAILS 06/01/15 Rl. 3/4" MIN OOD FRAMING METAL DISTANCEW C) BY2OTHERS EMBEDMENTEDMENT BYOTHERS EDGE S / M SPACE e REVISED NAME AND ADDRESS 10/27/16 - R-L-- -- 1/ 4" MAX. BACKER ROD SHIM SPACE BACKER ROD - APPROVED APPROVED SEALANT SEALANT 10 WOOD SCREW EXTERIOR IAIrcolno EXTERIOR 10 WOOD SCREW RIGID FILLER BACKER ROD BACKER ROD - APPROVED - 1/4" MAX. APPROVED SEALANT I(( U__ r SHIM SPACE SEALANT WOOD FRAMING - 1 METAL 1 1/4 MIN. STRUCTURE qRIXDUCK \ BY OTHERS EMBEDMENT BY OTHERS 1/ 2" MIN. 4EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLAT ION 1 1/4" MIN. _ 1/4" MAX. EMBEDMENT SLAM SPACE EDGE DISTANCE INTERIOR 10 MOOD SCREW --- WOOD FRAMING EXTERIOR OR 2X BACK BY OTHERS BACKER ROD APPROVED SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTAL LAT ION3/ 4" MIN. EDGE DISTANCE 10 SMS OR SELF DRILLING SCREW INTERIOR 10 SMS OR SELF DRILLING SCREW RIGID FILLER i 1/ 4" MAX. SHIM SPACE 3/ 4" MIN EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 1/ 4" MAX. SHIM SPACE INTERIOR 10 SMS OR SELF DRILLING SCREWS METAL EXTERIOR STRUCTURE BACKER ROD BY OTI-IERS & APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE 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 SIGNED: 1111512016 MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ, PA 17030 S R• Lb//i GENS 9J,% SERIES 185 ALUMINUM FIXED WINDOW z: X111D 6Q51 4 73" X 72" NON -IMPACT D FINLESS INSTALLATION DETAILS WITHOUT FILLERS y0 p,• STAT OF DRAWN: DWG REY i OR14lt,L. NO. 08 s0 F7 57 B SCALE DA/E NTS09/03/14 4 OF 12 i1C,\\\1 E ROBERTO LOMAS P. E. Luis R. Lomas P.E. 1432 WOODFORD RD LEWISVII. LE, NC 27023 434- 688-0609 dWmas@lrk)maspe.cmn FLND.: 62514 REVISIONS ` REV DATE APPROVED 2 1/2" MIN. DESCRIPTION A REVISED INSTALLATION DETAILS 06/01/15 R.L. EDGE DISTANCE I B REVISED NAME AND ADDRESS 10/27/16 R.L. CONCRETE/MASONRY BY DRIERS 1 1/4'" MIN. e 1 1/4" MIN. EMBEDMENT OPTIONAL 1X BUCK a EMBEDMENT SEE NOTES 3 — 7 SHEET 1 ASONRYCONCRETEBYMOTHERSBACKERRODJ14MAX. 1/4" MAX. APPROVED SHIM SPACE SHIM SPACE SEALANT OPTIONAL 1X BUCK SEE NOTES 3 — 7 SHEET i 3/16"' TAPCON EXTERIOR INTERIOR 3/16" TAPCON INTERIOR 3/16"" TAPCON BACKER ROD APPROVED SEALANT 1/4"" MAX. 2 1/2" OPTIONAL iX BUCK SEE NOTE 3 — 7 SHIM SPACE MIN. EDGE SHEET 1 DISTANCE EXTERIOR CONCRETE/MASONRY 1 BACKER ROD BY OTHERS a 1 1/4" MIN. APPROVED SEALANT EMBEDMENT JAMB INSTALLATION DETAIL a _ CONCRETE/MASONRYINSTALLATION 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION SIGNED: 1111512016 MI WINDO0WW MNDK DOORS, LLC GRATZ, PA 17030 SCR li1p v •GENs 9J, SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT FINLESS INSTALLATION DETAILS WITHUT FILLERS{, NOTES: t. INTERIOR AND EXTERIOR FINISHES, BYOTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE 1D 612 •*= y0 , TAT OF • tub A. anD NO. 08-02357 RB DESIGNED IN ACCORDANCE WITHASTME2772DRAWN i ipc SS tOR10 'z 77jONA U0 1Y\\ SCALE NTS DATE 09/D3/ 14 SHEET 5 OF 12 L. ROBERTO LOMAS P.E 1432 WOODFORD RD LEWISVILLE, NC 27023 434-689-0609 ft—C.10..m p&. . LU15 R. Lomas P.E. FL No.: 62514 REVISIONS 1/2" MIN. REV DESCRIPTION DAIE APPROVED EDGE DISTANCE 3/4" MIN A REVISED INSTALLATION DETAILS 06/01/15 R.L. WOOD FRAMING OR 2X BUCK 1 1/4" MIN. METAL STRUCTURE EDGE DISTANCEr B REVISED NAME AND ADDRESS 10/27/16 R.L. BY OTHERS EMBEDMENT BY OTHERS 1/4" MAX. L..Li- SHIM SPACE 1 /4" BACKER ROD SHIM SPACE BACKER ROD J APPROVED APPROVED vwn7_____ RIGID FILLER SEALANT RIGID FILLER SEALANT 10ORSF10WOODSCREWDRILLINGSELLLINGSELF SCREW EXTERIOR EXTERIOR INTERIOR INTERIOR 10 SMS OR 10 WOOD SCREW SELF DRILLING SCREW BACKER ROD RIGID FILLER BACKER ROD RIGID FILLER APPROVED 1/4" MAX. APPROVED SEALANT I SPACE SEALANT 1/4" MAX. SHIM SPACESHIM1 WOOD FRAMING 1 1/4" MIN. METAL STRUCTURE r1 NOTES: OR 2X BUCK EMBEDMENT BY OTHERS 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, BY OTHERS NOT SHOWN FOR CLARITY. 3/4" MIN 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DISTANCE DESIGNED IN ACCORDANCE WITH ASTM E2112 1/2" MIN. EDGE 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 I SHIM SPACE RIGID FILLER 1/2" MIN. EDGE DISTANCE INTERIOR I 10 WOOD SCREW I WOOD FRAMING EXTERIOR OR 2X BUCK BACKER ROD BY OTHERS & APPROVED SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 1/4" MAX. SHIM SPACE T_ RIGID FILLER MIN. 3EEDGE DISTANCED INTERIOR 10 SMS OR SELF DRILLING SCREWS EXTERIOR METAL STRUCTURE BACKER ROD BY OTHERS APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 1111512016 MI WINDOWS AND DOORS, LLCP. I 650 W. MARKET ST. to J\ . • 11 i 9 IF GRATZ, PA 17030 GENs 6 OFF•r SERIES 185 ALUMINUM I"IXED WINDOW 73" X 72" NON --IMPACT FINLESS INSTALLATION DETAILS WITH RIGID FILLERS 0 , STAT O. F QR1O• \ L. DRAWN: DWC NO. REV 08 B Luis R. Lomas P.E. 502357SCALEDATENTS09/03/14 6 OF 12 L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVIL LE, NC 27023 434688 0609 rllomas@Irlomaspa.com FL NO.: 62514 REVISIONS REV DESCRIPTION DAIE APPROVED L 112" MIN. A REVISED INSTALLATION DETAILS 06/01/15 R. L. EDGE DISTANCE B REVISED NAME AND ADDRESS 10/27/16 R.L. COEJCRFTF/MASONRY -- --- BY OTHERS ° n — 1 1/4" MIN. OPTIONAL 1 X BUCK ° 1 1/4" MIN. EMBEDMENT SEE NOTES 3 - 7 EMBEDMENT SHEET 1 ` .` t- 1 MAX CONCRETE/MASONRY 4 BY OTHERS 1/4" MAX. BACKER ROD - APPROVED SHIM SPACE ) SHIM SPACE SEALANT OPTIONAL 1X BUCK RIGID FILLER SEE NOTES 3 - 7 RIGID FILLERSHEET1 3/16" TAPCON R •. EXTERIOR INTERIOR 3/16" TAPCON INTERIOR 3/16" TAPCON BACKER R00 -- APPROVED -RIGID FILLER — SEALANT OPTIONAL. 1X BUCK - 1/4" MAX. 2 IN. SEE NOTE 3 - 7 — SHIM SPACE EDGEGE SHEET 1 DISTANCE • v --- EXTERIOR CONCRETE/MASONRY _— _ L __I - BACKER ROD BY OTHERS . & APPROVED 1 1/4" MINSEALANT EMBEDMENT JAMB INSTALLATION DETAIL CONCRETE/ MASONRY INSTALLATION 2 112 MIN. EDGE DISTANCE VERTICAL CROSS SECTION_ CONCRETEIMASONRY 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 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 DRAWN. DWG N0. REV J. L. 08-02357 B SCALE NTS JDATE 09/03/14 1 SHEET OF 12 L. ROBERTO LOMAS P.E. 14. 32 WOODFORD RD LEWISVILLE, NC 27023 434- 688-0609 Obmas@IrbmasPe.com SIGNED: 1111512016 TAT: D—F ,4,z 0 N 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. j SHIM SPACE 10 WOOD SCREW EXTERIOR INTERIOR 10 WOOD SCREW RIGID FILLER BACKER ROD & -- APPROVED SEALANT 1/4" MAX. BEHIND FLANGE — - - SHIM (SPACE WOOD FRAMING 1 E 1/4- MIN OR 2X BUCK BY OTHERS — . / EMBEDMENT j 1/2" MIN EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4" MIN. 1/4" MAX. EMBEDMENT SHIM SPACE 1/2" MIN. EDGE DisTANC INTERIOR 10 WOOD J SCREW WOOD FRAMING OR 2X BUCK EXTERIOR BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 3/4" MIN 1/4" MAX. SHIM SPACE 10 SMS OR LF DRILLING REW INTERIOR 10 SMS OR SELF DRILLING SCREW BACKER ROD & / 1 RIGID FILLER APPROVED SEALANT BEHIND FLANGE Y / _ 1/4" MAX. SHIM SPACE METAL- STRUCTUREs BY OTHERS 3/4" MIN _F EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE EXTERIOR REVISIONS REV -----'----_ DESCRIPTION DATE APPROVED A REVISED INSTALLATION DETAILS 06/01/15 R.L.. B REVISED NAME AND ADDRESS 10/27/15 R.L. NOTES: I. INTERIOR ANO EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E21 12 METAL STRUCTURE INSTALLATION 1/4" MAX. SHIM SPACE ea 3/4" MIN. INTERIOR EDGE DISTANCE SIGNED: 1111512016 L DOORS, LLCMIWINDOWW R I tilo/// 10 SMS OR / 1 MNDK GRATZ, PA 17030 5 w•GENSF SELF DRILLING—- SCREWS SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON -IMPACT JO •*= METAL — EXTERIOR FLANGE INSTALLATION DETAILS WITHOUT FILLERS SC_ o • TAT OFL STRUCTURE BACKER ROD & DRAWN DWG No REVE r•• [pR1pP GBYOTHERS APPROVEDSEANGE NT 08 50 E357 iiS pNABEHINDSCALEDATENTS09/03/14 8 OF 12 JAMB INSTALLATION DETAIL L. ROBERTO L(MIAS PE. Luis R. Lomas P.E. METAL STRUCTURE INSTALLATION 1434 WOO.0609 ROLEWISVILLE.NC2) 434-68B Q609 AlnmasLa plomaspe.com FL No.: 62514 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 140TE .3 — 7 SHEET 1 CONCRETE/MASONRY - BY OTHERS 2 1/2" MIN. EDGE DISTANCE a. 1 1/4" MIN. EMBEDMENT 1/4" MAX. SHIM SPACE 3/16" TAPCON 3/16" TAPCON 1/4" MAX. SHIM SPACE a a a` a 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETEIMASONRY INSTALLATION 1 1/4" MIN, EMBEDMENT CONCRETE/MASONRY BY OTHERS OPTIONAL 1X BUCK SEE NOTES 3 — 7 SHEET 1 a 3/16" TAPCON v 2 1/2" MIN. a EDGE DISTANCE REV1510NS REV DESCRIPTR)N DATE APPROVED A REVISED INSTALLATION DETAILS 06/01/15 R.L. B REVISED NAME AND ADDRESS 40/27/16 R.L. 1/4" MAX. SHIM SPACE INTERIOR BACKER ROD & APPROVED SEALANT 1 1/4" MIN. BEHIND FLANGE EMBEDMENT JAMB INSTALLATION DETAIL r CONCRETE/MASONRY INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTI4ERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 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: DWG 4 0. REV J.L. 08-02357 B SCALE NTS I DATE 09/03/ 14 SHEET 9 OF 12 L ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE. NC 27023 434-686 0609 t1lon—Octrlpmaspa— SIGNED: 1111512016 R I IL d iGENSF'9LP 0, 0. i Fss/QNA11 aG\ Luis R. Lomas P.E. FL No.: 62514 WOOD FRAMING OR 2X BUCK BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE EXTERIOR BACKER ROD & APPROVED SEALANT BEHIND FLANGE WOOD FRAMING OR 2X BOCK BY OTHERS 1/2" MIN. EDGE DISTANCE 1 1/4" MIN. EMBEDMENT 1/4" MAX. SHIM SPACE RIGID FILLER 10 WOOD SCREW INTERIOR 10 WOOD SCREW RIGID FILLER 1/4" MAX. SHIM SPACE I 1 1/4" MIN EMBEDMENT 1/2" MIN EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4" MIN. 1/4" MAX. EMBEDMENT SHIM SPACE j / L— RIGID FILLER 1MIN. / EDGEE DISTANC / INTERIOR I 10 WOOD SCREW WOOD FRAMING EXTERIOR OR2XBUCKBY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION METAL STRUCTURE. BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE 3/ 4" MIN I t me 111-1.11r 1/ 4" MAX. SHIM SPACE GID FILLER 10 SMS OR ELF DRILLING CREW EXTERIOR INTERIOR 10 SIAS OR SELF DRILLING SCREW BACY. ER ROD & RIGID FILLER APPROVED SEALANT BEHIND FLANGE 1/4" MAX. LIIFShI1MSPACEMETAL STRUCTURE BYOTHERS3/ 4" MIN _r EDGE DISTANCE VERTICAL CROSS SECTION_ METAL STRUCTURE INSTALLATION I 1/ 4" MAX. SHIM SPACE RIGID FILLER 3/ 4" MIN. INTERIOR EDGE DISTANCE 7111 jf 10 SMS OR SELF DRILLING f1 SCREWS METAL EXTERIOR STRUCTURE BACKER ROD & BY OTHERS APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION REVISIONS REV DESCRIPTION DATE 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 DESIGNED IN ACCORDANCE WITH ASTM E2112 SIGNED: 1111512016 MI WIND DOORS, LLC 0WW. ETS MARKGRATZ, J\S PA 17030 v,•VGEN& qiP SERIES 185 ALUMINUM FIXED WINDOW I 1p 6Q •*= 73" X 72" NON-IMPACT?i{ sr,ytrrr FLANGE INSTALLATION DETAILS WITH RIGID FILLERS BOO •• FIAT OF i"" FS'bl0RIQP DRAWNDWGN0. REV OS 57 e i,sjQNA SOE310OF12GALENTSDATE09/03/14 11aX` L. ROBERTO LOMAS P. E. Luis R. Lomas P.E. 1432 WOODFORD RD LEWISVILLE, NO 27023 FL NO.: 62514 434- 666-0609 rllomas@Irlomaspe.com CONCRETE/MASONRY BY OTHERS OPTIONAL. IX 13LJCK SEE NOTES .3 - 7 SHEET 1 BACKER ROD & APPROVED SEALANT BEHIND FLANGE EXTERIOR BACKER ROD & - APPROVED SEALANT BEHIND FLANGE OPTIONAL IX BUCK -- SEE NOTE 3 - 7 SHEET 1 CONCRETE/MASONRY BY OTHERS 2 1/2" MIN. EDGE DISTANCE 1 1 1/4" MIN. n EMBEDMENT SHIM SPACE RIGID FILLER 3/16" TAPCON INTERIOR 3/16" TAPCON RIGID FILLER 1/4" MAX. Tr SHIM SPACE 1 1/4" MIN. EMBEDMENT 0 CONCRETE/MASONRY , BY OTHERS OPTIONAL 1X BUCK • a SEE NOTES 3 -- 7 SHEET 1 b , 3/16" TAPCON - 1 MIN, e a EMBEDMENT 2 1/2- MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETEIMASONRY INSTALLATION F 2 1/2" ' MIN. o EDGE ` REVISIONSREVDESCRIPTIONDATEAPPROVEO A REVISED INSTALLATION DETAILS 06/01/15 R.L. B REVISED NAME AND ADDRESS 10/27/16 R. L I 1/4" MAX. SHIM SPACE I RIGID FILLER INTERIOR DISTANCE EXTERIOR_ BACKER ROD & APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL CONCRETE/MASONRY INSTALLATION SIGNED: 1111512016 MI WINDOWS AND DOORS, LLC R11 o 7// NorEs: EXTERIOR FINISHES, ©Y OTHERS, 1. INTERIOR ANDFOR 650 W. MARKET ST. GRATZPA 17030 x\ 5 t/ /i GFNS••' 9,p NOTSHOWNFORCLARITYFSERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON-IMPACT(r 2. PERIMETER AND JOINT SEALANT BYOTHERS TO©E DESIGNED INACCORDANCE WITHASTME2112 61251 yp7 FLANGE INSTALLATION DETAILS WITH RIGID FILLERS PAT OF DRAWN: JL. DWC NO 08 57 REV B ell s2 SCALEDALE NTS09/03/14 11 OF 12 T., ROBERTO LOMAS P E. Luis R. Lomas P.E. 1432 WOODFORD RD LEWISVILL E, NC 27023 4346M 0609 dl°mas(fbbma5Pe_cm, FL NO.: 62514 APPROVED SEALANT BEHIND FIN 6 WOOD SCREW 3/8" MIN EDGE DISTANCE EXTERIOR 1- ----- D 1 1/4" MIN. EMBEDMENT WOOD FRAMING BY OTHERS 1/4" MAX. SHIM SPACE INTERIOR 3/8" MIN j EDGE DISTANCE 6 WOOD / — — SCREW APPROVED _—_-- 1 1/4" MIN. SEALANT EMBEDMENT BEHIND FIN VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION r- 1/4" MAX 1 SHIM SPACE T WOOD FRAMING BY OTHERS WOOD FRAMING _I 1/4 MAX BY OTHERS SHIM SPACE y6 WOOD INTERIORREWsCRLW 1 1/4" MIN. EMBE:DME.NTv U -L APPROVED __.-... SEALANT BEHIND FIN EXTERIOR 3/8" IN EDGE DISTANCE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLA7ION REVISIONS REV DESCRIPK)N DALE APPROVED A REVISED INSIALLAPON DETAILS 06/O1/15 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 DESIGNED IN ACCORDANCE WITH ASTM E21 12 MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ, PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT FIN INSTALLATION DETAILS DRAWN I DWG No. J.L. 108-02357 SCALE NTS I DATE 09/03/14 SHEET 12 OF 12 L ROBERTO LOMAS P F.. 14,72 WOODFORD RD LEWISVILLE, NC 27023 434 60a-0609 Alomas@bbmaspe. mm SIGNED: 11l15/2016 R ! iL1D E NSF k • 0 51 •• * = STATE OF ;.tL,f aEv 0RI'D Luis R. Lomas P.E. FL No.: 62514 Florida Building Code Online Page 1 of Fto- c++., r t e r .+,•'S.. . I r ,, 1 a y" : t I rt a t e .. BCIS Home .I Log In User Registration i Hot Topics Submit Surcharge State & Facts Publications FSC Staff i BCIS Site Map Links Search Ir r Ju , x ; gyp. Product Approval t`USER: Public User Product Approval Menu > Product or Application Search > Application List > Application Detail FL # FL15353-R3aax 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) 365-3300 Ext 2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Mullions Compliance Method Evaluation Report from a Florida Registered. Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Luis R Lomas, PE the Evaluation Report Florida License PE-62514 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2018 Validated By Steven M. Urich, PE i 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 FL15353 R3 COI FLCOI.Ddf Standard AAMA 450 Method 1 Option D Year 2010 https:!%w'.floridabuildina.orQ!pripr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvdV ZS... 2 `1,%2018 Florida Building Code Online Page 2 of 3 Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products 10/16/2017 10/23/2017 10/26/2017 12/12/2017 FL # I Model, Number or Name Description 15353.1 i 5764 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FLi5353 R3 II 08-01448B.Ddf Approved for use outside HVHZ: 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 FL15353 R3 AE 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 HVHZ: No FL15353 R3 iI 08-01439B.Ddf Approved for use outside HVHZ: 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 F_Lj53S3-- EJ AE 'ZD cf span: 83" Created by Independent Third Party: Yes 115353.3 1 S765 I Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No F1-15353 R3 II 08-01444B.Ddf Approved for use outside HVHZ: 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 F1-15353 R3 AE 512073B.odf span: 156-3/8" Created by Independent Third Party: Yes 115353.4 15765 1 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15 ' R3 H 08-01440B.o lf Approved for use outside HVHZ: 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 FL15353 R3 AE 512064B.Ddf span: 83". Created by Independent Third Parry: Yes 115353. 5 1 CM-18514 I Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R3 II 08-01442B.Ddf Approved for use outside HVHZ: 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 FL15353 R3 AE 512066B.Ddf length - 83". Created by Independent Third Party: Yes 115353. 6 1 CM-18520 I Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS353 R3 II 08-014516.Ddf Approved for use outside HVHZ: 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 - 52-1/6" x 84". Max mullion FL15353 R3 AE 512075B.Ddf span - 156-3/8" Created by Independent Third Party: Yes 153S3. 7 I CM-18523 I Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R3 II 08-01452B.od Approved for use outside HVHZ: 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 FL-ii353 Rl-.SE 5120765.pdf span - 104-1/4". Created by Independent Third Party: Yes 15353. 8 CM-18531 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R3 II 08-014435.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 https:// w-w.floridabuildinc,.org/pr/pr_app_dtl.aspx?param=wGEVXQ AtDgtH8572gvdW'IS... 2/ 1/2018 Florida Buildin; Code Online Page 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 1S3S3 R3 AE 5120675.odf 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 FL' 5353 R3 II 08-01453B.Ddf 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 - S2-1/8" x 84". Max mullion FL15353 R3 AE 512077B.Ddf 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 HVH2: No FL15353 R3 II 08-01444B.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 5120686.odf span: 83" Created by Independent Third Party: Yes 15353.11 CM-18534 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVH2: No FL15353 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 FL_1S353 R3 Az y2078B —Of span: 156-3/8". Created by Independent Third Party: Yes Back Next Contact Us :: 7601 814ir Stone Road Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA,'EEO employer. Copyright 2007.2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please Contact 850.487.1395. `Pursuant to Section 455.275(1), Flonda Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address A they have one. The emails 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 4S5, F.S., please click here . Product Approval Accepts: Credit. Card Safe hops://wwW.floridabuildino.org pr;'pr_app_dtl.aspx?paranz=wrGEVkQwrtDgtH8 72gvd'NIS... 2/1/2018 NOTES: 1) THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS 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 RFQUIR 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 1"IIE INDIVIDUAL WINDOW OR DOOR UNIT. 8) UNITS MAY BE MULLED TOGETHER INDEFINITELY AS LONG AS SINGLE UNIT WIDIH 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 AND MULLION IS ANCHORED ACCORDING TO THIS DOCUMENT. DESIGN PRESSURE TABLE INSTRUCTIONS: 1) DEFINE REQUIRED DESIGN LOAD PER FLORIDA BUILDING CODE CHAPTER 16. 