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2431 Waxwing Way - BR17-003088 (New SFR) documents (a)
COUNTY OF SEMINOLE O( (a IMPACT FEE STATEMENT STATEMENT NUMBER: 17100007 DATE: October 06, 2017 BUILDING APPLICATION ##: 17-10000729 ' o/ BUILDING PERMIT NUMBER: 17-10000729 UNIT ADDRESS: WAXWING WAY 2431 17-20-31-502-0000-1640 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 ENTERPRISE LLC ADDRESS: 5200 VINELAND ROAD SUITE 200 ORLANDO FL 32811 LAND USE: WYNDHAM PRESERVE TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 2431 WAXWING WAY / LOT 164 SFR WYNDHAM PRESERVE FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE TYPE DIST SCHED RATE UNITS TYPE ROADS-ARTERIALS CO -WIDE ORD Single Family Housing 705.00 1.000 dwl unit 705.00 ROADS -COLLECTORS N/A Single Family Housing .00 1.000 dwl unit 00 FIRE RESCUE N/A 00 LIBRARY CO -WIDE ORD Single Family Housing 54.00 1.000 dwl unit 54.00 SCHOOLS CO -WIDE ORD Single Family Housing 5,000.00 1.000 dwl unit 5,000.00 PARKS N/A 00 LAW ENFORCE N/A 1 00 DRAINAGE N/A j AMOUNT DUE 00 5,759.00 LF(,(,` S IATEMENT A) RECEIVED BY SIGNATURE: PLEASE PRINT NAME) DATE: I NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND 1ENSURETIMELYPAYMENTMAYRESULTINYOURLIABILITYFORTHEFEE. *** DISTRIBUTION: 1-BLDG DEPT 3-APPLICANT 2-FINANCE 4-LAND MANAGEMENT n 1 NOTE** 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 RECEIVING SIGNATURE DATE ABOVE BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THk REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIR T STREET, SANFORD FL, 32771; 407-665-7356. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER AND SHOULD REFERENCE THE COUNTY BUILDING PERMIT NUMBER AT THE POP LEFT OF THIS STATEMENT. THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST. CALL 407-665-7356. I iltill Illti iltll IIIii Iillt IIIII till IIII GRANT MALOYr SEMINOLE COUNTY CLERK. OF CIRCUIT COURT 6 COMPTROLLER BK. 9017 Ps 1569 (1P9s) CLERK'S 4 2017111099 RECORDED 11/02/2017 02:40:21 PM RECORDING FEES $10.00 RECORDED BY hdevore THIS INSTRUMENT PREPARED BY: Name: Michelle Brana Address: 5200 Vineland Road Suite 200 Orlando, Florida 32811 NOTICE OF COMM NCEMENT Permit Number. 3a '?I Parcel ID Number.1;7 -;6 ' %` — The undersigned hereby gives notice that Improvement will be made to certain real property, and In accordance with Chapter 713, Florida Statutes, the fallowing Information is provided In lNs Notice of Commencement. 1. DESCRIPTION OF PROPERTY: (Legal description of the property and street address,if pallable) 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 Of other than owner listed above) Name: Address, 4. CONTRACTOR: Name: Park Square Homes Phone Number. 407-529-3000 Address: 5200 Vineland Road Sulte 200 Orlando, Florida 32811 S. SURETY (If applicable, a copy of the payment bond Is attached): Name: N/A 51 Address: N/A Amount of Bond: N/A S. LENDER: Name' Fifth Third Bank Phone Number. Address: 5050 Kingsley Dr. MD: 1MOC3J 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: E. In addition, Owner designates of to receive a copy of the Uenor's Notice as provided in Section 713.13(1xb). Florida Statutes. Phone number. 9. Expiration Date of Notice of Commencement (The expiration is 1 year from date of recording unless a different date Is specified) WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713. PART 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. U"C'j I W1, Vishaal Gupta, Executive Vice President tort Ownv ar aaaaR er Ovmafs ar Lauw'. (Pond Nnr wd ProWs SlFwWs TMNOnu) AWInfIxM OlEurl inGonP trurIMYYa9ar) State of County of 7 The foregoing instru e t was ackno edg before me this _ ay of 20 by Who is personally known to me R N ad„fson maWnO Wt who has produced Identiftcation D type of kliAtifleation produced: SEPL p stun ARUNA BALA GOEL t. MY COMMISSION NFFi54to6 EXPIRES December 14, 2018 10 39ad153 PorldallotarySerAm.com REQUIRED INSPECTION SEQUENCE PARK SQUARE HOMES SFR-DETACHED Permit # 1l - 5,<>5 S Address: 2L1S4 .J wCw i Nra BUILDING PERMIT Min Max Inspection Description 10 Form board / Foundation Survey 10 Slab / Mono Slab Pre our 20 Lintel / Tie Beam / Fill / Down Cell 30 Sheathing — Walls 30 Sheathing — Roof 40 Roof Dry In 50 Frame 60 Insulation Rough In 70 Drywall / Sheetrock 40 70 Lath Inspection 50 1000 Final Roof 50 1000 Final Stucco / Siding 80 1000 Insulation Final 1000 Final Single Family Residence a ELECTRICAL 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 PLUMBING PERMIT Min Max Inspection Description 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final MECHANICAL PERMIT Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: 9- -309? Documented Construction Value: S ZctL ©SZ Job Address: 2431 Waxwing Way, Sanford 32771 Historic District: Yes No Parcel ID: 17-20-31-502-0000-1640 ( Wyndham Preserve lot 164) Residential © Commercial Type of Work: New X Addition Alteration Repair Demo Change of Use Move Description of Work: Construction of new single family residence Plan Review Contact Person: Michelle Parkison Phone:407-529-3135 Fax: Name Title: Permitting Manager Email: mparkisonCa parksquarehomes.com Property Owner Information Park Square Enterprises LLC Phone: Street: 5200 Vineland Rd Suite 200 City, State Zip: Orlando, FL 32811 407-529-3000 Resident of property? : No Contractor Information Name Park Square Homes/ Vishaal Gupta Phone: 407-529-3000 Street: 5200 Vineland Rd Suite 200 Fax: 407-529-3001 City, State Zip: Orlando, FL 32811 State License No.: CRC1330351 Arch. / MJS Home Designs ArchitectlEngineer Information Arch. 407-629-6711 Name: Eng. / Don Bolden Eng. Phone: Eng. 386-668-7606 Arch./ 250 N. Wymore Rd. Suite B Winter Park FL 32789 Street: Eng./ PO Box 530783, Debary FL 32753 Fax: City, St, Zip: Bonding Company: Address: E-mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 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 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. 6 d lz/7 ti Signature of Owner/Agent ate Signature of Contractor/Agent Date Vishaal Gupta Vishaal Gupta Print Owner/ ent' aine Print Contractor/Age t s 0 , )Jr ;7 S Date 1 Sig e of Notary -State of Florida Date MICHELLE PARKISON My COMMISSION # FF 063452 t':;p; MICHELLE PARKISON EXPIRES: October 30, 2017 MY COMMISSION # FF 063452 1;,,,,, B0nd0d Thru N010ry Publlc Underwrlt.re ` r;+ `v?;: EXPIRES:0006r 30, 2017 B_0ndo alery Publlc Undorwrne Owner/Agent is Personally Known to Me or Co - -- wn to Me or Produced ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building [2 Electrical © Mechanical © Plumbing© Gas[] Roof Construction Type: WA Occupancy Use: CL3 Flood Zone: k -5CE XTTAMCP Total Sq Ft of Bldg: 2.' 0 J Min. Occupancy Load: t y # of Stories: 2- New Construction: Electric - # of Amps Plumbing - # of Fixtures 1'9 Fire Sprinkler Permit: Yes No © # of Heads APPROVALS: ZONING. l UTILITIES: ENGINEERING: MIL 0- 2S' 11 FIRE: COMMENTS: Ok to construct single family home with"setbacks`and impervious ariiaF shown on plan. --4'A.0olo Imp._ Me(o Tri6ce, — C , 6rL Fire Alarm Permit: Yes No 0 WASTE WATER: BUILDING: Sr Revised June 30, 2015 Penn it Application CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: / 9. -3 O 9 Documented Construction Value: $ 150,000.00 Job Address: 2431 Waxwing Way, Sanford 32771 Historic District: Yes No Wyndham Preserve lot 164) Parcel ID: 17-20-31-502-0000-1640 Residential X Commercial Type of Work: New X Addition Alteration Repair Demo Change of Use Move Description of work: Construction of new single family residence Plan Review Contact Person: Michelle Parkison Phone:407-529-3135 Fax: Title: Permitting Manager Email: mparkisone-parksquarehomes.corn Property Owner Information Name Park Square Enterprises LLC Phone: Street: 5200 Vineland Rd Suite 200 City, State Zip: Orlando, FL 32811 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 Name: Street: Phone: 407-529-3000 Fax: 407-529-3001 State License No.: CRC1330351 Arch. / MJS Home Designs Architect/Engineer Information Eng. / Don Bolden Eng. Phone: Arch./ 250 N. Wymore Rd. Suite B Winter Park FL 32789 Eng./ PO Box 530783, Debary FL 32753 Fax: _ City, St, Zip: Bonding Company: Address: E-mail: Arch. 407-629-6711 Eng. 386-668-7606 Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. 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: 5t° Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner 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 ate Signature of Contractor/Agent Date Vishaal Gupta Vishaal Gupta Print Owner/ en ' ame Print Contractor/Age t s S Date Signatu of Notary -State of Florida Date MICHELLE PARKISON MY COMMISSION # FF 063452 jo'... ;;; MICHELLE PARKISON EXPIRES: October 30, 2017 N, MY COMMISSION # FF 063452 6ondod Thru Notary Public Undenvrltero -EXPIRES: OCtobor 30, 2017 Owner/Agent is — Personally Known to Me or Co c - -- wn to Me or Produced,ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type: Total Sq Ft of Bldg: Occupancy Use: Min. Occupancy Load: New Construction: Electric - # of Amps, Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: Flood Zone: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No UTILITIES: 1310 ?o - %WASTE WATER: 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: 2431 waxwing way Property Owner: Park Square Enterprises, LLC Parcel identification Number: 17-20-31-502-0000-1640 --- Phone Number: 407-529-3000 Email: The reason for the flood plain determination is: E New structure Existing Structure (pre-2007 FIRM adoption) Expansion/Addition Existing Structure (post 2007 FIRM adoption) Pre 2007 FIRM adoption = finished floor elevation 12" above BFE Post 2007 FIRM adoption = finished floor elevation 24" above BFE (Ordinance 4360) OFFICIAL USE ONLY 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 E The parcel is not in the: 0 floodplain floodway The structure is in the: floodplain floodway The structure is not in the: floodplain floodway If the subject property is determined to be flood zone `A', the best available information used to determine the base flood elevation is: BP# 17-3088 Reviewed by: Michael Cash, CFM Date: October 25, 2017 r i P I Application for Paved Driveway, Sidewalk or et,0 RWalkway Including Right -of -Way Use & 4n% FL 877 Landscaping in Right -of -Way www.sanfordfl.gov Department of Planning 8r 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 .F 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 wmt%below. size and location of the existing right—of-way and use shall be provided or application could be delayed Callbeforeyouft 1. Project Location/Address: 2. Proposed Activity: 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 application is submitted b 4Signature / Print Name- Vishaal Gupta Address 5200 Vineland Rd Suite 00 Orlando, FL 32811 Phone- (407) 529-3135 Fax. Email' mparkison@parksquarehomes.com Date: Maintenance Responsibilities/Indemnification The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the improvement installed under this Agreement This shall include maintenance of the improvement and unpaved portion of right-of-way adjacent thereto. Requestor may, with written City authorization, remove said installation/improvement fully restoring the right-of-way to its previous condition. In the event that any future construction of roadways, utilities, 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 Tien 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 re d an and stand he above statement and by signing this application I agreetoits terms. Signature. ` vp Date: /o / / 7 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 p Date November 2015 ROW Use Drrveway.pdf LIMITED POWER OF ATTORNEY Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford, Seminole County, Winter Springs Date: 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): The specific permit and a ication for work located at: Street Address) Expiration Date for This Limited Power of Attorney: 1 Z'131 /17 License Holder Name: Vishaal Gupta State License Number: CRC1330351 Signature of License Holder: STATE OF FLORIDA COUNTY OF Orange The foregoing instrument was acknowledged before me this day of 20/7 , by Vishaal Gupta who is Xpersonally known to me or who has produced as identification and who did (did not) take V ookr----') Notary Sea]) U Signat re f YA \ C_k0». \jar 65C)0 Print or type name Notary Public - State of V Qr'idC, MICHELLEPARKISON' MYCOMMISSIONgFF063452 Commission No. FF:3F1. rF EXPIRES: October 30, 2017 Bondod Thru Notary Public Underwdtanl My Commission Expires: /a . ap ate/ Rev. 08.12) Page 1 of 1 THIS INSTRUMENT PREPARED BY AND UPON RECORDING, PLEASE RETURN TO: R. Travis Retz, Esq. GODBOLD, DOWNING, BILL & RENTZ, PA 222 W. Comstock Avenue, Suite 101 Winter Park, FL 32789 IIIliI IIIII IIIII !fill IIIII IIIII IIII liil ANT IIALIY, a"EM.Ik ; E Ci3UNT1 i ERi; Or" CIRCUIT CUi1RT & COMPTROLLER EJ ';96 14L ii7 4P3s, CLERK'S t 201707;301 F'ECOkDED 0_;'i:`7; 21 . .1 :¢ii:5',• AM DEED DOC TAX $25il!6.00 RE-C ORC' i!•1G FEE: $ 35. `.di eCOF'GED c'Y hdevar ACE ABOVE THIS LINE FOR RECORDING DATA] -------------------- SPECIAL WARRANTY DEED THIS SPECIAL WARRANTY DEED is made and entered into as of the 2nd day of August, 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 herein, the terms "Grantor" and "Grantee" shall be deemed to include all the parties to this Special Warranty Deed and the heirs, legal representatives and assigns of individuals and the successors and assigns of corporations. The singular shall be deemed to include the plural, and vice versa, where the context so permits. WITNESSETH: THAT, for and in consideration of the sum of Ten and No/100 Dollars ($10.00) and other good and valuable considerations, the receipt and sufficiency of which is acknowledged by Grantor, Grantor hereby grants, bargains, sells, conveys and confirms unto Grantee all that certain real property together with the improvements thereon (hereinafter collectively referred to as the "Real Property") in Seminole County, Florida, more particularly described as follows: See Exhibit "A" attached hereto and incorporated herein by this reference. TOGETHER WITH all the tenements, hereditaments and appurtenances 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 2017 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. Book8965/Pagel44 CFN#2017078301 Page 1 of 4 http://officialrecordsbv.seminoleclerk.org/BrowserView/ 8/24/2017 r? Page 1 of 1 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:scde eSc- ( y) Pa f e- Print Name: R. Travis Rentz STATE OF FLORIDA COUNTY OF ORANGE GRANTOR: BRISSON INVESTMENTS LLC, a Florida limited liability company By: W, - Ro ert tkiss Authorit epresentative The foregoing instrument was acknowledged before me this 2 ! day of July, 2017, by Robert Zlatkiss, as Authorized Representative of Brisson .Investments LL' C, a Florida limited liability company, on behalf of said entity. He is personally known to me or aduced. E7 IRFS: My 7S, 2020 d„'f BaidrdTlruNoWYP1A1fCUrdMreYM Book8965/Page145 CFN#2017078301 Notary Public, tare of on Seal) Page 2 of 4 http://officialrecordsbv.seminoleclerk.orgBrowserView/ 8/24/2017 Page 1 of 1 Exhibit "A" Legal Description Lots 3, 4, 5, 8, 9, 13, 14, 15, 46, 47, 50, 51, 55, 56, 57, 58, 93, 94, 95, 99, 100, 104, 105, 106, F 107, 108, 112, 113, 114, 115, 139, 140, 141, 142, 143, 144, 149, 150, 155, 156, 157, 162, 163, 164, 179, 180, 210, 211, 212, 216, 217, 218, 219, 220, 221, 224, 225, 229, 230, 231, 237 and 238, Wyndham Preserve, according to the Plat thereof as recorded in Plat Book 81, Pages 93 through 102, inclusive, Public Records of Seminole County, Florida. Book8965/Pagel46 CFN#2017078301 Page 3 of 4 http://officialrecordsbv.seminoleclerk.org/BrowserView/ 8/24/2017 Page 1 of 1 V r Exhibit "B" Permitted Exceptions 1. 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. 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 October 26, 2016 in Official Records Book 8793, Page 289. 4. Provisions of Wyndham Preserve, recorded in Plat Book 81, Pages 93 through 102, inclusive. 5. Declaration and Dedication of Avigation Easement and Related Covenant and Agreements recorded May 17, 2017 in Book 8916, Page 1019. 6. Declaration of Covenants, Conditions, Easements and Restrictions for Wyndham Preserve recorded July 5, 2017 in Book 8947, Page 158. 7. Notice of Commencement recorded July 12, 2017 in Book 8951, Page 634 (as to Lot 112). 8. Notice of Commencement recorded July 12, 2017 in_Book 8951, Page 635 (as to Lot 113). 9. Notice of Commencement recorded July 12, 2017 in Book 8951, Page 636 (as to Lot 114). 10. Zoning, ordinances and/or restrictions and prohibitions imposed by governmental Authorities. i Book8965/Pagel47 CFN#2017078301 Page 4 of 4 http://officialrecordsbv.seminoleclerk.org/BrowserView/ 8/24/2017 RECORD COPY FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot 164 Tribeca C LHG - N Builder Name: One Stop Cooling and Heating Street: 2431 Waxwing Way PermitOffice: Cityofsanford City, State, Zip: Sanford , FL , Permit Number: ROwner: 0v 8 nSANFOR') Park Square Homes Jurisdiction: 15 03 Design Location: - FL, Sanford County:: -• Seminole (Florida Climate Zone 2 1. New construction or existing New (From Plans) 9. Wall Types (2683.2 sqft.) Insulation Area 2. Single family or multiple family Single-family a Frame -Wood, Exterior R=11.0 1368.00 ft2 b. Concrete Block - Int Insul, Exterior R=4.1 1058.60 ft2 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=11.0 256.67 ft2 4. Number of Bedrooms 4 d. N/A R= ft2 10. Ceiling Types (1212.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1212.00 ft2 6. Conditioned floor area above grade (ft2) 1986 b. N/A R= ft2 Conditioned floor area below grade (ft2) 0 c. N/A R= ft2 11. Ducts R ft2 7. Windows(219.0 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 397.2 a. U-Factor: Dbl, U=0.55 105.00 ft2 SHGC: SHGC=0.22 b. U-Factor: Dbl, U=0.58 64.00 ft2 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.29 a. Central Unit 41.0 SEER:16.00 c. U-Factor: Dbl, U=0.54 50.00 ft2 SHGC: SHGC=0.25 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a. Electric Heat Pump 39.0 HSPF:9.00 SHGC: Area Weighted Average Overhang Depth: 3.164 ft. Area Weighted Average SHGC: 0.247 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (1986.5 sqft.) Insulation Area EF: 0.900 a. Slab -On -Grade Edge Insulation R=0.0 927.50 ft2 b. Conservation features b. Floor Over Other Space R=0.0 774.00 ft2 None c. other (see details) R= 285.00 ft2 15. Credits Pstat Glass/Floor Area: 0.110 Total Proposed Modified Loads: 63.75 PASSTotalBaselineLoads: 65.99 1 hereby certify that the plans and specifications covered by Review of the plans and SrgT this calculation are in compliance with the Florida Energy specifications covered by this FOB Code. Bp artJ Di tall signed b Bo aneYeY PaukoVic calculation indicates compliance o, i° O Paukoyic 1Date, z0n.10.16 17:14.30 with the Florida Energy Code. rua, 'ail,,, .':.? c°o• PREPARED BY: _ n41, Before construction is completed DATE: this building will be inspected for compliance with Section 553.908 d l c I hereby certify that this buildin s de igned, is in complia a Florida Statutes. C0D'KE' with the Florida Energy Code OWNER/AGENT: BUILDING OFFICIAL: DATE: DATE: Compliance requires ceM' the it handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance ith R403.2.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. Compliance with a proposed duct leakage On requires a Duct Leakage Test Report confirming duct leakage to outdoors, tested in accordance with Section 803 of RESNET Standards, is not greater than 0.030 On for whole house. 