2) DETERMINE TRIBUTARY WIDTH AND MULLION SPAN BASED ON PRODUCT TO BE INSTALLED_ 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 WIDIII RESPECTIVELY IS THE MULLION RATING FOR PRODUCT IN STEP 2. MULLION RATING MUST BE EQUAL OR GREATER THAN REQUIRED DESIGN PRESSURE OBTAINED IN STEP 1. TRIBUTARY WIDTH = W1 + Wj 2 RE`/ISIONS REDESCRIM). DAIS APFRU/E0 AtD INSTALLATION DETAILS D6/lU/75 R.L. 8D ANCHORING NOTES k INSTL DET. U6/07/17 R.L. ANCHORING NOTES: 1) FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE b 10 WOOD SCREW WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM EMBEDMENT. LOCATE ANCHORS AS SHOWN IN INSTALLATION DETAILS SHEET 3. 2) FOR ANCHORING INTO CONCRETE USE 1/4" 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 #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 8. 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 18GA (.048") FY=33KSI/1"I1=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 THRFF THREADS PAS]" THE MULLION WALL. LOCATE SCREWS 6" FROM EACH MULLION END AND 12" MAX. O.C. THEREAFTER. STAGGER SCREWS AT EACH WINDOW. TABLE OF CONTENTS SHEET NO. DESCRIPTION 1 NOTES _---------- 2 CONFIGURATIONS AND OP CHART 3 INSTALLATION DETAILS 4 COMPONENTS MI WINDOWS AND DOORS, LLC 650 WEST MARKET STREET GRATZ, PA 17030-0370 5764 — VERTICAL MULLION 83" MULLION SPAN GENERAL NOTES DRAWN. DWG NO. V . L. 1 08 —01439 SCALE NTS I DATE 01111112 1 SHEET I OF 4 L. ROBERTO LOM4S P.E. 1432 WOOOFORD RO LEWISVILLE, NC 27023 434-6880609 dldnas@4bmaspecan SIGNED: 1011312017 Luis R. Lomas P.E. FL No.: 62514 107 3, /8.. COMBINED WIDTH W1 --I W2 -- 83" FRAME HEIGHT WINDOW WINDOW MULLION SPAN) A 107 3/8-- COMBINED WIDTH 107 3/8" COMBINED WIDTH W 1 ---- W2 -- 83" FRAME WINDOW HEIGHT WINDOW MULLION SPAN) 1 F- a J WINDOW l f WINDO FRAME HEIGHT WINDO 6 MUL1_ION SPAN) rl_ L L- W1 _II-- w2 - 107 3/8" COMBINED WIDTH Design pressure ratill ct (Ds1) Mullion an (in) Tributary width (in) 18.13 25.50 36.00 4200. 48.00 52. 13 25.00 120.0 120.0 120.0 120.0 120.0 120.0 37.38 120.0 120.0 120.0 120.0 120.0 120.0 49.63 120.0 98.3 81.2 76.9 75.2 75.1 62.00 71.0 52.2 39.7 35.9 33.4 32.3 65.63 69.6 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 28.1 1 20.3 LARGE AND SMALL MISSILE IMPACT, LEVEL D, WIND ZONE 3 DIMENSIONS IN CHART ARE FRAME DIMENSIONS AND DO NOT INCLUDE FLANGE. 107 3/8" COMBINED WIDTH W1 -- W2 -- FRAME 1NDOW WINDOW HEIGHT ---- MULLION SPAN) j/1IL 107 3/8" COMBINED WIDTH W, -.I I l W2 83" J J WINDOW J - FRAME. / HEIGHT NDOW WINDOW MULLION SN) f % LJ L7W 1 I F-- W2 -- 107 3/8" COMBINED WIDTH REVISNJNS OESCRiPT10N I DATE I APPROVED INSTALLATIONAREVISEDDETAILS06/ RL 8 REVISED ANCHORING NOTES INSTI DO 1 06/07/17 -}R. L. 107 3/8" COMBINED WIDTH r.-- W, -.Ir W2 BY WINDOW FRAME HEIGHT 1N WINDOW MULLION 4 SPAN) 1 J/ 1 IW1 F--- W2 -- 107 3/8" _ COMBINED WIDTH APPROVED CONFIGURATIONS MULTIPLE UNITS MAYBE MULLED TOGETHER A.S LONG AS COMBINED WIDTH DOES NOT EXCEED 107 316" AS SHOWN HEREIN Design pressure rating (psi) with rebar Mullion span (in) Tributary width (in) 18.13 25.50 36.00 42.00 48.00 52.13 25.00 120.0 120.0 120.0 120.0 120.0 120.0 37.38 120.0 120.0 120.0 120.0 120.0 120.0 49.63 120.0 98.3 81.2 76.9 75.2 75.1 62.00 95.2 70.0 53.3 46.1 44.6 43.4 65.63 60.0 58.6 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 27.3 20.1 17.7 1fi.0 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 DRAWN: DWG NO. Rkv V.L. 08-01439 B scALE NTS I DATE O 1/ 1 1/ 1 2 IS""' 2 OF 4 1 L. ROBERTO LOMAS P.E. 1432 WOODFORD RO LEWISVILLE, NC 27023 434 688-0609 rtlarias(Irlanaspo can SIGNED: 1011312017 Luis R. Lomas P.E. FL No.: 62514 REVISIONS REV DESCRWTION DAIS AF'PRI-D 1 MIN A REVISED INSTALLAIION DETAILS 06/10/15 R.L. EDGE DISTANCE ------------------------------------ -------- B REVISED ANCHORING NOTES 2. INSTL. OLT. 06/07/17 R.L. MASONRY/CONCRETE '-------------- --------- -------- BY OTNERS jgg 1 1/4" jjjgggggg MIN. EMBEDMENT I II I II 1/4" ELCO ULTRACON TAPCON MT000022 CLIP SEC15796 CLIP i 10 SMS OR OPTIONALI SELF DRILLING REBARAR SCREW 1 I tl _ LfjajUl j-------- SECT5764 MULLION METAL 1/2•• MIN STRUCTURE EDGE BY OTHERS MT000022 DISTANCE CLIP VERTICAL CROSS SECTION METAL INSTALLATION10WOODSCREW I I i It 1 3/8 MIN. EMBEDMENT WOOD FRAMING/ 1/2" MIN. I- 2X BUCK EDGE BY OTHERS DISTANCE VERTICAL CROSS_ SECTION MASONRY/CONGRETE AND WOOD FRAMING INSTALLATION NOTE. CLIPS MAY BE USED IN MASONRY/CONCRETE. OR WOOD FRAMING SUBSTRATE. MI WINDOWS AND DOORS, LLC 650 WEST MARKET STREET GRATZ, PA 17030-0370 5764 - VERTICAL MULLION 83 MULLION SPAN INSTALLATION DETAILS DRAWN DWG N0. V.L. 08-01 439 SCALE NTS IDATE 01 / 1 1 / 1 2 1 S14EET 3 OF 4 L. ROBER70 LOMAS P. E. 1432 WOODFORD RD LEWISVILLE, NC 27023 434 688 0609 Alo—sAhfomaspe con, SIGNED: 1011312017 J q v• ENS; s o STATE OF ' e ii010NA U?\\`` Luis R. Lomas P.E. FL No.: 62514 0.843" T- 3.261" 1.375" 0.625" - C - 3.250" 4.000" O MT000022 CLIP 16GA (063 ) GALVANIZED STEEL SEE NOTE 2 & 3, THIS SHEET. f— 2.140" --I T 3.750" — 1.125" -- 2.189" FE-7-D] — I 1.0 0" -- — 0.375" SECT5764 MULLION ALUMINUM 6005-75. 125" THICK 0.8r43" 2X 00.210" I 1.562" o.eaa" 1.531" 1.562" RF-185-2 REBAR SECT5796 CLIP_ 16 GA (062J GALVANIZED STEEL FOR W000 FRAMING INSTALLATION ALUMINUM 6063-T5.125" THICK NOTES: 1. CLIPS MAY BE USED IN MASONRY/CONCRETE OR WOOD FRAMING SUBSTRATE. 2. FOR WOOD & MFTAL INSTALLATION USE ALL. FOUR ANCHOR LOCATIONS. 3. FOR CONCRETE INSTALLATION USE 2 ANCHOR LOCATIONS ONLY WITH 3 1/4" SEPARATION BETWEEN ANCHORS. REVISIONS DESCRIPIIOH DATE APPROVED REVISED INSIMLATION DETAILS 06/10/15 R.L. REVISED ANCHORING NOTES A, INSTI_ DFT. 06/07/17 R.L. 3.750" - 1.000" - -- - 0.375" 0,422" 2.032" 2.875" 0.641 3,• l_ T— 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-. OWG NO. V.L. 08-01439 scALE NTS oATE 01 / 1 1 / 1 2 SHCET 4 OF 4 L R00ERTO LOMAS P.E. 1432 WOOOFORO RO LEWISVILLE, NC 27023 434-688,0609 +N—as(pbf—aspe cm? SIGNED: 1011312017 rENS*9'% 0, fi251 0 TATE OF e Rev ii S ;c( 0 R€tC1pp; F• G B //NIONA tEa\\` Luis R. Lomas P.E. FL No.: 62514 Florida Building Code Online Page 1 of 3 BCIS Home ; Log In User Registration AProduct Approval USER: Public User Product Approval Menu > Product or ADDiitation Search > Application List > Application Detail Ell 71 9a` tk S . 1111bNe Hot Topics ! Submit Surcharge Stats & Facts Publications FBC Staff BCIS Site Map Links Search FL # FL13223-R4 Application Type Revision Code Version 2017 Application Status Approved Comments Archived Product Manufacturer James Hardie Building Products, Inc. Address/ Phone/Email 26300 La Alameda Ste. 250 Mission Viejo, CA 92691 909) 349-2927 pingsheng. zhu@jameshardie.com Authorized Signature Pingsheng Zhu pingsheng. zhu@jameshardie.com Technical Representative Pingsheng Zhu Address/ Phone/Email 10901 Elm Ave. Fontana, CA 92337 909) 349-2927 pingsheng. zhu@jameshardie.com Quality Assurance Representative Pingsheng Zhu Address/ Phone/Email 10901 Elm Ave. Fontana, CA 92337 909) 349-2927 pingsheng. zhu@jameshardie.Com Category Panel Walls Subcategory Siding 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 Ronald I. Ogawa the Evaluation Report Florida License PE-24121 Quality Assurance Entity lntertek Testing Services NA, Inc. - QA Entity Quality Assurance Contract Expiration Date 12/31/2020 Validated By John Southard, P.E. Validation Checklist - Hardcopy Received Certificate of Independence FL13223 R4 COI PIO - Certificate of Independence.pdf Referenced Standard and Year (of Standard) Standard ASTM C1186 ASTM E330 Year 2007 2002 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect FL13223 R4 EOUiy R10-2692B-17 ASTM C1166 eeuiyalency.odf http:/,/ NAB,"r. 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 Method 1 Option D Date Submitted 08/09/2017 Date Validated 08/25/2017 Date Pending FBC Approval 08/28/2017 Date Approved 10/10/2017 l FL # Model, Number or Name Description 13223.1 Cempanel Siding fiber -cement panel siding Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: N/A Other: For use inside a HVHZ install in accordance with NOA 17-0406.06 Installation Instructions FL13223 R4 II cempanel-installation.odf FL13223 R4 II NOA 17-0406.06.Ddf FL13223 R4 I, _RIQ ZU9-17 Panel e Furring. f FL13223 R4 II RIO-2686-17 Panel Wood Metal Frame.Ddf Verified By: Ronald I. Ogawa 24121 Created by Independent Third Party: No Evaluation Reports FL13223 R4 AE NOA 17-0406.06.1)df FL13223 R4 AE RIO 2689-17 Panel to Furrina.odf FL13223 R4 AE R,j0-2686-17 Panel Wood Metal Frame.Ddf Created by Independent Third Party: Yes 13223.2 HardiePanel Siding fiber -cement panel siding Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL13223 R4 it HardiePanel-Installation.Ddf Approved for use outside HVHZ: Yes FL13223 R4 II NOA 17-0406.06.Ddf Impact Resistant: Yes F113223 R4 II RIO 2689-17 Panel to Furrino.Ddf FL13223 R4 II RIO-2686-17 Panel Wood Metal Frame.DdfDesignPressure: N/A Verified By: Ronald I. Ogawa 24121Other: For use inside a HVHZ install in accordance with NOA 17-0406.06 Created by Independent Third Party: No Evaluation Reports FL13223 R4 AE NOA 17-0406.06.Ddf FLll 223 R4 AE RI-g_2E.r39}7 Panel to Furrino.Ddf FL13223 R4 AE RIO-2686-17 Panel Wood Metal Frame.odf Created by Independent Third Party: Yes I 13223.3 Prevail Panel Siding fiber -cement panel siding Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL13223 R4 II NOA 17-0406.06.Ddf Approved for use outside HVHZ: Yes FL13223 R4 II PrQy lr 4ftie-inst ll Lion.Ddf Impact Resistant: N/A FL13223 R4 11 RIO 268c- 7 Panel to Furrino,Qdf FL13223 R4 H RIO-2686-17 Panel Wood Metal Frame.DdfDesignPressure: N/A Verified By: Ronald I. Ogawa 24121Other: For use inside a HVHZ install in accordance with NOA 17-0406.06 Created by Independent Third Party: No Evaluation Reports FL13223 R4 AE NOA 17-0406.06.1)df FL13223 R4 !F _RIO6 }7 Panel to Furring,.pdf FL13223 R4 AE RIO-2686-17 Panel Wood Metal Frame.D ff Created by Independent Third Party: Yes sack Nezt Contact Us :: 2601 Blair Stone Road Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any Questions, please contact 850.487.1395. 'Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. however 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 Cl im ic.nec6fl E http: //ww,-. floridabuilding. org/pr/pr_app_dtl. aspa?param=wGEVX QwtDgvRk6bsvZ66FC... 2/6/2018 Florida Building Code Online Page ; of Creel« Card Safe http:!h,,w.floridabuilding. org!prfpr_app_dtl.aspx?param=wGEVXQvv,DgvRk6bsvZ66FC... 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. C5 Hardie Pane1'"Z1©t Vetlical Siding JamesHardEM h., . A,._ 10N FO I ,EME ITS RESIDE ;TI ;L r , IM Lt, _ =nl 1..: E a _ .;CTS EFFECTIVE SEPTc 9BER 2013 visit - 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 H21 OTM PRODUCTS OUTSIDE AN H210' LOCATION WILL VOID YOUR WARRANTY, TO DETERMINE WHICH HARDIEZONE APPLIES TO YOUR LOCATION, VISIT WWW.HARDIEZONE.COM OR CALL 1-866-942-7343 (866 9HARDIE) STORAGE & HANDLING: tore 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 corners from breakage. James Hardie is not responsible for damage caused by improper storage and handling of the product. CUTTING INSTRUCTIONS i>' ZDDDRS IrlDuQRS aosiiio cutting station so thal "'JindIvill blow dust avvay from use 1. Cut anti usln.q smile, and snap, o+ shears (manual elixinc or p leumatici. and of iers In wo4ino area. 2. PGS16on cut?;ag station in wall-ver:tilated area 2. Use one of the follow-ng methods: a. Best: i. Scare and snap it. Shears (manual. electric or pneumatic) NEVER use a power saw indoors b. Better. i. Dust reducing circular saga equipped w•dh a NEVER use a CirCULP saw blade that does not care the HardieBlade sawn blade trademark HardieBlade` savv blade and HEPA vacuum enaction NEVER dry s;"aeep - Use wet suppression or HEP4. Vacuum c. Goa:: 1. Dust reducing circular sal" -with a HardleBlade saw blade only use for loan to moderate culing) Important Note. Ea maximum prctecfion lcrAest respirable dust,iroductioni, Jatws Hardie recommends always using -Best%level cutting methods where feasible. 1110SH- apiumved respirators can be used in conjunction v.rh above cutting practices to furJier reduce dust exlxtsuies. Additional e'gwsure information, is available at w.%N.jameshardic.com to help you d tit mine. the most appropt io6^ cumne, method for your Job requ;roments. V concrnm still roxistc abo,r expasrire levels or you mho not comply witlt the above practices, yotl should always cons it a qualified industrial hygienist or contact James Hardie fix furt a information. S:Q GENERAL REQUIREMENTS: These instructions to be used for residential single family installations only. For Commercial i Multi -Family installation requirements go to v.% v.JamesHard eCommercial:com HardiePanel ` vertical siding can be. installed over braced wood or steel studs spaced a maximum of 24" o.c. See general fas,enin g requirements. Irregularities in framing and sheathing can mirror through the finished application. James Hardie recommends installing HardiePanel on a capillary break (rainscreen/furring) as a best pracrice. Information on installing James Hardie products over foam can be located in JH Tech Bulletin 19 at wvyw. jartehardie.com A water -resistive barrier is required in accordance with local building code requirements. The water -resistive, barrier must be appropriately installed with penet auop: anc'' junction flashing in accordance with local building code requirements James Hardie will assume no teso'onsibility for water infiltration. James Hardie does manufacture HardieWrap- Weather Barrier, a non -woven non-petiorated housewrapl .. which complies with building code requirements. When installing James Hardie products all clearance details in figs. 5,&7,8.9,10&11 must be follovied. Adjacent finishled grade must slope away from the building in accordance with local building codes typically a minimum of 6" in the first 1 u'. Do riot install James Hardie products, such that they may remain in contact with standing water. HardiePanel vertical siding may be installed or.. vertical wall applications only. DO NOT use HardiePariel vertical siding in Fascia or Trim applications. Some application are not suitable for ColoiPlus. Refer to Colot Plus section Nage 3. DO NOT use stain nil/alkyd base paint, or powder coating on James Hardie-' Products. For larger ioie s in lu in commercial and mule; fatuity p ojects, where the span of the wall is significant I length, the designer and/or ai hitect should take into COnSh erafl0n th . Oeffi lent Of th l'mal Cx 3ns10 , and mols,ure moVenl8, ii Oi the p'Og JCt in shell design. TneSe values Can be found the eoh al Bullet 48 " Expansion GlharacteristicS at v'Ak%v.JameS ardie.ccm. INSTALLATION: Joint Treatment Fastener Requirements • Vertical Joints - Install panels in moderate contact (fig. 1), alternatively Positionfasteners318" from panel edges and no closer than joints may also be covered with battens. PVC or metal jointers or 2" away from corners. Do not nail into corners. caulked (Not applicable to ColorPlusa Finish) (fig. 2). HardiePanel Vertical Siding Installation • Horizontal Joints - Provide Z-flashing at all horizontal joints (fig. 3). Framingmustbeprovidedathorizontalandverticaledgesfornailing. HardiePanel vertical siding must be joined on stud. Figure 2 Figure 3 water - resist ve barrier water -resistive Darner m • Doublestudmayberequiredtomaintainminimuedgej ;, 4 stud ( water-ressthre vats-resisrve nailing distances. 2 stud barr;e Ca her I .--41) Panel .—tp er e1 Figure 1 slug < 4 LK no! gao Do r n ater- resistive aril barrier sheathing fit HardieRanei Batten Joint "H Joint G: C vertical siding water-IesisilvE barrier ran= r'-, arr! keep nails I 2 z 4 stud 3?8" min. r s' anE1 ' pa tit from panelC.JL edgesIF plate cc j Figure 4 lease a0propriate gap between 3?E ! pan is hen aulk lii } n vi"C2 Caulk Joint rn t o f a I j moderate contactanDli"ahl C i - U to at ci I ail i, keep fasteners 2" J 1 aul a n Gar w Z aui u r grow::^s away from corners <n,1 -,:'lure s .v noel p..II-2 n ins; uciians. For additional information or Ha•dieWrap" ' Weather Barrier, consult. James Hardie at 1-866-4Hardte. or 1ntvAr. f ardiev,/ra! .Sam WARNING: AVOID BREATHING SILICA DUST arcs iiar6ie6 pro9uc,s contain eso:: ari: crystalln,- ,d',.a whir. r i- K a., : t $;arc a' Calf0 ni, to causecalKer an, Is cc ar. r, IARC. air; NI, , ; tie e cause o n%er t ,,m sine ,.,.uf.atu„a' -nu ._s Ere 'ning e-,,o.; i . a1'u,tntS 0' e.Ri atd silica UuS' ..ar: a Ss „d„., a U sat,lutc. an,; ,I.:Iect a11, 'ate/ Ia=:c lt15.,;2$_ cal a.. ,tl ;,4,.:5. any h2- b.,er i,...nh..0 ,vitr, r.t. o: C Y,aSe:'. Sc'nr sixtie", ,,:Igo s. ,r'-uh'ng md; ,,re2Sa toe:..: rSW. Do ng nStaliet n r; Gard nc J i, n 5urdr,.; a ..as wool a : u rant ,.n- ;?! usr iC, i.dr :ens „L,.a for Turin„ c' v;nara ,.,1..<hiGL. u_r r. Fz rJ::e81aJ.:" sav hlaG., a trI puS-raC.I,, ty „i...:I are., a„a to e. H PA vacuum. UI 'oval :tar, -.. r ;ne irnndiat& area ;..a a C.,:.ent f ro;. NIIsLi-apr. ovRc das' aa,k respiratn ij.g. N-9°, r a arcame .-:1 an,'*cahi u::varnrnan g.A...i;irs am nianuia,._tu F., ;ns:.u:finl ,. 1,. filter limit espi:'ade silica exposu,es. Dunric -lea .—up use IiCPA vacuun „ ( VVT Gleams method, nnver dr, sweni rnt ;UNte vnEnra io:% re'&: 14; ou..r i^Stallator. insirj3or_ an. "vlatelal Safe,. Da;a sn.ee, avaiiabic al or by cafiing . - sC0 941 r4:i; HdL..RC AD'HERE TO OUR w 4RNINu"S.. MS,,, t D T.SfALI AT10N II.0qJ.; I;;P.S MAY ,.[AC TO SERIOu` LRo.,NA_ IN.IUR` OR DEATit. G Yf:r HS1236 - P1/3 1/13 40. CLEARANCES Install siding and ;rim products in Maintain a min mum 1 " Maintain a TninTnum ' 2" clearance At tnee run cure o' the roof and vertical maintain a 1 '4' compliance with local building code 2'i clearance between between James Hardie products su! laces, lasnrlo and counterflashing ea anu betwee and decking mater ial. shall be i stall., lo, h roofing n . botto of James equi ements for Clearance between James Hardie', manJfactu.`er s Instrucitlons. Provide a hardie, products and the bottom edge of the siding and products and paths Figure 7 minimum 1 "- 2" clearance between hor zontal flashing. the ad anent finished grade. steps and driveways. the roofing and the bottom edge of the Do not caulk gap. Water sldin anc trim. V Rater to fig. 3 on Jstud Figure 5 Figure 6 siding resistive Figure 8 page 1. siding barner i 11 11 i 1" - 2" min. plate a f, plate H a. concrete min. foundation Maintain a minimum 1" gap between gutter end caps and siding & trim. Figure 9 siding gutter and end cap deck material Do not bridge fiocrs with Hai dlePanell siding. Horizontal joints should always be created beriveen floors (fig. 0). fl- .sisResistive Bamer Framing Figure 10 Horzontal Flooring Trim _ Sheathing fascia HardiePanel• 1 BLOCKED PENETRATIONS Penetrations such as hose bibs and holes 1 !g` or larger such as dryer vents should have a block of trim around poi; t of penetration. GENERAL FASTENING REQUIREMENTS Fasteners must be corrosion resls'$r. r.. galvanized, or stainless steel. Electra -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 produc s near the ocean, large bodies of water, or in very humid climates. Consult applicable product evaluation or I:sting for correct fastener type and place:: gent to achieve specific cesion wind loads. NOTE: Published wind loads may not be applicable to all areas where l.ocal Building Codes have specific jurisdiction. Consult James Hardie Technical Services it you are unsure of applicable colY;pliance documentation. Drive fasteners perpendicular to siding and framing. Fastener heads should fit snug against siding (no air space). (fig. A) Do riot over -drive nail heads or drive nails at an angle. If nail is countersunk.. fill nail hole and add a Dail. (fig. B For wood 'naming, under driver: nails should be hit flush to the plank twih a hammer (for steel framing.. remove and replace nail;. NJTE: iNhenever a structural miielrber Is o!esent HardiePlank s^oulc be fastened with eve, spacing to the structural member. T ne tables allw!ino direct to 0SB orplywood should only be used whiten traditional framing is not available. Do not use aluminum fasteners, staples, or clipped head nails. Snug Flush Countersunk, fill &add nail Figure A S'.. \ V Figure B do not under drive nails oo NOTSTAPLE KICKOUT FLASHING Because of the volume of water that can pour down a sloped roof, one of the most critical `,aching details occurs where a roof intersects a sidewall. The root must be flashed with step flashing. Where the root terminates; install a kickout to deflect water away from the siding. It is best to install a self-adheril ig 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 eater from dumping behind the siding and the e`o of tl-:e roof Intersection, install a "kickout' as required by IRC code P9 5.2.8.3 . ...flashing shall be a min. of 4" high and 4" wide." James Hardie recommends the kickout be angled between ":00` - 110' to maximize water deflection Figure 11 "^ Seen flasr:ny /` , k-admmnS/` memeraty '\ SelLadhedng: ea_ves memGtana Kdaiit - llaslilnp ano edge C A hwseurap PNEUMATIC FASTENING James Hardie products can be hand ,ailed 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. -his will help control the depth, the nail is drive%. If setting the nail depth p.cves diffic lt, choose a setting that under drives" the nail (Drive unnr driven nails snug with a s outh faced hammer - Does not apply for installation to steel framing). HS1236 - P213 8113 A >a CAULKING nor mess reSul,S use an Elast, „en-- join: Sealant complying with ASTM C920 G ade NS, Class 25 or higher or a Latex Joint Seala it complying with AS; MI S834. Caulkino/Sealant mt;st be apphed in accordance witi -: the caulking/sealant ma ufact; re 's wrTiel instructions. Note: OSI Quad as well as some other caulking manufacturers do not allow tooling. DO NOT caulk nail heads when using CoiorPIUS products, I efer to the ColorPlus touch-up section CUT EDGE TREATMENT PAINTING Caulk. paint or prime all field cut edges. I DO NOT use stain, oil/alkyd base paint, or powder coating on James Hardiel' Products. Jarries Hardie products James Hardie touch-up kits are required must be painted within 180 days for primed product and 90 days for unprimed. ' 00% ac ylic toocoats are to touch-up Color ilus products. recommended. Do not paint when wet. For application rates refer to paint manufacturers speafications. Batik -rolling is recommended if the siding is sprayed. COLORPLUS"' TECHNOLOGY CAULKING, TOUCH-UP & LAMINATE Care should be taken when Dandling 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 ColorPlus" Technology touch-up applicator. Touch-up should be used sparingly. If large areas require touch-up, replace the damaged area with new HardiePanef" siding with ColorPlus Technology. Laminate sheet must be removed immediately after installation of each course. Terminate non -factory cut edges into trim adhere 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 .-caters; available from your ColorPlus product dealer. Note: James Hardie does not warrant the usage of third party touch-up or paints used as touch-up on James Hardie ColorPlus products. Problems with appearance or performance arising from use of third party 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 00% acrylic topcoats are recommended DO NOT use stain, oil/alkyd base paint, or powder coating on James Hardie" Products Apply finish coat in accordance with paint manufacturers written instructions regarding coverage, application methods, and application temperature R Jry In a_ o , a e ,anEvaluation R w^, ES" a46 ra d e?anal ,ei,i a! sidnlg is reppru2,2 a- a suit ahl_ cl, r_ a tf,a, ..i::a Y the 200; 2Y09 & 20_ trip atioea Rs.aent:a! 2-de to One -and v Ilirg, an, ;lir 2002T'9 5 2012 1mer,a z 6uildi a We. Hard et Gn vertu ai sd,n;; s zls gn!zec top ioabo r the follow"-it0 '.o AnGeles Re,.z 9 p::.^, S, 2462 at, o lor!ea Is ins _: Saa Dale & our' ;* Flo ,.a NbA Np J'29.C2 u S. ap; o: Huc, a4ate•ials Ralease 12c3r Teac. Deuartrnent n Irscrarce P;Wa,-^ Evaluat.,n 2 City of Nev; York 11i 22 -92 M, en,: Cafro n a O A PA: Gt 9. 1 res. do urrents should also hp su!ted for additional I or na :.m concerning the su tahil it,, of this pi onucf for sp.- Jnc app!i a ions. C% 20': ; Janles Ha -die - liki ng Products. Al': rights :.reserved. TI Sr and (Rae e v ac m ii< c feu:sleied trademarks of a e, ardi ,h-gy Limited I; t .eg stered ra0 a r o' .,am s - lard e e.,n ,clog, Limited. Addit onal Installaiiin Information, : VVarrantles, and Warnings a.tle available at JamesHardie w,r wjamasha: die.co :n. HS1236 - P2/ 3 6/ 13 6IgawaMLALMI- DA.DE COl1NTl' C AcCartwi a F- 0hCCREt3ITEB LAaoawrotrJuly 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 current NOA-17-0406.06 is in compliance with the 2017 Florida Building Code. Referenced Standards in the 2017 FBC: 1. Wood: AWG NOS-2015 & SDPWS-2015 2- Structural Loads: ASCEISEI-7-10 3. Concrete: ACE-318-14 4. Masonry: TUS402-2016tAC1530-13/ASCE-5-13 5. Structural Steel: RISC 360-10 (including manual of steel construction 2010 (14U, edition)) 6. Cold -formed Steel: AISI 100-12 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. 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 of the product. Should you have any questions on anything, please contact me. Sincerely, Ronald I. Ogawa, P. . RI Ogawa & Associates, Inc. AS Laboratory Approval, TL 360 iAS Quality Control Agency, AA-705 CRRC Approved Testing Laboratory for Solar Reflectance and Emissivity State of Florida Approved Validator and Third Party Quality Control Agency 714) 292-2602 ion Driogawa.com CC: Roger Ogawa — RIOgawa & Associates, Inc. Karen Ogawa — RI Ogawa & Associates, Inc. Oee.-effIir,. . Lab Address: 1985 Sampson Avenue, Corona, CA 92879 • Phone (714) 321-4939 • Fax (714) 908-1815 • E-mail: ooen-:Roaafra com Mailing Address: 16835 Algonquin St. #443. Huntington Beach. CA 92649 * Phone (702) 491-3710 Fax (714) 908-1815 • E-mail: debb'f 7 m5wa,c rn Engineering • Quality Control . Product Development • Inspections • Code Consulting • Expert Witness a Testing MLAMI-DADE COLNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 DEPARTMENT OF REGULATORY AND ECONOMIC RESOLRCES (RER) Miami. Florida 33175-2474 BOARD AND CODE ADMINISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (N TOA) 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 (AH.1). 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. 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; HardieSOfft, 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 Miatni-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 pernianent 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 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 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 Expiration Date: May 1, 2022 Approval Date: May 4, 2017 1,712017 Page 1 James Hardie Building Products, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS "Submitted under N04 # 13-0311.07" 1. Drawing No. PNL, PLK & SOFF, titled "HardiePanel, CemPanel, Prevail Panel; HardiePlank, CemPlank Prevail Lap Siding; HardieSoffit, CemSoffit Panel; In 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.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 F.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 5th edition (2014) FBC issued by Ronald I. Ogawa & Associates, Inc., dated 10/2)6/2014, signed and sealed by Ronald I. Ogawa, P.E. A00O4 7 70! 7 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 i 1 i WALL PRODUCT RENEWED as complying with the Florida Building Code NOA-No. 17-0406.06 Expiration Mate05/01/2022 B AIL A y ---_ Miami-Datfe Product Control No WALL_ LENGTH Stud Spacing at 16" O.C. 131---, 1 1 1 I 17 E 7Nails at 16" O.C. (typ.) 3/8" Minimum Edge Distance Sheathing fastener, as described in Note 1 Panel fastener, as described in Note 2 i I-lardiePanel, Cemparnel, Prevail Panel Siding 1 Water -resistive barrier per Florida Building Code Section 1404.2 518" thick / 5 ply APA rated plywood sheathing fastened in accordance with Florida Building Code Section 2322.3 SEE DETAIL A J r 518" Ick /5 ply APA rated plywood sheathing in accoadance with Florida Building Code Section 23223 Water -resistive barrier per Florida Building Code Section 1404.2 2" X 4" S-P-F Wood Studs T:\ f ianiiePanel, SECTION_S_$ Cempanel, Prevvl Panel Siding PfitQDUCT QESC[PT1i3t t HardiePanel®, CenipaneW, & PrevailO Panel Siding materials are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade 11, Type A and meeting the requirements of the Florida Building Code. PA4E_L_DIM_E.NSJOI+IS Width Length Thickness 4' 8,9,10' 5/16" t)ESIGtJ PRE$SUF E RATING Installation Design Pressure Wood Studs -76 psf Impact Resistant - Planks installed over 518" thick / 5 ply APA rated plywood sheathing HA,R,DIEPASEL, CENEL, PREVAIL PANEL StAING INSTALLATION DGTA1L All installation Shall be done in conformance with this Notice of Acceptance, the manufacturer's installation recommendations, and the applicable sections of the Florida Building Code. Wood 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 1] 5fT thick / 5 ply APA rated plywood sheathing shall be attached to the studs in accordance with Florida Building Code Section 2322.3. The siding panels shall be installed over 5/8" thick / 5 ply APA rated plywood sheathing supporter by a minimum of 2"X4" S-P-F wood studs spaced a maximum of 16" O.C. Note 2] The siding panel fastener shall be a 2" long, 0.223" head diameter, 0.092" shank diameter, corrosion resistant siding nail; 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 wood studs located at 16" O.C. Fastenersshallhaveaminimumedgedistanceof3/8" and a minimum clearance of 2" from comers. 2" X 4" S-P-F Wood Studs Phone; 909-356-6300 The wall and soffit frames are to be designed Fax 909-427-0634 by the Architect or Engineer of Record in compliance with the Florida Building Code. Creator, E. Gonzales HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION Fscm A James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 SCALE 1/2" = 1'-0" PNI_- PLY,-SOFF Date: 4/2412013 ISHEET 1 OF 12 Fastener Spacing per Florida Building Code Section 2322.3- 16.00in. PRtk- wsAEVL%M ' ! Fastener Spacing per Florida an vowlp1yi1* witia ltie ywri& Building Code Section 2322.3 Rdifts Cage Acxapta W No- ExpsrV& D e w6 t Prndud Coa al . II {{ M, ODIJCrREVISED • PRODUCT RENEWED asconvb nsW03defionda as complying with the Florida Baaadmg Code Building CodeNo /,x 4 •f - (7 NOA-No. 17-0406.06 I , Expiration a 05/01 /2022 Miami prodna CentrnE gy I Miami- a duct Control FRAMING 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 SHEATHING NOMINAL 5/8" THICK / 5 PLY APA RATED PLYWOOD SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA BUILDNG CODE SECTION 2322.3 CL 4DDING THE PANEL IS FASTENED WITH 2' LONG, 0.223" HEAD DIAMETER, 0.092" SHANI<DIAMETER, CORROSION RESISTANT SIDING NAILS, PLACE NAILS 6" O.C. AT PANEL EDGES AND INTERMEDIATE STUDS Cladding Framing Sheathing S t 0 -. o sS10N A' 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) 1 PRO[ as con Buildir NOA-h Expira By Miami - WALL LENGTH-- jl Stud Sp acingj at 16f" O.C. i- I iir N i i tto idQ. 013 i M Wyj s With twP' "We VJAt.L. t do I1'47• N0, I; HEIGHT^ y I ;. STATE I • i . ,r• .t rrat,x ooe,ra _'- Fl. 0 P,1 Nails at 6" O.C. (typ.) 318" Minimum Edge Distance UETAI.4AA Sheathing fastener, as described in Note 1. REV SED g wit the Fk?rida ' e k Panel fastener, as described In No I "0_ - /7- Note 2 HardiePanel®Siding water -resistive barrier per X c----- Florida Building Code Section 1404.2 5/A" thick / 5 pP/ APA rated UCT RENEWED plywood sheathing fastened iplying with the Florida to metal studs as described g Code o. 17-0406.06 in Note 1. Ion Date 05101/2022 209a, 3-5/8" X 1-5/8" Metal C-stud The wall and soft frames are to be designed Dade Product Control by the Architect or Engineer of Record in I compliance with the Florida Building Code. N SEE DETAIL A 5/8' thick / 5 ply APA ratedi plywood sheathing fastened to metal studs as described in Note 1 St C_aQ"- -43 water -resistive barrier per Florida Building Code Section IA04.2 toga, 35/8" X 1-6/8" Metal Cstod pRdbllCT DG:SC$IP—DON HardiePanel®, CempanelO, & Pievailt Panel Siding materials are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade il, Type A and meeting the requirements o the Florida Building Code. A—KT1,QlWEN-SJIMS Width Length Thickness 4' 8.9,10, 5/1611 pESIGtJj E55URE 9ATJJJG Installation Design Pressure Metal Studs -104 psf HardiePanel, impact Resistant - cempanel, Panel installed over 6/8" thick / 5 ply Prevail Panel APA rated plywood sheathing Siding HARQ1)± R&RE IL CEMPAiJEL PI3EVAIL PANEL SInING INST_ALlA710N DETAILS All installation shall be done in conformance with this Notice of Acceptance, the manufacturer's installation recommendations, and the applicable sections of the Florida guilding 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 6"oc at panel edges and all intermediate supports using a No.8-18, 0.315" head diameter 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 1-518" Metal C-studs spaced a mabmum of 16" O.C. Note 2] The siding panel fastener shall be a minimum No. 6-18, 0.315" head diameter X 1-5/8' 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 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. Fax 909A27- 0634 Creator. E. Gonzales HARDIEPANEL, CEMPANFI,, PREVAIL PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, inc. 10901 Elm Avenue Fontana, CA 92337 SIZE FSCM NO Me NO A PNL- PLK-SOFF 12" 4 V-0" I Date: 412412013 ISHEET 3 OF 12 6.001n. PRODUCT RENEWED as complying with the Florida Building Code 4OA-No. 17-0406.06 j— xpiration te05l01/2022 6.00in. Vliaml a Product Control PRODUCT REVLSM an cc+t*ym8 with the FUnft B%6Wa8Colo Oil u vox 1 . gy cAMirot FwiMIj G NOMINAL20 GAUGE 3-5/8" 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 SHEAPil_ NG NOMINAL 518" THICK / 5 PLY APA RATED PLYWOOD SHEATHING TO METAL STUDS AT 6" OC AT PANEL EDGES AND ALL INTERMEDIATE SUPPORTS USING A NO. 8-18, 0.315" HEAD DIAMETER X 1-1i4' LONG BUGLE HEAD SCREW CLADDING. 8-18, 0.315" HEAD THEPANELISFASTENEDWITHN0. DIAMETER 1-518" LONG CORROSION RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 FULL THREADS PENETRATING THE METAL FRAMING), PLACF SCREWS 6" O.C. AT PANEL EDGES AND INTERMEDIATE STUDS Cladding I Framing II I NIIIII, 1 Y, I i' Sheathing I, I I.i I I i I I III// f i l I 111- lF 121 FOR METAL NOT PARTF THIS SAPPROVAL (MUST PROVIDE ALTERNATEDIAPHRAGMWOOD STUDS, PROVISIONSFORPROVISIONSFORT HTY E' ELOAD )RE WALL HEIGHT 1 Stud Spacing at 16" O,C. I WALL LENGT I•! swiat,CuL!scx. ._ _ rl. !, as w+?oblying with # 0 F od& Coot I, i 1; i i F.xpird{ic•tt !,' / ' 7 ` j• I T+inztl a ie 1 i:ocittOi ! •"fir` } ! i 3/4" Minimum IEdge Distance Nails at 16" O.C. (typ,) DEiA1L A PRODUCT RENEWED as complying with the Florida Building Code NOA-No. 17-0406.06 Sheathing fastener, as described in Note i Siding fastener, as described in Note 2 HardiePlank, Cemplank, Prevail Lap Siding Water -resistive barrier per Florida Building Code Section 1404.2. 5/8" thick /5 ply APA rated plywood sheathing fastened c---.in accordance with Florida Building Code Section 2.322.3 Expiration te05101/2022 2"X 4" S-P-F Wood Studs The wall and soffit frames are to be designed By 46 by the Architect or Engineer of Record in Miami aj a Product Control compliance with the Florida Building Code. gQ PRoWQ QEs_( (R-T)O fit. DLTAIL. A HardlePlank®, Cemplanka!), & Prevail(b Plank tap Siding materials 5/8" thick 15 ply APA are nonasbestos fiber cementproductstestedinaccordance withratedplywoodASTMC1186GradeIt, Type A and sheathing in meeting the requirements of theaccordancewithFloridaBuildingCode. Florida Building Code Section 2322.3 PANEL DLMENSIQN5 Water -resistive Width Length Thickness barrier per Florida Sg-1/2" 12' 5116" Building Code Section 1404-2 pES1GN PJZESSUR.RATIN 2" X 4" S-P-F installation Design preAsure Wood Studs Wood Studs -92 psf Lap Siding impact Resistant - Planks installed over 5/8" thick / 5 ply SECTiQ_. 