10/16/2017 5:11 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 FORM R405-2014 PROJECT Title: Lot 164 Tribeca C LHG - N Bedrooms: 4 Address Type: Street Address Building Type: User Conditioned Area: 1986 Lot # 164 Owner: Park Square Homes Total Stories: 2 Block/SubDivision: WYNDHAM PRESERV of Units: 1 Worst Case: No PlatBook: Builder Name: One Stop Cooling and Heatin Rotate Angle: 270 Street: 2431 Waxwing Way Permit Office: City of sanford Cross Ventilation: No County: Seminole Jurisdiction: 691500- Whole House Fan: No City, State, Zip: Sanford , Family Type: Single-family FL , New/Existing: New (From Plans) Comment: CLIMATE IECC Design Temp Int Design Temp Heating Design Daily Temp Design Location TMY Site Zone 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Sanford FL_ORLANDO_SANFOR 2 39 93 70 75 677 44 Medium BLOCKS Number Name Area Volume 1 Blockl 1986 18152.1 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 1 st Floor 927 8621.1 Yes 0 0 1 Yes Yes Yes 2 2nd Floor 1059 9531 No 5 4 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Floor over Garage 2nd Floor ---- ---- 184 ft2 11 0.29 0 0.71 2 Raised Floor 2nd Floor ---- ---- 101 ft2 11 0.29 0 0.71 3 Slab -On -Grade Edge Insulatio 1 st Floor 112.5 ft 0 927.5 ft2 0.29 0 0.71 4 Floor Over Other Space 2nd Floor ---- ---- 774 ft2 0 0.29 0 0.71 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch Type Materials Area Area Color Absor. Tested Tested Insul. deg) 1 Hip Composition shingles 1457 ft2 0 ft2 Dark 0.9 N 0.9 No 0 33.7 ATTIC 1 V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1212 ft2 N N 10/16/2017 5:11 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5 FORM R405-2014 CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 P Under Attic (Vented) 1 st Floor 30 Blown 1212 ft2 0.1 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below Space 1 S=>E Exterior Frame - Wood 2nd Floor 11 47 0 9 0 423.0 ft2 0 0.25 0.8 0 2 S=>E Exterior Concrete Block - Int Insul 1st Floor 4.1 32 6 9 4 303.3 ft2 0 0 0.8 0 3 E=>N Exterior Frame - Wood 2nd Floor 11 29 0 9 0 261.0 ft2 0 0.25 0.8 0 4 E=>N Exterior Concrete Block - Int Insul 1 st Floor 4.1 10 11 9 4 101.9 ft2 0 0 0.8 0 5 N=>W Exterior Frame - Wood 2nd Floor 11 47 0 9 0 423.0 ft2 0 0.25 0.8 0 6 N=>W Exterior Concrete Block - Int Insul 1 st Floor 4.1 41 0 9 4 382.7 ft2 0 0 0.8 0 7 W=>S Exterior Frame - Wood 2nd Floor 11 29 0 9 0 261.0 ft2 0 0.25 0.8 0 8 W=>S Exterior Concrete Block - Int Insul 1 st Floor 4.1 29 0 9 4 270.7 ft2 0 0 0.8 0 9 SW Garage Frame - Wood 1st Floor 11 27 6 9 4 256.7 ft2 0 0.25 0.8 0 DOORS Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 E=>N Insulated 1st Floor None 39 3 8 24 ft2 2 -=>SW Wood 1st Floor None 39 2 8 8 21.3 ft2 WINDOWS Orientation shown is the entered orientation => chancled to As Built rotated 270 degrees). V Wall Overhang Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 S=>E 1 Metal Low-E Double Yes 0.55 0.22 15.0 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None 2 S=>E 1 Metal Low-E Double Yes 0.54 0.25 4.0 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None 3 E=>N 3 Metal Low-E Double Yes 0.55 0.22 15.0 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None 4 E=>N 3 Metal Low-E Double Yes 0.54 0.25 12.0 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None 5 E=>N 4 Metal Low-E Double Yes 0.54 0.25 6.0 ft2 5 ft 4 in 1 ft 4 in Drapes/blinds None 6 N=>W 5 Metal Low-E Double Yes 0.55 0.22 15.0 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None 7 N=>W 5 Metal Low-E Double Yes 0.54 0.25 4.0 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None 8 N=>W 6 Metal Low-E Double Yes 0.54 0.25 16.0 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None 9 N=>W 6 Metal Low-E Double Yes 0.54 0.25 4.0 ft2 1 ft 0 in 11 ft 0 in Drapes/blinds None 10 W=>S 7 Metal Low-E Double Yes 0.55 0.22 30.0 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None 11 W=>S 7 Metal Low-E Double Yes 0.54 0.25 4.0 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None 12 W=>S 8 Metal Low-E Double Yes 055 0.22 30.0 ft2 1 ft 0 in 11 ft 0 in Drapes/blinds None 13 E=>N 4 Metal Low-E Double Yes 0.58 0.29 64.0 ft2 8 ft 0 in 1 ft 4 in None None 10/16/2017 5:11 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 5 FORM R405-2014 GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 394 ft2 394 ft2 44 ft 9.3 ft 1 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) 000407 2117.7 116.26 218.65 .3654 7 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump Split HSPF:9 39 kBtu/hr 1 sys#1 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 16 41 kBtu/hr 1230 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 Cert # Company Name Collector Storage System Model # Collector Model # Area Volume FEF None None ft2 DUCTS V # Supply ---- Location R-Value Area Return ---- Air CFM 25 CFM25 Location Area Leakage Type Handler TOT OUT QN RLF HVAC # Heat Cool 1 Attic 6 397.2 ft Attic 99.3 ft2 Prop. Leak Free 2nd Floor --- cfm 59 6 cfm 0.03 0.50 1 1 10/16/2017 5:11 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 FORM R405-2014 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Coolin [ Jan Heating lXj Jan H Feb Feb Mar XMar A r APr May MayJun Jun Jul Jul Auge Aug Sep Oct Oct Nov Nov Dec Dec Ventin [ ] Jan Feb X] Mar X] Apr May [ Jun Jul Au Se [ Oct Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling ( WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling ( WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating ( WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating ( WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 10/ 16/2017 5:11 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 5 of 5 FORM R405-2014 Florida Department of Business and Professional Regulations Hesidential Whole uilding Performance and Prescriptive Methods ADDRESS: 2431 Waxwing Way Permit Number: Sanford , FL , MANDATORY REQUIREMENTS See individual code sections for full details. 13 401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law Section 553.9085, Florida Statues) requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit. The building official shall verify that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate compliance for the building. A copy of the EPL display card can be found in Appendix C. R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.1 through R402.4.4. O R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. R402.4.1.1 Installation. The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance with the manufacturer's instructions and the criteria listed in Table 402.4.1.1, as applicable to the method of construction. Where required by the code official, an approved third party shall inspect all components and verify compliance. R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, and 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3 Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. O R402.4.2 Fireplaces. New wood -burning fireplaces shall have tight -fitting flue dampers and outdoor combustion air. O R402.4.3 Fenestration air 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 Us/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 Us/m2), when tested according to NFRC 400 or AAMA/WDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site -built windows, skylights and doors. O R402.4.4 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than 2.0 cfm (0.944 Us) when tested in accordance with ASTM E 283 at a 1.57 psf (75 Pa) pressure differential. All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. 13 R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. 13 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. 13 R403.2.2 Sealing (Mandatory)AII ducts, air handlers, and filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts and plenum chambers, shall be constructed and sealed in accordance with Section C403.2.7.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria by post -construction or rough -in testing below. Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by either an energy rater certified in accordance with Section 553.99, Florida Statutes, or as authorized by Florida Statutes, to be "substantially leak free" by either of the following: 1. Post -construction test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. All register boots shall be taped or otherwise sealed during the test. 2. Rough -in test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25Pa) across the system, including the manufacturer's air handler enclosure. All registers shall be taped or otherwise sealed during the test. If the air handler is not installed at the time of the test, total leakage shall be less than or equal to 3 cfm 85 Umin) per 100 square feet (9.29 m2) of conditioned floor area. Exceptions: The total leakage test is not required for ducts and air handlers located entirely within the building envelope. Duct testing is not mandatory for buildings complying by Section R405 of this code . 10/16/2017 5:12 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 1 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) R403.2.3 Building Cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. R403.3 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105°F (41 °C) or below 55°F (131C) shall be insulated to a minimum of R-3., R403.3.1 Protection of piping insulation. R403.4.1 Circulating hot-water" systems (Mandatory). Circulating hot water systems shall be provided with an automatic or readily accessible manual switch that can turn off the hot-water circulating pump when the system is not in use. R403.4.3 Heat traps (Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a downward and upward bend of at least 3 1/2 inches (89 mm) in the hot water distribution line and cold water line located as close as possible to the storage tank. R403.4.4 Water heater efficiencies (Mandatory). 0 R403.4.4.1 Storage water heater temperature controls R403.4.4.1.1 Automatic controls. Service water heating systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature setting range shall be from 100°F to 140°F (38°C to 60oC). R403.4.4.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main burner(s) of combustion types of service water heating systems to be turned off. 0 R403.4.4.2 Water heating equipment. Water heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Budding Code, Energy Conservation, Commercial Provisions, for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water heating category. Solar water heaters shall met the criteria Section R403.4.4.2.1. R403.4.4.2.1 Solar water heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors, and SRCC Standard TM-1, Solar Domestic Hot Water System and Component Test Protocol, Collectors in installed solar water heating systems should meet the following criteria: 1 Be installed with a tilt angle between 10 degrees and 40 degrees of the horizontal; and 2. Be installed at an orientation within 45 degrees of true south. R403.5 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the Florida Building Code, Residential or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. R403.6 Heating and cooling equipment (Mandatory). The following sections are mandatory for cooling and heating equipment. 0 R403.6.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1. This code does not allow designer safety factors, provisions for future expansion or other factors which affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. R403.6.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so -that its total capacity is not less Shan the calculated total load, but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.6, or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the equipment shall not be less than the calculated latent load. 10/16/2017 5:12 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 2 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) O R403.6.1.1 Cooling equipment capacity. (continued) The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacture's expanded performance data shall be used to select cooling -only equipment. This selection shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry bulb temperature for the load calculation (or entering water temperature for water -source equipment), the blower cfm provided by the expanded performance data, the design value for entering wet bulb temperature and the design value for entering dry bulb temperature Design values for entering wet bulb and dry bulb temperature shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space. Exceptions: 1. Attached single- and multi -family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. 2. When signed and sealed by a Florida -registered engineer, in attached single- and multi -family units, the capacity of equipment may be sized in accordance with good design practice. O R403.6.1.2 Heating equipment capacity R403.6.1.2.1 Heat pumps. Heat pumps sizing shall be based on the cooling requirements as calculated according to Section R403.6.1.1 and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load. R403.6.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.6.1. R403.6.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burners shall not be less than the design load calculated in accordance with Section R403.6.1. O R403.6.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. 2. A variable capacity system sized for optimum performance during base load periods is utilized. R403.7 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the Commercial Provisions in lieu of Section R403. R403.8 Snow melt system controls (Mandatory). Snow and ice -melting systems, supplied through energy service to the building, shall include automatic controls capable of shutting off the system when the pavement temperature is above 55°F, and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40'F. R403.9 Swimming pools, inground spas and portable spas (Mandatory). The energy requirements for residential pools and inground spas shall be as specified in Sections R403.9.1 through R403.9.3 and in accordance with ANSI/APSP-15. The energy requirements for portable spas shall be in accordance with ANSI/APSP-14. O R403.9.1 Pool and spa heaters. All pool heaters shall be equipped with a readily accessible on -off switch that is mounted outside the heater to allow shutting off the heater without adjusting the thermostat setting. R403.9.1.1 Gas and oil -fired pool and spa heaters. All gas- and oil -fired pool and space heaters shall have a minimum thermal efficiency of 82 percent for heaters manufactured on or after April 16, 2013 when tested in accordance with ANSI Z 21.56 Pool heaters fired by natural gas or LP gas shall not have continuously burning pilot lights. R403.9.1.2 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance with AHRI 1160, Table 2, Standard Rating Conditions -Low Air Temperature. A test report from an independent laboratory is required to verify procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard. O R403.9.2 Time switches. Time switches or other control method that can automatically turn off and on heaters and pumps according to a preset schedule shall be installed on all heaters and pumps. Heaters, pumps and motors that have built in timers shall be deemed in compliance with this equipment. Exceptions: 1 . Where public health standards require 24-hour pump operations. 2. Where pumps are required to operate solar- and waste -heat -recovery pool heating systems. 3. Where pumps are powered exclusively from on -site renewable generation. O R403.9.3 Covers. Heated swimming pools and inground permanently installed spas shall be equipped with a vapor -retardant cover on or at the water surface or a liquid cover or other means proven to reduce heat loss. Exception: Outdoor pools deriving over 70 percent of the energy for heating from site -recovered energy, such as a heat pump or solar energy source computed over an operating season. RR404.1 Lighting equipment (Mandatory). A minimum of 75 percent of the lamps in permanently installed lighting fixtures shall be high -efficacy lamps or a minimum of 75 percent of permanently installed lighting fixtures shall contain only high efficacy lamps. Exception: Low -voltage lighting shall not be required to utilize high -efficacy lamps. O R404.1.1 Lighting equipment (Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights R405.2 Performance ONLY. All ducts not entirely inside the building thermal envelope shall be insulated to a minimum of R-6. O R405.2.1 Performance ONLY. Ceilings shall have minimum insulation of R-19. Where single assemby of the exposed deck and beam type or concrete deck roofs do not have sufficent space, R-10 is allowed. 10/16/2017 5:12 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 3 of 3 FORM R405-2014 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=0.29 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: 8. Floor Types a. Slab -On -Grade Edge Insulation b. Floor Over Other Space c. other (see details) 2431 Waxwing Way, Sanford, FL, 2'7 7,1 New (From Plans) 9. Wall Types Insulation Area Single-family a. Frame - Wood, Exterior R=11.0 1368.00 ft2b. Concrete Block - Int Insul, Exterior R=4.1 1058.60 ft 1 c. Frame - Wood, Adjacent R=11.0 256.67 ft2 4 d. N/A R= ft2 10. Ceiling Types Insulation Area No a. Under Attic (Vented) R=30.0 1212.00 ft2 1986 b. N/A R= ft2 c. N/A R= ft2 Area 11. Ducts R ft2 105.00 ft2 a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 397.2 64.00 ft2 12. Cooling systems kBtu/hr Efficiency 50.00 ft2 a. Central Unit 41.0 SEER:16.00 ft2 3.164 ft. 0.247 Insulation Area R=0.0 927.50 ft2 R=0.0 774.00 ft2 R= 285.00 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 in ion. Otherwise, a new EPL Display Card will be completed based on installed Code/compfiant features. /% Builder Signature: Address of New H Date kBtu/hr Efficiency 39 0 HSPF:9.00 Cap: 50 gallons EF: 0.9 Pstat Of tilE Sr,Tcc City/FL Zip: coov Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 10/16/2017 5:12 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot 164 Tribeca C LHG - N Builder Name: One Stop Cooling and Heating Street: 2431 Waxwing Way Permit Office: City of sanford City, State, Zip: Sanford , FL , Permit Number: Owner: Park Square Homes Jurisdiction: 691500 Design Location: FL, Sanford COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Corners and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/door jambs and framing and skylights and framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 10/16/2017 5:12 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 Project Summary Job: Lot 164 Tribeca C LHG - N wrightsoft` Date: 10-16-2017 Entire House By: LFiuN One Stop Cooling and Heating Plan: LHG 7225 Sardscove Coot, Wirier Park, FL 32792 Phone (407) 629 - 6920 Fax (407) 629 - 9307 Web wwwOreStopCoolirg.00m Licerse CAC032444 For: Park Stare Homes 2431 axington Way, Sanford, FL Notes: Weather: Winter Design Conditions Outside db 44 OF Inside db 68 OF Design TD 24 OF Heating Summary Orlando Executive AP, FL, US Structure 18327 Btuh Ducts 2797 Btuh Central vent (0 cfm) 0 Btuh none) Humidification 0 Btuh Piping 0 Btuh Equipment load 21124 Btuh Infiltration Method Simplified Construction quality Average Fireplaces 0 Heating Cooling Area (ft2) 2180 2180 Volume (ft3) 19906 19906 Air thangesmour 0.41 0.21 Equiv. AVF (cfm) 136 70 Heating Equipment Summary Make Trane Trade TRANE Model 4TW R6042H1 AHRI ref 7563302 Summer Design Conditions Outside db 93 OF Inside db 74 OF Design TD 19 OF Daily range L Relative humidity 50 Moisture difference 46 gr/Ib Sensible Cooling Equipment Load Sizing Structure 20910 Btuh Ducts 9420 Btuh Central vent (0 cfm) 0 Btuh none) Blower 0 Btuh Use manufacturer's data n Rate/swin multiplier 0.98Equipmentsensibleload29602 Btuh Latent Cooling Equipment Load Sizing Structure 3164 Btuh Ducts 1920 Btuh Central vent (0 cfm) Btuh none) Equipment latent load 5088 Btuh Equipment Total Load (Sen+Lat) 34691 Btuh Req. total capacity at 0.75 SHR 3.3 ton Cooling Equipment Summary Make Trane Trade TRANE Cond 4TWR6042H1 Coil TEM6A0C42H41++TDR AHRI ref 7563302 Efficiency 9 HSPF Efficiency 13.0 EER,16 SEER Heating Input Sensible cooling 30750 Btuh Heating output 39000 Btuh @ 47°F Latent cooling 10250 Btuh Temperature rise 0 OF Total cooling 41000 Btuh Actual airflow 0 cfrn Actual airflow 1367 cfm Air flow factor 0 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 0.86 Capacity balance point 29 OF Calculations approved byACCA to meet all requirements of Manual J 8th Ed. wrightsoft` Right-Sute®Unve sa12017 17.028 RSU16877 2017-Od-1617,04: 5 gACCP. .. esldop\TEMP PRINT LoI 164 Tribep C LHG - N rtp Calc = M.18 Houma faces N wrightsoft Right-J® Worksheet Entire House One Stop Cooling and Heating 7225 Sardscove Cool, Winter Park, FL 32792 Phore (407) 629 - 6920 Fax (407) 629 - 9307 Web wwwOneStopCooling com License CAG032444 Job: Lot 164 Tribeca C LHG - N Date: 10-16-2017 By.. LF/LM Ptan: LHG 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area Entire House 275.5 it 91 it d 2179.5 fF FOY 18.5 ft 93 ft heaVcool 10 x 73.0 it 73.0 fF Ty Construction number U-value BtjM--g Or HTM Bwh1FF) Area (iF) or perimeter (ft) Load Btuh) Area 09 or perimeter (ft) Load Bluh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 11 12B-0sw 4Ji5-2om 13A-4ocs 4B5-2fm 4B5-2fm 12B-09N----- 4A5-2om 4B5,2(m 13A-4ocs 4B5-2fm 11DO 12&Osw 4A5-2om 4B5-2tm 13A-4ocs 12&Osw 4A5-2om 4B5-2fm 13A-4ocs 4A5-2om 4A5-2omd _ _ 