1-1 /4" tall X 5/16" APA rated plywood sheathingg_g thick starter strip HARDiJ pt A[1K CE.trSPLgNK, PREVA_.iL Ll{SIDiNGJNSTAt.LAiLON DMA_#--`'- All Installation shall be done in conformance with this Notice of Acceptance, the manufacturer's installation recommendations, and the applicable sections of the Florida Building Code. K Wood studs where HardiePlank, Cemplank, Prevail Lap Siding will be installed shall be designed by an Engineer or Architect per the Florido Building Code and the requirements of this N.O.A. Note 11516" thick 15 ply APA rated plywood sheathing shall be attached to the studs in accordance with Florida Building Code Section 2322.3. Planks shall be applied horizontally commencing from the bottom course of the wall with 1-1/4' wide laps at the top of the plank such that the exposure area of each plank Is:5 8-14, vertically. Note 2] The siding fastener shall be a 2-1/2° long, 0.223" head diameter, 0.092" shank diameter, corrosion -resistant siding nail; The siding is fastened;5 8-1/4" O.C. vertically and 16" O.C. horizontally; fasteners are driven into wood studs through 5/8" thick / 5 ply APA rated plywood sheathing, fasteners are placed In the overlapping area approximately 3/4' from the bottom edge of the overlapping plank. It Vertical joints shall be placed over studs. The planks shall be installed over 5/8" thick / 5 ply APA rated plywood sheathing supported by a minimum of 21IX4" S-P-F wood studs spaced a maximum of 16' O.C. Fasteners shall have a minimum edge distance of 3W. Creator. E. Gonzales HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 SIZE FSCM NO A s0Ae 1/2" =1'-0' pyIADI o REv PNL-PLK-SOFF 1 1 Date: 4/24/2013 1SHEET 5 OF 12 Fastener Spacing per Florida Building Code Section 2322.3 Fastener Spacing per Florida PRODUCT RENEWED Building Code Section 2322.3 as complying with the Florida\ Building Code HOA-No. 17-0406.06 0.75in T' Expiratlon D e05/01/2022 i By Miarni--IAadfi Product Control PROWCT REViSLD as complying wilt ttne Fkxi& swift Cods wccve I -030,07 BY WSimv+ ade 1'mdt,ct ',ontru?! 58, 25in. F13AlVIING 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 SH. FA7'HING NOMINAL 5/8" THICK / 5 PLY APA RATED PLYWOOD SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA BUILDING CODE SECTION 2322.3 l_ njzr _ Q PLANKS OVERLAP 1-1/4" THE EXPOSURE IS 58-14' THE PLANKS ARE FACE NAILED WITH 2-1/2• LONG, 0.223" HEAD DIAMETER, 0.092" SHANK DIAMETER, CORROSION. RESISTANT SIDING NAILS, -PLACED 3/4" UP FROM THE BOTTOM EDGE OF THE PLANK AT EACH STUD LOCATIOP 16 in. Cladding Framing Sheathing zs ec pdyia+g wirL Ike Fk+ridur • No. 21 i STATE OF FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND K/iVIYY LOAD 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 BUfIdtng Products, Inc. 10901 Elm Avenue A ILFontana, CA 92337 Phone: 909-3.56-630,0 size KtomNo ENO REV Fax 909-427-0634 A PNL-PLK-SOFF 1 Creator: E. Gonzales SLALE 1" = 1'-0" Dale: 4/2412013 SHEET 60512 PROD as com Buildint NOA-Ni Expirati By Miami-1 Stud Spacing at 16" II O.C. bVA.LL E3 e- i r------ r- -------- ------t------- ; r-------- --_ r ----- -r-------------- i - ii ! Si Il i i NALL F=l i-i' i i I i i i i 1 : as wish the FUCT43 9aIt C i ' j '• '` ii r r i L I I i IMiadrFcoCdriRf_ondvai l i : } I 'i it l. 1= B4--()hln'4ittl) 3/4" Minimum Edge Distance Nails at 16" O.C, (typ,) DETAIL A PRtmbvCl RJ 7VJ VED ny'ormjv v ith duc Fibti& I 'I MiariMdUR ('41 )d 4 JCT RENEWED dying with the Florida I Code 17-0406.06 vrarti4 %U t SEE DETAIL A 5/8" thick 15 ply APA 1 rated plywood sheathing fastened to metal studs as described in Note 1 Water -resistive barrier per Florida Building Code Section 1404.2 Pt3ODtJCT D.ESC 1F' iPJ1 HardiePlank0, Cemplank®, and Prevail® Plank Lap Siding materials are nonasbestos fiber -cement products tested In accordance with ASTM G1186 Grade II, Type A and meeting the requirements of the Florida Building Code. PLANKDIMENStOAIS Width Length Thickness 5 9-1/2" 12' 5/16" 20ga, 3.3/8" X 1-518" DESIGNNPRESSUR_E. PRESSUREMetalGstud HardiePlank, RA Installation Design Pressure Metal Studs -92 psf Gemplank, Prevail Lap SidingCTJO Impact Resistant - B_g 1-1/4" tall X 5/1V Planks installed over 5/8" thick 15 ply thick starter strip APA rated plywood sheathing h1A.RDIEPLANK CEMPL.ANK,pREVAiL L_AP 5i1711!G tN,STA.f,ATIOhI DETAILS. Ail installation shall be done in conformance with this Notice of Acceptance, the manufacturer's installation Sheathing fastener, as recommendations, and the applicable sections of the Florida Building Code. described in Note 1 " Metal studs where HardiePlank, Cemplank, Prevail Lap Siding will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.OA Note 11 5/8" thick / 5 ply APA rated plywood sheathing shall be attached to metal studs at 6"oo at panel Siding fastener, as edges and all intermediate supports using a No.8-18, 0.315" head diameter x 1-1/4" long bugle head screw y described in Note 2 " Planks shall be applied horizontally commencing from the bottom course of the wall with 1-1/4" wide laps at the top of the plank such that the exposure area of each plank 1s s 8-1/4" vertically. INote 2] The siding fastener shall be a minimum No, 8-18, 0,315" head diameter X 2-1/4" long` bugle head HardiePlank, sorew over metal studs ('or screw shall have at least 3 full threads penetrating metal framing); The siding is fastened s 8-1/4" O.C. vertically and 16" O.C. horizontally; fasteners are driven into metal studs through 6/8" Cemplank, thick / 5 ply APA rated plywood sheathing, fasteners are placed in the overlapping area approximately 3/4" Prevail Lap Siding from the bottom edge of the overlapping plank. Vertical joints shall be placed over studs. Water -resistive ' The planks shall be installed over 5/8" thick 15 ply APA rated plywood sheathing supported by a minimum 209a, Nominal 3-5/8" X 1-5/B" Metal C-studs spaced 6 maximum of 16" O.C. 0 barrier per Florida " Fasteners shall have a minimum edge distance of 3/8". Building Code Section 1404.2 Rim HARDIEPLANK, CE.MPLANK, PREVAIL LAP SIDING 5/8"thick/5 plyAPA rated INSTALLATION DETAILS METAL STUD CONSTRUCTION plywood sheathing fastened to metal studs as described inJames Nardie Building Products, lnc. Note 1 10901 Elm Avenue Fontana, CA 92337 209a, 3-5/8" X 1-SZ" Metal C-stud The wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code, Creator- E. Gonzales PiJL-PLK SOFF 1 /2" = 1'-0" I Date: 4/24/2013 1 SHEET 7 OF 12 REV 6.00in. • T . I 6.00in. i PRODUCT RENEWED as complying with the Florida Building Code NOA-No. 17-0406.06 0.75in Expiration D te05/0112022 By Miami-aMiami-11acfe Product Control w comt4yitgit vvitb &c FkriAs wm cil•(J Ely 58. 25in. ERA , M-ING NOMINAL 20 GAUGE 3-5/8" X 1-5/8" STEEL STUDS 16" O. C. FASTENED WITH 518" 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 SWFATHIIJG NOMINAL 5/8" THICK / 5 PLY APA RATED PLYWOOD SHEATHING TO METAL STUDS AT 6" OC AT -PANEL EDGES AND ALL INTERMEDIATE SUPPORTS USIIJG A NO. 8-18, 0.315" HEAD DIAMETER X 1-1/4' LONG BUGLE HEAD SCREW CLADDLG PLANKS OVERLAP 1-1/41 THE EXPOSURE IS S 8-1/4" THE PLANKS ARE FASTENED WffH NO.8-18, 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 16 in. OC Cladding Framing 6. 00in.00 I • I /Sheathing I ail • 1 ,r- 9BVISFD t1 u oiplrv# wish A* Flai8s C Corte Mo 5S 121 p, c w I ' 7ATE OF X'` 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 Building Products, Inc. 10901 Elm Avenue g Fontana, CA 92337 phone:909- 356-6300 SITE racuNo DY4140 REV Fw<909- 427-0634 A PNL-PLK-SOFF 1 Creator: E. Gonzales SCALE V = T-0" Date: 4t24/Z013 SHEFr 8 OF 12 S WALL LENGTH -- Ij Stud Spacing at 16" O.C. WALL 0GHT I i I i•j i i i i ! 3/8" Minimum Q M A PRODUCT RENEWED as complying with the Florida Building Code i NOA-No. 17-0406.06 T Expiration e05/01/2022 By Nailsat 4" O.0 Distance Soffit fastener, as described in Note 1 HardieSoffit, Cemsoffit 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, SEE DETAIL A I J 2" X 4" S-P-F Wood Studs HardieSof% A" Cemsoffit SEC110N B_B t`lp•)v-R0DUC3' ItEVWD as omWiYiN with the F Bd1 8 Code Flo" A00MUMW NO 01 o t Br J PROpUCj-DCS gRjET10N Hardie5offit® & Cemsoffit(R) materials are nonasbestos fiber -cement products tested in accordance with AS-rM C1186 Grade 11, Type A and meeting the requirements of the Florida Building Code. t-QEEIY MARNShit3IO Width Length Thickness N 8' 114" MstQ- LPRi~5_SUKE RATJaG Installation Design Pressure Wood Studs -70 psf OGAIV41 STATE OF UX,S F ORI e a01` 11 WIWI HARDDI.ESOFE T—C EW1 EELTJANEL_INSTALLAJJON DETAILS. All Installation shall be done in conformance with this Notice of Acceptance, the manufacturer's installation recommendations, and the applicable sections of the Florida Building Code. Wood studs where HardieSoffit, Cemsoffit 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 2'%4" S-P-F wood studs spaced a maximum of 16" O.C. Note 11 The soffit fastener shall be a 2" long, 0.223" 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 distance of 3/8" and a minimum clearance of 2" from mi)ers. I RODUCtREVLSM Bt. ncA dieF>SwiAa Ac— pts No 13-0 11 l,a 1Daf t3y Product t..entrbl HARDIESOFFIT, CE-MSOFFIT PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc_ 10001 Elm Avenue Fontana. CA 92337 NO DM NO REV PNL- PLK-SOFF 1 Creator: E. Gonzales IsCALE 112" - 1'-0" { Date: 4124/2013 I SHEET 9 OF 12 uuni• ro.vv n, r- Cladding i Framing PRODUCT RENEWED as complying with the Florida , Building Code N OA-No. 17-0406.06 Expiration Da 05/01/2022 \ By \ 4,00i:n - Miami- Product Control c aucr> i l rsa. PRODIICI $iViSFIf ,I f \. OGAl 4 , Am trios as conVI)ing with d3c FUWW j 09ila CA41eBiuldins CO& Acaeq{lsse Y'iv Aoxptenon B UTAle 0 ,. F-Vireo I)Nft. !017 pip G1 MmInI P"WWWO Camrol Miam" U r5c Protlaci Contal ~ tv STATE OF OR t' 0{f A L-P 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 CIrADD1N THE SOFFIT IS FASTENED WITH 2" LONG, 0.223" HEAD 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. 10901 Elm Avenue Fontana, CA 92337 Phone: 909-3556-6300 SIZE FSCM NO DVr. NO Fax 909-427-0634 A PNL-PLK-SOFF Creator. E. Gonzales Date: 4124120, 6HEEt 10 OF 12 t WALL HEIGH1 S —WAI-L LENGTH jl Stud Spacing at 161" O.C. B F•- 1 I- E--I& -A i PRODUCT RENEWED as complying with the Florida Building Code NOA-No. 17-0406.06 Expiration BY , 3/8" Minimum Edge Distance 5/01/2022 i Nails at 6" O.C. (typ.) fastener, as ribed in Note SFF PRODUCT DESCR1P710N, Hard'teSof8M & CeinsoffitO materials DFTA{L A are nonasbestos fiber -cement products tested In accordance with ASTM C1186 Grade II, Type A and meeting the J requirements of the Florida Building Code. toga, 3-518" X 1-58^ SQFFiT DIME ISiQNS MOO C stud Width Length Thickness Hrd'Sifit 4' a ° DESIGN Pftl"SSUitE RA7LNGlC> nuofft installation Design Pressure Metal Studs t/ ei -1910f013 r SEC7IQN Q—g e t %% - ••• - Rl9iKJCf REVISED MOIXICT REVISED . (•'i as coxnplyipa with the Fludda as c41010y* with 116t 00" Building C.oft r V d. i cask A,-0, be No I3 cn 1.; 121 lcne¢trneD Noi 'f) ! £.xpiraQi .U!'I -ti 0j, Q) ar Prods cam Nfi P cleat c.rtrod '`` • ORI D P G ;'I/ enea of _c.5's''••......••• 1, 111 kiARp(ESOFFIT CEMSOFFlT PANEL 1tJSTAL-A710N DETAILS ' U NAL rrrfttAllInstallationshallbedoneinconformancewiththlsNoticeofAcceptance!4hSF f/(anufacturer's installation recommendatlons, and the applicable sections of the Florida Building Code. Metal studs where HardieSoffit, Cemsoffit 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 20ga, Nominal 3-518" X 1-5/8" Metal C-studs spared a maximum of 16' O.C. HardieSoffit, Cemsoffit [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 318" and a minimum clearance of 2•' from comers. r- 20ga, 3-5/6" 1-5/8" Metal C-stud j The wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Phone: HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 NO Dm NO R5v PNL-PLK-SOFF 1 1 Florida Building Code. -- Creator. E.. Gonzales scAte 1!2" - T-0" I Date; 4/24/2013 s sr 11 OF 12 Cladding I Framing 6.001n. moDWr REWSED PRODUCT RENEWED 'asaapiy+o[tYntbMeFWi'ft-PRODM-T anbm as complying with the Florida 900dinprcc* yk*warDtlwVlOrids Building Code •Aooe¢1agC?b S I ZpadidgGoctr /iteM//irii NOA-No. 17-0406.06 t A °No 13-31 e7 AW{ Expiration 05/01/2022J A1 •jQrixAroi B '`r? 19 • . BY ivS wi ProGuaCo nrot \ 2 wMiami-DAdf Product Control \ }1 nl0 9 PL09 <i FFSSION r1' NOMINAL 20 GAUGE 3-5/6" X 1-518" STEEL STUDS 16" O.C. FASTENED WITH 5/8" WAFER HEAD SCREW$ (2 PER TOP FOR METAL A14D 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 CLADDING HARDIESOFFIT, CEMSOFFIT PANEL THE SOFFIT IS FASTENED WITH NO. $-18, 0.315" HEAD INSTALLATION DETAILS METAL STUD CONSTRUCTION DIAMETER 1-1/4' LONG CORROSION RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 James Hardie Building Products, Inc. FULL THREADS PENETRATING THE METAL FRAMING), PLACE SCREWS 6" O.C. AT PANEL. EDGES AND INTERMEDIATE 10901 Elm Avenue STUDS Fontana, CA 92337 hone: 909-356-6300 Siz= FSCM NO Mr. NO RE Fax 909-427-0634 A PNL-PLK-SOFF 1 Creator. E. Gonzales sms 1" = V-0" Date: 412412013 s' EE7 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 I. OGAWA & ASSOCIATES. INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX r RONALD 1. OG.AWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 T)714-292-2602;(F)714-847-4595 PROJECT: RIO-2689-17 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 inio@jameshardie.com EVALUATION SUBJECT HardiePanel® Siding James Hardie Product Trade Names covered in this evaluation: HardiePanele Siding, CempaneIG Siding, Prevail- Panel Siding EVALUATION SCOPE: ASCE 7-10 2017 Florida Building Code 2015 International Building Code 2015 International Residential Code EVALUATION PURPOSE: This analysis is to determine the ma>dmum design 3-second gust wind speed to be resisted by an assembly of HardiePenel (Cempenel, Prevail Panel) siding fastened to wood furfings on either wood or metal framing with nails or screws. REFERENCE REPORTS: 1. Intertek Report 102024363CO"01 A, Transverse load test on HardiePanel. TEST RESULTS: Table 1a. Results of Transverse Load Testing Frame Fastener Ultimate Allowable Test Thickness Width Sparing Spacing Fastener Type Load Design Load' Report Number Agency in.) in.) Frame Type fin.) in. and Dimensions PSF) PSF) Failure Mode 102024363COQ-001A Intertek 0.3125 48 2X4 wood stud, 3/4" thick by 16 6 No. 8 X 1.25' long X 0.323• HD 160.7 53.6 pull through !fracture3.5" wide SPF furring ribbed bugle head screws 2X4 wood stud, 3/4" thick by No. 8 X 1.25' long X 0.323' HD102024363COO.001A Intertek 0.3125 48 3.5" wide SPF furring 16 8 ribbed bugle head screws 131.4 43.8 pull through 102024363COQ-001A Intertek 0.3125 48 2X4 wood stud, 314" thick by 16 12 No. 8 X 1.25- long X 0.323- HD 106.1 35A pull through3.5' wide SPF fumng ribbed bugle head screws 102024363COQ-OOIA Intertek 0.3125 48 2X4 wood stud. 3/4' thick by 16 6 0.090' shank X 0.215" HD z 1.5" A47.6 49.2 pull through /fracture3.5" wide SPF furring long ring shank nail 102024363COO-001A Intertek 0.3125 48 2X4 wood stud, 3/4' thick by 24 8 No. 8 X 1.25' long X 0.323' HD 82 7 27 6 pull through /traaure3.5" wide SPF furring ribbed bugle head screws 1. All fasteners were installed on furring without penetration into the framing members. 2. Allowable load is determined from ultimate load divided by a factor of safety of 3. 3. HardiePanal Siding complies with ASTM C1186, Standard Specification for Grade 11, Type A Non -asbestos Fiber -Cement Fiat Sheets. Table 1 b. Analysis of Allowable Load for #8 Screw at 10" O.C. 8 Screw Spacing Fastener Spacing ( in. 8W1210Framesakinin. 1616 Fastener Tribute area tt= 0.891.11 Allowable load (D 43.838.8 Individual fastener loatl lb. 38.943.1 The fastener load for #8 screw at 10" O.C. was calculated as the average of the test results for 8" and 12" O.C. The allowable load for #6 screw at the spacing of 10" O.C. into tuning can be calculated by interpolating the results of same fastener at 8" and 12" O.C., since both tests had same failure mode of fastener pull through from the panels. As shown in the table, the allowable load for #8 screws installed at 10" O.C. to wood furring is 38.8 psf. Justification of Using the Results on Light Gauge Steel Framing In the subject configurations, all fasteners were attached to tuning only, so whether the furring is attached to wood or steel framing does not affect panels' transverse load capacity. It's the project engineers responsibility to ensure the furring attachment and framing memebers to have sufficient load capacities. RONALD I. OGAWA ASSOCIATES. INC. 16835 ALGONQUIN' STREET #443 HUNTINGTON BEACH, CA 92649 T) 714-292-2602: (F) 714-847-4595 PROJECT: RIO-2689-17 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@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. Via the transverse load testing an allowable design load is determined based on a factor of safety of 3 applied to the ultimate test load. Equation 1, q6=0.00256'K; K„'K,'V' (ref. ASCE 7-10 equation 30.3.1) q, , velocity pressure at height z K, , velocity pressure exposure coefficient evaluated at height z K,, , topographic factor Equation 2, K, , wind directionality, factor V , basic wind speed (3-second gust MPH) as determined from 2015 IBC Figures 1609.3(1), (2), or (3). ASCE 7-10 Figures 26.5-1A, B, or C V=V, (ref 2015 IBC Section 1602.1 definitions) V,,, , ultimate design wind speeds (3-second gust MPH) determined from 2015 IBC Figures 1609.3(1), (2), or (3); ASCE 7-10 Figures 26.5-1 A. B, or C Equation 3, p=q; (GC, -GC,.) (ref ASCE 7-10 equation 30.6-1) GC, , product of external pressure coefficient and gust -effect factor GC, , product of internal pressure coefficient and gust -effect factor p , design pressure (PSF) for siding (allowable design load for siding) To determine design pressure, substitute q, into Equation 3, Equation 4, p=0.00256'K,•K, K,'V,a'-(GCp GCd,) Allowable Stress Design, ASCE 7.10 Section 2.4.1, load combination, 7 Equation 6, 0.60 - 0.6W (ref. ASCE 7-10 section 2.4. 1, load combination 7) 0 , dead load W , wind load To determine the Allowable Stress Design Pressure, apply the load factor for (wind) from Equation 4 to p (design pressure) determined from equation 4 Equation 6, p„, = 0.61pj Equation 7, p„d = 0.6'[0.00256•K,-KT-K,'V„'•(GCp GC.)j Equation 7 is used to populate Table 3, 4, and 5. To determine the allowable ultimate basic wind speed for Hardie Siding in Table 6, solve Equation 7 for V_ Equation 6, Vu, = (p„d/0.6.0.D0256•K* K„*Kd•(GCp GC„))°' Applicable to methods specified in Exceptions 1 through 3 of 201518C Section 1609. 1. 1., to determine the allowable nominal design wind speed (Vasd) for Hardie Siding in Table 6, apply the conversion formula below, Equation 9, V„d = V. • P-61 " (ref. 2015 IBC Section 1609.3, 1) V„d , Nominal design wind speed (3-second gust mph) (rat. 2015 IBC Section 1602. 