12C-Osw M DO 16&30ad j9A-0bsp 19C-19csc p 22A-tpm 0.097 0.550 0.540 0.143 0540 0.540 0.097 0.550 0.540 0143 0.540 0.390 0.097 0.550 0.540 0.143 0.097 0.550 0.540 0.143 0.550 0.580 0.091 0.390 0.032 0295 0.049 1.180 n n n_ n n n e- a e_ a a a s` s s_ w s- w w_ w w w n _ 231 1309 12.85, 340 1285 1285 231 13A9 112.85 3.40 12.85 928 231 13.09 12.85 3.40 231 13.09 12.85 3.40 13.09 13.80 2.17 928 0 76 2.64 040 28.08 2 89 1351 13.78 3.00 13.78 13.78 2.89 27.55 29.73 3.00 13.78 12.54 2.89 13.72 13.78 3.00 2.89 27.55 29.73 3.00 27.55 2410 157 1254 178 2.06 0.32 0.00 450 15 4 431 0 995 196 51 1322 154 51 540 196 154 214 77 223 995 196 51 1108 524 393 598 393 883 508 198 983 346 77 3300 1244 203 0 0 0 0-0 0 0 0 0 0 0 0 v 405 12 4 261 15 12 93 6 24 450 15 O 389 0 0 234 0 0 55 1164 165 55 675 413 357 189 83 301 1244 206 55 975 655 827 119 526 827 1542 368 267 2299 116 0 4 0 0 0 112 0 0 382 0 51 0 0 O 336 0 55 0 0 I 0 0 0 63 6 431 12 4 56 0 24 0 0 0 32 0 24 0 0 0 0 108 0 22 3 0 0 0 95 0 301 0 0 0E242 W _ 4 326 261 30 4-0-51 326 227 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 270 30 64 256 21 1291 r131 191 969 176 0 43 234 21 1291 131 191 118 0 0 0 0 0 0 0 0 0 0 0 0 P L-D C Fes, v'- 0 0 0-0-0 48 48 37 85 00--0--0 0 73 0 Tom. 19 0 520 F_ Fes_ 271 60 0 0 0 6 c) AED excurson 1496 35 Envelope loss/gain 14781 16640 1321 839 12 a) Infiltration b) Room venblation 3547 0 1420 0 243 0 97 0 13 Intemal gains, Occupants @ 230 Applianceslother 5 1150 1700 0 0 0 Subtotal (lines 6to 13) 18327 20910 1563 936 14 15 1 Less e)dernal load Less transfer Redistribubon Subtotal Duct loads 115 % 45%1 0 0 0 18327 2797 0 0 0 20910 9420 15 % 45%1 0 0 1563 0 01 0 0 936 0 0 Total room load Air required (dm) 21124 0 30330 1367 0 0 0 0 Calculations approved by ACCA to meet all requirements of Manual J ft Ed. wrightsoft' RigFt-Sute®Unversa1201717028RSU16877 2017-Oct-1617, 0455 p Page 1 esktop\TEMP PRINTIot 164 Tribeca C LHG - N np Calc = W8 Hose faces N f - wrightsoft• Right-M Worksheet Entire House One Stop Cooling and Heating 7225 SardsoDve Court, Winter Park FL 32792 Phone: (407) 629 - 6920 Fax (407) 629 - 9307 Web wwwOreSlopGoolmg oom Licerse CAC032444 Job: Lot 164 Tribeca C LHG - N Date: 10-16-2017 Byy. LF/LM Pfan: LHG 1 2 3 4 5 Room name Exposed mall Room height Room dimensions Room area HALL 4.0 It 9.0 It heat/000l 1.0 x 168.8 ft 168.8 fF MBED 29.0 A 9.0 1t heat/cool 1.0 x 220.5 ft 220.5 fF Ty Construction number U-value Bluhh/ --q Or HTM BtuW Area (fF) or perimeter (it) Load Btuh) Area (fF) or perimeter (11) Load Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 11 126 0& 4A5-2om 13A-4ocs 4B5-2hn 4135-2fm 12B-Os v 4A5-2om 465:2fm 13A-4ocs 465-2hn 11DO _ 12B-09N 4A5-2om 4B5-2hn 13A-4ocs 12B-Osw 4A5-tom 4B5-2fm 13A-4ocs 4A5-2om 4A5-2omd 12C-Osiv ` 11 DO 16B-3oad 19A-Obscp 19C_1--9rscp 22A-ipm 0.097 0.550 0.540 0.143 0.540 0.540 0.097 O-9W 0.540 0.143 0.540 0.390 0.097-s- 0.097 0.550 05,40 0.143 0.097 0.550 O,540 0.143 0.550 0.580 0.091 0390 n n n- n n nre' a e_ e a a s s s_ s w' w w_ w w w n_ 231 13.09 12.85 3.40 12.85 12.85 231 13.09 12.85 340 12.85 928 231 13.09 12.85 3.40 231 13.09 12.85 340 13.09 13.80 2.17 928 076 2.64 040 2808 2.89 13-51 13.78 3.00 13.78 13.78 2.89 27.55 29.73 3.00 13.78 1254 2.89 1372 13.78 3.00 2.89 27.55 29.73 3.00 27.55 24.10 157 1254 1.78 2.06 032 0.00 36 0 0 36 0 0 83 0 104 0 0 126 0 0 126 0 0 291 0 0 364 0 0 G 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0I D 0 0 0" 0 0 0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0D 0 0 0 0 0 O 0 0 0 0 0 0 _0 0 0 0 W 0 0 0 O 0 0 l135 30 0 0 105 0 0 0 T- 242 393 0 0 r - 303 827 0 0 0 0 0 0 0 0 0 0 0 0 O 0 0 0 G G 0 0 0 0 0 0 0 0 0-- 0-0 0 0 0 0 0 0 0 0 0 0 0 0 0PI - I D 0 0 0 0 0 0 0 0 0 0 0-0 0- C F = 0.032 0295 0.049 1.180 169 169 0 129 0 301 0 221 0 221 0 168 0 0 393 00 28 0--0 0 0F F 28 11 0--0 9 00 0 00-0-0 6 c) AED excursion 15 252 Ernelope loss/gain 223 398 1094 2138 12 a) Infiltration b) Room ventilation 51 0 20 0 368 0 147 0 13 Internalgatns: Occupants@ 230 Appliances/other 0 0 0 2 460 0 Subtotal (Imes 6 b 13) 274 418 1462 2745 14 15 Less extemal load Less transfer Redistribution Subtotal Duct loads 1 15%1 459/6 0 0 274 0 0 0 0 418 0 0 159/6 45% 0 0 19 1481 226 0 0 28 2773 1249 Total room load Air required (dm) 0 0 0 0 1707 0 4023 181 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. wrigff7tsoft' 2017-Od-161 Righl-Sute®Unversal201717028RSU16877 age2 esktop\TEMP PRINT\Lot 164 Tribeca C LHG - N rip Calc = MJB House taces N wrightsoft• Right-J® Worksheet Entire House One Stop Cooling and Heating 7225 Sandscove Court, Winter Park, FL 32792 Prone (407) 629 - 6920 Fax (407) 629 - 9307 Web. wwwOneStopCoolirg corn License CAC032444 Job: Lot 164 Tribeca C LHG - N Date: 10-16-2017 By.. LFILM Pfan: LHG 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area NBTH 5.5 ft 9.0 If heatbool 1.0 x 104.3 it 104.3 tF MTOI 35 ft 9.0 It heatbool 1.0 x 17.3 ft 17.3 fP Ty Construction number U-value BtuhALIq Or HTM B1uh Area (ftz) or perimeter (ft) Load 81uh) Area (fF) or perimeter (ft) Load BWh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 11 12B-09N 4A5-2om t6 21rn 13A-4ocs 4B5-2fm 4135-2fm 4A5-2om 48S2fm 4135-2fm 11 DO _ _ 12B-Oan 4A5-2om 4135-2fm 13A-flocs_ 12B-09N 4A5-2om 485-2fm 13A-4ocs 4A5-2om 4A5-2omd 12C-09w 11 DO 16B-30ad 19A-Obscp_ 19C-19csg7 22A-tpm „_ 0.097 0.550 0.540 0.143 0.540 0.540 O.097 0.550 jOb40 0.143 0.540 0.390 0.097 0.550 0.540 0.143 0.097 0550 0S40 0.143 0.550 0 580 0.091 0390 0.032 0295 0.049 1.180 ri n n n n n e- a tee_ a a e _ s s s s w w w_ w w w n- 2.31 1309 12B5 340 1285 12.85 231 13A9 12.85 3.40 12.85 928 231 13.09 1225 3.40 231 13.09 12.85 3.40 13.09 13.80 2.17 928 0.76 2.64 0400.32 28.08 2.89 1351 13.78 3.00 13.78 13.78 2.89 27.55 29.73 3.00 13.78 12.54 2B9 13.72 13.78 3.00 2.89 27.55 29.73 3.00 27.55 24.10 1.57 12.54 1.78 2.06 0 0 0 0 0 0 0 0 0 0- 0 0 0 0 0 0 0 O 0 0 0 0 0 0 0 0 0 0 0 V G 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T:f12B-09N--"-""` 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 V613A-4ocs 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 v- 0 0 0 0 0 0 0-0 0 0 0 0 0 0 0 0 0 0 0 0 0 73 0 W 0 50 0 4 O 0 46 0 0 0 0 105 0 51 0 0 0 O 0 131 0 119 0 0 0 0- 0 32 0 0 32 0 0 w , 0 91 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 P 0 0- 0 0 104 62 0 0 79 162 0 0 0 186 12717 0 0 0 17 0 0 17 0 0 C F - 104 62 13 45 0 31 R36 00 0 17 0F F = 0.00 0 0 0 0 Y'" 0 0 r r 0 0 0 6 c) AED excursion 31 6 Emelope loss/gain 398 594 131 151 12 a) Infiltration b) Room ventilation 70 0 28 0 44 0 18 0 13 Internal gams Ooajpants @ 230 Applrancesbther 0 0 0 0 0 0 Subtotal (lines 6 to 13) 468 622 176 169 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 115% 45 % 0 0 0 468 71 0 0 0 622 280 15 % 45 % 0 0 0 176 27 0 0 0 169 76 Total room load Air required (ctm) 539 0 902 41 203 0 245 11 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. wrigf7tsoft' Rigf1-Sule®Unversa1201717028RSU16877 2017-Od-16170455 Aec,k Page 3 esktop\TEMP PRINTLot 164 Tdbeca C LHG - N rip Calc = W8 House faces N wrightsoftRight-JO Worksheet Entire House One Stop Cooling and Heating 7225 Sandscove Court, Winter Park FL 32792 Phone (407) 629 - 6920 Fax (407) 629 - 9307 Web: wwwOneStopCoohrg.com License CAC032444 Job: Lot 164 Tribeca C LHG - N Date: 10-16-2017 B y.. LF/LM Pfan: LHG 1 2 3 4 5 Room name E) posed wall Room height Room dimensions Room area MWIC 185 ft 9. 0 ft heat/mol 5. 0 x 135 ft 675 fF BEDRM3 115 It 9. 0 ft heatbDol 1. 0 x 154.3 ft 1543 fF Ty Construction number U- value BWhV-- F) Or HTM Btth/ W) Area ( tF) or perimeter (ft) Load Btuh) Area OF) or perimeter (11) Load BIuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cod 6 11 12B- Osry 4A5- 2om 4B5_ 2hn 13A- 4ocs 4135- 2fm 4135- 2fm 12B- Os i4A5. 2om AW2fm - _ 13A- 4ocs 485- 2fm 11D0 12B- Osw 4A5- 2om 4B5-, 2(m 13A- 4ocs 12B- Osa--"" - 4A5- tom 4B5-, 2kn _ - 13A- 4ocs 4A5. 2om 4A5- 2omd- 12C- Osw 11 DO 16B- 30ad 19A- Ws 19C- 19a= 22A- pm 0. 097 0. 550 0. 540 0. 143 0540 0. 540 0. 097 0550 0540 0. 143 0 540 0390 0. 097 0. 550 0540 0. 143 0. 097 0. 550 0540 0. 143 0. 550 0. 580 0. 091 0. 390 n- n r!_ n n n e ` a e- a a s- 928 s s s_ s w w mow- w w w n. i 231 13. 09 1285 3. 40 12. 85 12. 85 237 13. 09 12. 85 3. 40 12. 85 231 13. 09 1285 3. 40 231 13D9 12B5 340 13. 09 13. 80 2. 17 928 0. 76 2 64 040 28. 08 2. 89 1351 13. 78 3. 00 13. 78 13. 78 2. 89 27. 55 29. 73 3. 00 13. 78 12. 54 2. 89 13. 72 13. 78 3. 00 2. 89 2755 29. 73 3. 00 27. 55 2410 1. 57 12. 54 1. 78 2. 06 032 0. 00 0 0 0, 0 0 0 0 0 0 0 0- 0-0 0 0 0 0 0 0 0 0 0 G L- GV 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I- G 0 0 0 0 0 i 0 0 0 0 0 0 0 204 196 0 0 0 122 0 0 0 0 0 122 0 0 0 0 0 280 0 O 0 104 0 0 0 0 0 351 0 0 0 0 0 104 15 O 0 0 0 89 12 0 0 w. 0 0 0 0 255 206 0 W G 0 0 0 130 0 0 SRO 0 0 0 0 0 0 0 0 45 0 0 0 0 0 0 0 45 0 0 0 0 0 TO 0 r- wC, yJ 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I G PE 0 0 0- 0, 0 0 0 0 0 0 154 0 0 0 C F= F F 0. 032 0295 0. 049 1. 180 68 T- 53 0 68 53 0 51 138 0 120 108 0 154 0 117 0 0 275 0 0 0 0 0 0 0 0 0 0 0 0 0 6 c) AED excursion 29 33 Envelope loss/gain 574 680 518 702 12 a) Infiltraton b) Room ventlaton 235 0 94 0 146 0 58 0 13 internal gains: Oavpants@ 230 Applianoesbt er 0 0 0 1 230 0 Subtotal ( lines 6lo 13) 809 774 664 991 14 Less e)demal load Less transfer_- Redistribution Subtotal Dud loads 1 15%1 45 % 0 0 0 809 1 123 0 0 0 774 349 15 % 45 % 0 0 85 749 114 0 0 130 1121 505 r Total room load Air required (dm) 933 0 1123 51 863 0 1626 73 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. wrightSOft- RngN- Sute®Unversal2017 17 028 RSU16877 2017 Oct 161 Page 4 esktop\ TEMP PRINT\Lot 164 Tribes C LHG - N rup Calc = MJ8 House faces N wrightsoft' Right-J® Worksheet Entire House One Stop Cooling and Heating 7225 Sardscove Court, W irter Park, FL 32792 Phone. (407) 629 - 6920 Fax (407) 629 - 9307 Web wwwOneStopCoolirg oom License. CAC032444 Job: Lot 164 Tribeca C LHG - N Date: 10-16-2017 By.. LF/LM Ptan: LHG 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area BED2 13.0 ft 9.0 ft heatAcool 1.0 x 135.8 ft 135.8 fF 0 ft 9.0 ft heat/cool 5.5 x 3.5 ft 193 fF Ty Construction number U-value Btiuh/WL-9 Or HTM Btuh4l2) Area (ft) or perimeter (ft) Load Btuh) Area 012) or perimeter (ft) Load Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/5 Heat Cool 6 11 12B-09w 4A5-2om 4B5-2kn 13A.4ocs 465-2hn 4B5-2hn 12B-09N 4A5-2om 4B5.2fm 13A-4ocs 4B5-2(m 11 DO 12B-09N 4A5-2om 4B5-2kn 13A-4ocs 12B-09w 4A5-2om 4B5-2hn 13A-4ocs 4A5-tom 4A5-2omd 12C-osN 11 DO - 168-30ad 19A-Obsq> 19C-19csm 22A-tpm 0.097 0.550 0.540 0.143 0.540 0.540 0.097 0.550 0.540 0.143 0.540 0.390 0.097 0.550 0.540 0.143 0.097 0.550 0.540 0.143 0.550 0.580 0.091 0390 0.032 0295 0.049 1.180 n' n n,, n n n e ` a e_ a a a s s s_ s w w mow_ w w w n. 231 13.09 12.85 3.40 12.85 12.85 231 13.09 12,85 3.40 12,85 928 231 13.09 i12.85 3.40 231 13.09 12.85 3.40 13.09 1380 2.17 928 0.76 2.64 0.40 28.08 2.89 13.51 1378 3.00 13.78 13.78 289 27.55 29.73 3.00 13.78 12.54 2.89 13.72 13.78 3.00 2.89 2755 29.73 3.00 27.55 2410 1.57 12.54 1.78 2.06 0.32 0.00 117 15 102 0 235 196 0 0 0 294 203 0 0--0 0 0 0 0 0 0 0 l G O 0 0 0 0 0 0 0 0 0 0 0-0-0 0 0 0 0 0 0 0 0 0 0 0 0C 0 0 0 0 0 0 0 0 0 0 0 0 0 0--0 0 0 0 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0_ 0 0 0 0 0 0 0 0 0 v 0 0 0 0 0 0DD 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O 0 0 0 0" 0 PI 0 0 0 0 0 0 0 0 242C F.,--::„ F F- 136 136 103 19 19 15 34 00 0 0 0 0 0 O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o 0 6 c) AED excursion 37 1 Emelope loss/gain 535 702 15 33 12 a) Infiltration b) Room ventilation 165 0 66 0 0 0 0 0 13 Internal gains, Occupants @ 230 Appliances/other 1 230 0 0 0 0 Subtotal (lines 6 to 13) 700 998 15 33 14 15 Less exlemalload Less transler Redistribution Subtotal Duct loads 15% 45% 0 0 53 753 115 0 0 90 1088 490 15%1 459/6 0 0 15 0 0 0 0 33 0 0 Total room bad Air required (dm) 868 0 1579 71 0 0 0 0 Calculations approved byACCAto meet all requirements of Manual J 8th Ed. ACZr Ad-wrightsoft` Righ-Sute®Unversal 2017 17 028 RSU16877 2017-Oa-161 Page 5 esktop\TEMP PRINT\Lot 164 Tribeca C LHG - N rup Calc = MJ8 House faces N wrightsoft* Right-JO WOrksheet ,lob: Lot 164 Tribeca C LHG- N Entire House Date: 10-16-2017 B y. LF/LM One Stop Cooling and Heating Pfan: LHG 7225 Sardscove Court, W irter Park, FL 32792 Phone (407) 629 - 6920 Fax. (407) 629 - 9307 Web wwwOneStopCoolirg com Licerse: CAC032444 1 2 3 4 5 Room name Exposed wall Room height Room dlmensons Room area LAUN 145 ft 9.0 It heaV000l 6.0 x 85 ft 51.0 fF BTH2 6.0 ft 9.0 ft heaUcuol 6.0 x 6.0 It 36.0 fP Ty Construction number U-value BtuhW-°F) Or HTM BtuhM2) Area OF) or perimeter (ft) Load Bluh) Area M) or perimeter (ft) Load Btuh) Heat Cool Gross N/P5 Heat Cool Gross N/PS Heat Cool 6 11 4/ 12B-0sw 4A5-2om 4B5.2ft_n 13A-4ocs 4B5-2fm 465.2hn 12B-Osw 4A5-2om 4B5,2fm 13A-4ocs 4B5-2hn 11 DO 12B-Osw'-'""-'` 4A5-2om 4B5.2fm 13A-4ocs 128-0sw 4A5-2om 4B5-2fm 13A-4ocs 4A5-2om 4A5-2omd 12C-09w 11 DO 16B-30ad 19A-ObsRi 19C-19csoa 22A-tpm 0.097 0.550 0540 0.143 0.540 0.540 0.097 0550 0540 0.143 0.540 0.390 0.097 0.550 0540 0.143 0.097 0.550 0.540 0143 0550 0.580 0.091 T._ 0390 0032 0295 0.049 u 1.180 n' n n n n n e- a e- a a e_ s s s_ s vi w w_ w w w n- 231 13.09 12.85 340 12.85 1.2.85 231 13.09 12.85 3.40 12.85 928 231 13.09 12.85 3.40 231 13.09 12.85 3.40 13.09 13.80 2.17 928 0.76 2.64 0.40 28.08 2.89 1351 13.18 3.00 13.78 13.78 2.89 27.55 29.73 3.00 13.78 12.54 i 289 13.72 13.78 3.00 2.89 2755 29.73 300 2755 24.10 157 1254 178 2.06 032 0.00 77 0 4 73 0 0 167 0 51 0 0 0 125 0 0 209 0 55 0 0 0 156 0 0 0 0 O 0 0 0 0 0 0 0 0 0 0 0 G G V G 0 0 0 54 0 0_ 0 0 0 54 0 0 O 0 0 0- 0 0 0 0 0 0 0 0 0t-_3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 54 0 0 0 0 0 54 0 0 0 0 0 125 0 0 0 0 0 156 0 0 0 0 O 0 0 0 O 0 0 0 0 0 W A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W, G 0 0 0 O 0 0 0 0 0 0 O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 R-Y- 0 0 51 0 0 0 0 0 39 0 0 0 0 C 51 0 w---O 91 36 0 36 0 0 27 0 64 00 0F F ` 0 0 0 0 00-0 0 0 0 0 TO 0--0-0 6 c) AED excursion 39 9 Envelope loss/gain 382 472 152 211 12 a) Infiltration b) Room ventilation 184 0 74 0 76 0- 30 0 13 Internal gains: Occupants @ 230 Appliancesbber 0 0 500 0 0 0 Subtotal (Iines6to13) 1566 1046 228 1 242 14 151 Less extemal load Lesstransfer.., -. ,_ .,:r ... ... . ..... ...... . . Redistribution Subtotal Dud loads 1 151% 45% 0 0 541 1108 169 0 0 833 1879 846 15% 45% 0 0 32 260 40 0 0 49 290 131 Total room load Air required (dm) 1 1277 0 2725 123 300 1 0 421 19 Calculations approved byACCAto meet all requirements of Manual J 8th Ed. 41. 55Fp- wrightsoft' Rig fi-Sute®Unversal2017 17.028 RSU16877 2017-Od-161 P g4e 6 esktop\TEMP PRINT\Lot 164 Tribeca C LHG - N rip Calc = NW Howe laces N wrightsoft• Right-JO Worksheet Entire House One Stop Cooling and Heating 7225 Sardsoove Court, W irter Park, FL 32792 Phone (407) 629 - 6920 Fax (407) 629 - 9307 Web wwwOreStopCoolirg oom License CAC032444 Job: Lot 164 Tribeca C LHG - N Date: 10-16-2017 Byy. LF/LM Pfan: LHG 1 2 3 4 5 Room name Exposed well Room height Room dimensions Room area TOI2 6.0 ft 9.0 ft heal/cool 6.0 x 60 ft 36.0 fF BED4 36.0 ft 9.0 ft heaU000l 1.0 x 146.3 ft 146.3 fF Ty Construction number U-value BtuhM--q Or HTM Btuhmz) Area (f 2) or perimeter (ft) Load Btiih) Area OF) or perimeter (ft) Load BWh) Heat Cool Grass N/P/S Heat Cool Gross N/P/S Heat Cool 6 Vjl 12&O6vu 4A5-2om 41EI5;2fm 13A-4ocs 4135- 2fm 4135- 2fm 12B- 0sw -' "- - 4A5- 2om 4B5- 2fm,-,- 13A- 4ocs 4135- 21m 11 DO 1213- 4A5- 2om 4135- 2hn 13A- 4ocs 126 0sw- 4A5- 2om 4B5- 2fm _ _ _ _ 13A- 4ocs 4A5- 2om 4A5- 2omd 12C- Osw DO .._ ... , 166- 30ad 19A- Obscp' 19C- 19csm _ 22A- Ipm_ _ T0. 097 0. 550 0. 540 0. 143 0. 540 0540 W 0.097 0S50 0. 540 0. 143 0. 540 0. 390 0 097 0. 550 0. 540 0. 143 0 097 0. 550 0. 540 0143 0. 550 0 580 0 091 0. 3W n+ n n n n n e a e- e a a s - s s_ s w w w-, w w w W - T. n....-928 231 13. 09 12. 85 3. 40 12. 85 12. 85 231 13D9 12. 85 340 12. 85 928 231 13. 09 12. 85 3. 40 231 13. 09 12. 85 3. 40 13. 09 1380 2. 17 076 2. 64 040 28. 0E 2, 89-0 1351 13. 78 3. 00 13. 78 13. 78 2. 89 27. 55 29 73 3. 00 13. 78 12. 54 2. 89 13. 72 13. 78 3. 00 2. 89 2755 29. 73 3. 00 27. 55 24. 10 1. 57 1254 1. 78 2. 06 0. 32 s 0.00 0 0 0 0 0 0 0 0, 0 0 0 0 0 0 95 0 0 95 0 0 218 0 0 273 0 0 V J 0 0 0 0 0 0_ 0 0 0 0 0 O 0 0 0 113 15 0 0 0 0 98 0 0 0 0 0 225 196 0 0 0 0 270 0 0 0 0 0 281 413 0 I- C 0 0 0 0 0 0 0 0 0 50 0 4 0 0 O 0 0 0 54 0 4 0 0 0 115 0 51 0 0 0 0 144 0 55 0 0 0 0 117 0 0 0 0 0 117 0 0 0 0 0 338 0 0 G G W 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 l_GG PI"_ D. 11 0 0 0 0 0 0 0 0 0 0 0 0 260 0 C F- 0 032 0295 0 36 0 0-- 0 36 27 0 64 1_46 146 0 111 0 012 0 4 0 146 0__ 0 146 0 F F 0 049 1. 180 12 5 59 0 46 0 00006 c) AED excursion 11 8 Envelope loss/gain 199 257 1080 1619 12 a) Infiltration b) Room ventilation 76 0 30 0 457 0 183 0 13 Internal gains Occupants Ca) 230 Appliances/ other 0 0 0 1 230 0 Subtotal ( lines 6 to 13) 275 287 1537 2032 14 15 Less external load Less transfer Redistnbuton Subtotal 1 Dud loads 1 15% 451/. 0 0 32 307 47 0 0 49 336 151 15% 45%1 0 0 48 1585 242 0 0 73 2105 949 Total room load Air required (dm) 354 0 487 22 1827 0 3054 138 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. AC A wrigFttsOft' 2017-Od-161 Rig ft-Srite®Unversal201717028 RSU16877 Page 7 esktopTEMP PRINT\Lot 164 Tribes C LHG - N rup Calc= MJ8 House faces N M wrightsoft, Right-JO Worksheet Entire House One Stop Cooling and Heating 7225 Sandscove Court, Wirier Park FL 32792 Phone (407) 629 - 6920 Fax (407) 629 - 9307 Web wwwOreStopCooling com License CAC032444 Job: Lot 164 Tribaca C LHG - N Date: 10-16-2017 Byy. LF/LM Pfan: LHG 1 2 3 4 5 Room name Eposed wall Room height Room dimensions Room area STR2 105 ft 9.0 ft heat/000l 135 x 4.0 it 54.0 fF DIN 23.0 ft 93 ft heaV000l 125 x 105 it 1313 fF Ty Construction number U-value Btuh/ItL+ Or HTM Area (it,) I or perimeter (it) Load BWh) Area (it) or perimeter (it) Load BLWh) Heat Cool Gross N/P/S Heat Cool Gross N/PiS Heat Cool 6 1 1 V)! 12M-w 4A5.2om 4B5_21rn _ _ 13A-4ocs 4B5-21rn 485-21m 1213-09N 4A5-2om 4B5-2Im 13A-4ocs 4135-2fm 11D0 __ __ 12B-Osn 4A5-2om 41215-2frn 13A-4ocs 126-09N 4A5-2om 4135-2fm 13A-4ocs 4A5-2om 4A5-2omd 12C-0sw _ ___ 11DO 16B-30ad j9A-Mscp , _ _ _ 19C-19cscp 22A-ipm 0.097 0.550 0.540 0.143 0.540 0 540 0.097 0.550 0.540 0143 0.540 0.390 0.097 0.550 0540 0.143 0.097 0.550 0S40 0.143 0.550 0.580 0.091 n n n_ n n n e a e_ a a a s s s„ s w- w w_ w w w n_ 231 13.09 12.85 340 12.85 12.85 231 13.09 12B5 3.40 12.85 928 231 13.09 12.85 340 231 13.09 12,85 3.40 13.09 13.80 2.17 928 0.76 264 0.40 28.06 2.89 1351 13.78 3.00 1378 1378 r 2.89 27.55 29.73 3.00 13.78 12.54 289 13.72 13.78 300 2 89 2755 29.73 300 27.55 24.10 1.57 1254 1.78 2.06 0.32 0.00 0 0 0 0 0 0 95 0 12 0 0 O 0 0 0 83 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0L-GG M,,,,,,-, 0 0 0 0 190 0 154 0 0 0 0 0 0 0 0 0 238 0 357 0 0 0 0 0 0 0 0 0 0 0 0 0-0-0 0 0 0 0 0 0 0 0 0 0 0 0 0 O 0 0 0 0 0-0 0 0 0 0 0 0 0 0 0 0 0 0-0-0 0 0 0 0 0 0 0 0 v0 0 0 0 293 0 0 0 0 0 0 0 0 W 0 0 0 0 98 98 0- 332 0 0 O 0 0 0-0-0-0 0 0 0 0 0 0 0 0 116 0 64 0 0 0 0 W, G 0 0 0 0 0 0 0 0 0 T- 0 0 0 0 0 0 0 0 0 52 0 43 178 0 883 0 0 157 0 1542 0 I- PI-- LL,D 0 0 0 96 0 0 C F_ 0390 0.032 0295 0.049 1.180 54 54 41 0 0 0 0 0 0 0 5, 0 5 0 2 0 0 131 O 0 646 0 0F F_i 0 2 0 0 23007-0 0 6 c) AED excursion 55 1252 F_rnelope bWgain 38B 747 2040 3244 12 a) Infiltration b) Room ventilation 133 0 53 0 302 0 121 0 13 Internal gains: Occupants@ 230 Appliances/other 0 0 01 0 0 0 Subtotal (lines 6 to 13) 521 801 2341 3365 14 151 Less extemal load Less transfer _ .. _ _ , , , Redistribution Subtotal Dud loads 1 15% 45%1 0 0 521 0 0 0 0 801 0 0 159% 45 % 0 0 0 2341 357 0 0 0 3365 1516 Total room load Air required (dm) 0 0 0 0 2699 0 4880 220 Calculations approved byACCAto meet all requirements of Manual J ft Ed. wYlgflt5oft' 2017 Oa 161 55 Right-Sute®Unversal 2017 17 028 RSU16877 Page 8 eslaop\TEMP PRINT\Lot 164 Tribes C LHG - N W Calc = KM House faces N g wrightsof , Right-JO Worksheet Entire House One Stop Cooling and Heating 7225 Sardscove Court, Wirier Park FL 32792 Phone (407) 629 - 6920 Fax. (407) 629 - 9307 Web wwwOneStopCoolirg.com Licerse CAC032444 Job: Lot 164 Tribeca C LHG - N Date: 10-16-2017 B y.. LF/LM Pfan: LHG 1 2 3 4 5 Room name Exposed mall Room height Room dimensions Room area GATH 58.0 It 93 tt heat/000l 1.0 x 441.5 ft 441.5 tF Krr 14.0 ft 93 ft heatbool 1.0 x 221.0 ft 221.0 tF Ty Construction number U-value BtuhVL-F) Or HTM Btuh/f2) Area (fF) or perimeter (ft) Load BWh) Area (fF) or perimeter (ft) Load Btuh) Heat Cool Grass N/P/S Heat Cool Gross N/P/S Heat Cool 6 11 128-09w 4A5-2om 41 5,2fm 13A-4ocs 4B5-2hn 4B5-2hn 12B-Osw----', 4A5-2om 4B5-2fm 13A-4ocs 4B5-2(m 11 DO 12B-Os6v 4A5-2om 4125721m _ _ -, 13A-flocs 12B-Os6v 4A5-2om 4B5-2kn 13A-4ocs 4A5-tom 4A5-2omd 12C-Osw 16B-30ad J 9A-Obscp,. 