1) EGA WA r RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 7) 714-292-2602. (F) 714-847-4595 PROJECT: RIO-2689-17 Table 2, Coefficients and Constants used in Determining V and p, KF Wall Zone 5 Height (R) Exp B Exp C Exp D K. Ka GC GC„ 0-15 0.7 0.85 1.03 h!mc 1 0.85 1.4 0.18 20 0.7 0.9 1.08 1 0.85 1.4 0.18 25 0.7 0.94 1.12 1 0.85 1.4 0.18 30 0.7 0.98 1.16 1 0.85 35 0.73 1.01 1.19 1 0.85 1.4 0.18 40 0.76 1.04 1.22 1 0.85 1.4 0.18 45 0.785 1.065 1.245 1 0.86 1.d 0.18 50 0.81 1.09 1.27 1 0.86 1.4 0.18 55 0.83 1.11 1.29 1 0.85 1.4 0.18 60 0.85 1.13 1.31 1 0.85 1.4 0.18 100 0.99 1.26 1.43 h>60 1 0.85 1.8 0.18 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888542-7343 info@jameshardie.com Table 3, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category B, d Speed 3-secondgust) 100 105 110 115 120 130 140 150 160 170 180 190 200 210 Height (it) B B B B B 8 B B B B B 8 B B 0-16 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 57.8 63.7 25 14.4 15.9 17.5 19A 20.8 24.4 28.3 32.5 37.0 41.7 46.8 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 19.9 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 1 -64.6 1 -71.4 50 16.7 18.a 20.2 22.1 24.1 28.2 32.7 37.6 42.8 48.3 54.1 50.3 66.8 17.1 78.9 20.7 22.8 24J 28.9 33.6 38.5 03.8-49.5 55.5 61.8 68.5 5bu11. 29.5 39.5 44. 6. 1100A- 71.155 25.6 28.2 31.0 33.8 36.9 43.3 50.2 57.6 55.5 74.0 82.9 92.4 102.4 9 Table 4, Allowable Stress Design - Component and Cladding (CSC) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category C, nd Speed(3-secondgust) 100 105 110 115 120 130 140 150 160 170 180 190 200 210 Height (ft) C C C C C C C C C C C C C C 0-15 17.5 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 15.6 20.5 22.5 24.6 26.7 31.4 36A 41.8 47.5 53.7 60.2 67.0 74.3 81.9 25 19.4 21.4 23.5 25.6 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.6 85.5 30 20.2 22.3 24.5 26.7 29.1 34.2 39.6 45.5 51.8 58A 65.5 73.0 80.9 89.2 35 20.8 23.0 25.2 27.6 30.0 35.2 40.8 46.9 53.3 60.2 67.5 75.2 83.3 91.9 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 24.2 26.6 29.1 31.6 37.1 43.1 49A 562 63.5 71.2 79.3 87.9 96.9 50 22.5 24.8 272 297 32.4 38.0 44.1 50.6 57.6 55.0 72.9 81.2 89.9 99.2 55 22.9 25.2 27.7 30.3 33.0 38.7 19 51.5 58.6 66.2 74.2 101.0 60 23.3 25. Z8.2 3 3 .6 39.4 4 2.4 9. 4 84A 93.2 1 100 32.6 35.9 39 4 43.1 46.9 55.0 63.8 73.3 83A 94.1 105.5 117.6 130.3 143.6 Table 6, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category D, d Speed(3-secondgust) 100 105 110 115 120 130 140 150 160 170 180 190 1 200 210 Height (tt) D D D D D D D D D D D D D D 0A5 21.2 23.4 25.7 28.1 30.6 35.9 41.6 47.8 54.4 61.4 68.8 76.7 85.0 93.7 20 22.3 24.6 27.0 29.5 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 89.1 98.2 25 23.1 25.5 28.0 30.6 33.3 39.0 45.3 52.0 59.1 66.8 74.9 83A 92.4 101.9 30 23.9 26.4 29.0 31.6 34.5 40.4 46.9 53.8 61.3 69.2 77.5 86.4 95.7 105.5 35 24.5 27.1 29.7 32.5 35.3 41.5 48.1 55.2 62.8 70.9 79.6 88.6 98.2 108.3 40 25.2 27.7 30.5 33.3 36.2 42.5 49.3 56.6 64.4 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 57.8 65.7 74.2 83.2 1 -92.7 1 -102.7 1 -113.3 50 26.2 28.9 31.7 34.6 37.7 44.3 51.3 68.9 67.1 75.7 84.918. 94.6 104.8I01 115.5 55 26.6 29.3 32.2 35.2 38.3 45.0 52.2 59.9 68.1 76.9 86.2 86.1 117.4 60 2 . 3 3 .9 4 60.8 8.1 8 .6 10 .1 100 37.0 40.8 44.7 1 48.9 1 -53.2 62.5 72.5 83.2 94.6 106.8 119.8 133.4 147.9 163.0 Tables 3, 4, and 5 are based -on ASCE 7-10 and consistent with the 2015 IBC, 2015 IRC RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 T) 714-292-2602, (F) 714-847-4595 PROJECT: RIO-2689-17 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com Table 6, Allowable Wind Speed (mph) for HardiePanel Siding (Analytical Method in ASCE 7-10 Chapter 30 CBC Part 1 and Part 3)' Design W nd, Speed, I Design Wnd, Speed, as V 4.s Applicable to methods specified in 12015 IBC, Applicable to methods 2017 FBCI Section specified in Exceptions 1 609.1.1. as deterinned by through 3 of [20151BC, 12015 18C, 2017 FBCI 2017 FBC] Section Figures 1609.3(1), (2), or 1609.1.1. 3). Coefficients used in Table 6 calculations 76 1 a -I.- W,,H a rne.n I.-. Product Minimum Thickness in) VNdth in.) FastenTypeer Fastener Sparing in.) Frame Type Stud Spacing in.) Building Height' s R) B C D B C 0 Allowable Design Load Psf) Exp B Exp C Exp D I I Kr Ka GC, I GC,; HardiePanel6 5116 46 No. 8 X long1.25* 0.323' X C.ming, HD ribbed bugle head screws 6" O.C. into furring only 2X4 wood or ga. steel framing, 3/4' thick by 3.5' wide wood tuning ' 7.6 16 0-15 193 175 159 149 135 123 53.6 0.70 0.85 1,03 hs60 1 0.85 1.4 0.18 20 193 170 155 149 132 120 53.6 0.70 190 1.08 1 0.85 1.4 0.1E 25 193 166 152 149 129 118 53.6 0.70 0.94 1.12 i 0.85 1.4 0.18 30 193 163 150 149 126 116 53.6 0.70 0.98 1.16 1 0.85 14 0,18 35 189 160 148 146 124 114 53.6 0.73 1.01 1.19 1 0.85 1.4 0A8 40 185 158 146 143 122 113 53.6 0.76 1.04 1.22 1 0.85 14 0.18 45 172 150 140 133 116 108 53.6 0.88 1.15 1.33 1 0.85 1.4 0.18 50 179 154 143 139 120 ill 53.6 0.81 1.09 1.27 1 0.85 1.4 0.18 55 177 153 142 137 119 110 53.6 0.. 1.11 729 1-1.4 0,18 60 175 152 141 135 117 109 53.6 0.85 1.13 1.31 1 10.851 1.4 0.18 100 145 128 120 112 99 93 53.6 0.99 126 143 h>60 1 0.85 1.8 0.18 HardiePanel® SIt6 48 N0. 8 X 1.25" long X 0.323' HD ribbed bugle head screws 8" O.C. into furring only 2X4 wood or 20 ga. steel framing, 314" thick by 3.5' wide wood furring 17,e 16 0-15 174 158 144 135 122 1-11 43.8 0.70 0.85 1.03 h560 1 0.85 1.4 0.18 20 174 154 140 135 119 109 43.8 0.70 0.90 1.08 1 0.85 14 0.1E 25 174 15o 138 135 116 107 43.8 0.70 0.94 1.12 1 0.85 1.4 0.18 30 174 147 135 135 114 105 43.8 0.70 0.98 1.16 1 0.85 14 0A8 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 ill 102 43.8 0.76 1.04 1.22 1 0.85 1.4 0,18 45 164 141 131 127 109 101 43.8 0.79 1.07 1.25 1 0.85 1.4 0.18 50 162 140 129 125 108 100 43.8 0.81 1.09 1.27 1 0.95 1.4 0.18 55 160 138 128 124 107 99 43.8 0.63 1.11 1.29 1 0.85 1.4 0.18 60 158 t 37 127 122 106 99 43.8 0.85 1.13 1.31 1 0.85 1.4 0.18 100 131 116 101 90 3,8 0.99 7.26 143 h>80 1 0.05 1.8 0.18 HardiePaneW 5/16 48 No. 8 X 1.25' long X 0.323" HD ribbed bugle head screws 10" O.C. into tuning only 2X4 wood or 20 ga, steel framing, 314' thick by 3.5- wide wood furring 1.1'4 16 0.15 164 149 136 127 115 105 38.8 0.70 0.85 1.03 11560 1 0.85 1,4 0.18 20 164 145 132 127 112 102 U.a 0.70 0.90 1.08 1 0.85 14 0.16 25 164 141 130 127 110 100 38.8 0.70 0.94 1.12 1 0.85 1,4 0.18 30 164 139 127 127 107 99 38.8 0.70 0.98 1.16 1 0.85 1.4 0.18 35 161 136 126 124 106 97 38.8 0.73 1_01 1.19 t 0.85 1.4 0.18 40 157 134 124 122 104 96 38.8 0.76 1.D4 1.22 1 0.85 1.4 0.18 45 155 133 123 120 103 95 38.8 0.79 1.07 1.25 1 0.85 1.4 0.18 50 152 131 122 118 102 94 38.8 0.81 1.09 1.27 1 0.85 1.4 0.18 55 111 130 121 117 101 94 38.8 0.83 1.11 1.29 i 0.85 1.4 0,18 60 149 129 120 115 100 93 38.8 0.85 1.13 1.31 1 0.85 1.4 0.18 100 123 95 38.8 0.99 1.26 1.43 h>60 1 0.85 1.8 0.18 HardiePanel® 5/16 48 No. 8 X 1.25" long X 0.323" HD ribbed bugle head screws 12" O.C. into furring only 2X4 wood or 20 ga. steel framing, 3/4' thick by 3.5' wide wood furring ve 16 C-15 157 142 129 121 110 100 35-A 0.70 0.85 1.03 hs60 1 0.85 14 0.1E 20 157 138 126 121 107 98 35 4 0 70 0.90 1.0E t 0.85 1.4 0.1E 25 157 135 124 121 105 96 35.4 0.70 0,94 1.12 1 0.85 1.4 0.18 30 157 132 122 121 103 94 35A 0.70 0.98 1.16 1 0.85 1.4 0.18 35 152 13 1120 119 101 93 354 0.73 1.01 1.19 1 0.85 1 4 0.18 40 150 128 119 116 100 92 354 0.76 1.04 1.22 1 e-s 1.4 0.18 45 148 127 117 115 98 91 35.4 0.79 1.07 1.25 1 0.85 1.4 0.18 50 146 125 116 113 97 90 35.4 0.81 1.09 127 1 0.85 14 0.18 55 144 124 115 ill 96 89 35.4 0.83 1.11 1.29 1 0.85 1.4 0.18 60 142 123 114 110 95 89 354 0.85 1.13 1.31 1 0.85 1.4 G.18 10C 118 91 354 0.99 1.26 1.43 h-601 1 10.851 1.81 0.1E RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 f)714-292-2602:(F)714-847-4595 PROJECT: RIO-2689-17 Allowable, UlOmate Allowable, Nominal Design VNnd, Speed. Design Wlnd, Speed. v..3.5, r3.s V_'5. JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info0Jameshard ie. coin Applicable to methods specified in 12015 IBC, Applicable to methods 2017 FBC) Section specified M Exceptions 1 609.1.1. es detebnned by through 3 of (2015 IBC, 2015 IBC, 2017 FBC) 2017 FBC) Section Figures 1609.3(l), (2), or 1609.1.1. 3) Coefficients used in Table 6 calculations for Mnd axrin5ufa natenoN Wlnd elmbsure rateoON Sldlnd K. Product Minimum Thickness in.) w in.) n.) Fastener Type Fastener Sparing in Frame Type Stud Spacing in.) Building Height' ° R) B C D B C 1)Design Allowable Load Ps0 EVB ExpC ExpD K„ K, GC. GC. HardiePanel® 5/16 48 No. 8 X 1.25' long X 0.323' HD ribbed bugle head screws 8" O.C. into furring only 2X4 wood or 20 ga. steel framing, 3/4' thick by 3.5' wide wood furring'?•e 24 0-15 138 125 114 107 97 88 27.6 0.70 0.85 1.03 hs60 1 0.85 1.4 0.18 20 138 122 111 107 94 86 27.6 0.70 0.90 1.08 1 0.85 1.4 0.18 25 138 119 107 92 27.6 0.70 0.24 1.12 1 0.85 1A 0.18 30 138 117 107 91 27.6 0.70 0.98 1.16 1 0.85 1.4 0.18 35 135 115 105 89 27.6 0.73 1.61 tt9 t 0.85 1.4 0.18 40 133 113 103 88 27.6 0.76 1.04 1.22 1 0.8S 14 0.18 45 131 112 101 87 27.6 0.79 1.07 1.25 1 0.55 L4 0.18 50 129 111 100 86 27.6 0.81 1.09 1.27 1 0.95 1 a 0.18 55 127 96 27.6 0.83 1.11 1.29 i 0.85 1.4 0.18 60 125 97 27.6 0.85 1.13 1.31 1 0.85 1.4 0.18 100 27.6 0.99 1.26 1.43 h>60 1 0.8S 1.8 0.18 HardiePanel® 5116 4g 0.090" shank X x 1.5' rigx1.S long nog shank nail 6" O.C. into furring only 2X4 wood or ra ga. steel Naming, 3l4' thick by 3.5' wide wood furring r?•e 16 0-15 185 168 152 143 130 118 42.2 0.70 0.85 1.03 hs60 1 0.85 1.4 0.18 20 185 163 149 143 126 115 49.2 0.70 0.90 1.08 t 0.85 1.4 0.18 25 185 159 146 143 123 113 49.2 o70 0.94 1.12 1 0.8S 1A 0.18 30 185 156 143 143 121 111 49.2 0.70 0.98 1.16 t 0.85 1.4 0.18 35 181 154 142 140 119 110 492 0.73 tot 1.19 1 0.85 1.4 0.18 40 177 151 140 137 117 108 49.2 0.76 1.04 1.22 1 0.85 1.4 0.18 45 174 150 138 135 116 107 49.2 0.79 1.07 1.25 1 0.86 1.4 0A8 50 172 148 137 133 115 106 49.2 0.81 1.09 1.27 t 0.85 1.4 0.18 55 170 147 136 131 114 105491 0.83 1.11 1.29 1 0.a5 1.4 0.18 60 768 145 135 130 113 105 49.2 0.85 1.13 1.31 1 0.85 1.4 0.18 100 139 123 115 107 95 89 49.2 0.99 1.26 1.43 h>60 t 0.85 1.8 0.18 I. t•umng anaumment to stwourai tramng members or anerrainre tumng wimn seas be designed by an engineer. 2. Building height : mean mot height (n feel) of a building, except that eave height shall be used for mot angle 0 less than or equal to 100 (2.12 roof slope). 3. V„r = ultimate design wind speed. 4. V,,, a nominal design wind speed S. Linear interpolation of building height (s 60 fl) and wind speed is permitted. 6. Nhnd speed design assumptions per Analytical Method in ASCE 7-10 Chapter 30 C&C Pan 1 and Pan 3: K,-1, K,60.85, GC,-1.4 (h660), GC,-1.8 (h>6p), GCge0.18. 7. Wood furring shall be preservative treated per AIAPA, 8. Wood furring shall be specific gravity of 0.42 or greater per AFPA/t4DS. or wood structural panel, conforming to DOC PS-1 or DOC PS-2 or APA PRP.108. LIMITATIONS OF USE: 1) In High Velocity Hurricane Zones (HVHZ) install per Miami -Dade County Florida, NOA 17-0406.06 12 h mow `? 9aF •..FLoa '•c., ti' fFSS1014 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 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info&ameshardie.com EVALUATION SUBJECT HardiePaneW Siding James Hardie Product Trade Names covered in this evaluation: HardiePanelS Siding, Cempanel® Siding, Prevail- Panel Siding EVALUATION SCOPE: ASCE 7-10 2017 Florida Building Code 2015 International Building Code® RONALD I. OGAWA ASSOCIATES. INC. 16835 ALGONOUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT RIO-2686-17 EVALUATION PURPOSE: This analysis is to determine the maximum design 3-second gust wind speed to be resisted by an assembly of HardiePanel (Cempanel, Prevail Panel) siding fastened to wood or metal framing with nails or screws. REFERENCE REPORTS: 1. Intertek 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 liem-Fir wood studs spaced at 16 inches on center with a 6d common galvanized nail 3. Ramtech Laboratories Report IC-1271-94 (ASTM E330) Transverse Load Test, 5/16" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 24 inches on center with a 6d common galvanized nail 4. Ramtech Laboratories, Inc. Report 10868-9711475 (ASTM E330) Transverse Load 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 center with a 4d. 0.091 inch shank by 0.225 inch head diameter by 1.5 inch long ring shank nail S. Ramtech Laboratories, Report IC-1054- 89 (ASTM E330) Transverse Load Test, 1/4" Thick by 48 inch wide HardiePanel Siding installed on 209auge Metal studs spaced at 16 inches on center with a No 8 X 1 in. long X 0.323 in head diameter ribbed bugle head screw 6. Ramtech Laboratories, Report IC-1055- 89 (ASTM E330) Transverse Load Test, 114" 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 11149-98/ 1554d (ASTM E330) Transverse Load Test, 114" Thick by 48 inch wide HardiePanel Siding installed on 20gauge Metal studs spaced at 16 and 24 inches on center with a ET& F 0.100 in. knuried shank X 1.5 in. long X 0.25 in. head diameter pin fastener 8. Ramtech Laboratories Report IC-1273- 94 (ASTM E72) Racking Shear Test, 5116" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 16 inches on center with a 6d common galvanized nail 9. Ramtech Laboratories Report IC-1274- 94 (ASTM E72) Racking Shear Test, 5/16" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 24 inches on center 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 Croup 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 nail 11. Ramtech Laboratories Report IC-1057- 89 (ASTM E72) Racking Shear Test, 5/16" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 16 and 24 inches on center with a No 8 X 1 in, long X 0.323 in head diameter ribbed bugle head screw 12. Ramtech Laboratories Report 11284-99/ 1580 (ASTM E72) Racking Shear Test, 5/16" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 16 and 24 inches on center with a ET& F 0.100 in. knurled shank X 1.5 in. long X 0.25 in. head diameter pin fastener e,' ' CIGA STATE OFOR W a ' JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com TEST RESULTS: Table 1a, Results of Transverse Load Testing RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2686-17 Fastener Spacing in.) Allowable Frame Ultimate Design Thickness Width Spacing Perimeter Field Load Load' Report Number Test Agency in.) in.) Frame Type in.) Supports Supports Fastener T PSF) 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 16 4 4 6d common 236 78.7 IC-1271-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 24 6 6 6d common 94 31.3 IC-1271-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 24 4 4 6d common 143 47.7 10868-97/1475 Ramtech 0.3125 48 2X4 wood, SG a 0.36 16 4 8 shank X 0. ank in. 2250.. 5 . 90 30.0IHDX1.5 in. long ring shank nailO Min No. 20 gauge X 3.625 in. X Min. No 8 X 1 in, long X 0.323 in IC-1054-89 Ramtech 0.25 48 1.375 in metal stud 16 6 6 head diameter ribbed bugle 169.9 56A head screw Min. No. 20 gauge X 3.625 in. X Min. No 8 X 1 in. long X 0.323 in IG-1055-89 Ramtech 0.25 48 1.375 in metal stud 24 6 6 head diameter ribbed bugle 91.9 30.6 head screw Min. No. 20 gauge X 3.625 in. X ET&F 0.100 in. knurled shank X 11149-98/1554d Ramtech 0.3125 48 1.375 in metal stud 16 4 8 1.5 in, long X 0.25 in. head 170 56.7 diameter pin fastener Min. No. 20 gauge X 3.625 in. X ET&F 0.100 in. knurled shank X 11149-98/1554d Ramtech 0.3125 48 1.375 in metal stud 24 4 8 1.5 in. long X 0.25 in. head 101 33.7 diameter pin fastener i. >woweoie Load is me utnmate t-oaa aoaaea oy a ractor or saiery of s. 2. HardiePanel Siding complies with ASTid C 1186, Standard Specificafion for Grade 1/, 7ype A Non -asbestos Fiber -Cement Flat Sheets. Table 1b, Shear Values Allowable Loads to Pounds Per Lineal Foot for Panel Shear Walls'' Fastener Spacing in 1 Frame Ultimate Allowable Thickness Width Spacing Perimeter Field Load' Load' Report Number Test Agency in.) in.) Frame Type in.) Supports Supports Fastener Type pn) p IC-1273-94 Ramtech 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 Ramtech 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 Hem -Fir 24 4 4 6d common 637.5 212.5 10868.97/1475 Ramtech 0.3125 48 2X4 wood. SG a 0.36 16 4 8 4d, 0.091 in. shank X 0.225 in. 595.4 198.5 HD X 1.5 in, long ring shank nail Min. No. 20 gauge X 3.625 in. X Min. No 8 X 1 in. long X 0.323 in IC-1057-89 Ramtech 0.25 48 16 & 24 6 6 head diameter ribbed bugle 990.0 123.81.376 in metal stud head screw Min. No. 20 gauge X 3.625 in. X ET&F 0.100 in. knuded shank X 11284-99/1580 Ramlech 0.3125 48 16 4 8 1.5 in. long X 0.25 in, head 1227.0 153.4 1.375 in metal stud diameter pin fastener Min. No. 20 gauge X 3.625 in. X ET&F 0.100 in. knurled shank X 11284-99/1580 Ramtech 0.3125 48 24 4 8 1.5 in. long X 0.25 in. head 1060.0 132.5 1.375 in metal stud diameter pm fastener 1. All board edges shall be supported by framing. Panels shall be applied with the long dimension either parallel or perpendicular to studs. ! I / t12. The maximum height-to4ength ratio for construction in this Table is 2:1. 3. In the steel framed assemblies the allowable load is based on the average load at 1/8 inch net deflection. ,9i1 . i G A Y Y ST?. Aei i*,4,0 RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET 9443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2686-17 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info&ameshardie.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. Via 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 of safety of 3, allowable design loads 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 (ASD). By using the combination loading equations for Allowable Stress Design (ASD), the tested allowable design loads for fiber -cement siding are aligned with the wind speed requirements in ASCE 7- 10 Figure 26.5-1A. Figure 26.5,1B, and Figure 26.5-1C. For this analysis, to calculate the pressures in Tables 3, 4, and 5, 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 to the wind velocity pressure. Equation 1, q,-0.00256'K,'Kn K,'V7 (ref. ASCE 7-10equation 30.3-1) q2 , velocity pressure at height z K, , velocity pressure exposure coefficient evaluated at height z K„ , topographic factor Ka , wind directionality factor V , basic wind speed (3-second gust MPH) as determined from (2015 IBC, 2017 FBC] Figures 1609.3(1), (2), or (3); ASCE 7-10 Figures 26.5-1A, B. or C Equation 2, V=V„E (ref. 20151BC & 2017 FBC Section 1602.1 definitions) V. , ultimate design wind speeds (3-second gust MPH) determined from [2015 IBC, 2017 FBC] Figures 1609.3(1), (2). or (3); ASCE 7-10 Figures 26.5.1 A, B, or C Equation 3, p=q,'(GCo GCp) (ref. ASCE 7-10 equation 30.6.1) GCp product of external pressure coefficient and gust -effect factor GCp. , 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, KaK,'Vu'-(GCp-GC,;) Allowable Stress Design, ASCE 7-10 Section 2.4.1, load combination 7 Equation 5, 0.6D + 0.601 (ref. ASCE 7-10 section 2.4.1, load combination 7) D ,deadload W , wind load To determine the Allowable Stress Design Pressure, apply the load factor for W (wind) from Equation 4 to p (design pressure) determined from equation 4 Equation 6, p„a = 0.6']P] Equation 7, p„, = 0.6'[0.00256'K; Kn Ka'V,."(GCp GCjj Equation 7 is used to populate Table 3, 4, and 5. To determine the allowable ultimate basic wind speed for Hardie &ding in Table 6, solve Equation 7 for V.. Equation 8, V _ (pM.6'0.00256'K,'Ka" K,-(GCp GCa))" Applicable to methods specified in Exceptions 1 through 3 of [201518C, 2017 FBC) Section 1609.1.1.. to determine the allowable nominal design wind speed (Vasd) for Hardie Siding in Table 6, apply the conversion formula below, Equation 9, V, = V,,,' (0.6)" (ref 2015 IBC B 2017 FBC Section 1609.3.1) V.,tl , Nominal design vend speed (3-second gust mph) (ref. 2015 IBC B 2017 FBC Sec j (r f , nV _ Table 2, Coefficients and Constant"sed in Determining V and p, K, Wall Zone 5 Height (ft) Exp B Exp C Exp D K. Kd GC GC 0-15 0.7 0.85 1.03 h560 1 1 0.85 1.4 0.18 20 0.7 0.9 1.08 1 0.85 1.4 0.18 25 0.7 0.94 1.12 1 0.85 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 14 0.18 40 1 0.76 1.04 1.22 1 0.85 1.4 0.18 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 0.85 1.13 1.31 1 0.85 1.4 0.18 100 0.99 1.26 143 1 h-60 1 0.85 1.8 0.18 IVl!• STAT s'Pffer RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847.4595 FAX PROJECT: RIO-2686-17 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info&ameshardie.com Table 3, Allowable Stress Design - Component and Cladding (CSC) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category B. Wind Speed (3-secondgust) 100 105 110 115 120 130 140 150 160 170 180 190 1 2D0 210 Height (ft) B 8 B B B B B B B B B B B 8 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 73.7 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 57.8 63.7 25 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 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 19.9 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 40A 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 64.8 71.4 50 16.7 18.4 20.2 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 66.5 75.5 60 1 1. 2. 9.6 4 44.9 0. 0.1 IN 25.6 28.2 31.0 33.8 36.9 43.3 50.2 57.6 65.5 74.0 1 -82.9 1 -92.4 102.4 112.9 Table 4, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category C, Wind Speed (3-second gust) 100 105 110 115 120 1 130 140 150 160 170 180 190 200 1 210 Height (ft) C C C C C C C C C C C C C C 0-15 17.5 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 53.7 60.2 67.0 74.3 81.9 25 19.4 21.4 23.5 25.6 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.6 85.5 30 20.2 22.3 24.5 26.7 29.1 34.2 39.6 46.5 51.8 58.4 65.5 73.0 80.9 89.2 35 20.8 23.0 25.2 27.6 30.0 35.2 40.8 46.9 53.3 60.2 67.5 75.2 83.3 91.9 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 1 -24.2 26.6 29.1 31.6 37.1 43.1 49.4 56.2 63.5 71.2 79.3 87.9 96.9 50 22.5 27.2 29.7 32.4 38.0 44.1 50.6 57.6 65.0 72.9 81.2 89.9 99.2 55 22.9 25.2 27.7 30.3 33.0 38.7 44.9 57.5 58.6 66.2 74.2 82.7 91.6 1D1.0 6 4 9. 4 1 93. 1 100 32.6 35.9 39.4 43.1 46.9 1 .55.0 1 -63.6 1 -73.3 1 -83.4 94.1 105.5 117.6 130.3 143.6 Table 5, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category D, Wind Speed (3-secondgust) 100 105 110 115 120 130 140 160 160 170 180 190 200 1 210 Height (ft) D D D D D D D D D D D D D D 0-15 21.2 23.4 25.7 28.1 30.6 35.9 41.6 47,8 54.4 61.4 68.8 76.7 85.0 93.7 20 22.3 24.6 27.0 29.5 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 89.1 98.2 25 23.1 25.5 28.0 30.6 33.3 39.0 45.3 52.0 59A 66.8 74.9 83.4 92.4 101.9 30 23.9 26.4 29.0 31.6 34.5 40.4 46.9 53.8 61.3 69.2 77.5 86.4 95.7 105.5 35 24.5 27.1 29.7 32.5 35.3 41.5 48.1 55.2 62.8 70.9 79.5 88.6 98.2 108.3 4D 25.2 27.7 30.5 33.3 36.2 42.5 49.3 56.6 64.4 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 57.8 65.7 74.2 83.2 92.7 102.7 113.3 50 26.2 28.9 31.7 34.6 37.7 44.3 51.3 58.9 67.1 75.7 84.9 94.6 104.8 115.5 55 26.6 29.3 32.2 352 38.3 45.0 52.2 59.9 68.1 76.9 86.2 96.1 106.4 117.4 6 32. 38.9 4 . 3.0 69. 1 8 .6 r. 1 6.1 1 . 100 37.0 40.8 44.7 48.9 53.2 62.5 72.5 83.2 94,6 106.8 119.8 133.4 147.9 163.0 Tables 3. 4, and 5 are based on ASCE 7-10 and consistent with the 2015 IBC, 2015 IRC and the 2017 Florida Building Code RONALD 1. OGAWA ASSOCIATES. INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2686-17 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 A wAinfo&ameshardie.com 110 • . • - Table 6, Allowable Wind Speed (mph) for HardiePanel Siding (Analytical Method in ASC,E 7-10 Chapter 30 CBC Part i and Part 3) r 20151BC, 2017 FBC 201518C. 2017 FBC Allowable, Ultimate Allowable, Nominal t Design Wind, Speed, Design Wind, Speed, 3- second gust mph) 3-second gust mph) O/•'•, FL O RApplw to met015 odsIBC Apdicabie to methods FC .......... specified specified in ] Sec IBC, 2017 FBC) specified in Exceptions 1 v lO N determi2), by 1Figures60S.1.1' determined through 3 of f2015 IBC, 2017 FBC) Section Figures', ( 2), or 61809. 1.1. 3) Coefficients used in Table 6 calculations for V„x Wind exposure cateoory Wind exoosure cateaorvi Sidino I K. Product Product Thickness inches) Width inches) Fastener Type Fastener Spacing Frame Type Stud Spacing inches) Building Height''' feet) 8 C D B C D Atowable Design hoed PSF) Exp B Exp C F-xD D tC„ K, GC, GC. HardiePanel tr 5116 48 6d common 6 2X4 wood Hem - Fir 16 0- 15 186 168 153 144 130 118 49.7 0.7 0.85 1.03 hs60 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 25 186 160 147 144 124 114 49.7 0.7 0.94 1.12 1 0.85 1.4 0.18 30 186 157 144 144 121 112 49.7 0.7 0.98 1.16 1 0.85 14 0.18 35 182 154 142 141 120 110 49.7 0.73 1,01 1.19 1 1 0.85 14 0.18 40 178 152 141 138 118 109 49.7 0.76 1.04 1.22 1 0.8.5 1.4 0.18 45 175 150 139 136 117 108 493 0,785 t.M5 1.245 1 0.85 14 0.18 50 172 149 138 134 115 107 49.7 0.81 7.D9 1.27 1 DA5 14 0.18 55 170 147 137 132 114 106 497 0.83 1.11 1.29 1 0.85 1.4 0.18 60 168 146 136 130 113 105 49.7 0.85 1.13 1.31 1 0.85 1.4 0.18 100 139 124 116 108 96 90 49.7 0.99 1.26 1.43 tv60 1 0.85 1.8 0.18 HardiePanelp 5/16 48 6d common 4 2X4 wood Hem - Fir 16 0. 15 233 212 192 181 164 149 78.7 0.7 0.85 1.03 h580 1 0.85 1.4 0.18 20 233 206 188 181 159 146 787 0.7 0.9 1.08 t 0.85 1_A 0.18 25 233 201 185 181 156 143 78.7 03 0.94 1.12 1 0.85 14 0.18 30 233 197 181 181 153 140 78.7 0.7 0.98 1.16 1 0.85 71.4 0.18 35 229 194 179 177 151 139 78.7 0.73 1.01 1.19 1 0.85 1.40.18 40 224 192 177 174 148 137 78.7 0.76 1.04 1.22 1 0. 55 71.4 0.18 45 220 189 175 171 147 136 78.7 0.785 1.065 1245 1 0.85 1.4 0.18 50 217 187 173 168 145 134 78.7 Dal 1.09 1.27 1 0.85 1.4 0.18 55 214 185 172 166 144 133 78.7 0.83 1.11 1.29 1 0.85 1.4 0.18 60 212 184 171 164 142 132 78.7 0.85 1.13 1.31 Ft 0.85 1.4 0.18 100 175 155 146 136 120 113 78.7 0.99 1.26 1.43 h>60 t 10.851 1.8 0.18 HarctiePanelA 5116 48 Bd common fi 2X4 wood Hem - Fir 24 0. 15 147 134 121 114 103 94 31.3 0.7 0.85 1.03 h580 1 0.85 1.4 0.18 20 147 130 119 114 101 92 31.3 0.7 0.9 1.08 1 0.85 1.4 0.18 25 147 127 116 114 g8 90 31.3 0.7 0.94 1.12 1 0.85 1.4 0.18 30 147 124 114 114 96 89 31.3 0.7 0.98 1.16 1 0.85 1.4 0.18 35 144 123 113 112 95 87 31.3 0.73 1.01 1.19 1 0.85 1.4 0.18 40 141 121 112 109 94 86 31.3 0.76 t.Da 122 1 0.65 t4 0.18 45 139 119 110 108 92 86 31.3 0.785 t.065 1.245 1 0.65 1.4 0.18 50 137 118 106 91 31.3 0.81 1.09 127 1 oas 1.4 D.18 55 135 117 105 91 31,3 0.83 1.11 9 29 1 0.85 1.4 o.18 60 134 116 103 90 31.3 0.85 1.13 1.31 1 10.851 1.4 0.10 100 ill 86 31.3 0.99 126 1.43 h>60 1 0.85 1.8 0.18 HardiePanel® 5/16 48 6d common 4 2X4 wood Hem - Fir 24 0- 15 182 165 150 141 128 116 47.7 0.7 0.85 1.03 h960 1 0.85 1.4 0.18 20 182 160 146 141 124 113 47.7 0.7 0.9 1.08 1 0.85 1.4 0.18 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 0.85 71.4 0.18 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 0.18 45 172 147 136 133 114 106 47.7 0.785 1.065 1.245 1 0.85 1.4 0.18 50 169 146 135 131 113 105 47.7 0.81 1.09 1.27 1 0.85. 1.4 0.18 55 167 144 134 129 112 104 47.7 0.83 1.11 1.29 1 0.85 1.4 0.18 60 1 165 143 133 128 111 103 477 0.85 1.13 1.31 t 0.85 14 0.18 100 137 121 114 106 94 88 47.7 0.99 126 143 h>60 1 0.85 1.8 0.18 HardlePaneit 5/16 48 4d, 0.091 in. shank X 0. 225 in. HD X 1.5 in. long ring shank nail 4 edge 8 field 2X4 wood SGa0. 36 16 0. 15 144 131 119 112 101 92 30.0 0.7 0.85 1.03 h560 al 1 0.85 1.4 0.18 20 144 127 116 112 98 90 30.0 0.7 0.9 1.08 1 0.86 1.4 0.18 25 144 124 114 112 96 88 30.0 0.7 0.94 1.12 1 0.85 1.4 0.18 30 144 122 112 112 94 87 30.0 0.7 0.98 0.85 1.4 0.18 35 14l 120 Ill 109 93 86 30.0 0.73 1.01 0.85 1.4 0.18 40 138 118 107 92 30.0 0.76 1.D4 0.85 1.4 0.18 45 136 117 105 91 30.0 0.785 1.0M 0.85 1 4 0.18 SO 134 116 104 89 30.0 0.81 109 0.85 1.4 0.18 55 132 114 103 89 30.0 0.83 1.11 85 t.4 O.tB60 1311131018830.0 0.85 1.13 85 1.4 0.18100 30.0 0,99 1.26 0.85 1.8 0.18 RONALD 1. OGAWA ASSOCIATES, INC. 16835 ALGONOUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2686-17 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 nfo@jameshardie.com 2015 IBC. 2017 FBC 2015 BC, 2017 FBC Allowable, Ultimate Allowable. Nominal Design Wind, Speed, Design Wind, Speed, lfiVa 5.6Vew 3-second gust mph) 3-second gust mph) Applicable to methods Appkcable to methods specified in (2015 IBC,. specified in Exceptions 1 2017 FBC) ecine through 3 o1 20151BC, t1Figur.1. as determined by 207 FBCI SectionFigures1609.3(1), (2), or 1809.L1. 3). Coefficients used in Table 6 calculations for V„p Wind exposure category Wind exposure category Siding I(r Product Stud Building Allowable Product Thickness Width Fastener Fastener Frame Spacing HeigM3' B C D B C D Design inches) Type Spacing Type Load inches) inches) feet) PSF) Exp 8 Exp C Exp D K„ Ka GC, GC, 0-15 198 180 163 163 139 126 66.6 0.7 0.05 1.03 hs60 1 0.a5 1.4 1 0.18 Min. No 8 X 20 198 175 159 153 135 123 56.6 0.7 0.9 1.08 1 0.851•14 1 0.18 25 198 171 157 153 132 121 56.6 0.7 0.04 1.12 1 0.85 141 0.181in. long X Min. No. 30 198 167 154 153 130 119 56.6 0.7 0.98 1.16 1 0.85 1.4 0.180.323 in 20 ga. 35 194 165 152 150 128 118 56.6 0.73 1.01 1.19 1 0.85 1.4 0,18head33mil) X 40 190 162 150 147 126 116 56.6 0.76 1.04 122 1 0.85 1.4 0.1aHardiePanel911448 diameter 6 3.625 in. 16 45 187 161 148 145 124 115 56.6 0.785 1.065 1,245 1 0.85 1.4 0.16ribbed X 1,375 50 184 159 147 143 123 114 56.6 0.81 1.09 1.27 1 0.85 1.4 0.18bugleheadinmetal 55 182 157 146 141 122 113 56.6 0.83 111 1.29 1 0.BS 1.4 0.18stud svew' 60 180 156 145 139 121 112 56.6 0.85 1.13 1.31 1 0.85 1.4 0.18 100 149 132 124 115 102 96 56.6 0.99 1.26 1.43 h>60 1 0.85 1.8 0.18 0-15 146 132 120 113 102 93 30.6 0.7 0.85 1.03 hs60 1 0.85 1.4 0.18 Min. No 8 X 20 146 128 117 113 99 91 30 6 0.7 0.9 1.08 1 0.85 14 0.18 25 146 126 115 113 97 89 30.6 0.7 0.94 112 1 0.85 1.4 0.181in, long X Min. No. 30 146 123 113 113 95 88 30.6 0.7 0.98 t16 1 0.95 t4 0.180.323 in 20 ga. 35 143 121 112 110 94 86 30.6 0.73 1.01 1.19 1 0.65 1.4 0.18head33mil) X 40 140 119 110 108 93 85 30.6 0.76 1 04 1.22 t 0. 18ribbed HardiePanel® 1/4 48 diameter 6 3.625 in. 24 45 137 118 106 91 30.6 0.785 1.065 1.245 1 0. 18bugle X 1.375 50 135 117 105 90 30.6 0.81 1.09 1.27 1 0.185-1.4 0.18head in metal 55 134 116 104 90 30.6 0.E3 1.11 t29 1 0.18 screw' stud 60 132 115 102 89 30.6 0.85 t.13 t31 1 0.18 100 30.6 0.99 1.26 1.43 h>60 1 OAS 1.8 0.18 ET&F 0-15 198 180 163 153 139 127 58.7 0.7 0.85 1.03 h560 1 0.85 14 0.18 20 198 175 160 153 135 124 56.7 0.7 0.9 1.08 1 0.85 1.4 0.180.100 in. 25 198 171 157 153 132 121 56.7 0.7 0.94 1.12 1 0.85 14 0.18knurledMin. No. 30 198 167 154 153 130 119 55.7 0.7 0.98 1.16 1 0.85 1.4 0.18shankX20ga. 35 194 165 152 150 128 118 56.7 0.73 1.01 t19 1 0.85 1.4 0.181.5 in. long 4 edge 33 mil) X 40 190 163 150 147 126 116 56.7 0.76 1.04 1.22 1 0.85 1.4 0.78HardiePaneW511648 X in. 8 field 3.625 in. 16 45 187 161 149 145 124 115 56.7 0.7a5 1.065 1.245 1 0.95 1.4 0.18headhead X 1.375 50 184 159 147 143 123 114 56.7 0.81 1.09 1.27 1 0.85 1.4 0.18diameterinmetal 55 182 157 146 141 122 113 56.7 0.83 1.11 1.29 1 0.85 1.4 0.18pin stud 60 180 156 145 139 121 112 56.7 0.85 1,13 1.31 1 025 14 0.18fastenerz 100 149 132 124 115 102 96 56.7 0.99 1.26 143 h>60 1 0.85 1.8 0.18 ET&F 0-15 153 139 126 118 107 98 33.7 0.7 0.85 1.03 hs60 1 0.85 1.4 0.18 20 153 135 123 118 104 95 33.7 0.7 0.9 1.08 1 0.85 1.4 0.180.100 in. 25 153 132 121 118 102 94 33.7 0.7 0.94 1.12 1 0.85 1.4 0.18knurledMin. No. 30 153 129 119 118 100 92 33.7 0.7 0.98 1.16 1 0.85,-1.4 0.18shankX20ga. 35 150 127 117 116 99 91 33.7 0.73 1.01 1.19 1 0.85 1 4 0.181.5 in. long 4 edge 33 mil) X 40 147 125 116 114 97 90 33.7 0.76 1.04 1.22 1 0.85 1.4 0.18HardiePanelt5/16 48 X in. 8 field 3.625 in. 24 45 144 124 115 112 96 89 333 0.785 1.065 1.246 1 0.85 1.4 0.18headheadX1.375 50 142 122 113 110 95 88 33.7 0.91 1.09 1.27 1 0.95 1.4 0.18diameterinmetal 55 140 121 113 109 94 87 33.7 0.83 111 1.29 1 0. 55 14 0.18Pin stud 139 120 712 107 93 87 33.7 0.85 1.13 1.31 1 0,85 1.4_ 0.18fastenaffi0 100 I 115 89 33.7 0.99 1.26 4AP>60 1 0.8S 1.8 0.18 2. Knurled shank pins shall penetrate the metal framing at least 1/4 inch. 3. Building height - mean roof height (in feet) of a building, except that eave height shall be used for roof angle O less than or equal t0 10' (2-12 roof 4. V, , = ultimate design wind speed 5. V„r = nominal design wind speed 6. Linear interpolation of building height (s 60 ft) and wind speed is permitted. 7. Wind speed design assumptions per Analytical Method in ASCE 7.10 Chapter 30 C&C Part 1 and Part 3: Kz=1, K4=0.85, GCp- 1.4 (hs(50), GCp=-' LIMITATIONS OF USE: 1) Fastener pullout must be evaluated when installed a species of wood studs other than that which was tested. 2) In High Velocity Hurricane Zones (HVHZ) install per Miami -Dade County Florida, NOA 17-0406.06 pGAW,q Y- CT'-= I F a 4 Florida Building Code Online Pane 1 of 2 BCIS Home Log In User Registration Hot Topics Submit Surcharge Stats & Facts Publications FBC Staff I SCIS Site Map Links Search 1,71".3 7j,,Prloduct ApprovalUSER: Public User ProrluC`. Approval Menu > Product or ADbi!Cation Searrh > Applicati01. List > Application Detail FL # FL12194-R6 Application Type Revision Code Version 2-0.17 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 Aluminum Coils, Inc. 5001 West Knox Street Tampa, FL 33634 813)249-9743 grahman@aluminumcoilsinc.com Gareth Rahman grahman@aluminumcoilsinc.com Paul Frost 5001 West Knox Street Tampa, FL 33634 813) 249-9742 PFrost@aluminumcoilsinc.com Panel Walls Soffits Evaluation Report from a Florida Registered 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 PRI Construction Materials Technologies, LLC Quality Assurance Contract Expiration Date 06/19/2020 Validated By Locke Bowden Validation Checklist - Hardcopy Received Certificate of Independence -1 12194 R6 CCI ALC150013 201 7 FBC Evaluation Rel2c,t 04 T4 Soffits flnai.^df Referenced Standard and Year (of Standard) Standard AAMA1402 Equivalence of Product Standards Certified By Sections from the Code Year 2009 https:// wwtiv.floridabuilding.org""pr,/pr_app_dtl.aspx?param=wGEVXQwtDquk24Ali C%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 12/15/2017 FL # Model, Number or Name Description 12194.1 1 Alumunum Coils Aluminum Soffit Aluminum soffit panels Limits of Use Installation Instructions Approved for use in HVHZ: No 7L121244 _LLI,' AL 1500; '1 20? 7 F3C Evaluation Remo t Approved for use outside HVHZ: Yes 04 T4 Soffits final.ndf 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 ALC15001.3 2017 FBC Evaluation Report Q4 T4 Soffits final.pdf Created by Independent Third Party: Yes Back Next Contact Us :: 7601 Blair Stone Road Tallahassee FL 32399 Phone: 850.487-1824 The State of Florida is an AA/EEO employer. Copvr aht 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. `Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a persona', address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please dick here . Product Approval Accepts: C I_: JcM Cred"; Card Safe https: l w-vAr N-.floridabuildinc.org/pripr_app_dtl.aspx?param=wGEVXQ-tDquk24AUC%2fE... 2/11/2018 CREEK Certificate of Authorization No. 29824 17S20 Edinburgh Dr Tampa, FL 33647 TECHNICAL SERVICES, LLC 813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE 6T" 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 Entity Report 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. 5. 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 61G20-3. ALC15001.3 FL12194-R6 Paoe 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. a ALUMINUM COILS, INC SoffitsCREEK TECHNICAL SERVICES, LLC PRODUCT DESCRIPTIONS 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. 16" FULL VENT IE" CEPdTER VENT a 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. 12" FULL VENT u 12" SQl 1Q PANEL ALC15001.3 FL12194-R6 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. 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, 6" Edition (2017) as evidenced in the referenced documents submitted by the named manufacturer. R /J J. E. VP•'c NSF•• No 74021 • 13 STATE OF .4tJ 4: CERTIFICATION OF INDEPENDENCE 2017.09.01 10:06:18 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. 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 nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK f . 