19C-19cttp 22A-iprn 0.097 0.550 0_540 0.143 0.540 0.540 0.097 05w 0S40 0.143 0.540 0.390 0.097 0.550 0540 0.143 0.097 0.550 0540 0.143 0.550 0.580 0.091 0390._n_ 0.032 0295 0.049 1.180 n n n_ n n nWe a e_ a a a s_ s s s w' w w_ w w w4- 231 13.09 12.85 3.40 12.85 12.85 231 13.09 12.85 3.40 12.85 928 231 13.09 12.85 340 231 13.09 12.85 3 40 13.09 13.80 2.17 928 0.76 2.64 040 28.08 2.89 1351 13.78 3.00 13.78 13.78 2.89 27.55 29.73 3.00 13.78 12.54 2,89 13.72 13.78 300 2.89 2755 29.73 3.00 27.55 24.10 157 1254- 178 2.06 0.32 0.00 0 0 0 Y4 0. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O 0 0 0V 0 0 0 288 12 0 0 0 0 276 0 0 0__ 0 0 940 154 0 0 828 165 0 0 0 0 0 0 0 0 0 0__ 0 0 0 0 0 0 0 0-0 0 0 0 0 0 0 0 0 0 0 0 0 0 0_ 0 0 0 0 0 0 0 0 0 0 O 0 0 0 0 0 O 0 0 0 0 0 0 0 0 0 390 0 0 0 0 0 0 0 O 0 0 0 0 O 443 0 0 W O 98 98 O 332 0 0 O 0 293 0 0 0 370 827 0 130 0 0 0 130 0 0 0 0 0 0 0 0 0 y/ 153 30 0 123 0 0 420 393 0 0 0 0 Y___. 60 21 0 0 0 0 39 21 0 0 0 0 0 85 198 0 0 0 0 61 267 0 L-GG PI D.11DO-- 0 0 0 0 0 0 0 5B 0 0 0 0'-'' 0 0 C F-::7-- 0 0 0 0 0 r- 0 0 442 O 0 221 0 0 14 0 0 393 O 0F F,,,__ 0 1629 0 6 c) AED excursion 203 71 Emelope losstgain 3869 26851 1119 648 12 a) Infiltration b) Room ventilation 761 0 305 0 184 0 74 0 13 Internal gains: Omipants @ 230 Appliances/other 0 0 0 0 0 1200 Subtotal (Imes 6 b 13) 4629 2989 1303 1922 14 151 Less external load Less transfer Redistribution Subtotal ud 115%1 450/, 0 0 654 5284 806 0 0 396 3385 1525 15% 45% 0 0 171 1474 225 0 0 120 2041 920 Total room load Air required (dm) 6090 0 4910 221 1699 0 2961 133 Calculations aDDroved NACCAto meet all requirements of Manual J 8th Ed. Q ` wrigtit5oft` Right-Sute®Unversal2017 17 028 RSU16877 2017- 0d-161 Page 9 Ae'AA-. esktop\ TEMP PRINT\Lot 164 Tribeca C LHG - N rcp Calc = W8 House faces N wrightsoft• Right-J® Worksheet Entire House One Stop Cooling and Heating 7225 Sardscave Coin, W uter Park, FL 32792 Phone (407) 629 - 6920 Fax (407) 629 - 9307 Web wwwOneStopCooling eom License. CAC032444 Job: Lot 164 Tribeca C LHG - N Date: 10-16-2017 Lay. LF/LJN Plan: LHG 1 2 3 4 5 Room name En)osed wall Room height Room dimensions Room area STR1 0 it 93 it heat/000l 17.0 x 4.0 ft 68.0 fF PWDR 4.0 it 93 ft heattool 4.0 x 8.5 ft 34 0 tF Ty Construction number U-value BbuW*F) Or HTM BbuW Area (W) or perimeter (ft) Load Bbuh) Area (ft2) or perimeter (ft) Load Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 11 L-( 126-0iw 4A5-2om 48 2fm , mow 13A-4ocs 4E&2fm 4B5-2fm 12B-09N -` -" 4A5-2om 4B5.21rn 13A-4ocs 4B5-2fm 11 DO sw12B-o 4A5.2om 4B5-2hn 13A-4ocs 1213-09N 4A5-2om, 4135-2fm__ 13A-4ocs 4A5-2om 4A5-2omd 12C-OsN 11DO- 168-30ad 19A-Obscp 19C-19cscp 22A-IFan 0.097 0.550 0.540 0.143 0.540 0.540 0.097 0.550 Ob40 0.143 0.540 0.390 0.097 0.550 0540 0.143 0.097 0.550 0540 0.143 0.550 0.580 0 091 0390 0 032 0295 0049 1.180 n n n, n n n e a e_ a a a s- s s s w w w_ w w w n ZT`l 13.09 12.85 3.40 12.85 12,85 231 13.09 12.85 3.40 12.85 928 231 13.09 12.85 3.40 2.31 13.09 12.85 3.40 13.09 13BO 2.17 928 0.76 2.64 0.40 28.08 2.89 1351 13.78 3.00 13.78 1378 289 27.55 29 73 3.00 1378 12 54 2.89 13.72 13.78 3.00 289 2755 29.73 3.00 27.55 24.10 157 1254 1.78 2.06 0.32 0.00 0 0 o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0G Vjl 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 l 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 37 6 0 31 6 0 106 77 0 0 93 83 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o 0 0 0 0 0 0 0 W 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O 0 0 0 0 00 0 0 0 116 0-0-0 0 0 0 116 0 0 0 252 0 0 0 182 0 0 0 0 79 0 0 0 0 0 79 D 0 0 0 171 0 0 0 0 0 124 0 P '- C F 0 0 0 0 32 0 32 24 57 00 0 68 0 0 0 0 0 0F F 0 34 0 0 4 0 0 112 0 0 0 0 0 6 c) AED excursion 6 13 Ernelope losstgain 252 176 491 344 12 a) Infiltrabon b) Room ventilation 0 0 0 0 52 0 21 0 13 Internal gains Occupants @ 230 Applianoes/other 0 0 0 0 0 0 Subtotal (lines 6 ID 13) 252 176 544 365 14 Less extemal load Lesstranster, Redistnbubon Subtotal Dud loads 15 % 45 % 0 0 252 0 0 0 0 176 0 0 15 % r 45 % 0 0 989 1533 234 0 0 596 961 433 r Total room load Air required (dm) 0 0 0 0 1767 0 1394 63 Calculations aDDroved bvACCAto meet all reauirements of Manual J 8th Ed wrightsoft' FLgty-Sule®Unversa1201717028RSU16877 2017-Od-16170455 Page 10 esktop\TEMP PRINTIot 164 Tribeca C LHG - N rip Calc = KW House faces N wrightsoft• Duct System Summary Entire House One Stop Cooling and Heating 7225 Sardscove Cart, Wirter Park FL 32792 Phore (407) 629 - 6920 Fax (407) 629 - 9307 WebwwwOreStopCoohng oom License: CAC032444 For: Park Square Homes 2431 Waxington Way, Sanford, FL. -- External static pressure Pressure losses 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. 236 / 0.104 in H2O 0. 143 in/100ft 0 cfm 238 ft Job: Lot 164 Tribeca C LHG - N Date: 10-16-2017 By. LF/LM Plan: LHG Cooling 0. 50 in H2O 0. 16 in H2O 0. 34 in H2O 0. 236 / 0.104 in H2O 0. 143 in/100ft 1367 cfm Name Design Btuh) Htg cfm) Cig cfm) Design FIR Diam in) H x W in) Duct Mat Actual Ln ( ft) Ftg. Egv Ln ( ft) Trunk BED2 c 1579 0 71 0.194 6.0 Ox0 VIFx 16.5 105.0 st2 BED4 c 3054 0 138 0.187 7.0 Ox 0 VIFx 20.9 105.0 st2 BEDRM3 c 1626 0 73 0.197 6.0 Ox 0 VIFx 14.6 105.0 st2 BTH2 c 421 0 19 0.196 4.0 Ox 0 VI Fx 15.1 105.0 s2 DIN c 4880 0 220 0.174 8.0 Ox 0 VI Fx 25.6 110.0 st1 GATH c 2455 0 111 0.175 7.0 Ox 0 VIFx 24.5 110.0 st1 GATH- A c 2455 0 111 0.173 7.0 Ox 0 VI Fx 26.0 110.0 st1 Krr c 2961 0 133 0.186 7.0 Ox0 VIFx 16.5 110.0 sti LAUN c 2725 0 123 0.193 6.0 Ox 0 VIFx 17.0 105.0 s2 MBED c 4023 0 181 0.143 8.0 Ox 0 VIFx 34.8 130.0 st3 MBTH c 902 0 41 0.148 4.0 Ox 0 VI Fx 29.0 130.0 st3 ARTOI c 245 0 11 0.147 4.0 Ox 0 VIFx 30.5 130.0 st3 MWIC c 1123 0 51 0.148 4.0 Ox 0 VIFx 28.8 130.0 st3 PWDR c 1394 0 63 0.183 4.0 Ox 0 VIFx 19.0 110.0 st1 T012 c 487 0 22 0.186 4.0 Ox0 VIFx 16.7 110.0 st2 Trunk Htg Cig Design Veloc Diam H x W Duct Name Type cum) cfm) FIR fpm) in) in) Material Trunk st1 PeakAVF 0 637 0.173 596 14.0 0 x 0 VnlFlx st3 PeakAVF 0 284 0.143 642 9.0 0 x 0 VinIFIX st2 st2 PeakAVF 0 729 0.143 682 14.0 0 x 0 VinlFlx C htsOft` 2017- Oct-1617U4 6 Wrl r 9 Rigtt-SuteSUnversal 201717 028 RSU16877 Page 1 AC Of' esMop\TEMP PRIN11Lct 164 Tribeca C LHG - N rnp Calc = MJ8 House faces N N Grille Htg Clg TEL Design Veloc Diam H x W Stud/Joist Duct Name Size (in) cfm) cfm) ft) FR fpm) in) in) Opening (in) Matl Trunk rb2 Ox 0 0 73 72.9 0.143 274 7.0 Ox 0 VI Fx rt2 rb3 Ox 0 0 284 59.6 0.175 642 9.0 Ox 0 VI Fx rt2 rb4 Ox 0 0 71 47.0 0.222 266 7.0 Ox 0 VI Fx rbi Ox0 0 939 66.1 0.158 672 16.0 Ox 0 MFx rt2 Name Trunk Type Htg cfm) Clg cfm) Design FR Veloc fpm) Diam in) H x W in) Duct Material Trunk rt2 PeakAVF 0 1296 0.143 594 20.0 0 x 0 VinIFIX wrightsoft' Rigt,-Sute®Unversal2017 17028 RSU16877 2017-Oa-1617 ACKA Paagege, 04 22 esktop\TEMP PRINT Lof 164 Tribep C LHG - N np Calc = MJB Horse faces N Static Pressure and Friction Rate Job: Lot 164 Tribeca C LHG - N wrightsofte Date: 10-16-2017 Entire House By- LF/LM One Stop Cooling and Heating Plan: LHG 7225 Sardscove Cout, Wirter Park, FL 32792 Phone (407) 629 - 6920 Fax (407) 629 - 9307 Web wwwOreStopCochrg com License CAC032444 For: Park Square Homes 2431 Waxington Way, 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 13 7 Measured length of trunk 22 16 Equivalent length of fittings 130 50 Total length 165 73 Total effective length 238 Friction Heating Cooling i n/100ft) i n/100ft) Supply Ducts 0.143 OK 0.143 OK Return Ducts 0.143 OK 0.143 OK i-itting tquivaient Lengtns- Supply 4X=35,11 A=20,11 G=5, 11 G=5,11 A=20,11 G=51 1 A--35, 11 Gam: Total EL=130 Return 6M=20,11 G=5,11 Gam, 5E1=10,11 G=5, 11 Gam: Total EL--50 Wrl ht$oft` 2017-Od-16170457 9 R,ghl-Sule®Unversal 2017 17.028 RSU16877 Page 1 4C3:;K- . esktop\TEMP PRINTLot 164 Tnbeca C LHG - N rLp Calc = K,18 House faces N Level 1 A/C-1: 3.5 TON 16.0 I ISEERH.P. 1 11'1A W coCD n 10X10.2 10X10.2j 391W-331a (Tqo} 9A 120 Cfm 120 Cfm 1 °z o3TUMA1,0JO - A711i "r to c T 391`rY,99q (Tqo) T j F 1A 1 I DIN 10X10-1 ; TH 217 cfm I n 10X8 'AA 132 cfm wbJ I w0j CAI FBB2 ' 9n KIT _ ' Sup Riser i iaa A- — 3n 14 . A.... - -- — STR1 TH upT BAl FOY 11 [ L 8X4_ ---- - F W 1 aA ARAGE cV l EF1 = 50 iCFM Fan EF2 = j80 CFM Fan EF3_=_ 110}GFM Fan I i I EFL1 5 CFM Fan EFL2. L 80 CFM Fan EFL3j1 110 CFM Fan II I VTIA = Vent'to Roof Ii I -VTW = Vent to Wall DV = Dryer Vent RV = Range Vent Lineset Chase Condensate 0hermostat 18/8 T SRB = Small Reduction Box LRB = Large Reduction Box FBB = Feld Built Box Job#: Lot 164 Tribeca C LHG - N One Stop Cooling and Heating Scale: 1 : 58 Performed by LF/LM for: Page 1 Park Square Homes 7225Sa it weCart Right-SuilegUnkersa12017 Sanford, FL Wirer Park, FL32M 17.028 RS J16793 Ph3le:( 407) 629-6920 Fax:(407) 629-9307 2017-od-1421.13.43 www. OneSbpCoJngmm Zone Damper 1 -14" Zone Damper2 -14" Bypass Damper -10" Level 2 Lineset Chase Condensate germostat 18/8 T SRB = Small Reduction Box LRB = Large Reduction Box FBB = Field Built Box Sup Riser 14" RtCORD COPY i> fmm I",V14 L"NO. L RECORD' COPY DESCRIPTION AS FURNISHED: Lot 164, WYNDHAM PRESERVE, as recorded in Plat Book 81, through 102 of. the Public Records of Seminole County, Florida. S PLOT PLAN FOR/CERTIFIED TO: Park Square Enterprises, LLC (a Delaware Corporation); Winderweedle, Haines, Ward & Woodman, PA; Attorneys' ,Title Insurance Fund; Bank of America Z NIN M0j—r,,TE_4"7- - - Ok to construct single family home ti9 I ith setbacks and impervious area I hown on plan. yLA • 0 010 ;me. I a(o Tx-Aoec x - C, 6cL• E 5.67' 5.67' OOO LOT 163 p e O ti O 5.67' r. LOT 171 S 89040'51 " W 40.00' i 31.47' LOT 764 31,47' 12.0 16.7' ao LANAI ro 3.0'x4.0' AC 12.0' PROPOSED RESIDENCE MODEL, 1986-TRIBECA-C 2 CAR GARAGE LEFT COV'D. ENTRY 9.3' N 19.3' 16 DRIVE WALK 25.20' 25.20' 10' UTIL. ESMT. 5' CONC WALK CURB B.B.) S 89040 "51 " W-1 5.67' I 5.67' 1 1 t L 116.00' r---- ------0P.C. SETBACKS AS FURNISHED 40.00' FRONT = 25'(') REAR 20' SIDE = 5' (40' LOT) WAXWING WAY7.5' (60' LOT) _ 10' (75' LOT) (50' PRIVATE ROAD) SIDE STREET = 25' (60' & 75' LOT) ' 15' (40' LOT) 25' FRONT SETBACK CAN BE REDUCED TO 20' ON CERTAIN LOTS. NO MORE THAN 4 PLOT PLAN ONLY 2) IN SUCCESSION AT 20' AND A MINIMUM PLOT PLAN AREA CALCULATIONS NOT A SURVEY OF (2) IN SUCCESSION AT 25' TOTAL LOT AREA 4,400 t SQUARE FEET PROPOSED = FINSHED SPOT GRADE ELEVATIONS FLATWORK ON/OFF LOT = TOTAL f SQUARE FEET FLATWORK PER DRAINAGE PLANS DRIVE '4031114- 517t SQUARE FEET FOUNDATION/PAD 1,321 f SQUARE FEET PROPOSED DRAINAGE FLOW WALKS 571200= 257 t SQUARE FEET REAR PATIO 96 t SQUARE FEET LOT GRADING TYPE AFRONT PORCH DECK 50 t SQUARE FEETa, SOD 2,4621126 a 2,588 f SQUARE FEET POOL DECK 0 f SQUARE FEET PROPOSED F.F. PER PLANS = 30.5' -NOTE. FRONT SIDEWALK AND STREET LOCATION TAKEN FROM PUN5 PROVIDED BY CLIENT • NOT FIELD VERIFIED CRUSTL'NMEYETR-AS'COTT &,ASSOC, INC. - LAND SURVEYORS LEGEND - LEGEND - 5400 'E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 P • PLAT PAL. POINT ON LINE NOTES' - F FIELD TYP. • TYPICAL IP. IRON PIPE ".c. POINT DF REVERSE CURVATURE IRON ROD POINT OF COMPOUND CURVATURE 1. THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORTH BY THE FLORIDA BOARD OF RAD.P.CCCH •CONCRETE MONUMENT RAD. RADIALCH PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER W-17 FLORIDA ADMINISTRATIVE CODE PURSUANT TO SECTION 472.027, FLORIDA STATUES SET I.R. I/2' IR. •/RUB 4596 N.R. NON -RADIAL 1 2. UNLESS EMBOSSED WITH SURVEYOR'S SIGNATURE AND ORIGINAL RAISED SEAL, THIS SURVEY MAR OR COPIES ARE NOT VALID. REC. RECOVERED Vr. VITNESS POINT J. THIS SURVEY WAS PREPARED FROM TITLE INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RESTRICTIONS P.D.B. POINT or BEGINNING CALL. CALCULATED OR EASEMENTS THAT AFFECT THIS PROPERTY. P.O.C, POINT OF COMMENCEMENT PRFU • PERMANENT REFERENCE MONUMENT f FF. FINISHED FLOOR ELEVATION 4, NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN CENTERLINE NLD NAIL L DISK BSL IUILDING SETBACK LINE 5. THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENTITY. R/V RIGHT -OF -VA! BM • BENCHMARK 6. DIMENSIONS SHOWN FOR THE,LOC4TION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES. ESMT. EASEMENT 53. •BASE BEARING 7. REARINCS, ARE BASED ASSUMED LATIW AND ON THE LINE SHOWN AS BASE BEARING (0.8.) DRAIN. DRAINAGE 6 ELEVATIONS, IF SHOWN, ARE DASED'ON N4770MAL GEODETIC VERTICAL DATUM OF 1929, UNLESS OTHERWISE NOTED. UTIL. • UTILITY CLFC. •CHAIN LINK FENCE 9. CfRPF1U/E OF AUTHORIIAT7JT1 No. 4596. VD.FC, VOOD FENCE c/B CONCRETE BLOCK SCALE -- 1• - 20 DRAWN BY: MLT PC. POINT OF CURVATURE P.T. PDHT OF TANGENCY DATE ORDER No. CERTIFIED BY: —_--.-----_--.-- _-- DESC. DESCRI TIOH R RADIUS PLOT PUN 70-10- 17 4239- 7 7 L • ARC LENGTH D • DELTA C • CHORD C B CHORD BEARING NORTH THIS BUILDING\PROPERTY DOES NOT LIE WITHIN --- WRTIOI THE ESTABLISHED f00 YEAR FLOOD PLANE AS PER •FIRM.It, KL..S / 4714 R.L.S / 4801 ZONE X MAP If 12117CO090 F (09-28-07) i A RECORD COPY Filename: PARK SQ TRIBECA.rrr Lighting and Small Appliance/Laundry Circuits Floor Area SmAppNo LaundNo Line Neutral 1986 2 1 Lighting Summary Standard 5,610 5,610 Optional 10,458 5,610 Ranges & Ovens Range No. No? Nameplate Line Neutral 1 1 8000 2 0 0 3 0 0 Range/Oven Summary Standard 6,400 4,480 Optional 8,000 4,480 Dryers ## 1 7_ 3 0 8 8 Dryer No. No? Nameplate Line Neutral \LDiNc 1 1 5000 2 0 BANFORD 3 0 Dryer Summary Standard 5,000 3,500 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 Heat/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 WATER HEATER 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 rA 1 22 240 Heat/Cool Phase Amps Volts 1 22 240 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 43,530 15,840 Maximum Amperage = 181 66 Service Voltage = 240 Service Phase = 1 Optional Line Neutral Total Total 34,535 15,840 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. MWRECORD COPY RE: P1986C-T - Park Sq Hm/Tribeca-1986-C MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: PARK SQUARE HOMES Project Name: P1986C-T Model: TRIBECATa "C3MA_NI&G. WLot/Block: 164 Subdivision: YNDHAM PRESERVE I KH Address: 2431 WAXWING WAY City: SANFORD State: FLORIDA Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 [All HeighIl Wind Speed: 140 mph Roof Load: 40.0 psf Floor Load: 55.0 psf This package includes 44 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 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# I Truss Name Date INo. I Seal# ITruss Name I Date 1 IT12090761 JA1 9/22/17 118 IT12090778 JCJ5 9/22/17 12 I T12090762 I A2 19/22/17 119 I T12090779 I CJ5T 19/22/17 13 I T12090763 I A3 19/22/17 120 I T12090780 I D1 19/22/17 14 I T12090764 I A4T 19/22/17 121 I T12090781 I D2 19/22/17 15 I T12090765 I A6 19/22/17 122 I T12090782 I D3 19/22/17 16 I T12090766 I A6T 19/22/17 123 I T12090783 I F1 19/22/17 17 IT12090767 I B1 19/22/17 124 I T12090784 I F1A 19/22/17 18 IT12090768162 19/22/17 125 IT12090785IF1B 19/22/17 19 IT12090769 I B2G 19/22/17 126 I T12090786 F1C 19/22/17 I 110 I T12090770 163 19/22/17 127 I T12090787 I F2 19/22/17 I I11 I T12090771 164 19/22/17 128 I T12090788 I F3 19/22/17 I 112 I T12090772 I C 1 19/22/17 129 I T12090789 I F3A 19/22/17 I 113 I T12090773 I C2 19/22/17 130 I T12090790 I F3B 19/22/17 I 114 I T12090774 I C3 19/22/17 131 I T12090791 I F3G 19/22/17 I 115 I T12090775 I CJ1 19/22/17 132 I T12090792 I F5 19/22/17 I 116 I T12090776 I CJ3 19/22/17 133 I T12090793 I F6 19/22/17 I 117 I T12090777 I CJ3T 19/22/17 134 I T12090794 I F6A 19/22/17 I The truss drawing(s) referenced 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 17-308.8 u_D/Nc i SANFORD 0." O tRTM 6904 Parke East Blvd. Tampa FL 33610 Date: September 22,2017 Albani, Thomas 1 of 2 RE: P1986C-T - Park Sq Hm/Tribeca-1986-C Site Information: Customer Info: PARK SQUARE HOMES Project Name: P1986C-T Model: TRIBECA - 1986 - C / TRAY CLG. Lot/Block: 164 Subdivision: WYNDHAM PRESERVE Address: 2431 WAXWING WAY City: SANFORD State: FLORIDA No. I Seal# ITruss Name I Date 35 IT12090795 I FT1 9/22/17 136 IT12090796 I FT2 19/22/17 137 IT12090797 I FT3 19/22/17 138 IT12090798 I J5 19/22/17 I 139 IT12090799 I J7 19/22/17 I I40 IT12090800 I J7T 19/22/17 141 IT12090801 I KJ5 19/22/17 142 IT12090802 I KJ7 19/22/17 I 143 IT12090803 I KJ7T 19/22/17 144 IT12090804 I MG1 19/22/17 2 of 2 Job Truss Truss Type Qty Ply Park Sq Hm/Tnbeca-1986-C T72090761 P1986C-T Al COMMON 3 1 Mid -Florida Lumber, Barlow, FL 7 640 s Aug 16 2017 MiTek Industnes, Inc Fn Sep 22 06 16 58 2017 Page 1 ID 3urE5595gHBgKdROwR6OYzkwee-8VD4w?TAJl3mgpU7maFOKoDOc2UrJDyVhsHHRQybAtZ 1-0.01 7-3-11 14.4-0 F 21+5 28-8-0 i29-8-0, 1-0-0 7-3.11 7-0-5 7-0-5 7-3.11 1-0.0 Scale = 1 51 1 4x4 = i, 4x4 = 6 00 3x4 = US = 3x4 = 4x4 = Ij 9-&13 i 18-11-3 i 28-8-0 9.13 2.5 9 13 Plate Offsets (X.Y)— l2 0-2-O,Edoel. 13 0-3-0.0-3-41. 15,0-3-0.0-3-41, f6:0.2-O,Edgel 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 0.62 Vert(LL) -0 31 8-10 >999 240 MT20 244/190 TCDL 100 Lumber DOL 1.25 BC 083 Vert(TL) -0 56 8-10 >610 180 BCLL 00 ' Rep Stress Incr YES WB 0.25 Horz(TL) 008 6 n/a n/a BCDL 100 Code FBC2014lrP12007 Matrix-M) Weight, 131 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied or 3-3-5 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) 2=1207/0-4-0, 6=1207/0-4-0 Max Horz 2=-155(LC 6) Max uplift2=-315(LC 8), 6=-315(LC 8) FORCES. (lb) -Max Comp /Max Ten -All forces 250 (lb) or less except when shown TOP CHORD 2-3=1930/486, 34=1696/482, 4-5=1696/482, 5-6=-1930/486 BOT CHORD 2-10=-335/1704, 10-17=-127/1109, 9-17=127/1109, 9-18=-127/1109, 8-18=-127/1109, 6-8=335/1651 WEBS 4-8=153/697, 5-8=-414/223, 4-10=-153/697, 3-10=-414/223 NOTES- 1) Unbalanced roof live loads have been considered for this design 2) Wind ASCE 7-10, Vuh=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf, h=25ft, B=45ft, L=29ft, eave=4ft, Cat II, Exp B, Encl , GCpi=O 18; MWFRS (directional), Lumber DOL=1 60 plate grip DOL=1 60 3) This truss has been designed for a 10 0 psf bottom chord live load 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 315 lb uplift at )oint 2 and 315 lb uplift at joint 6 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Vrify design parametars and READ NOTES ON THIS AND INCLUDED A4ITEK REFERENCE PAGE PAII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekm 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 end 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 ANSIITPI1 Quality Criteria, DS849 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312. Ale andna, VA 22314 Tampa, FL 36610 Job Truss Truss Type oty Ply Park Sq Hmrrnbeca-1986-C T12090762 P1986C-T A2 HIP 2 1 Job Reference (ootional) Mid -Florida Lumber, Bartow, FL 7 640 s Aug 16 2017 MiTek Industries, Inc Fn Sep 22 06 16 58 2017 Page 1 ID 3zzrE5595gHBgKdROwR6OYzkwee-8VD4w?TAJl3mgpU7maFOKoDRU2YUJ7iVhsHHROybAjZ r1-0.0i 59-4 i 13-0-0 15.8-0 21-10-12 26-8-0 8AI 1.0.0 69-4 6-2-12 2-8-0 6-2-12 6-9-4 1-0.0 Scale = 1 53 1 08 = 4x4 = 1 13 12 10 9 3x5 — tx4 I 3x4 = 3x4 = 1x4 II 3x5 = 3x8 = 69-4 130.0 15-8-0 21-10-12 28-8-0 6-2-12 2-& 6-2-12 Plate Offsets (X Y)— 14:0-5-4.0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 200 Plate Grip DOL 1.25 TC 044 Vert(LL) -0 09 12-13 >999 240 MT20 244/190 TCDL 100 Lumber DOL 1.25 BC 0.53 Vert(TL) -0 26 12-13 >999 180 BCLL 00 ' Rep Stress Ina YES WB 0.58 Horz(TL) 0.09 7 n/a n/a BCDL 100 Code FBC2014rrP12007 Matrix-M) Weight. 