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 LIMITATIONS 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 b. 12" T4 Soffit — 4-inch o.c. Fastener Fastener Fastener Fastener Location Location Location Location c. 16" 04 Soffit —16-inch o.c. Fastener Fastener Location Location ALC15001.3 FL12194-R6 Page 1 of 8 This evaluation report is provided for Stale of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. g CREEK TECHNICAL SERVICES, LLC d. 16" Q4 Soffit — 8-inch o.c. Fastener Location l I - Fastener Fastener Location ALUMINUM COILS, INC Soffits Approved System Numbers and Definitions 12F-# Approved Systems for 12-inch Overhang with F-Channel 12J-# Approved Systems for 12-inch Overhang with J-Channel 16F-# Approved Systems for 16-inch Overhang with F-Channel 16J-# Approved Systems for 16-inch Overhang with J-Channel 24F-# Approved Systems for 24-inch Overhang with F-Channel 24J-# 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 pso Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment Max. One (1) min. 3/8-inch head dia. nail, One (1) min. 3/8 x 3/8-inch One (1) min. 1 3/4-inch long x 0072-inch dia. x rnin. 3/16- 12F-1 16-inch Wood Wd min. 1.25 inch embedment spaced Wood crown staple spaced 16 inch ipch head dia. trim nail 40. 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 (1) min. 1 3/4-inch long x 0. 072-inch dia. x min. 1/4-inch 48 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 8-inch o.c. 0. 072-inch dia. x min. 1/4-inch 48 16- inch spaced 8-inch o.c. and securing each panel lap head 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 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 12-inch overhang with JI-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Three (3) min. 3/4- ninchx1/4-inch crow 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/ crown staple 0.072-inch dia. x min. 1/4-inch 48 16-inch pattern spaced 24- screw spaced 16-inch o.c. spaced sppaceed 8-inch o.c. head diatrip 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 psf) 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- 53.3 12- inch spaced max. 8-inch o.c. 4-inch o.c. and securing each inch head spaced panel lap 12-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- 53.3 spaced 16-inch o.c. panel lap inch head spaced 12- inch o.c. Max. One ( 1) 3/8-inchhead dia. nail, min. One (1) min 3/8-inch x 3/8-inch One (1) min. 1 3/4-inch long x 0.072 inch dia. x min. 16F- 3 16- inch Wood 1.25-inch embedment spaced 24- Wood crown staple spaced 16-inch 3/ 16-inch head dia. trim nail 25. 6 inch o.c. O.C. 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 8-inch o.c. inch head dia. trip nail 36.1 spaced 48-inch o.c. ALC15001. 3 FL12194-R6 Page 3 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. gx-= 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 psf) Substrate F-Channel Attachment Substrate Panel Attachment Fascia Cap Attachment One (1) 18 ga. 1/4-inch crown x One (1) rnin. 1.75-inch x 16F-5 Max. Masonry One (1) 14 ga. 5/8-inch long T nail Wood 1-inch leg staple spaced 4-inch 0.072-inch diameter finishing nail with min. 3/16- 43.3 16-inch spaced 8-inch o.c. o.c. and securing each panel inch head spaced lap 16-inch o.c. Three (3) 18 ga. 1/4-inch crown x 1- One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 0.072-inch diameter 16F-6 Max. 16-inch Wood inch leg staples in diamond pattern Wood 1-inch leg staple spaced 4-inch o.c. and securing each panel finishing nail with min. 3/16- 43.3 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 psf) Substrate J-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment Three (3) min. 3/4-inch x 1/4-inch One (1) min 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x 0.072-inch dia. x 23.5 16J-1LMax. Wood n diamondcrownstaplesindiamond patternndo.c Wood crown staple spaced 8-inch o.c. min. 1/4-inch head dia. trip 31.4 spaced 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. JCREEKTECHNICALSERVICES, 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 1) min. 2.25 Wood leg staple spaced 8- finishing nail with min. 801-90 diamond pattern inch x 7d ring One (1) min. 1.75-inch inch o.c. 3/16-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 80/ 24F-2 12-inch Wood smooth shank rafter with one Wood leg staple spaced 8 finishing nail with min. 76.6 roofin nails acedyp 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. 3l16-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. 3/16-inch head spaced 4-inch o.c. One (1) 18 ga.1/4-inch crown x 1-inch leg Nominal 1x2 staple spaced No.2 SYP 12-inch o.c. securing One (1) 18 ga. 1/4- 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 80/ 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 rina.shank x 0.072-inch 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. a 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 psi 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- anchored to 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 Wood leg staples in each panel lap Wood leg staple spaced 8- finishing nail with rain. 80/-60 16-inch diamond pattern 1) min. 2.25_ inch o.c. and securing 3/16-inch head spaced spaced 16-inch o.c. inch x 7d ring shank nail One (1) min. 1.75-inch each panel lap 16-inch o.c. 24-inch o.c. x 0.072-inch diameter 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 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 inch x 11 ga. anchored to 16-inch o.c. securing inch crown x 1-inch 0.072-inch diameter 24F-5 Max. Wood smooth shank rafter with one each panel lap Wood leg staple spaced 8- finishing nail with min. 801-60 16-inch 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. r 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 staple securing the Nominal 1x2 nailer of each female No.2 SYP lock or spaced One (1) 18 ga. 1/4- One (1) ruin. 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 ruin. 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 rein. 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 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 riot 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 psf) Batten J-Channel 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 inch x 7d ring shank leg staple spacedNominal1x2 nail straight -nailed 12-inch o.c. No.2 SYP Three (3) 18 through the rafter securing each panel One (1) min. 1.75-inch anchored to ga.1/4-inch crown into the end of the lap One (1) 18 ga.'/.- x 0.072-inch diameter 24J-1 Max. rafter with one x 1-inch leg batten or two (2) Wood inch crown x 1-inch finishing nail with min. t60 12-inch 1) min. 2:25- staples in diamond min. 2.25-inch x 7d One (1) min. 1.75- leg staple spaced 3/16-inch head spaced inch x 7d ring pattern spaced 16- ring shank nails toe- inch x 0.072-inch 8-inch o.c. 12-inch o.c. shank nail inch o.c. nailed on either side diameter finishing24-inch o.c. of the batten at nail with min. 3/16- each batten/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 rafter with one x 1-inch legg into the end of the securing each panel leg acedlesstapleppx 0.072-inch diameter 24J- 2 16- inch 1) min. 2.25- staples in diamond batten or two (2) rnin. 2.25-inch x 7d lap Wood 8- inch o.c. and finishing nail with min. 3/ 16-inch head spaced 53. 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 rnin. 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 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC INSTALLATION ALUMINUM COILS, INC Soffits Appendix B Note, - Refer to the APPROVED SYSTEMS section of this report for additional installation details of a selected system and n7axinnilll design pressures limitations. System No. I Installation Detail Min. '/S" head di.a. nail w1 Lh IN" engagement l for. a.r>c>9 s i-tr raLel or man, ti.097" die,. T-na 1. 1. or st it, nail e•:i t.)r min. !(2" enga•jerm;ottfcr r;oncr etH or birx•k eubat.rate), spacer] a noted aNw. ASCIA SLIP BOARD FASCIA TRIM 12F-3 & I I ( 11 \--"F CHOFFITANNEL OVERHANG WIDTH VARIES) Hrxrd, .ntc a'r.e or 51 oc:•r; YJ FASCIA LIP 1 /4" STAPLE SOFFIT TO ASCIA BOARD #T50 8" X 3/8" STAPLE 16" O.C. 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 not imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. j CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail SOFFIT STAPLE OPEN RAFTER STAPLES" 3/4" x 1/4~ i DIAMOND PATTERN I ; D ETAI LuCROWNSTAPLES USING A DIAMOND , _., 3/0' KTVEEM/ STAPLES j PATTERN FACIA BOARD // FASCIA CAP 12 F-2 3f4" X 1/4" CROWN FACIA BOARD 1-3/4-L STAPLE W ON CENTER 1-3J4" TRIM NAIL PAIN" F" CHANNEL CAN BE PAINTED S.S. 4B" INSTALLED CAPWITHTHE0CFASCIA NAILING FLANGE UP OR 3/4" X 1/4" t WN CROWN STAPLE SOFFIT- max. 12 - i neh span WOODSOFFIT SUBSTRATE SOFFIT & FASCIA DETAIL ALC15001.3 FL12194-R6 Page 2 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 OPEN RAFTER 3/0, KTv " , SOFFIT STAPLE STAPUGISTDIAMONDPATTERN 1-1DETAIL FACIA BOARD ; _„a. KTWEE„,r STIWLES1 r 3/4" x 1/4" CROWN STAPLE "24" ON CENTER USING A DIAMOND PATTERN I FASCIA CAP 12J-1 Ti-CHANNEL 3/4" X 1/4" CROWN STAPLE W ON CENTER 1-3/4" TRIM NAIL FACIA BOARD 1-3/4" TRIM NAIL PAINTED S.S. screwed to soffit With one lii 08 r. PAINTED S.S.48" FASCIA CAP 1./2" x 1/8" head O.C. diameter screw, 3/4" X 1/4" CROWN STAPLE SOFFIT —max. 12-.inch span SOFFIT WOOD OR BLOCK SOFFIT & FASCIA SUBSTRATE DETAIL ALC15001.3 FL12194-R6 Page 3 of 12 This evaluation report is provided for Stale of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. z. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail i I J. TRIM NAIL FASCIA BOARD PAIN TEU S.S. FASCIA CAP SOfFIT 1-xi" CROWN STAPLE OPEN RAFTER FASCIA BOARD NG45l6"LNdN 16F-1 SOFFIT & FASCIA 16F-5 DETAIL FASCIA CAP; REFER TO SOFFIT 6 FASCIA DETAIL F' CNAMNEL SOFFIT; 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 Rude 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. iCREEKTECHNICALSERVICES, LLC System No. I Installation Detail h1in. 3/E" mead dia, nailwi[.h min. 1!4' ar¢ z4gzment'.{tee w:x:.a s.+b:atrale) or min. 0.097" di.a. T-nail or stub nail itli min. 5/51" engagement(fcc cenerete oi- block su6sr.ra`.e) , rpac-d as not-:d above. FASCIA SLIP BOARD FASCIA TRIM SOFFIT ( OVERHANG WIDTH VARIES) 16F- 3 I I I II "--"F" CHANNEL Wc, xt, c„nc -Fr or Block W FASCIA LIP 1 /4" STAPLE SOFFIT TO ASCIA BOARD #T50 8" X 3/8" STAPLE 16" 0. C. 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 T,v:"' SOFFIT STAPLE OPEN RAFTER r'! I II ; DIAMOND PATTERN 3/a• x 1/a• ;DETAILCROWNSTAPLES1USINGADIAMOND , _^ 4_are ecivmr sr s PATTERN FACIA BOARD i FASCIA CAP 16F-4 3/4" X 1/4" CROWN FACIA BOARD 8" 1-3/4" TRIM NAIL STAPLE ON CENTER 1-3/4" TRIM NAIL PAINTED S.S. F" CHANNEL CAN BE PAINTED S,S, 40' FASCIA CAP INSTALLED WITH THE 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 61G20-3. The manufacturer shall notify CREEK Technical Services, LI...0 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, recomrnended 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 I" TRIM NAIL i FASCIA BOARD PAINTED S.S. FASCIA CAP SOFFIT T'x" CROWN STAPLE OPEN RAFTER - - FASCIA BOARD 1"r{' CROWN STAPLES SOFFIT &FASCIA USING A DIAMOND DETAIL 16F-2 & PATTERN; REFER TO SOFFIT STAPLE 16F-6 DIAMOND PATTERN j \ DETAILL T FASCIA CAP: REFER \ TO SOFFIT L FASCIA DETAIL F" CHANNEL — I 3/ B' SOFFIT: MAX. 16" SPAN SUBSTRATE SOFFIT STAPLE DIAMOND PATTERN ALC15001. 3 FL12194-R6 Page 7 of 12 This evaluation report is provided for State of Florida product approval Linder 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. 1 Installation Detail 3/4" X 1/4" CROWN STAPLE "24" ON CENTER USING A DIAMOND PATTERN 16J-1 WOOD OR BLOCK SUBSTRATE ALC15001.3 OPEN RAFTER 1-3/4" TRIM NAZI PAINTED S.S. 48" O.C. SOFFIT—riax. 16-inch span ALUMINUM COILS, INC Soffits Appendix B 3/8• KTWM \ ` SOFFIT STAPLESTAKES DIAMOND PATTERN FACIA BOARD ', y) ,, _ 316• BCTVFEN/) DETAIL TAMES FASCIA CAP 3/4" X 1/4" CROWN FACIA BOARD STAPLE "8" ON CENTER 1-3/4" TRIM NAIL PAINTED S.S. FASCIA CAP 3/4" X 1/4" CROWN STAPLE FL12194-R6 SOFFIT SOFFIT & FASCIA D ETAI L Page 8 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 TRIM NAIL FASCIA BOARD r PAINTED S.S. m1" 4t CROWN Ie! —FASCIA CAP STAPLES SOFFIT—] DFFIT USIN5 A DIAMOND PATTERN; REFER TO LROWN STAPLE SOFFIT STAPLE DIAMOND PATTERN DETAIL — 1 TRIM NAIL FASCIA BOARD PAINTED S.S. SOFFIT &FASCIA DETAIL 24F-1 & 24F-4 1-d,' CROWN STAPLE -- FASCIA (AP; REFER To SOFFIT i FASCIA / DETAIL 6 \ Nomi BaHen n IAnc ored to SOFFIT; MAX. 24" 3/e' 1F-CHANNEL Rapers with one id Ring Shank Nail at WOOD SUBSTRATE every Railer I SOFFIT STAPLE DIAMOND PATTERN ALC15001.3 FL12194-R6 Page 9 of 12 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 B System No. Installation Detail I I" TRW NAIL ! FASCIA BOARD PANTED S.S, t ' I -I' SMOOTH SHANK :: 1 \ I FASCIA CAP ROOF NAILS \ SOFFIT CROWN STAPLE 11'" TRIM NAIL- FASCIA BOARD PAINTED S.S. SOFFIT & FASCIA 24F-2 & DETAIL 24 F-5 I"x' [RtlWN STAPLE FASCIA CAP; REFER ID SOFFIT L FASCIA OETAIL Nominal 1-x2' SYP Batten Anchored to SOFFIT; MAX, 24" F-CHANNEL Rafters vdh one 7d Ring Shank Nad at every Rafter WOOD SUBSTRATE ALC15001.3 FL12194-R6 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 I I' TRIM NAIL FASCIA BOARD I- PAINTED S.S. 146A i' T-NAILS FASCIA CAP SDFFII i CROWN STAPLE. 1 I TRIM NAIL PAINTED 1.1.\ FASCIA BOARD SOFFIT & FASCIA DETAIL 24F-3 & 24F-6 I"q' CROWN STAPLE FASCIA CAP; REFER TO SOFFIT L FASCIA DETAIL Nominal I'zi" SYP Batten Anrhored to SOFFIT; MAX. 14" F-CHANNEL Pat lers with one 111 Ring Shank Nail at every Rafter 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 qualily 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 ('' TRIH NAIL FASCIA BOARD PAINTED 5.5. I"xt' CROWN FASCIA CAP STAPLES SOFFIT USING A DIAMORD PATTERN; REFER TO SOFFIT STAPLE DIAMOND PATTERN ANTItEVEREO RAFTER 1'xCROWN STAPLE DETAtL FASCIA BOARD SOFFIT & FASCIA 1 THIN NAIL PAINTED Ss, DETAIL 24J- 1 & T'x' CROWN STAPLE 24J- 2 FASCIA CAP: REFER to SOFFIT L FASCIA DETAIL 3.. Nominal 1" x 2- SYP ball ens scabbed between rafters and SOFFIT; MAX. 24' fff CHANNEL secured with one (1) 7d ring I I shank nail straight -nailed through the rafter Into the end WOOD SUBSTRATE------- UBSTRATEof the baden or two (7) 7d ring shank nails toe -nailed on 1 either side of the battern at the batterVrafter intersection SOFFIT STAPLE DIAMOND PATTERN ALC15001. 3 FL12194-R6 Page12 of12 This evaluation report is provided for Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, U-C DESIGN WIND LOADS ALUMINUM COILS, INC Soffits Appendix 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 I, 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 60-ft. 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,,i, 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 Ulan either 4% of the least horizontal dimension or 3-ft. ALC 15001.3 FL12194-R6 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, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Desi n'Wind Pressures for Soffits in Exposure B , l3uflding', Type zpne Mean Roof Height ft Basic Wind Speed Mph 120 ,,:; 130 140 15b .; 160 170'^ x18D y 190 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 4 40 18.3 21.5 24.9 28.6 32.5 36.7 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 Enclosed 60 20.5 24.0 27.8 32.0 36.4 41.1 46.0 51.3 56.8 Negative Loads) 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 5 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 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 4 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 Enclosed 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4 Positive Loads) 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 5 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 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. ACREEKTECHNICALSERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Design Wind Pressures for Soffits in Exposure C Building Type Zone Mean'.Basic Roof. Hei ht' ft Wind Speed mph) 120 130 140': t150 ": 160 170`r 180 190 200 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 4 40 25.0 29.4 34.1 39.1 44.5 50.2 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 Enclosed 60 27.2 31.9 37.0 42.5 48.3 54.6 61.2 68.2 75.5 Negative Loads) 20 26.7 31.4 36.4 41.8 47.5 53.7 60.2 67.0 74.3 25 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 5 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 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 4 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 Enclosed 60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4 Positive Loads) 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 5 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 udder 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 C Design Wind Ptessures'for Soffits in Exposure D Building Type Zone .` Mean: -:,Basic Roof Hei hf' ft Wind S peed m h x. 120 130 ... 140' 150 160 170 y 180 20 26.0 30.5 35.4 40.6 462 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 4 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 Enclosed-------- 60 31.5 37.0 42.9 49.3 56.1 63.3 70.9 79.0 87.6 Negative Loads) 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 5 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 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 4 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 Enclosed 60 20.2 23.7 2T5 31.6 35.9 40.5 45.4 50.6 56.1 Positive Loads) 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 1T9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 5 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 56.1 ALC15001.3 FL12194-R6 Page 4 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. CREEK TECHNICAL SERVICES, LLC 318" F-Channel 318" J-Channel 3/4" — 1/B" HEM 3/4" 3/8" ISOMETRIC VIEW 3/8" PROFILE ISOME3RIr VIEW 3/8' 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 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. Fascia CREEK. TECHNICAL SERVICES, LLC 3/4" 7/8" 1/8" HEM 1/4" 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. CREEK TECHNICAL SERVICES, LLC 16" Q4 Soffit 025'T,P 0. 125' TIP ALC 15001.3 1S" BLANK 3 / B PROFILE v; u C SG hF FL12194-R6 ALUMINUM COILS, INC Soffits Appendix D Page 3 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. CREEK TECHNICAL SERVICES, LLC 12" T4 Soffit 3 1/0" 7/8" 3 1/8" 1/2" / \ 1/2" 13.75" BLANK 3/8" PROFILE 217E REF ow UP 0.25` TIF ALUMINUM COILS, INC Soffits Appendix D 31/8" 1/2" 1/2" 1/2" j 1/8" :3!