152 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-5 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) 2=1207/0-4-0, 7=1207/0-4-0 Max Horz 2=142(LC 7) Max Uplift2=-315(LC 8), 7=-315(LC 8) FORCES. (lb) - Max Comp./Max Ten - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2000/475, 3-4=1443/398, 4-5=1215/394, 5-6=-1445/398, 6-7=-1999/475 BOT CHORD 2-13=-330/1716, 12-13=-330/1716, 11-12=-151/1214, 10-11=-151/1214, 9-10=330/1715, 7-9=330/1715 WEBS 3-13=01260, 3-12=-584/206, 4-12=-72/370, 5-10=73/372, 6-10=-583/205, 6-9=0/258 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind. ASCE 7-10, Vuh=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Opsf, h=25ft; B=45ft; L=2911, eave=4ft, Cat II; Exp B, Encl , GCpi=O 18, MWFRS (directional), Lumber DOL=1 60 plate grip D0L=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 315 lb uplift at joint 2 and 315 lb uplift at joint 7 7) "Semi -rigid pdchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING - Vwffy 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 shown, and is for an individual budding component, not a truss system Before use, the building designer must verdy, 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 hN fabrication, storage, delivery, erection and bracing o1 trusses and truss systems, see ANSVTPI1 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, Alexandra, VA 22314 Tampa, FL 36610 Job Truss Truss Type city Ply Park Sq Hmrrnbeca-1986C T72090763 P1986C-T A3 HIP 2 1 Job mia-l-Iona Lumber, eanow, FL. (.o"u s Aug io zui r mi i eK mm auses, mr e nxp u m 10 ov zui r rape 1 ID 3zzrE5595gHBgKdROwR6OYzkweecinS7LUo4LBdHz3JKlmd101XvRty2f9ewWOr sybA)Y 1-0- 01 59-4 1 11-0-0 1 17- 8- 0 I 22-10-12 2841-0 29-8-0 1-0- 0 1s-4 5-2.12 6-8-0 5-2-12 5-9-4 1-0-0' Scale =1512 I1 4x8 = 4 20 4x4 = 21 5 13 12 10 9 3x4 = 1x4 II 3x4 = 3x4 = 3xB = 1x4 II 3x4 = a ss + 11- 0 0 22-1012 zee o F 1141212 6&0 5-2-12 Plate Offsets ( X.Y)— 14 0-5-4.0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Udefl L/d PLATES GRIP TCLL 200 Plate Grip DOL 1.25 TC 072 Vert(LL) -0.08 12 >999 240 MT20 244/190 TCDL 100 Lumber DOL 1.25 BC 0.52 Vert(TL) -0 25 10-12 >999 180 BCLL 00 ' Rep Stress Incr YES WB 031 Horz(TL) 009 7 n/a n/a BCDL 100 Code FBC2014/TP12007 Matrix-M) Weight 146 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied or 3-2-6 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 WEBS 1 Row at midpt 4-10 REACTIONS. (lb/ size) 2=1207/0-4-0, 7=1207/0-4-0 Max Horz 2=-121(LC 6) Max Uplift 2=-315(LC 8), 7=315(LC 8) FORCES. (lb) - Max Comp /Max. Ten - All forces 250 (lb) or less except when shown TOP CHORD 2-3=2036/486, 3-4=1609/428, 4-20=-1384/416, 20-21=-1384/416, 5-21=1384/416, 5-6= 16091427, 6-7=2036/486 BOT CHORD 2-13=-348/1756, 12-13=-348/1756, 11-12=-207/1383, 10-11=-207/1383, 9-10=348/1756, 7-9= 348/1756 WEBS 3- 12=-439/162, 4-12=-43/399, 5-10=-42/399, 6-10=-439/162 NOTES. 1) Unbalanced roof live loads have been considered for this design 2) Wind ASCE 7-10, VuK=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Opsf, h=25ft, B=45ft, L=29ft, eave=4ft, Cat II, Exp B; Encl., GCpi=O 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 315 lb uplift at joint 2 and 315 lb uplift at joint 7. 7) "Semi - rigid pttchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 THIS AND INCLUDED MITEK REFERENCE PAGE MIA7473 rev. 10107/2015 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 properly incorporate this design into the overall building design Broang 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 ANSIrrPl1 Quality Criteria, DSB-09 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 Qty Ply Park Sq HmRnbeca-1986-C T72090761 P1986C-T A4T SPECIAL 1 1 Mid -Florida Lumber, Bartow, FL 7 640 s Auq 16 2017 MiTek Industnes, Inc Fri Sep 22 06 17 00 2017 Page 1 ID 3zzrE5595gHBgKdROwR6OYzkwee-4uLrKhUQAJUv6eWt?HsQDIiCr7Vnldo8AmOWJybAIX 2-11 57-10 9-0-0 12-B-12 1fs2-6 1 11.2110-12 I 2B-8-0 980 2-34 3-4-6 3-4-6 3-&12 3-5-10 3-510 4-2-12 4-9-4 Scale = 1 51 4 Md 4 5x7 = 1 Sx4 II 29 4 3x4 = 6 30 4x8 = 18 14 13 12 11 4x10 = 1x4 II 5x9 = 15x4 II 3x12 = 3x4 = 1x4 II 57 -12 35W1 35810 I 214-21-'212 I 26-8-2-341F90.6 312 4-9-4i234 -4-0Plate Offsets ( X.Y)— I1 0-8-0.0-0-01, 12 0-6-12.Edael. 14 0-5-4.0-2-81, 17 0-5-4.0-2-01 LOADING (psf) SPACING- 2-0-0 TCLL 200 Plate Grip DOL 1.25 TCDL 100 Lumber DOL 1.25 BCLL 00 ' Rep Stress Incr YES BCDL 10. 0 Code FBC2014/TP12007 LUMBER - TOP CHORD 2x4 SP No 2 'Except' 1-4 2x6 SP No 1 BOT CHORD 2x4 SP No.2 'Except' 2-15 2x6 SP No.2, 5-14. 2x4 SP No.3 WEBS 2x4 SP No 3 'Except' 18-19 2x4 SP No.2 OTHERS 2x6 SP No.1 LBR SCAB 1-4 2x6 SP No.1 one side REACTIONS. (lb/ size) 1=1144/0-4-0, 9=1193/0-4-0 Max Horz 1=-100(LC 6) Max Uplift 1=-273(LC 8), 9=-313(LC 8) 3x4 = CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TC 0. 75 Vert(LL) 0 17 15-16 >999 240 MT20 244/190 BC 095 Vert(TL) 0.42 15-16 >809 180 WB 0 62 Horz(TL) 025 9 n/a n/a Matnx-M) Weight 199 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9-14 oc purlins, except end verticals BOT CHORD Rigid ceiling directly applied or 9-9-2 oc bracing FORCES. (lb) - Max Comp /Max Ten - All forces 250 (lb) or less except when shown TOP CHORD 2-3=2932/687, 3-29=-2165/526, 4-29=-2105/532, 4-5=-2189/570, 5-6=-2174/567, 6-30=- 1685/477, 7-30=-1685/477, 7-8=-1710/448, 8-9=-2022/484 BOT CHORD 2-17=-549/2737, 16-17=-549/2737, 15-16=-321/1904, 12-13=-251/1483, 11-12=-356/1751, 9-11=- 356/1751 WEBS 4- 16=-95/523, 4-15=97/463, 13-15=286/1624, 6-15=130/708, 6-13=723/179, 7-13=- 82/411, 7-12=41/283, 8-12=325/122, 3-17=-26/266, 3-16=-947/257 NOTES- 1) Attached 10-2-10 scab 1 to 4, front face(s) 2x6 SP No 1 with 2 row(s) of 10d (0.131"x3") nails spaced 9" o c except : starting at 1-8-6 from end at joint 1, nail 2 row(s) at 2" o c for 2-11-3 2) Unbalanced roof live loads have been considered for this design 3) Wind ASCE 7-10; VuIt=140mph (3-second gust) Vasd=108mph, TCDL=4 2psf, BCDL=3.Opsf; h=25ft, B=45ft, L=29ft, eave=oft, Cat. 11; Exp B, Encl , GCpi=0.18, MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1 60 4) Provide adequate drainage to prevent water ponding 5) This truss has been designed for a 10 0 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) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula Building designer should verify capacity of bearing surface 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 273 lb uplift at joint 1 and 313 lb uplift at joint 9 9) "Semi - rigid pdchbreaks including heels" Member end fixity model was used in the analysis and design of this truss Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Vwtfy design paramwers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev 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 verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing mdicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing Itr d:''%iw.1s1 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 Ouality Criteria, DSB.89 and SCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N Lee Street, Sure 312. Alexandria, VA 22314 Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq Hm/Tnbeca-19e6-C T72090765 P19WC-T A6 HIP 1 1 r Mid -Florida Lumber, Bartow, FL 7 640 s Aug 16 2017 MiTek Industries, Inc Fn Sep 22 06 17 01 2017 Page 1 ID 3zzrE5595gHBgKdROwR6OYzkwee-Y4vDY1V2cyRLXGDiRio5yRrggFU7WVxxNgVx2lybAIW r1-0.0 7-0.0 + 11-10.1 16-9-15 21-8-0 i 28-8-0 29-8-Oi 1-0.0 7-0-04-10.1 4-11-13 4-10-1 7-0-0 1-0.0 Scale = 151 2 5x5 = tx4 11 3x4 = 3 19 20 421 22 23 24 5 25 26 27 5x5 = 12 11 10 9 4x5 - 1x4 6x8 MT20HS = 3x5 = 1x4 II 4x5 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 096 TCDL 100 Lumber DOL 1.25 BC 086 BCLL 00 ' Rep Stress Incr NO WB 0.55 BCDL 10.0 Code FBC2014/TPI2007 Matnx-M) LUMBER - TOP CHORD 2x4 SP No 1 'Except' 3-6 2x4 SP No 2D BOT CHORD 2x4 SP No 1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=2138/0-4-0, 7=2138/0-4-0 Max Horz 2=-81(LC 6) Max Uplift2=-652(LC 8), 7=-652(LC 8) DEFL. in (loc) Udefl Ud Vert(LL) -0 23 10-11 >999 240 Vert(TL) -0 59 10-11 >582 180 Horz(TL) 018 7 n/a n/a d A ITd PLATES GRIP MT20 244/190 MT20HS 187/143 Weight, 136 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 5-7-4 oc bracing FORCES. (lb) - Max Comp /Max Ten - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3955/1176, 3-19=-4544/1420, 19-20=-4544/1420, 20-21=-4544/1420, 4-21=-4544/1420, 4-22=-4544/1420, 22-23=45"M420, 23-24=4544/1420, 5-24=-4544/1420, 5-25=-4546/1421, 25-26=-4546/1421, 26-27=-4546/1421, 6-27=-1546/1421, 6-7=-3955/1176 BOT CHORD 2-12=-946/3444, 12-28=-945/3426, 28-29=-945/3426, 11-29=-945/3426, 11-30=-1278/4546, 30-31=-1278/4546, 31-32=-1278/4546, 10-32=1278/4546, 10-33=-944/3426, 33-34=-944/3426, 9-34=-944/3426, 7-9=-945/3444 WEBS 3-12=-25/518, 3-11=-423/1441, 4-11=-610/316, 5-10=623/310, 6.10=425/1443, 6-9=24/517 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind ASCE 7-10, VuH=140mph (3-second gust) Vasd=108mph, TCDL=4 2psf, BCDL=3 Opsf, h=25ft, B=45ft, L=29ft, eave=4ft, Cat 11, Exp B, Eric[ , GCpi=O 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 652 lb uplift at joint 2 and 652 lb uplift at joint 7. 8) "Semi -rigid prtchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 187 lb down and 207 lb up at 7-0-0, 97 lb down and 106 lb up at 9-0-12, 97 lb down and 106 lb up at 11-0-12, 97 lb down and 106 lb up at 13-0-12, 97 lb down and 106 lb up at 14-4-0, 97 lb down and 1D5lb up at 15-7-4, 97 lb down and 106 lb up at 17-7-4, and 97 lb down and 106 lb up at,19-7-4, and Printed copies of this document are187lbdownand207lbupat21-8-0 on top chord, and 268 lb down and 100 lb up at 7-0-0, 66 lb down at 7-0-12, 66 lb down at 9-0-12 66 lb down at 11-0-12, 66 lb down at 13-0-12, 66 lb down at 14-4-0, 66 lb down at 15-7-4. 66 lb down at 17-74, 66 lb down at not considered signed and sealed and 19-7-4, and 66 lb down at 21-74, and 268 lb down and 100 lb up at 21-8-0 on bottom chord The design/selection of such connection the signature must be verified on device(s) is the responsibility of others any electronic copies 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B) continued on pacle 2 0 WARNING - Verily design parameters and READ NOTES ON TNIS AND INCLUDED WTEK REFERENCE PAGE MI1.7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MTeke 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 applicabilrty of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent budding 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 braung of trusses and truss systems, see ANSUTP11 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 Qty Ply Park Sq Hm/Tnbeca-19t16-C T72090765 P1986C-T A6 HIP 1 1 JO mid-rtonall Lumber, eanow, hl_ 7 640 s Aug 16 2017 MiTek Industries, Inc Fn Sep 22 06 17 012017 Page 2 ID 3zzrE5595gHBgKdROwR6OYzkwee-Y4vDY1V2cyRLXGDIRlo5yRrggFU7VWxxNgVx2lybAjW LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) Lumber Increase=1.25, Plate Increase=1 25 Uniform Loads (pIf) Vert 1-3=60, 3-6=-60, 6-8=-60, 13-16=-20 Concentrated Loads (lb) Vert 6=-140(F) 12=-309(F=-41) 3=-140(F) 9=-309(F=-41) 19=-97(F) 20=-97(F) 22=97(F) 23=-97(F) 24=-97(F) 26=97(F) 27=-97(F) 28=-41(F) 29=41(F) 30=-41(F) 31=41(F) 32=-41(F) 33=-41(F) 34=-41(F) Q WARNING - Vanify design Parameters and READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE 111II.7473 rev 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 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 fITYa Ivy is ahvays required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the PAW fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSlrTPl1 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, Alexantlna, VA 22314 Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq Hmrrnbeca-1986-C T72090766 P1986C-T AST SPECIAL 1 2 Mid -Florida Lumber, Bartow, FL 7 640 s Aug 16 2017 MiTek Intlustries, Inc Fn Sep 22 06 17 02 2017 Page 1 ID 3zzrE5595gHBgKdROwR6OYzkwee-OHTbINWgNGZC80nu'OJKVeN4Nfr9Ftk5cUFVaBybAIV 3Z:LgF z z-B11z n-z z1-e o z341a121z zeo 29 ao zI -0 - 51030a4-5-10 3- 9-4 1-a0l Scale = 1 51 4 5x7 = 2x4 11 4x4 = 3x5 = 6 00 12 31 4 32 5 33 6 34 35 7 36 37 5x7 = 20 15 '- 14 " "' 13 12 4x10 = 1x4 I 2x4 I 4x14 = 3x4 = 1x4 I 3x4 = 4x12 = 2-34 5- ao 1 7-ao 1 1 1z-a1z n-z-6 z1-6-o z4-1a12 zse-o 2-3-4 2-& 12 2-a0 3-a2 2-&10 4-510 4-510 12-12 3-9-4 LOADING (psf) SPACING- 2- 0-0 CSI. TCLL 20.0 Plate Grip DOL 1 25 TC 064 TCDL 10.0 Lumber DOL 1 25 BC 081 BCLL 0.0 ' Rep Stress Incr NO WB 083 BCDL 100 Code FBC2014/ TPI2007 Matrix-M) DEFL. in floc) I/ deft Ud PLATES GRIP Vert(LL) -0 21 16-17 -999 240 MT20 244/190 Vert(TL) -0 53 16-17 >646 180 Horz(TL) 0.28 10 n/a n/a Weight: 397 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP DSS 'Except' TOP CHORD 4-8: 2x6 SP No 2, 8-11: 2x4 SP No.2 BOT CHORD 2x4 SP No 2 *Except* BOT CHORD 2-16: 2x6 SP No 1, 6-15 2x4 SP No 3 WEBS 2x4 SP No 3 'Except* 2D-21. 2x4 SP No 2 OTHERS 2x6 SP DSS APPLY SCAB TO ONE FACE OF TRUSS LBR SCAB 1-4 2x6 SP DSS one side ATTACH WITH 2 ROWS OF 10d NAILS (0 131" X 3") SPACED Q 3" O C USE 2- MEMBER END DISTANCE REACTIONS. (lb/size) 1= 2191/0-4-0, 10=2168/0-4-0 Max Horz 1=-79( LC 6) Max Uplift 1=660( LC 8), 10=-659(LC 8) FORCES. (lb) - Max. Comp./ Max Ten - All forces 250 (Ib) or less except when shown TOP CHORD 2-3= 67611/2056, 3-31=-5704/1765, 4-31=5673/1772, 4-32=-6330/1957, 5-32=633011957, Structural wood sheathing directly applied or 5-9-8 oc puffins, except end verticals Rigid ceiling directly applied or 10-0-0 oc bracing. 5-33=-6330/1957, 6-33=6330/1957, 6-34=-7014/2166, 34-35=-7014/2166, 7-35=7014/2166, 7-36=-4675/1470, 36-37=-4673/1470, 8-37=-4670/1469, 8-9=3946/1217, 9-10=3989/1183 BOT CHORD 2-19=- 1829/6306, 18-19=-1829/6306, 18-38=1489/5174, 17-38=-1489/5174, 17-39=2041/7072, 16-39=-2043/7080, 6-16=0/355, 15-40=-114/446, 40-41=-114/446, 14-41 =11 14/ 446, 14-42=974/3533, 42-43=-974/3533, 13-43=-974/3533, 12-13=-983/3495, 10-12=-983/3495 WEBS 4-18=-437/ 1394, 4-17=-447/1518, 14-16=1259/4379, 7-16=-804/2653, 7-14=-1892/682, 8-14=-451/1489, 8-13=-62/522, 9-13=-254/169, 6-17=1003/293, 3-19=-154/599, 3-18=-1442/434 NOTES- 1) 2-ply truss to be connected together with 1Od (0 131"xW) nails as follows Top chords connected as follows 2x6 - 2 rows staggered at 0-9-0 oc, 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 (B), unless otherwise indicated. 3) NA 4) Unbalanced roof live loads have been considered for this design Printed COpleS Of this document are 5) Wind ASCE 7- 10, Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3 Opsf, ti=25ft, B=45ft, L=29 t, eave=4ft, Cat Il, Exp B, Encl , GCpi= O 18, MWFRS (directional); Lumber DOL=1 60 plate grip DOL=1 60 not considered signed and sealed and 6) Provide adequate drainage to prevent water pond Ing the signature must be verified on 7) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads any electronic copies 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 Co4A%d17t A&.bQttom chord and any other members WARNING . Vr/fy design panmaters and READ NOTES ON TNIS AND INCLUDED MITEX REFERENCE PAGE Mil-7473 rev. 1010=015 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 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 intlrvidual 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-99 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 Qty Ply Park Sq Hm/Tnbea-1986-C T72090766 P19860-T A6T SPECIAL 1 M1e-n01`10a Lumoer, eanow, I-L. 7 540 5 Aug 16 2017 MiTek Intlustnes, Inc Fn Sep 22 06 17 02 2017 Page 2 ID 3zzrE5595gHBgKdROwR6OYzkwee-0HTbINWgNGZC8Qnu?QJKVeN4Nfr9Flk5cUFVaBybAjV NOTES- 9) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 660 lb uplift at joint 1 and 659 lb uplift at joint 10. 11) "Semi -rigid pdchbreaks including heels" Member end fixity model was used in the analysis and design of this truss 12) Hanger(s) or other Connection device(s) shall be provided sufficient to support concentrated load(s) 29 lb down and 90 lb up at 7-0-0, 26 lb up at 9-0-12, 26 lb up at 11-0-12, 97 lb down and 106 lb up at 13-0-12. 97 lb down and 106 lb up at 14-4-0, 97 lb down and 106 lb up at 15-7-4, 97 lb down and 106 lb up at 17-7-4, and 97 lb down and 106 lb up at 19-7-4, and 189 lb down and 205 lb up at 21-8-0 on top chord, and 502 lb down and 231 lb up at 7-0-0. 180 lb down and 76 lb up at 9-0-12, 180 lb down and 76 lb up at 11-0-12. 66 lb down at 12-10-8, 66 lb down at 14-4-0, 66 lb down at 15-7-4, 66 lb down at 17-7-4, and 66 lb down at 19-7-4, and 327 lb down and 97 lb up at 21-7-4 on bottom chord The design/selection of such connection device(s) is the responsibility of others LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) Lumber Increase=1.25, Plate Increase=l 25 Uniform Loads (plf) Vert 1-4=60, 4-8=-60, 8-11=60, 1-20=-20, 16-24=-20, 15-27=-20 Concentrated Loads (lb) Vert 4=-l(F) 8=-142(F) 6=-97(F) 18=502(F) 16=41(F) 13=-327(F) 34=-97(F) 35=-97(F) 36=97(F) 37=-97(F) 38=-180(F) 39=-180(F) 40=41(F) 41=-41(F) 42=-41(F) 43=-41(F) r AWARNING • Vanity daalgn paramarars and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll•7473 nv. 10M3/2015 BEFORE USE Design valid for use only with MiTek® connectors This design is based only upon parameters shown, end 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 Iff fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Duality 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 Truss Type City Ply Park Sq HnVTnbeca-1986-C T12090767 P1986C-T B1 SPECIAL 1 Mid-Flonds Lumber. Bartow, FL Run 7 640 s Nov 10 2015 Print 7 640 s Apr 22 2016 MiTek Industries, Inc Fn Sep 22 09 55 30 2017 Page 1 ID.3zzrE5595gHBgKd ROwR6OYzkwee-8XTtwzCCR 1 fGwU_u3akJc6G4ZZc2TCiTngV7fRyb7 Wh 3-3-0 6-3: 9-3-11 12-5-10 15-7-9 18-11.4 3-3-0 3-0 3-0-3 3-1-15 3-1-15 3-3-11 Scale = 1 32 6 1 5x4 I I 3 3x5 — 4x6 — 4x4 II Bx12 MT20HS = 2x4 II 7x12 = 4x4 LOADING (psf) TCLL 20.0 TCDL 100 BCLL 00 BCDL 100 SPACING- 2-0-0 Plate Grip DOL 1 00 Lumber DOL 1 00 Rep Stress Incr NO Code FBC2014/TPI2007 CSI. TC 088 BC 066 WB 0 84 Matrix-M) LUMBER - TOP CHORD 2x4 SP No 2 'Except* 4-8 2x4 SP No 1 BOT CHORD 2x6 SP DSS WEBS 2x4 SP No 3 *Except* 4-12,6-12,6-10,8-10 2x4 SP No 2 REACTIONS. (lb/size) 1=1865/0-4-0, 9=2496/0-7-4 Max Horz 1=191(LC 8) Max Uplift 1=-497(LC 5), 9=-774(LC 5) Max Grav 1=2062(LC 13), 9=2878(LC 13) DEFL. in (loc) Vdefl lid PLATES GRIP Vert(LL) 029 12 >776 360 MT20 244/190 Vert(TL) -0 71 12 >317 240 MT20HS 187/143 Horz(TL) 007 9 n/a n/a Weight 218 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-11 oc purlins, except end verticals BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing FORCES. (lb) - Max Comp./Max Ten - All forces 250 (lb) or less except when shown TOP CHORD 1-2=3983/994, 4-5=12542/3415, 5-6=-12542/3415, 6-7=7129/1921, 7-8=-7129/1921, 8-9=2499/687 BOT CHORD 1-14=998/3595. 13-14=-2865/10458, 12-13=3104/11284, 11-12=3270/12085, 10-11 =-3270/12085, 9-1 0=-1 56/573 WEBS 2-14=-654/2498, 5-12=-861/272, 6-11=-67/375, 7-10=872/270, 4-12=326/1315, 6.12=-198/478,6-10=-5178/1410,8-10=-1844/6851,4-14=-7229/1966,24=3500/943 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 0-7-0 oc Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc Webs connected as follows 2x4 - 1 row at 0-9-0 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 (B), unless otherwise indicated 3) Unbalanced roof live loads have been considered for this design. 4) Wind ASCE 7-10, Vutt=140mph (3-second gust) Vasd=108mph, TCDL=4 2psf, BCDL=3 Opsf, h=25ft, B=45ft, L=24ft, eave=4ft, Cat It, Exp B, Encl , GCpi=O 18, MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated 7) This truss has been designed for a 10.0 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 497 lb uplift at joint 1 and 774 lb uplift at joint 9 10) Girder carries tie-in span(s) 5-0-0 from 6-3-8 to 18-11-4 11) "Semi -rigid pdGhbreaks including heels" Member end fixity model was used in the analysis and design of this truss 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) The design/selection of such connection device(s) is the responsibility of others 17 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies r WARNING - Varlry design parematars and READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE M11.7177 rw. 10/03/2015 BEFORE USE. Design veld 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 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 r is always required for stability and to prevent collapse with possible personal injury antl property damage For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, we ANSMII 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, Alexandra, VA 22314 Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq Hmrrnbeca-1986-C T12090767 P1986C-T B1 SPECIAL 1 nun / o+u s iov 1u ZUl J runt / "U s Apr ZZ ZUlb Mi I eK inausbies, IOC i-n Sep Z2 uu bb 3u 2u1 / Pape Z ID 3zzrE5595gHBgKdROwR6OYzkwee-8XTtwzCCRIfGwU_u3akJc6G4ZZc2TCiTngV7fRyb7Wh LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) Lumber Increase=1.00, Plate Increase=l 00 Uniform Loads (plf) Vert 1-3=60, 4-8=252, 9-15=-20 Concentrated Loads (lb) Vert: 4=-429 0 WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev 1010312015 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 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 Adddional temporary and permanent bracing Tiw larl is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the lei !L fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Crttena, 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 Hrn/Tnbeu-1966-C T12090768 P1986C-T B2 SPECIAL 5 1 Jo Mid-Flonda Lumber, Bartow, FL 7 640 s Aug 16 2017 MiTek Industries, Inc Fn Sep 22 06 17 03 2017 Page 1 ID 3zzrE5595gHBgKdROwR6OYzkwee-UT1zziXJ8ah3maM5Z7rZ1swBJ3AD_JxEr8_27eybAjU 330 30.8 3-0.3 31-15 - 3-1-15 3311 Scale = 133 7 2x4 II 05 — 602 MT18HS = 5x5 11 8x12 MT20HS = 2x4 11 7x14 = 5x5 II 330 1 6-38 I 9311 12-510 157-9 330 30.8 30.3 31-15 31-15 3311 Plate Offsets (X.Y)— f1 0-2-4.0-0-11, f4 0-3-8.Edael, f8 0.3-8.Edael, f9 Edge.0-3-81, f12 0-6-0.0-5-41, f14:0-5-4,0.4-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 200 Plate Grip DOL 1.00 TC 0.88 Vert(LL) -0 39 12 >579 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.88 Vert(TL) -0 89 12 >254 240 MT20HS 187/143 BCLL 00 ' Rep Stress Incr NO WB 0.90 Horz(TL) 009 9 n/a n/a MT18HS 244/190 BCDL 100 Code FBC2014/TPI2007 Matnx-M) Weight 109 to FT = 20% LUMBER- BRACING. TOP CHORD 2x4 SP No 2 'Except* TOP CHORD Structural wood sheathing directly applied or 1-8-1 oc purlins, except 4-8 2x4 SP DSS end verticals BOT CHORD 2x6 SP DSS BOT CHORD Rigid ceiling directly applied or 6-9-7 oc bracing. WEBS 2x4 SP No 3 'Except* 3-13,4-14. 