/ 8" aoaoo oo ao oo END OF REPORT ALC15001.3 FL12194-R6 Page 4 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. Florida Building Code Online Page 1 of') ZD 1lcc BCIS Home !: Log In User Registration ! Hot Topics ! Submit Surcharge Stats & Facts Publications FBC Stall BCIS Site Map Links Search Product Approval USER: Public User Product Approval Menu > Product or ApDllcab0 Search > A[b}hcatio Lis[ > Application Detail FL # 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 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 IKO Industries, Ltd 40 Hansen Road South Brampton, NON -US L6W 3H4 708) 496-2800 Ext 200 rmetzOOI@tampabay.rr.com Robert Metz rmetzOO1@tampabay.rr.com Bob Metz REMCO of Pinellas 456 Avila Circle NE Saint Petersburg, FL 33703 727) 776-5261 rmetzOO1@tampabay.rr.com Don Shaw IKO Industries LTD 120 Hay Rd. Wilmington, DE 19808 717) 579-6706 don.shaw@iko.com Roofing Asphalt Shingles Certification Mark or Listing FM Approvals - CER Locke Bowden 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://v,-",.floridabuilding.org/pr/pr_app_dtl.aspa?param=wGEVXQwtDgse7mYBd2b )K... 2/6/2018 Florida Building Code Online Page 2 of 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 # ! Model, 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 HVHZ: Yes FL7006 R10 C CAC Letter - ASTM D3161 letter - (9-26- 2017) from FM.pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL7006 R10 C CAC Letter - ASTM D3462 letter - (Q-26- 2017).pdfDesignPressure: N/A Other: FL7006 R10 C CAC Letter - ASTM E108 letter - (9-26- 2017Lpdf Quality Assurance Contract Expiration Date 12/31/2020 Installation Instructions FL7006 R10 11 IKO-167-02-01 Letter - Installation Instructions for FBC FL70Q 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 HVHZ: Yes FL7006 R10 C CAC .ASTM D 3462 - Shingle letter Surveillance Audit -,Location - j6 2& 2 i 71.pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL7006 R10 CC CAC Letter - .ASTM D3161 letter - (}-26- 2017) from FM.DdfDesignPressure: N/A Other: FL7006 R10 C CAC Letter - ASTM D3462 letter - (9-26- 2017).Ddf 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 Cap Shingle Installation Instructions.Ddf FL7006 R10 II IKO-187-02-01 Letter - Installation Instructions for FBC FL7006.DdF 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-HVHZ: Yes FL70 & Rio C CAC Letter - ASTM D7161 letter - (Q-26- 20177) from -FM P-dfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL7006 RR10 C CAC Letter - ASTM D3462 letter - (9-26 2017).^dfDesignPressure: N/A Other: FL7006 R 1 0 C CAC Letter - ASTM E108 letter - r9-26- 2n17).odf Quality Assurance Contract Expiration Date 12/31/2020 Installation Instructions FL7006 R10 11 IKO-187-02-01 Letter - Installation Instructions for FBC FL7006.pdf FL7006 R10 II Roofing -Products- Lead ino-Edge-Plus- Application - EN (1).pdf Verified By: Duc T Nguyen PE 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: i https:/; xA,..floridabuilding.org/pr'pr_app_dtl.aspx?param=wGEVXQwtDgse7mYBd2b IK... 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 Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Certification Agency Certificate FL7006 R10 C CAC Leµ.er - ASTM D3161 letter - (9-26- 2017) from FM.pdf FL7OO6 Rio C CAC Letter - ASTM D3462 letter - (9-26- 2017).Ddf F'006 R,10 C_ 4AC_ Lette_ A?TM E_lOS letter_(9=26- 2017) d Quality Assurance Contract Expiration Date 12/20/2020 Installation Instructions 1`1_7006 R10 II ,K0-167-02-01 Letter - Installation Instructions for FBC FL7006.pdf Verified By: Duc T Nguyen 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: Back Next Contact :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: 850-487.1824 The State of Florida is an AA/EEO employer. Copyriaht 2007-2013 State of Florida :: Privacy Statement :: Accessibility Sta[ m nt .: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.467.1395. "Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However 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: O MEEM Credit Gard Safe https://"-A,NAr. floridabuilding. org/pr/pr_app_dtl.aspxOparani=wGEVXQvy-tDgse7mYBd2 b3 K... 21/6/2018 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-HipandRidge 12_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: ' I,, , Signed: L,'Z_.. Z.'; Brad Grzyboudski Duc T.rNduyen Managing Director Florida Regis%red Professional Engineer P. E. Number: 65034 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 Construction Materials Technologies, LLC. 6412 Badger Drive Tampa. FL 33610 Tel: 813-621-5777 Fax. 813-621-5840 e-mail materialstesting@pricmt.com WeloSite. hnpJhwnrr.pncmt.com 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 (60°) 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 1,0 i ii - --i - i -- i E VS' SEAllNG $TRIP hi i`i 1 NAILS - NAILS x DO NOT NAIL INTO OR ABOVE THE SEALING STRIP PRI Construction Natenals Technologies, LLC. 6412 Badger Drive Tampa. FL 33610 Tel WM21-5777 Fax 813-621-5840 e-mail materialstesting@Pricrnt.com WebSite hnp:!tWWW.pricmt.com 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 (60°) 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". NAIL LINE 6 a-8 t NAILING - STEEP SLOPES APPLICATION Use six nails as shrnvn L El F1 J fj CEMENT PROPER APPLICATION REQUIRES THAT THE NAILS PENETRATE BOTH THE OVERLAY AND UNDERLAY PORTIONS OF THE SHINGLE PRI Construction Matenals Technologies, LLC. 6412 Badger Dnve Tampa, FL 33610 Tel 813-621-5777 Fax 813-621-5840 e-mail matenalstesting@pricmt.com WebSite hnp://www.pdcmt.com 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. THEYARE 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 CUT PRI Construction Materials Technologies, LLC. 6412 Badger Drive Tampa, FL 33610 Tel 813-621-5777 Fax: 813.621-5840 e-mail: matenalslesting@pncmt.com WebSile: httpJwww.pncmt.com 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, ease protection, valley flashings, or drip edges to roof deck as required 2. Each 39 3/8" x 13 1/4" (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 per 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 Construction Materials Technologies, LLC. 6412 Badger Onve Tampa, FL 33610 Tel 813-621-5777 Fax: 813-621-5840 e-mail: matehalstesling@pricmt.com WebSite. http:/Akww.pricmt.com Florida Building Code Online Page 1 of 2 y yd i x erPt,6x p .> 4`''y..°e BCIS Home ;. Log In User Registration Hot Topics ! Submit Surcharge '., Stats & Facts Publications FBC Staff BCIS Site Map !', Links Search ApprovaldQ,pr 6AProductUSER: Public User ProduCt Approval Menu > Product or ADDliCation Search > ADDI Kation List > Application Detail FL # FL1S216-R3 Application Type Revision Code Version 2017 Application Status Approved Comments Archived Product Manufacturer InterWrap, Inc. Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 551) 574-2939 mtupas@interwrap.com Authorized Signature Eduardo Lozano elozano@tnterwrap.com Technical Representative Eduardo Lozano Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 778) 945-2891 elozano@interwrap.com Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Underlayments 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 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 Validation Checklist - Hardcopy Received Certificate of Independence FLlS216 R3 COI 2C17 01 COi Nieminen.odf Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Standard Year ASTM D1970 (tear) 2015 ASTM D226 (physicals) 2009 https://vA-A•w.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQNN,tDgv')yVVKJZI 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 Products r Method 1 Option D 10/10/2017 10/11/2017 10/15/2017 12/12/2017 FL # 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 RHINOROOF FL15216- R3.DdfApprovedforuseoutsideHVH2: 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 FIN.AL ER INTERWRAP RHINOROOF FL15216- R3.Ddf Created by Independent Third Party: Yes Back Next Contact Us :: 2601 Blair Stone Roan Tallahassee FL 32399 Phone: 850-487.1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. `Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However 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: A u m one 4 Credit Gard Safe https://vA v, floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQA,,tDgv3yVVKJZIQ... 2/6/2018 TRINITY ERD EVALUATION REPORT EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Interwrap, Inc. Evaluation Report 140510.02.12-113 32923 Mission Way FL15216-113 Mission, BC V2V-6E4 Canada Date of Issuance: 02/17/2012 551) 574-2939 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 6ih 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 I ERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: r Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCA ANE1983 067 The facsimile by Robertsealappearingwasauthorized Nieminen, P.E. on 10/10/2017. This does not serve as an electronically signed document. CERTIFICATION OF INDEPENDENCE: 1. Trinity IERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity I ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. S. This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. TRINITY ERD 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 6th 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: Enti Examination Reference Date ITS (TST1S09) Physical Properties 100539395COQ-006 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-002 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-006 03/14/2014 PRI(TSTS878) ASTM D1970; 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). LIMITATIONS: 5.1 5.2 5.3 5.4 l" 5.6 This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. This Evaluation Report is not for use in FBC HVH2 jurisdictions. Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. If not listed, a request may be made to the Authority Having Jurisdiction for approval based on this evaluation combined with supporting data for the prepared roof covering. Allowable Roof Covers: TABLE 1: ROOF COVER OPTIONS Underlayment Asphalt Shingles Nail -On Tile Foam -On Tile Metal Wood Shakes Shingles Slate or Simulated Slate RhinoRoof U20 Yes No ! No Yes Yes No Exposure Limitations: RhinoRoof U20 shall not be left exposed for longer than 30-days after installation. Exterior Research and Design, I.I.C. Evaluation Report 140S10.02.12-R3 Certificate of Authorization #9503 6T" EDITION (2017) FBC NON-HVHZ EVALUATION FL15216-R3 RhinoRoof Underlayments Revision 3: 10/10/2017 Page 2 of 3 TRINITY ERD 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 II underlayment in FBC Table 1507.1.1 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 Slope > 4:12: End (vertical) laps shall be minimum 6-inches and side (horizontal) laps shall be minimum 4-inches. Refer to Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain conditions. For exposure < 24 hours, use of every -other fastening location printed on the surface is acceptable. For exposure > 24 hours up to maximum 30-days, use of every fastening location printed on the surface is required. When batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole in accordance with Interwrap published instructions. 6.4.3 Double Laver: 2:12 < Roof Slope < 4:12: End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1-inch side (horizontal) laps, resulting in a double -layer application. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 8. MANUFACTURING PLANTS: Qingdao, China 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc. — QUA1673; (608) 836-4400 END OF EVALUATION REPORT - Exterior Research and Design, I.I.C. Evaluation Report 140530.02.12-R3 Certificate of Authorization #9503 6T" EDITION (2017) FBC NON-HVHZ EVALUATION FL15216-113 RhinoRoof Underlayments Revision 3: 10/10/2017 Page 3 of 3 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. J 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 rnetal 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 on 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 111Charleston, SC • Vancouver, BC • Mission, BC • Montreal, QC e ya a61 qWeb: wvvw.InterWrap.com/roofing I E-mail: info@interwrap.com "1e f c` Toll Free: 888 713 7663 1 Tel: 778 945 2888 Florida Building Code Online Page 1 of 2 t"Cn. xw 4^ ,,,rxF2 `m".t`'"c`;5.+ 'Qy a' : "PV-az xc`"3`s` +"' r BCIS Home Log In User Registration Hot Topics Submit Surcharge Stats & Facts Publications FBC Staff BCIS Site Map Links Search QO Product Approvalr/ a 1USER: Public User Product Approval Menu > Product or Application Search > Ao:•licatior, L,St > Application Detail 4 FL # FL16994-RS Application Type Revision Code Version 2017 Application Status Approved Comments Archived 77-_ 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 Registered 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 LIL LLC Quality Assurance Contract Expiration Date 12/20/2020 Validated By Locke Bowden Validation Checklist - Hardcopy Received Certificate of Independence FL16994 R5 COI SEM14001.5a 2017 FBC Eval Report Off -Ridge Vent final.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:/hvw,N.floridabtiiIding.org/pr/pr_app_dtl.aspx?param=wGEVXQw,tDgvBwYu9TrZN... 2/6/12018 Florida Building Code Online Paae 2 of 2 Date Submitted 09/26/2017 Date Validated 10/10/2017 Date Pending FBC Approval 10/15/2017 Date Approved 12/12/2017 Summary of Products r FL # j Model, Number or Name Description 16994.1 Off Ridge Vent 4-ft, 6-ft, and 8-ft off ridge vents for use with asphalt shingles Limits of Use Installation Instructions Approved for use in HVHZ: No FL16994 R5 Ii SEM14001.Sa 2017 FBC Eval Reoort Off - Ridge Vent final.DdfApprovedforuseoutsideHVHZ: 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.Sa 2017 FBC Eval Report Off- Riddg_ Vent final,,pdf Created by Independent Third Party: Yes 16994.2 Tile Off Ridge Vent 4-ft, 6-ft, and 8-ft off ridge vents for use with clay or concrete tile Limits of Use Installation Instructions Approved for use in HVHZ: No FL16994 R5 II SEM1.4001.5b 2017 FBC Eval Reoort Tile Roof Vent final.pdfApprovedforuseoutsideHVHZ: 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 R5 AE SEM14001.5b 2017 FBC Eva] Reoort Tile Roof Vent final.odf Created by Independent Third Party: Yes Back Next Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone. 850-487-1824 The State of Florida is an AA/EEO employer. Coovriaht 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 8So.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However 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 Cfen k Gard Safe https:Hwww. floridabuilding. oraiprlpr_app_dtl.aspx?param=wGEVXQNA-tDgvBwYu9TrZN... 2/ 6/2018 CREEK Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE, 6'" EDITION (2017) Manufacturer: Southeastern Metals Manufacturing Co., Inc. (SEMCO) Issued October 10, 2017 11801 Industry Drive Jacksonville, FL 32218 800)874-0335 http://wv,/w.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 Entity PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) Zachary R. Priest, P.E. (CREEK Technical Services) PRODUCT DESCRIPTION Report No. Standard Year SEM-029-02-01 ASTM E 330 2014 SEM-031-02-01 ASTM E 330 2014 SEM14003 Calculations 2014 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 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. 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 underneath 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 Off 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 61 G20-3. 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. Pp,Y R. C) E NR, No 74021 3 STATE OF N 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 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. MIAMI-DADS COUNTY MIAMI•DIADE PRODUCT CONTROL SECTION e 11805 SW 26 Street, Room 208 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) Miami, Florida 33175-2474 BOARD AND CODE ADMINISTRATION DIVISION T (786)315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.eo,,•/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. 1 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: 1112 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 A2ency Test Identifier Test Name/Report Date PRI Asphalt Technologies, Inc. TAS 100 SEM-002-02-01 08/14/03 CC -ES AC132 SEM-027-02-01 01/07/14 APPROVED APPLICATIONS: Deck Type: Wood Deck Description: j5/ 32" or greater plywood or wood plank System Type A: Mechanical attachment of vent for shingle roofs Cutout: Mark a 3'/2" 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 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 DRAWINGS ROOF FLANGE NAIL PLACEMENT END OF THIS ACCEPTANCE NOA No.: 13-0814.08 MIAMI•DADE COUNTY= Expiration Date: 04/15/19 Approval Date: 01/23/14 Page 3 of 3 CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION f Application No. / `f Documented Construction Value: $ 4612.00 Job Address: 892T'Night Heron Dr Sanford Historic District: Yes No Parcel ID: 17-20-31-5Q2_o000-0760 LOT 76 Residential ® Commercial Type of Work: New ® Addition Alteration Repair Demo Change of Use Move Description of Work: Install new 2.5-ton HVAC systern with duct work Plan Review Contact Person: Paula Bagley Title: Permit Cle[k Phone: 407-975-2762 Fax: 407-622 9a07 Email: permitting@onestopcooling.com Property Owner Information Name Park SnimrP HnrnPs Phone: 407-529-3000 Street: 5200 Vineland Rd #200 Resident of property? : City, State Zip: Orlando, FL 32811 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- FL 32792 State License No.: CAC 032444 Architect/Engineer Information Name: Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: Address: 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. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: V4 Edition (2014) Florida Building Code Revised: June 30, 2015 Perniit Application A NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in 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 fore oing information is accurate and that all work will be done in compliance with all applicable laws regulati tg 56nstructipn and zoning. Signature of Owner/Agent Date Si nature of Print Owner/Agent's Name Signature of Notary -State of Florida Date e Kevin Stine Print Contractor/Agent's Name Signature Date KELLY WEBSTER Notary Public . State of Florida Commission #t FF 978034 My Comm. Expires Apr 4, 2020 Owner/Agent is Personally Known to Me or Contractor/Age i FMM Produced ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas Roof Construction Type: Occupancy Use: Flood Zone: _ Total Sq Ft of Bldg: Min. Occupancy Load: New Construction: Electric - # of Amps. Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: COMMENTS: ENGINEERING: UTILITIES: FIRE: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Revised: June 30, 2015 Permit Application