2x4 SP No 2, 4-12,6-12,6-10,8-10, 2x4 SP No 1 REACTIONS. (lb/size) 1=1366/0-4-0, 9=1230/0-7-4 Max Horz 1=191(LC 8) Max Upllft1=-259(LC 5), 9=-202(LC 5) Max Grav 1=1578(LC 13), 9=1599(LC 13) FORCES. (lb) - Max Comp /Max Ten - All forces 250 (lb) or less except when shown TOP CHORD 1-2=2979/510, 4-5=8181/1365, 5-6=-8181/1365, 6-7=-4140/557, 7-8=-4140/557, 8-9=1404/189 BOT CHORD 1-14=-567/2700, 13-14=-1485/7613, 12-13=-1580/8120, 11-12=-1059/7195, 10-11=11059/7195, 9-10=-37/292 WEBS 2-14=-328/1821, 5.12=-399/55, 7-10=403/51, 4-12=-396/439, 6-12=-362/1031, 6-10=-3192/524, 8-10=-544/4023, 4-14=-5175/967, 2-4=-2611/517 NOTES- 1) Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7-10, Vuft=140mph (3-second gust) Vasd=108mph, TCDL=4 2psf, BCDL=3.Opsf, h=25ft; B=45ft; L=24ft, eave=oft; Cat II; Exp B, Encl.. GCpi=O 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 259 lb uplift at joint 1 and 202 lb uplift at joint 9 8) "Semi -rigid pdchbreaks including heels" Member end fixity model was used in the analysts and design of this truss 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) Lumber Increase=1 00, Plate Increase=l 00 Uniform Loads (plf) Vert 1-3=60; 4-8=-90, 9-15=20 Continued on oaae 2 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Venfy design Parameters and READ NOTES ON TWS AND INCLUDED MITEK REFERENCE PAGE 1114l1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTektD 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 end/or chord members only Additional temporary and permanent bracing 14 ifl{ is always required for stability end 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, DSB44 and BCSI Building Component 6904 Parke Fast Blvd Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312, Alexandria, VA 22314 Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq HmlTnDera-198&C T12090768 P1986C-T 82 SPECIAL 6 1Jo ODtional) umber, eanow, rL LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 4=-713 7 540 s Aug 16 2017 MlTek Intlusines. Inc Fn Sep 22 06 17 03 2017 Page 2 ID 3zzrE5595gHBgKdROwR6OYzkwee-UT1zzIXJ8ah3maM5Z7rZ1swBJ3AD_JxEr8_27eybAjU Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 11111-7473 rev 1010312015 BEFORE USE Design valid for use only with MITek® connectors This design is based only upon parameters shown, and is for on individual building component, not l a truss system Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall budding design Bracing indicated is to prevent buckling of individual vuss web and/or chord members only Additional temporary and permanent bracing •T.>.w.1aA so Ways 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 ANSVTP11 Ouallty Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312, Alexantlna, VA 22314 Tampa, FL 36610 Job Truss Truss Type oty Ply Park Sq Hmrrnbeca-1986-C T 120907691P1986C-T B2G SPECIAL 1 n all Mid -Florida Lumber, Bartow, FL 7 640 s Aug 16 2017 MiTek Intlustries, Inc Fn Sep 22 06 17 04 2017 Page 1 ID 3zzrE5595gHBgKdROwR6OYzkwee-yfaLA2YxopwOkxH6rMoa3TPVSWkjr2N3okcf4ybA)T r 330 i 8-10.14 11-4-9 11310-3 1fi-3-14 18-11.4 3-3-0 36-38 0.8 2-7-6 2-5-10 2-510 2-'10 Scale = 1 33 8 1 5x4 I 3 10 3x4 - 4x5 = 3x4 3x8 = 7x6 = 4x8 = 2x4 14 4 _ 330 8-38 i 8-10.14 11-4-9 13143 16-314 18-11-4I 330 3-0.8 2-7-8 2-510 2-510 2-510 2-7-8 Plate Offsets (X.Y)- 11 0-1-8.0-1-81,[4:0-2-4.0-2-121.113 0-3-0.0-4-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.00 TC 0.66 Vert(LL) -0.24 14 >948 360 MT20 244/190 TCDL 100 Lumber DOL 100 BC 086 Vert(TL) -0 54 14 >414 240 BCLL 0.0 ' Rep Stress Incr NO WB 059 Horz(TL) 006 10 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix-M) Weight 219 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.1 WEBS 2x4 SP No 3 BOT CHORD REACTIONS. (lb/size) 1=1417/0-4-0, 10=125710-7-4 Max Horz 1=191(LC 8) Max Uplift 1=-278(LC 5), 10=-212(LC 5) Max Grav 1=1637(LC 13), 10=1631(LC 13) FORCES. (lb) - Max Comp /Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=3140/556, 4-5=8450/1482, 5-6=-8450/1482, 6-20=-5956/866, 7-20=5956/866, 7-8=5956/866 BOT CHORD 1-16=-608/2843, 15-16=-1601/7985, 14-15=-1704/8513, 13-14=-1270/8061, 12-13=-1270/8061, 11-12=-491/3595, 10-11=491/3595 WEBS 2-16=-360/1932, 2-4=-2748/556, 4-16=-5417/1047, 4-14=455/295, 5-14=304/41, 6-14=-267/550, 6-113=22/288, 6-12=2258/433, 7-12=290/35, 8-12=402/2532, 8-10=-3632/498 Structural wood sheathing directly applied or 3-9-13 oc purlins, except end verticals Rigid ceiling directly applied or 10-0-0 oc bracing NOTES. 1) 2-ply truss to be connected together with 10d (0.131"xW) nails as follows Top chords connected as follows 2x4 - 1 row at 0-7-0 oc Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc Webs connected as follows 2x4 - 1 row at 0-9-0 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 (B), unless otherwise indicated 3) Unbalanced roof live loads have been considered for this design 4) Wind ASCE 7-10, VuIt=140mph (3-second gust) Vasd=108mph; TCDL=4 2psf, BCDL=3 Opsf, h=25ft, B=45ft, L=24ft, eave=4ft, Cat II, Exp B, Encl , GCpi=O 18, MWFRS (directional), Lumber DOL=1.60 plate-gnp 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 ail 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 278 lb uplift at joint 1 and 212 lb uplift at joint 10 9) "Semi -rigid pdchbreaks including heels" Member end fixity model was used in the analysis and design of this truss 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The design/selection of such connection device(s) is the responsibility of others LOAD CASE(S) Standard Continued on Daoe 2 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Vanity daslgn paramet m and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 ray. 1010312015 BEFORE USE. Design valid for use only with MiTeldD connectors This design is based only upon parameters shown, and is for an individual building component, not 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 I 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 ANSVTP11 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 Park Sq Hm/Tnbeca-1986-C T72090769 P1986C-T B213 SPECIAL 1 Mla-i-ioriaa Lumber, eanow, 1-1- LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) Lumber Increase=1 00, Plate Increase=1.00 Uniform Loads (plf) Vert 1-3=60, 4-9=-90, 10-17=-20 Concentrated Loads (lb) Vert 4=-792 7 640 S Aup 16 Z017 MITek Intlusbles, Inc FriSep 22 06 17 04 2017 Page 2 ID 3zzrE5595gHBgKdROwR6OYzkwee-yfaLA2YxvtpwOkxH6rMoa3TPVSWkjr2N3okcf4ybAjT Q WARNING - Vrify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 — 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 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 fabrlcallon, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPl1 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 Z2314 Tampa, FL 36610 Job Truss Truss Type Qty Ply P2rkSqHmrrn1bsca-l9WC T72090770 P1986C-T B3 COMMON 3 1 Job Re Mid-Flonda Lumber, Barlow, FL 7 640 s Aug 16 2017 MiTek Industries, Inc Fn Sep 22 05 17 04 2017 Page 1 ID 3zzrE5595gHBgKdROwR6OYzkwee-yfaLA2YxvtpwOkxH6rMoa3TW5SYbjyJN3okd4ybAlT 9-8-0 14-2-12 _ _ _ 10-4-0 i 20.4-0 1-0.0 5-1-4 F 4-612 4$12 5-1-4 Scale = 1 35 5 04 = ld 3x4 = 5x8 = 3x4 = LOADING (psf) TCLL 200 TCDL 100 BCLL 0.0 ' BCDL 100 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 024 BC 0.74 WB 0.19 Matnx-M) DEFL. in floc) Well Ud Vert(LL) -0.11 8-11 >999 240 Vert(TL) -0.29 8-11 >794 180 Horz(TL) 0.04 6 n/a n/a PLATES GRIP MT20 244/190 Weight 87 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-6 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) 2=833/0-8-0, 6=833/0-8-0 Max Horz 2=-102(LC 6) Max Uplift2=-226(LC 8), 6=-226(LC 8) FORCES. (lb) - Max Comp /Max Ten - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1219/335, 3-4=913/252, 4-5=-913/252, 5-6=-1219/335 BOT CHORD 2-8=222/1042, 6-8=222/1042 WEBS 4-8=107/497, 5-8=-337/174, 3-8=-337/174 NOTES- 1) Unbalanced roof live loads have been considered for this design 2) Wind, ASCE 7-10, VuR=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3 Opsf, h=25ft, B=45ft, L=24ft, eave=4ft, Cat 11; Exp B; Encl , GCpi=O 18; MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1 60 3) This truss has been designed for a 10 0 psf bottom chord live load 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 226 lb uplift at joint 2 and 226 lb uplift at joint 6. 6) "Semi -rigid pnchbreaks including heels" Member end fixity model was used in the analysts and design of this truss Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Vwtfy design pai—rars and READ NOTES ON TWS AND INCLUDED WTEK REFERENCE PAGE M11-7473 — 10/03/2015 BEFORE USE. Design valid for use onty with MiTekID 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 wax fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB49 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 cry Ply Park Sq 11mrrnbeca-19E6C T12090771 P1986C-T B4 GABLE 1 1 Mid -Florida Lumber, Bartow, FL 7 640 s Aug 16 2017 MiTek Intlustries, Inc Fn Sep 22 06 17 05 2017 Page 1 ID 3zzrE5595gHBgKdROwR6OYzkwee-RrBkOOYZfBxn?uWTgYtl6H?gs2zSRpXIST9BWybAIS 1-1-0-0 9-8-0 19-4-0 20-4-0 1-0.0 9-8-0 9-8-0 Scale = 1 35 5 4x4 = iri 3x4 = 18 17 16 15 14 13 12 3x4 = 5x5 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20 0 Plate Grip DOL 1 25 TC 0.12 TCDL 10.0 Lumber DOL 1.25 BC 010 BC LL 0 0 ' Rep Stress Incr YES WB 005 BC DL 10 0 Code FBC2014/TP12007 Matra) DEFL. in (loc) Vdefl Ud PLATES GRIP Vert(LL) 0.00 11 n/r 120 MT20 244/190 Vert(TL) 0.01 11 nlr 120 Horz(TL) 0.00 10 n/a n/a Weight, 95 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No 3 REACTIONS. All bearings 19-4-0 lb) - Max Horz 2=-102(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 2, 16, 17, 18, 14, 13, 12, 10 Max Grav All reactions 250 lb or less at joint(s) 2, 15, 16, 17, 14, 13, 10 except 18=282(LC 17). 12=282(LC 18) 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, Vult=140mph (3-second gust) Vasd=108mph, TCDL=4 2psf, BCDL=3.Opsf, h=25ft, B=45ft, L=24ft, eave=2ft, Cat 11; Exp B, Encl., GCpi=0.18; MWFRS (directional), 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 qualrfied building designer as per ANSI/TPI 1. 4) All plates are 1x4 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 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 16, 17, 18, 14, 13 12,10 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4 d Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Verify dory. parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-717J rev 10/03/2015 BEFORE USE IsDesignvalidforuseonlywithMiTek® connectors This design is based only upon parameters shown, and is for an individual building component, not truss system Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall buiidmg design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and pe—artem 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, DSB49 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 Hmrrnbeca-1986-C T12090772 P1986C-T C1 COMMON 4 1 Mid -Florida Lumber, Bartow, FL 7 640 s Aug 16 2017 MITek Industries. Inc Fn Sep 22 06 17 06 2017 Page 1 ID 3zzrE5595gHBgKdROwR6OYzkwee-v2t6bkZBOV3ed25gEGOGftJYgrGJRBtGgX6DikzybAlR 6-4-01 1243-0 1 13-8-0 1-0-0 6-4-0 6+0 1-0-0 4x4 = 3x4 = 1x4 11 3x4 = Scale = 1 24 9 R 6-4-0 6-4-0 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 0.35 Vert(LL) -002 6-12 >999 240 MT20 244/190 TCDL 100 Lumber DOL 1.25 BC 034 Vert(TL) -0.07 6-12 >999 180 BCLL 00 ' Rep Stress Incr YES WB 010 Horz(TL) 001 4 n/a n/a BCDL 100 Code FBC2014/TP12007 Matnx-M) Weight. 48 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) 2=56710-4-0, 4=567/0-4-0 Max Horz 2=70(LC 7) Max Uplift2=-163(LC 8), 4=-163(LC 8) FORCES. ( lb) - Max Comp /Max. Ten - All forces 250 (lb) or less except when shown TOP CHORD 2-3=613/135, 3-4=-613/135 BOT CHORD 2-6=26/475, 4-6=-26/475 WEBS 3-6=0/253 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=25ft, B=45ft, L=24ft, eave=4ft, Cat 11, Exp B, Encl.. GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1 60 3) This truss has been designed for a 10.0 psf bottom chord live load 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) 2=163, 4= 163 6) " Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysts and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Vanity design pant—ters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 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 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 T-7wIr1 Is always required for stability and to prevent collapse with possible personal mlury and property damage For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPl1 Quality Criteria, DSB49 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 I Ply Park Sq Hmrrnbeca-1986-C T72090773 P1986C-T C2 COMMON 3 1 ootionah Mid -Florida Lumber, Bartow, FL 7 640 s Aug 16 2017 MiTek Industries, Inc Fin Sep 22 06 17 D6 2017 Page 1 ID 3zzrE5595gHBgKdROwR6OYzkwee-v2r6bkZBQV3ed25gEGOGfUYgrGJPBtGgX6DlkzybA)I 1-0-0 6-4-0 I 12-8-0 1-D-0 6+0 6-4-0 4x4 = 3x4 = 1x4 II Scale = 1 24 4 3x4 = LOADING (psf) TCLL 200 TCDL 100 BCLL 00 ' BCDL 100 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1 25 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TIC 0.35 BC 034 WB 010 Matrix-M) DEFL. in Vert(LL) -0 02 Vert(TL) -0 07 Horz(TL) 001 loc) Weil Ud 5-8 >999 240 5-8 >999 180 4 n/a n/a PLATES GRIP MT20 244/190 Weight, 46 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purllns BOT CHORD 2x4 SP No 2 BOT CHORD Rigid telling directly applied or 1D-0-0 oc bracing. WEBS 2x4 SP No 3 REACTIONS. (lb/size) 4=506/Mechanical, 2=567/0-4-0 Max Horz 2=69(LC 7) Max Upllft4=-120(LC 8), 2=-163(LC 8) FORCES. (lb) - Max Comp./Max Ten - All forces 250 (lb) or less except when shown TOP CHORD 2-3=616/137, 3-4=-615/137 BOT CHORD 2-5=53/477, 4-5=-53/477 WEBS 3-5=0/254 NOTES. 1) Unbalanced roof live loads have been considered for this design 2) Wind ASCE 7-10, Vuh=140mph (3-second gust) Vasd=108mph, TCDL=4 2psf; BCDL=3 Opsf, h=25ft, B=45ft, L=24ft, eave=4ft, Cat II, Exp B, Encl , GCpi=O 18, MWFRS (directional), Lumber DOL=1 60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads 4) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 5) Refer to girder(s) for truss to truss connections 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (It=lb) 4=120, 2=163 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Vwdy cf vgn paramafars and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-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 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 HT fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSIRPII Quality Cmeria, 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 Perk Sq Hm/rnbea-1986-C T72090774 P1966C•T C3 HIP 1 1JO Mid-Flonda Lumber, Bartow, FL 7 640 s Aug 16 2017 MiTek Industries, Inc Fn Sep 22 06 17 07 2017 Page 1 ID 3zzrE5595gHBgKdROwR6OYzkwee-NEGUo4apBoBVFBgsozvVCi511gglwKaglmyGGPybA4O 1-0- 0 5-0-0 7-t1-0 12-8-0 13 B-0 1-a0 5-0-0 2-&0 5-0-0 1-a0 Scale = 124 5 axe = 15 4x4 = 3x4 = tx4 II 3x4 = 3x4 = 4 Sao I Sao 7-8-0 I 2-&0 12-8-0 5-a0 Plate Offsets (X Y)— 13*0-5 4 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip COL 1 25 TC 0.24 Vert(LL) -0 02 8 >999 240 MT20 244/190 TCDL 100 Lumber DOL 1.25 BC 031 Vert(TL) -0 06 8-11 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 009 Horz(TL) 002 5 n/a n/a BCDL 100 Code FBC2014rrPI2007 Matrix-M) Weight: 54 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied or 5-2-10 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) 2=792/0-4-0, 5=792/0-4-0 Max Horz 2=-58(LC 6) Max Upldt2=-234(LC 8), 5=-234(LC 8) FORCES. (lb) - Max Comp /Max. Ten - All forces 250 (lb) or less except when shown TOP CHORD 2-3=1167/311, 3-15=-992/302, 4-15=-992/302, 4-5=-1168/310 BOT CHORD 2-8=203/983, 8-16=200/991, 7-16=-200/991, 5-7=-202/984 NOTES- 1) Unbalanced roof live loads have been considered for this design 2) Wind ASCE 7-10; VuR=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3 Opsf, h=25ft, B=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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (Jt=lb) 2=234, 5=234 7) "Semi -rigid pdchbreaks including heels" Member end fixity model was used in the analysis and design of this truss 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 170 lb down and 181 lb up at 5-0-0. and 93 lb down and 77 lb up at 6-4-0, and 170 lb down and 181 lb up at 7-8-0 on top chord, and 86 lb down at 5-0-0, and 36 lb down at 6-4-0, and 86 lb down at 7-7-4 on bottom chord The design/selection of such connection device(s) is the responsibility of others 9) In the LOAD CASE(S) section, 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, 4-6=-60, 9-12=-20 Concentrated Loads (lb) Vert 3=-123(F) 4=-123(F) 8=64(F) 7=-64(F) 15=51(F) 16=-26(F) 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 paameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekm 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 NEW 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 Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312, Alexandria, VA 22314 Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq Hm/Tnbecit-1986-C T12090775 P19660-T CJ1 JACK 10 1 Job Lumber. Bartow, FL 7 640 s Aug 16 2017 MiTek Industries, Inc Fn Sep 22 06 17 07 2017 Page 1 ID 3zzrE5595gHBgKdROwR60Yzkwee-NEGUo4apBoBVFBgsozvVCi547gkrwL"glmyGGPybAjQ 1-0-0 1-0-0 1-0-0 1-0-0 Scale = 1 7 1 2x4 = 1-ao 1-D-o LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Vdefl Ud PLATES GRIP TCLL 200 Plate Grip DOL 1.25 TC 0.06 Vert(LL) -0 00 7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 001 Vert(TL) -0.00 7 >999 180 BCLL 00 ' Rep Stress Incr YES WB 000 Horz(TL) -0 00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matnx-M) Weight 5 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 telling directly applied or 10-0-0 oc bracing REACTIONS. (lb/size) 3=12/Mechanical, 2=124/0-4-0, 4=3/Mechanical Max Horz 2=42(LC 8) Max Uplift3=-5(LC 5), 2=-64(LC 8) Max Grav 3=13(LC 13), 2=124(LC 1). 4=12(LC 3) FORCES. (lb) - Max Comp /Max Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10, Vutt=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3 Opsf, h=25ft, B=45ft. L=24ft, eave=4ft, Cat. 11, 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, 2 6) "Semi -rigid pnchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 TNIS AND INCLUDED WTEK REFERENCE PAGE Mill- 7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTeW 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 kif4 is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the L9kN fabrication, storage, delivery. erection end bracing of trusses and truss systems, see ANSIrrPh Quality Criteria, DSB-09 and SCSI Building Component 6904 Parke Fast 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 HnVTnbeu-1986-C T72090776 P1986C-T CJ3 JACK 8 1 Mid-Fionda Lumber, Bartow, FL 7 640 s Aug 16 2017 MiTek Industries, Inc Fn Sep 22 06 17 08 2017 Page 1 ID 3zzrE5595gHBgKdROwR60Yzkwee-rQgs00bRy6JMsLF2LhOkkvdEg44GfnFz_OlporybAjP 3-0-0 ' 1 0.0 3-0.0 Scale = 1 123 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1 25 TC 008 Vert(LL) -0 00 4-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.06 Vert(TL) -0 01 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0 00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matnx-M) Weight, 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purllns BOT CHORD 2x4 SP No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (lb/size) 3=65/Mechanical, 2=201/0-4-0, 4=29/Mechanical Max Horz 2=74(LC 8) Max Upldt3=34(LC 8), 2=67(1_C 8) Max Grav 3=65(LC 1). 2=201(LC 1), 4=46(LC 3) FORCES. (lb) - Max. Comp /Max Ten - All forces 250 (lb) or less except when shown NOTES- 1) Wind ASCE 7-10; VuH=140mph (3-second gust) Vasd=108mph; TCDL=4 2psf, BCDL=3 Opsf, h=25ft, B=45ft, L=24ft, eave=oft, Cat. II, Exp B, Encl., GCpi=O 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, 2 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Verify design p.—tars and READ NOTES ON This AND INCLUDED MITEK REFERENCE PAGE M11.7473 ray. 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 e truss system Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall buddingdesign 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 ANSIrrPl1 Quality Criteria, DSB49 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 Qty Ply ParkSqHmrrn1beca-1986-C T12090777 P1986C-T CJ3T SPECIAL 2 1Job mw nonoa L-1, eanow, rL / "v a ^ug it, Lul t mi ieK inaustnes, Inc rn 5ep zu ua 1 r Ue zul r Page 1 ID 3zzrE5595gHBgKdROwR6OYzkwee-rQgsOQbRy6JMsLF2LhOkkvdEM42zfnFz_QiporybAlP 1-0.0 2S4 0-8-12 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udefl L/d TCLL 20.0 Plate Grip DOL 125 TC 010 Vert(LL) 0 00 6 999 240 TCDL 100 Lumber DOL 1.25 BC 0.14 Vert(TL) 0 01 6 999 180 BCLL 00 ' Rep Stress Incr YES WE 000 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TPl2007 Matnx-M) LUMBER - TOP CHORD 2x4 SP No 2 BOT CHORD 2x4 SP No 2 'Except' 3-6. 20 SP No 3 REACTIONS. (lb/size) 2=204/0-4-0, 5=95/Mechanical Max Horz 2=83(LC 8) Max Uplrft2=-68(LC 8), 5=47(LC 8) FORCES. (lb) - Max Comp /Max. Ten. - All forces 250 (lb) or less except when shown Scale = 1 12 3 PLATES GRIP MT20 244/190 Weight 13 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing NOTES- 1) Wind ASCE 7-10. Vuk=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3 Opsf, h=25ft, B=45ft; L=24ft, eave=oft, Cat II, Exp B, Encl , GCpi=O 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) 2, 5 6) "Semi -rigid pdchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Veiny design pararri and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 raw. 1M9312015 BEFORE USE. Design valid for use only with MiTti 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 verity the applicability, of design parameters and properly incorporate this design into the overall building design Braong indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing preleisalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryantlpropertydamageForgeneralguidanceregardingthe 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, Alemndna, VA 22314 Tampa, FL 36610 Job Truss Truss Type Qty Ply ParkSqHm1Tnbec*-198&C T72090778 P1986C-T CJ5 JACK 4 1Job mia-rionaa Lumber, tsanow, rL 1 nug ib bey cc w i i raye ID 3zzrE5595gHBgKdROwR6OYzkwee-JdOEDmb3jQRDUVgEvOxzH7ANmTOc0EV6D4RMKHybFyO 1.0-0 5-0-0 2x4 = Scale = 1,17 3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Ud PLATES GRIP TCLL 200 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0 01 4-7 >999 240 MT20 244/190 TCDL 100 Lumber DOL 1.25 BC 018 Vert(TL) -0.04 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 000 2 n/a n/a BCDL 100 Code FBC201141TPI2007 Matrix-M) Weight 18 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins BOT CHORD 2x4 SP No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=111/Mechanical, 2=298/0-4-0, 4=46/Mechanical Max Horz 2=108(LC 8) Max Uplift3=60(LC 8), 2=82(LC 8) Max Grav 3=111(LC 1), 2=298(LC 1), 4=76(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=25ft, 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) 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 6) "Semi -rigid pdchbreaks including heels" Member end fixity model was used in the analysis and design of this truss Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - VrNy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1OV312015 BEFORE USE. KNEW Design void 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 M_ fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 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 Oty Ply Park Sq Hm/rnbeca-19E6C T72090779 P1986C-T CJ5T SPECIAL 2 1 31) Mid -Florida Lumber, Barlow, FL 7 640 s Aug 16 2017 MiTek Industries, Inc Fn Sep 22 06 17 09 2017 Page 1 ID 3zzrE5595gHBgKdROwR6OYzkwee-JdOEDmb3jORDUVgEvOxzH7AN4TM00EV6D4RMKHybA10 1-0-0 I 2.3-4 5-0-0 1.11-0 2-3-4 2-8-12 2x4 = Scale = 1 17 3 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) Vdefl L/d PLATES GRIP TCLL 200 Plate Grip DOL 1 25 TC 0.23 Vert(LL) -0.02 3 >999 240 MT20 244/190 TCDL 100 Lumber DOL 1.25 BC 028 Vert(TL) -0.05 3-5 >999 180 BCLL 00 ' Rep Stress Incr YES WB 000 Horz(TL) 003 5 n/a n/a BCDL 100 Code FBC2014/rP12007 Matrix-M) Weight 19 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins BOT CHORD 2x4 SP No 2 'Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing 3-6 2x4 SP No.3 REACTIONS. (lb/size) 4=95/Mechanical, 2=302/0-4-0, 5=57/Mechanical Max Horz 2=108(LC 8) Max Uplrft4=-46(LC 8), 2=84(LC 8), 5=6(LC 8) Max Grav4=95(LC 1), 2=302(LC 1), 5=70(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=25ft, B=45ft, L=24ft, eave=oft, Cat. II, Exp B, Encl , GCpi=O 18, MWFRS (directional), Lumber DOL=1 60 plate grip COL=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, 2, 5 6) "Semi -rigid pdchbreaks including heels" Member end fixity model was used in the analysis and design of this truss Printed 'copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies A WARNING - Varlfy daslgn Paramafers and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 ray. 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 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 antl/or chord members only Additional temporary and permanent bracing hdi7iw Ir1 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 ANSIrTPl1 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 Park Sq Hm/Tnbeu-1986-C T12090780 P19116C-T D1 COMMON 4 1 Mid -Florida Lumber, Bartow, FL 7 640 s Aug 15 2017 MiTek Industries, Inc Fn Sep 22 06 17 09 2017 Page 1 ID 3zzrE5595gHBgKdROwR60Yzkwee-JdOEDmb3jORDUVgEvOxzH7AMOTNDODF6D4RMKHybAjO 1-at2 4-114 9.11.4 7a12 4-114 sao Scale 3/8"=1' 4x4 = 1 Sx, I I 3x8 = 1 5x4 I LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1 25 TCDL 10.0 Lumber DOL 1.25 BCLL 00 ' Rep Stress Incr YES BCDL 10.0 Code FBC2014/TPI2007 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TC 029 Vert(LL) 0 01 5-6 999 240 MT20 244/190 BC 0.20 Vert(TL) 0.03 5-6 999 180 WB 0.08 Horz(TL) 000 5 n/a n/a Matrix-M) Weight 60 Ito FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No 3 BOT CHORD REACTIONS. (lb/size) 7=463/0-7-4, 5=381/0-4-0 Max Horz 7=11 O(LC 6) Max Uptift7=134(LC 8), 5=-101(LC 8) FORCES. (lb) -Max Comp./Max Ten -All forces 250 (lb) or less except when shown TOP CHORD 2-3=320/104, 3-4=-317/100, 2-7=-420/146, 4-5=338/112 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design 2) Wind. ASCE 7-10, VuK=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3 Opsf; h=25ft, B=45ft, L=24ft; eave=4ft, Cat ll; Exp B, Encl., GCpi=0.18, MWFRS (directional), end vertical left exposed, 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 (It=lb) 7=134, 5=101 6) "Semi -rigid pdchbreaks including heels" Member end fixity model was used in the analysts and design of this truss. 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 parametem and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-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 verity the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicted 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 I, brication, storage, delivery, erection and breang of trusses and truss systems, see ANSIITP11 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 Truss Type Oty Ply Park Sq Hm/7nbeca-1996-C T12090761 P1966GT D2 COMMON 2 1 Job Mid -Florida Lumber, Barlow, FL 7 640 s Aug 16 2017 MiTek Industries, Inc Fn Sep 22 06 17 10 2017 Page 1 ID 3zzrE5595gHBgKdROwR6OYzkwee-npycR6ciUIZ36fPRT5TCpKIX4tla7geGSkBwtkybAlN i -1-0.0 5-0-0 10.0.0 I 11-0-0 1 1-0-o 5-0-0 5-0-0 4x4 = 1x4 II 2x6 = 2x6 = Scale = 122 5 0 4-8-0 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 027 Vert(LL) -0 01 6-13 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1 25 BC 019 Vert(TL) -0 03 6-13 >999 180 BCLL 00 ' Rep Stress Incr YES WB 007 Horz(TL) 000 4 n/a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix-M) Weight: 39 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) 2=468/0-4-0, 4=452/0-8-0 Max Horz 2=-57(LC 6) Max Up1rft2=-204(LC 8), 4=-197(LC 8) Max Grav 2=468(LC 13), 4=454(LC 14) FORCES. (lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=458/162, 3-4=-450/161 BOT CHORD 2-6=45/352, 4-6=-45/352 NOTES- 1) Unbalanced roof live loads have been considered for this design 2) Wind. ASCE 7-10, VuK=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3 Opsf, h=25ft, B=45ft, L=24ft, eave=4ft, Cat II, Exp B, Part Encl., GCpi=O 55, MWFRS (directional); cantilever left exposed ; Lumber DOL=1.60 plate grip COL=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 (/t=lb) 2=204. 4=197 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Verdy dealgn paramefers and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE MII-7479 rev, 1010312015 BEFORE USE Design valid for use only with MiTekm 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 Fisalwaysrequire0forstabilityandtopreventcollapsewithpossiblepersonalinjuryentlpropertydamageForgeneralguidanceregardingthe fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPl1 Quality Criteria, DSB-09 and BCS, 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 Hm/Tnbeca-1986-C T72090782 P1986C-T D3 GABLE 1 1 Job Mid -Florida Lumber, Bartow, FL 7 610 s Aug 16 2017 MiTek Industries, Inc Fn Sep 22 06 17 11 2017 Page 1 ID 3zzrE5595gHBgKdROwR60Yzkwee-F"V'7eRdKFlhwlpzdtp_RMYFigH3ps7uPgOwTPAybAIM 1 ao 5-D-0 10-o-0 11-G-0 1-0-11 5-0-0 5-0-0 1-0-0 Scale = 122 5 4x4 = 1x4 II 2x6 = 2x6 = R 0 4-8-0 5-0-0 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 027 Vert(LL) -0 01 6-17 >999 240 MT20 244/190 TCDL 100 Lumber DOL 1.25 BC 0.19 Vert(TL) -0 03 6-17 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0 07 Horz(TL) 000 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matnx-M) 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 OTHERS 2x4 SP No 3 REACTIONS. (lb/size) 2=468/0-4-0, 4=452/0-8-0 Max Horz 2=-57(LC 6) Max Uplitt2=-204(LC 8), 4=-197(LC 8) Max Grav 2=468(LC 13), 4=454(LC 14) FORCES. (lb) - Max Comp /Max Ten - All forces 250 (lb) or less except when shown TOP CHORD 2-3=458/162, 3-4=-450/161 BOT CHORD 2-6=45/352, 4-6=-45/352 NOTES. 1) Unbalanced roof live loads have been considered for this design 2) Wind. ASCE 7-10, VuR=140mph (3-second gust) Vasd=108mph, TCDL=4 2psf, BCDL=3.Opsf, h=25ft, 8=45ft; L=24ft, eave=4ft, Cat II, Exp B, Part Encl , GCpi=O 55, MWFRS (directional), cantilever left exposed , 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) Gable studs spaced at 2-0-0 oc 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 100 lb uplift at joint(s) except 0=1b) 2=204, 4=197 8) 'Semi -rigid pdchbreaks including heels" Member end fixity model was used in the analysis and design of this truss Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Varfly, design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev 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 and/or chord members only Additional temporary and permanent bracing - k ILff,+a.lea is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the 4i 1 hGK fabrication, storage, delivery, erection and bmung of trusses and truss systems, see ANSIrrPlt Quality Criteria, OS849 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 Hm/Tnbeca-1986-C T720907153 P19116C-T F1 ROOF TRUSS 12 1 WW-Fluii„a L„i„uei, o.ii w, FL_ i wu s nug i o cu i i mi i en inuusnms, me Fri Sep 22 w-ii 220i7 gei ID 3zzrE5595gHBgKdROwR6OYzkwee-jC3NsneyOLgnLzYpaVWgvlotShC4bOpZv2glxcybAjL 0-1-8 HI 1-3-0 018 Scale = 1 49 8 U3 = 1x3 = 54 34 FP = 3x8 FP = 54 I 1x3 = 5x6 II 4.6 II 4x6 II 5x6 II 1x3 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 m ,{ 33M44 35 d 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 6x6 = 5x6 I 6x6 = 3x8 MT20HS FP = 3x8 MT20HS FP = 6x6 = 5x6 II 6x6 = 28-6-8 28-6-8 Plate Offsets (X.Y)- 19 0-3-0.0.0-01. 117 0.3-O.Edgel LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in loc) Vdefl Ud PLATES GRIP TCLL 400 Plate Grip DOL 1.00 TC 028 Vert(LL) -0 63 25 >533 360 MT20 244/190 TCDL 100 Lumber DOL 100 BC 0.96 Vert(TL) -0.99 25 >341 240 MT20HS 187/143 BCLL 00 Rep Stress Incr YES W3 0.73 Horz(TL) 012 18 n/a n/a BCDL 50 Code FBC2014/TPI2007 Matrix) Weight 225 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No 2(flat) end verticals. WEBS 2x4 SP No 3(flat) BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing REACTIONS. (lb/size) 33=1037/0-8-0, 18=1037/0-8-0 FORCES. (lb) - Max Comp./Max Ten - All forces 250 (lb) or less except when shown TOP CHORD 33-34=-1024/0, 1-34=-1026/0, 18-35=-1024/0, 17-35=1026/0, 1-2=-1157/0, 2-3=3096/0, 3-4=-4654/0, 4-5=-4654/0, 5-6=5738/0, 6-7=-6391/0, 7-8=-6391/0, 8-9=6624/0, 9-10=-6624/0, 10-11=-6393/0, 11-12=-6393/0, 12-13=-5737/0, 13-14=-4654/0, 14-15=-4654/0, 15-16=-3096/0, 16-17=-1157/0 BOT CHORD 31-32=012235, 30-31=0/3935, 29-30=0/5292, 28-29=0/6163, 27-28=0/6163, 26-27=0/6624, 25-26=0/6624, 24-25=0/6595, 23-24=016166. 22-23=0/6166, 21-22=0/5291, 20-21=0/3935, 19-20=0/2235 WEBS 17-19=0/1538, 1-32=0/1538, 16-19=1427/0, 2-32=-1427/0, 16-20=0/1140, 2-31=0/1140, 15-20=-1110/0, 3-31=-110910, 15-21=0/933, 3-30=0/932, 13-21=-826/0, 5-30=-827/0, 13-22=0/590, 5-29=0/590, 12-22=-568/0, 6-29=564/0, 12-24=0/362, 6-27=-14/469, 10-24=-380/0, 8-27=576/130, 10-25=-327/439 NOTES- 1) Unbalanced floor live loads have been considered for this design 2) All plates are MT20 plates unless otherwise indicated 3) All plates are 3x6 MT20 unless otherwise indicated 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss 5) Required 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0 131" X 3") nails Strongbacks to be attached to walls at their outer ends or restrained by other means 6) Due to span to depth ratio of this truss, the floor may exhibit objectionable vibration and/or deflection Building designer to consider providing means to dampen possible floor vibration Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Varfly design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/07/2015 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 or 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 ANSIITP11 Quality criteria, DSB49 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 Pmrk1SqHrrvTn1bec&-l986-C T72090764 P1986C-T F1A ROOF TRUSS 1 1Job Ma-rionda Lumber, rlanow, rL 0-1-8 H FOB 3x4 = 1x3 = 1x3 = 1 2 3 2 31 30 29 1x3 II 3x4 = b4o s Aug Ili zU1 / Mi I ex industries, Inc t-n Sep u Ub If I zu1 / rape 1 ID 3zzrE5595gHBgKdROwR6OYzkwee-IC3NsneyOLgnLzYpaWVgvlol9hDObToZv2glxcybAjL 1-3 SLcaleV 1 49 0 1x3 II 3x6 FP= 3x4 = 1x3 II 4x6 = 3 4 5 6 7 8 9 10 36 11 28 27 26 25 24 23 22 21 3x6 = 3x4 = 1x3 11 4x4 = 3x6 FP = 1x3 II 12 13 14 20 3x6 = 1x3 = tx3 = 15 16 0 35XJ y 3+ 19 18 17 1x3 II Plate Offsets (X.Y)- f8 0-1-8.Edael. I24 0-1-8.Edgel LOADING (psf) SPACING- 14-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 400 Plate Grip DOL 100 TIC 0.81 Vert(LL) -0.19 25-26 >999 360 MT20 244/190 TCDL 100 Lumber DOL 100 BC 0.94 Vert(TL) -0.29 25-26 >688 240 BCLL 00 Rep Stress Incr YES WB 0.54 Horz(TL) 003 23 n/a n/a BCDL 50 Code FBC2014lrP12007 (Matnx) Weight 148 lb FT = 20%F, 11 %E LUMBER- BRACING - TOP CHORD 2x4 SP No 2(Flat) *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 7-16 2x4 SP No. 1(flat) end verticals. BOT CHORD 2x4 SP No 2(flat)'Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 22-31: 2x4 SP No. 1(flat) WEBS 2x4 SP No 3(flat) REACTIONS. All bearings 12-74 except Ot=length) 31=0-8-0 lb) - Max Uplrft All uplift 100 lb or less at loint(s) 20 except 21=-228(LC 3) Max Grav All reactions 250 lb or less at joint(s) 17, 18, 19, 20, 21 except 31=546(LC 1), 23=1122(LC 1) FORCES. (lb) - Max. Comp./Max Ten -All forces 250 (lb) or less except when shown TOP CHORD 31-32=-542/0, 32-33=-542/0, 1-33=542/0, 1-2=516/0, 2-3=-1266/0, 3-4=1651/0, 4-5=1651/0, 5-6=-1600/0, 6-7=1167/0, 7-8=1167/0, 8-9=-583/0, 9-10=-583/0, 10-36=0/977, 11-36=0/977 BOT CHORD 29-30=01993, 28-29=011523, 27-28=0/1683, 26-27=0/1521, 25-26=0/583, 24-25=0/583, 23-24=-260/0, 22-23=-528/0, 21-22=528/0 WEBS 1-30=0/701, 2-30=663/0, 2-29=0/380, 3-29=358/0, 11-21=0/490, 11-23=-677/0, 6-26=-497/0, 10-23=1030/0, 8-26=0/802, 10-24=0/1137, 8-25=-392/0, 9-24=-462/0 NOTES- 1) Unbalanced floor live loads have been considered for this design 2) All plates are 3x3 MT20 unless otherwise indicated 3) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at)otnt(s) 20 except (ft=lb) 21=228 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0 131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING • Verity tlulpn paremefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rsv. 10/03/2015 BEFORE USE. Design valid for use only with MiTeke connectors This design is based only upon parameters shown, and is for an individual budding component, not 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 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPH Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East BtW 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 ParkSqHmrrnbeca-1986-C T72090785 P1986C-T FIB ROOF TRUSS 3 1job 0-1-8 H F-H u s Aug it Lul / MI I ex Imouslrles, Inc hrl Jep LL ub 1 / 1 J zul / Page 1 ID 3zzrE5595gHBgKdROwR6OYzkwee-COdl37eaneyez6708E0vRzKyl5ZXKtUi81PaT3ybAjK Utz 12 { 1-4.0 1 1-8-88 o" 018 Scale = 1 49 8 44 = 3x4 1x3 = 5x12 = 3x4 = 1x3 = tx3 = 1x3 4x6 = 1x3 I 3x6 FP = tx3 I 1x3 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 t 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 tx3 II 4x4 = 34 = 3x6 FP = 6.6 II 6x8 = 3x6 = 3x4 = 3x6 = 3x4 = 1x3 II 46 = 5x5 = 15-3-8 14-311010-12 16-3-4 NiF12-11-12 0. -0 10.4 12-3-0 0-8-00-5-0 0-1-5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl L/d TCLL 40.0 Plate Grip DOL 1 00 TC 0.66 Vert(LL) 0 18 29-30 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.95 Vert(TL) 0 27 29-30 706 240 BCLL 00 Rep Stress Incr YES WB 071 Horz(TL) 003 23 n/a n/a BCDL 50 Code FBC2014rrP12007 Matrix) PLATES GRIP MT20 244/190 Weight 156 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP No 2(flat) 'Except* end verticals 17-28 2x4 SP No 1(flat) BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No 3(flat) *Except* 9-24 2x4 SP No 2(flat) REACTIONS. (lb/size) 33=731/0-8-0, 17=480/0-8-0, 23=1888/0-8-0 Max Grav 33=769(LC 3), 17=570(LC 4), 23=1888(LC 1) FORCES. (Ib) - Max Comp /Max Ten - All forces 250 (lb) or less except when shown TOP CHORD 33-34=-763/0, 34-35=-763/0, 1-35=-763/0, 17-36=564/0, 36-37=-564/0, 16-37=-564/0, 1-2=719/0, 2-3=-1740/0, 3-4=-2208/0, 4-5=-2208/0, 5-6=-2020/0, 6-7=-1308/90, 7-8=324/472, 8-9=-324/472, 9-10=0/1417, 10-11=0/1417, 11-12=-553/689, 12-13=-1157/284, 13-14=-11571284, 14-15=-1115/51, 15-16=-503/0 BOT CHORD 31-32=0/1382, 30-31=0/2073, 29-30=0/2213, 28-29=0/1827, 27-28=0/1827, 26-27=-472/324, 25-26=-483/291, 24-25=472/324, 23-24=-2157/0, 22-23=-1970/0, 21-22=-936/116, 20-21=-468/963, 19-20=144/1242, 18-19=0/961 WEBS 7-25=-1077/0, 8-24=314/0, 9-23=-2360/0, 1-32=0/977, 2-32=923/0, 2-31=0/498, 3-31=-463/0, 5-29=-328/0, 6-29=0/322, 6-27=-779/0, 7-27=0/1482, 16-18=0/684, 15-18=-638/6, 12-20=0/396, 12-21=-700/0, 11-21=0/736, 11-22=-1087/0, 9-22=011121. 9-24=0/2396 NOTES- 1) Unbalanced floor live loads have been considered for this design 2) All plates are 3x3 MT20 unless otherwise Indicated. 3) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails Strongbacks to be attached to walls at their outer ends or restrained by other means 5) CAUTION, Do not erect truss backwards Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Verify dasr - can parameters and READ NOTES ON THIS AND INCLUDED 4dITEK REFERENCE PAGE Ml1-7477 rev. f0/07/2015 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 properly Incorporate this design into the overall budding design Bracing indicated Is to prevent buckling of individual truss web and/or chord members only Adddional 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 ANSIr PlI Quality Criteria, DSB-09 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 Qty Ply Park Sq Hmrrnbeca.1986-C T720907a6 P19SBC-T F1C GABLE 1 1 mia-rionua Lumoer, oenow, I 0-h8 1 2 I 48 47 rug io oaV w i r rape i ID 3zzrE5595gHBgKdR0wR60Yzkwee-gaB7GTfCYy4VaGiCixX8_AtF5U7Q3VFsMM970VybA4J o-1 e Scale = 1 46 9 3x6 FP = 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 3x6 FP = 13-7-12 12-11• 14-5-0 19 20 21 22 23 24 52 61 30 29 28 27 26 25 11-4 2-3-4 3-74 4-1 6-3+s 7-7-1 6-11J 10-341 11-7-4 12-10-8 15.7-4 iU14 783-4 19-74 20.114 22-34 23-74 24-114 263-4 27-74 e-ba 11.4 1.1-0 1-4-0 140 1J-0 1-4-0 1-0 1-4-0 i-4-0 1-3-4 0.1- 2 1-0 1-0 1-4-0 1-4 1J-0 1J-0 1.4-014. 0.11I o-0-12 0-7-8 1-24 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 400 Plate Grip DOL 1.00 TC 008 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 100 Lumber DOL 1 00 BC 001 Vert(TL) n/a n/a 999 BCLL 00 Rep Stress Incr YES WB 003 Horz(TL) 000 25 n/a n/a BCDL 50 Code FBC2014rTP12007 (Matrix) Weight 123 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No 3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 28-6-8 lb) - Max Grav All reactions 250 lb or less at joint(s) 48, 25, 36, 37, 39, 40, 41, 42, 43, 44, 45. 46, 47, 35, 34, 33, 32, 31, 30, 29, 28, 27, 26 FORCES. (lb) - Max. Comp /Max Ten - All forces 250 (lb) or less except when shown NOTES- 1) All plates are 1x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing 3) Truss to be fully sheathed from one face or securely braced against lateral movement (I a diagonal web) 4) Gable studs spaced at 1-4-0 oc 5) "Semi -rigid pdchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3.10d (0 131" X 3") nails Strongbacks to be attached to walls at their outer ends or restrained by other means 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 parametars and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1(W3/2015 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 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 andlor chord members only Additional temporary and permanent bracing - is always required for stability and to prevent collapse with possible personal m)ury and property damage For general guidance regarding the W fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB49 and BCSI Building Component 6904 Parke Fast 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 Par1kSqHmrrnbeci,l9a46-C T12090787 P1986C-T F2 ROOF TRUSS 1 1 0-1.8 H 1 1-3-0 l 4x4 = tx3 = 1x3 = 3x5 = 1 2 3 2 au s nag io cup r mi art meusmros, me rn -p"- i r io [v, r rage t ID 3zzrE5595gHBgKdROwR6OYzkwee-8nNUpggJGCMCOHOGf2NWOOEluFgooc?bOuhYxybFyl 1-11-12 3x6 = 1x3 I 3x6 FP = 4 5 6 7 8 Scale = 1.32 6 3x5 = 4x6 = 9 10 0 1.5x4 11 4x5 = 3x8 MT20HS FP = 3x5 = 44 = 3x5 = 7-tae 611.2 1s-1-4 7-10 8 1-ato I tat-2 Plate Offsets (X.Y)- 11 Edae.0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Lid PLATES GRIP TCLL 400 Plate Grip COL 1.00 TC 088 Vert(LL) 0.30 14-15 >761 360 MT20 244/190 TCDL 100 Lumber DOL 100 BC 0.90 Vert(TL) 0 47 14-15 >484 240 MT20HS 187/143 BCLL 00 Rep Stress Incr YES WB 0.66 Horz(TL) 0.07 11 n/a n/a BCDL 50 Code FBC20141TPI2007 Matrix) Weight 99 Ito FT = 20%F, 11 e/ E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) *Except* end verticals. 11-18. 2x4 SP DSS(flat) BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing WEBS 2x4 SP No 3(flat) REACTIONS. (lb/size) 21=1034/0-8-0, 11=1034/Mechanical FORCES. (lb) - Max Comp /Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 21-22=1027/0, 22-23=-1027/0, 1-23=-1027/0, 10-11=1027/0, 1-2=-1003/0, 2-3=2579/0, 3-4=-3547/0, 4-5=3966/0, 5-6=3966/0, 6-7=-3574/0, 7-8=-3574/0, 8-9=2608/0, 9-10=1048/0 BOT CHORD 19-20=0/1940, 18-19=0/3184, 17-18=0/3184, 16-17=0/3966, 15-16=0/3966, 14-15=0/3886, 13-14=0/3217,12-13=0/1978 WEBS 10-12=011395, 1-20=0/1364, 9-12=-1294/0, 2-20=-1303/0, 9-13=0/876, 2-19=0/889, 8-13=-847/ 0, 3-19=-843/0, 8-14=0/497, 3-17=0/573, 6-14=-443/0, 4-17=768/0, 6-15=-219/ 504 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) All plates are 3x3 MT20 unless otherwise indicated 4) Refer to girder(s) for truss to truss connections 5) "Semi -rigid pdchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails Strongbacks to be attached to walls at their outer ends or restrained by other means 7) CAUTION, Do not erect truss backwards Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Varrly design paramarars and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7177 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 verity the applicability of design parameters and properly incorporate this design into the overall building design Broong indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing is always required for stabilrty 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 Critena, DSB-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 Qty Ply Park Sq Hmrrnbeca-19e6-C T12090768 P1986C-T F3 ROOFTRUSS 3 1 Job Mitt-rlonaa Lumber, tianow, FL IiE 0.1-8 I l i 1-3-0 I w beu s rug 10 za1 w Mi i ex mausuies, me rn sep zz m 1 w is zui i rage i ID 3zzrE5595gHBgKdROwR6OYzkwee-8nIVUpggJGCMCQHOGf2NWOQPDuQaox??bOuhYxybAfl 1 1x3 II 2 3x3 = 3 1x3 II 4 1x3 II 5 3x3 = 6 3x3 II 34 = 3x6 = 1-6-0 I 57-0 I 7-1-0 i Scale a 1 13 5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell L/d PLATES GRIP TCLL 400 Plate Grip DOL 100 TC 018 Vert(LL) 002 9-10 999 360 MT20 244/190 TCDL 100 Lumber DOL 1 00 BC 021 Vert(TL) 0 03 9-10 999 240 BCLL 0.0 Rep Stress Incr YES WS 013 Horz(TL) 000 7 n/a n/a BCDL 5.0 Code FBC2014rrP12007 Matrix) Weight 40 Ib FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. ( lb/size). 10=370/0-4-0, 7=376/Mechanical FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-3=522/0, 34=522/0, 4-5=-522/0 BOT CHORD 9-10=0/349, 8-9=0/522, 7-8=0/350 WEBS 5-7=466/0, 2-10=461/0, 5-8=0/268, 2-9=0/269 NOTES- 1) Unbalanced floor five loads have been considered for this design 2) Refer to girder(s) for truss to truss connections 3) " Semi -rigid pdchbreaks including heels" Member end fixity model was used in the analysis and design of this truss 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means 5) CAUTION, Do not erect truss backwards Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Verily design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 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 venty 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 bracng of trusses and truss systems, see ANSIrrPlt Quality Criteria, DSB49 and SCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312, Alexandre, VA 22314 Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq Hmrrnbeca-19e6-c T72090789 P1966C-T F3A GABLE 1 1 Job mic-nonba Lummr, V-0w, IL o" 2 14 13 3x3 = 3 12 4 I b4U s Aug it, zvi / mi i eK inoustries, Inc Fn aep zz ub if 1 b zui t rape 1 ID 3zzrE5595gHBgKdROwR6OYzkwee-8nfVUpggJGCMCQHOGf2NW000ruTfoyV?bOuhYxybAfl 5 10 6 7 3x3 11 9 8 3x3 II Scale = 1 13 5 0.10.8 2-2-8 2-10.8 3.8-8 4-2-8 4-10-8 E2-8 7-1-011 o-10-e 1+0 1 1 0-6-0 0-0 o-e-o 1 o o 1+0 01ae LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in floc) Udell Ud PLATES GRIP TCLL 400 Plate Grip DOL 100 TC 008 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 001 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 003 Horz(TL) 0.00 8 n/a n/a BCDL 50 Code FBC2014/TPI2007 Matrix) Weight 36 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No 2(Flat) end verticals. WEBS 20 SP No 3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 7-1-0 lb) - Max Grav All reactions 250 lb or less at loint(s) 14, 8, 11, 12, 13, 10, 9 FORCES. ( lb) - Max Comp./Max Ten - All forces 250 (lb) or less except when shown NOTES- 1) All plates are 1x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i a diagonal web) 4) Gable studs spaced at 1-4-0 oc 5) " Semi -rigid prtchbreaks including heels" Member end fixity model was used in the analysis and design of this truss 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails Strongbacks to be attached to walls at their outer ends or restrained by other means 7) CAUTION, Do not erect truss backwards 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 paramatars and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 1010312015 BEFORE USE Design valid for use only with MiTekia 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 verify the applicability of design parameters and properly incorporate this design into the overall NAM building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing NOW isalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamageForgeneralguidanceregardingtheN7, fabrication, storage, delivery, erection and braung of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-99 and BCSI Building Component 6904 Parke East Blvd Safety ; on, available from Truss Plate Institute, 218 N Lee Street, Suite 312, Alemndna, VA 22314 Tampa, FL 36610 Job Truss Truss Type Qty Ply Pa,kSqHmrrnbec&-19WC T72090790 P1986C-T F3B ROOF TRUSS 1 1JO mic-rionoa Lumoer, elan—, IL 12 D-1-B i 1-3-0 i 1-4-0 vy io ID 3zzrE5595gHBgKtlROwR60Yzkwec z uh9hS4ZKDgasbpMac3byaslloXOIBggeE4NybNH Scale = 1 13 5 1 1x3 II 2 3x3 = 3 1x3 II 4 1x3 II 5 3x3 = 6 34 II 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 40.0 Plate Grip DOL 100 TC 019 TCDL 10.0 Lumber DOL 1 00 BC 027 BCLL 00 Rep Stress Incr YES WB 0 12 BCDL 5.0 Code FBC2014rrP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No 2(flat) BOT CHORD 2x4 SP No-2(flat) WEBS 2x4 SP No 3(flat) REACTIONS. (lb/size) 11=316/0-3-8, 7=306/Mechanical, 9=124/0-3-8 Max Grav 11=323(LC 3), 7=306(LC 1), 9=174(LC 8) FORCES. (lb) - Max Comp /Max Ten - All forces 250 (lb) or less except when shown TOP CHORD 2-3=390/0, 3-4=-390/0, 4-5=-390/0 BOT CHORD 10-11=0/295, 9-10=0/390, 8-9=0/390, 7-8=0/268 WEBS 5-7=357/0, 2-11=389/0, 5-8=-55/261 3x6 = DEFL. in (loc) Vdefl Lid PLATES GRIP Vert(LL) -0 02 10-11 >999 360 MT20 2441190 Vert(TL) -0 03 10-11 >999 240 Horz(TL) 0.00 7 n/a n/a Weight 40 lb FT = 20%F, 11 %E BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purllns, except end verticals BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing NOTES- 1) Unbalanced floor live loads have been considered for this design 2) Refer to girder(s) for truss to truss connections 3) "Semi -rigid pdchbreaks including heels" Member end fixity model was used In the analysis and design of this truss 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0 131" X 3") nails Slrongbacks to be attached to walls at their outer ends or restrained by other means 5) CAUTION, Do not erect truss backwards Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies a.. Q WARNING - Vrdy dasrgn panmanrs and READ NOTES ON THIS AND INCLUDED NTEK REFERENCE PAGE M11.7473 rw. 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 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 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BC51 Building Component 6904 Parke East Blvd Safety ; on, available from Truss Plate Institute, 218 N Lee Street, Suite 312, Alexandria, VA 22314 Tampa, FL 36610 Job Truss Truss Type Qty Ply Sq Hm/rnbeca-1986-CP& J. rk T12090791 P1986C-T F3G ROOFTRUSS 1 1 12 aep ID 3zzrE5595gHBgKdROwR60Yzk,,,.; tGvV,;rtS4RkRnN45rcpVgBiOzGpml3KNocgybAlG a1-8 I —I I 1-30 i Scale = 1 13 5 2x6 11 34 11 2x6 11 2x6 11 3x6 11 3x6 11 1 2 3 4 5 13 6 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Vdefl Ud TCLL 40.0 Plate Grip DOL 100 TC 0.47 Vert(LL) 002 7-8 999 360 TCDL 100 Lumber DOL 1.00 BC 059 Vert(TL) 0.04 7-8 984 240 BCLL 00 Rep Stress Incr NO WB 024 HOrz(TL) 001 7 n/a n/a BCDL 5.0 Code FBC2014rrPI2007 Matrix) LUMBER- BRACING. 3x6 = PLATES GRIP MT20 244/190 Weight 49 lb FT = 20 % F. 11 % E TOP CHORD 2x4 SP No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No 3(flat) BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing REACTIONS. ( lb/size) 11=315/0-4-0, 7=929/Mechanical, 9=436/0-3-8 FORCES. ( lb) - Max Comp /Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 6-7=261/0, 2-3=-414/0, 3-4=-414/0, 4-5=-414/0 BOT CHORD 10-11=0/291, 9-10=0/414, 8-9=0/414, 7-8=Or775 WEBS 5-7=1008/0, 2-11=-374/0, 5-8=-654/0 NOTES- 1) Unbalanced floor live loads have been considered for this design 2) Refer to girder(s) for truss to truss connections. 3) " Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-D-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1014 lb down at 5-11-12 on top chord The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B) LOAD CASE(S) Standard 1) Dead + Floor Live (balanced) Lumber Increase=l 00, Plate Increase=l 00 Uniform Loads (plf) Vert 7-11=10, 1-6=-100 Concentrated Loads (lb) Vert, 13=935(1`) Printed' copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies A WARNING - Vardy dasrgn paramafars and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 01111-7473 ray. 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 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 FOR isalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalmluryandpropertydamageForgeneralguidanceregardingthe4'1 fabrication, 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, Aleuntlna, VA 22314 Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq Hmrtnbeca-1986-C T12090792 P1986C-T FS ROOFTRUSS 1 1 Mid-htoncfa Lumber, Banow, FL t-u srug io— t mi i eK mdu""'. me rn xp-wh it cu it rages ID 3zzrE5595gHBgKdROwR6OYzkwee-49tGvV15rtS4RkRnN45rcpVlbl9QGsnl3KNocgybAlG Scale = 1 18 0 1x3 1.3 II 34 = 1 3x6 2 3 4 5 6 12 11 10 9 8 7 LOADING ( psf) TCLL 400 TCDL 10.0 BCLL 00 BCDL 50 SPACING- 2-0-0 Plate Grip DOL 1 00 Lumber DOL 1 00 Rep Stress Incr YES Code FBC20141TPI2007 CSI. TC 0.38 BC 0.05 WB 005 Matrix) DEFL. in (loc) Udefl Ud Vert( LL) n/a n/a 999 Vert( TL) n/a n/a 999 Horz( TL) 000 7 n/a n/a PLATES MT20 Weight 53 lb GRIP 2441190 FT = 20%F, 11%E LUMBER- BRACING. TOP CHORD 2x4 SP No 2(flat) TOP CHORD Structural wood sheathing directly applied or 9-7-8 Dc purllns, except BOT CHORD 2x4 SP No.2(flat) end verticals WEBS 2x4 SP No 3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except 6- 0-0 oc bracing: 9-10 REACTIONS. All bearings 9-7-8 lb) - Max Grav All reactions 250 lb or less at joint(s) 12, 7, 8, 11 except 9=250(LC 1), 10=250(LC 1) FORCES. ( lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) All plates are 3x3 MT20 unless otherwise Indicated 2) Gable requires continuous bottom chord bearing. 3) " Semi -rigid pltchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0 131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 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 TNIS AND INCLUDED WTEK REFERENCE PAGE M11-7473 rev. 1010312015 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 budding designer must verity the applicability of design parameters and properly incorporate this design into the overall lam 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 ANSIRPt1 Duality 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 Park Sq Hm/Tribeca-1986-C T72090793 P1986C-T F6 ROOF TRUSS 3 1 riv.iva wnu,oi, oanurr, s nug io rn -ep - - i r i r i r rape lGvVt5ID3zzrE5595gHBgKdROwR60Yzkwee-09rtSZkRnN45rcpVmfiBBGr7l3KNocgybAlG 1-3-0 r 0+8 34 = 1 3x6 = 2 14 II 3 1x3 4 Scale = 1 9 6 l 8 3x3 II 3x3 = 7 3-7-8 3-7 8 6 3x3 = 5 3x3 II I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 400 Plate Grip DOL 100 TC 012 Vert(LL) 0 00 7 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 100 BC 007 Vert(TL) 0.00 7 999 240 BCLL 00 Rep Stress Incr YES WB 009 Horz(TL) 000 5 n/a n/a BCDL 50 Code FBC2014/TPI2007 Matrix) Weight, 25 lb FT = 20%F, 11 %E LUMBER- BRACING - TOP CHORD 20 SP No 2(flat) TOP CHORD Structural wood sheathing directly applied or 3-7-8 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 20 SP No 3(flat) BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=186/Mechanical, 5=186/Mechanical FORCES. (lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown NOTES- 1) Unbalanced floor live loads have been considered for this design 2) Refer to girder(s) for truss to truss connections. 3) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0 131" X 3") nails Strongbacks to be attached to walls at their outer ends or restrained by other means Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Verify desrpn parameters and READ NOTES ON iWS AND INCLUDED MITEK REFERENCE PAGE Ml1-7173 rev 10/07/I015 BEFORE USE. Design valid for use only with Mi7ek® 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 Ib dli is always required for stability and to prevent collapse with possible personal intury and property damage For general guidance regarding the 4 T'11 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSirrPl1 Quality Crttena, 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 Park Sq Hmrrnbew-1966-C T12090794 P1986C-T F6A GABLE 1 1 Job mid-riorioa Lumber, 6anow. rL u 1 3.3 II I b4U s Aug I 2U1 I mi I eK Industries, inc i-n Sep L2 Ub I ( its2U1 / rage I ID 3zzrE5595gHBgKdROwR60Yzkwee-YMRe6rijcBax3uOzxnc4802yR6UG)JMRH_7L9GybAjF 2 U3 II 3 1.3 II 4 3.3 11 8 7 6 5 Scale = 1 9 6 3x3 11 1 x3 11 1 x3 11 3x3 11 1-40 1 1-9-12 336 3-7-6 1 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 400 Plate Grip DOL 100 TC 006 Vert(LL) n/a n/a 999 TCDL 100 Lumber DOL 1 00 BC 001 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 002 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2014/rP12007 Matrix) LUMBER- BRACING - PLATES GRIP MT20 244/190 Weight 20 lb FT = 20%F, 11 %E TOP CHORD 2x4 SP No 2(flat) TOP CHORD Structural wood sheathing directly applied or 3-7-8 oc puffins, except BOT CHORD 2x4 SP No 2(flat) end verticals. WEBS 2x4 SP No 3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing OTHERS 2x4 SP No 3(flat) REACTIONS. All bearings 3-7-8 lb) - Max Grav All reactions 250 lb or less at joint(s) 8, 5, 6, 7 FORCES. (lb) - Max Comp./Max. Ten - All forces 250 (lb) or less except when shown NOTES- 1) Gable requires continuous bottom chord bearing 2) Truss to be fully sheathed from one face or securely braced against lateral movement (i a diagonal web) 3) Gable studs spaced at 1-4-0 oc 4) 'Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0 131" X 3") nails Strongbacks to be attached to walls at their outer ends or restrained by other means. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Variry design paramarars and READ NOTES ON TN/S AND INCLUDED MITEK REFERENCE PAGE MII.7173 rw. 10/07/2015 BEFORE USE. Design valid for use only with MiTekto 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 buitdmg design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporaryand 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 ANSlrrPl1 Quality Critena, DSB49 and BCSI Building Component 6904 Parke Fast 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 Hm/Tnbem-1986-C T12090795 P1986C-T FT1 FLOOR 1 Mio-hiorida LUmoer, t3an-, IL I tMiU 5 AUg lb LU1 f MI I eK Industries, Inc rn Sep 22 ub 1 t le 2u1 f rage 1 ID 3zzrE5595gHBgKdROwR6OYzkwee-YMRe6rijcBax3uOzxnc4802lm6Ka?A9RH_7L9GybAjF 26-10-14 2-0 3-tf-2 7-2-0 10-0-14 14-3 17-9-10 21+0 24-10fi 26-2-2 2 2-4-0 1•}12 3t-0 3-0-6 3d6 3-6fi 3-0.6 3-6-6 1-3-12 -e-i 1-7-10 Scale = 1 50 5 1 5.4 II 34 = 1x4 II 4x8 = 1x4 II 4x8 = 5x5 = 4x8 = 1x4 II 3x6 = 1 5x4 II 1 2 3 4 5 6 7 8 9 10 11 20 21 19 22 23 18 24 25 17 le 15 14 13 12 4x4 = 4x8 = 2x4 18x8 2x4 14x8 2x4 II 4x8 = 4x4 = 2 4 2388 24a I3 2&014i 2 3-6-8 I &61 2 1-7.10 Plate Offsets (X.Y)- f7 0-2-8.0-3-01, [1 L0-4-0.Edael LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1 00 TC 0.87 Vert(LL) 0.82 16-17 >415 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 070 VeR(TL) 1.28 16-17 >265 240 BCLL 00 Rep Stress Incr NO WB 061 Horz(TL) 009 12 n/a n/a BCDL 5.0 Code FBC2014lrP12007 Matnx-M) Weight 469 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied or 3-11-2 oc purlins, except BOT CHORD 2x6 SP DSS end verticals WEBS 2x4 SP No 3 BOT CHORD Rigid Ceiling directly applied or 10-0-0 oc bracing REACTIONS. (lb/size) 20=2829/0-7-4, 12=1573/0-7-4 FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=306/0, 2-3=-8718/0, 3-4=-8773/0, 4-5=-15467/0, 5-6=-15467/0, 6-7=11784/0, 7-8=11784/0, 8-9=4975/0, 9-10=4929/0 BOT CHORD 20-21=0/5749, 19-21=0/5749, 19-22=0/14921, 22-23=0/14921, 18-23=0/14921, 18-24=0/14921, 24-25=0/14921, 17-25=0/14921, 16-17=0/15111, 15-16=0115111, 14-15=0/9346, 13- 14=0/9346, 12-13=0/3268 WEBS 3-19=-323/0, 4-18=0/1200, 6.16=0/462, 9-13=-274/0, 4-19=-6352/0, 4-17=0/565, 6-17=0/369, 8- 13=-4516/0, 8-15=012526, 6-15=-3447/0, 2-19=0/3866, 2-20=5929/0, 10-13=0/2163, 1D- 12=-3386/0 NOTES- 1) 3-ply truss to be connected together with 10d (0 131"xY) nails as follows Top chords connected as follows 2x4 - 1 row at 0-7-0 oc Bottom chords connected as follows. 2x6 - 2 rows staggered at 0-7-0 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 (B), unless otherwise indicated 3) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4) Required 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails Strongbacks to be attached to walls at their outer ends or restrained by other means 5) Hanger(s) or other connection device(s)shall be provided sufficient to support concentrated load(s) 369 lb down at 2-1-0, 369 lb down at 4-1-0, 369 lb down at 6-1-0, and 300 lb down at 8-1-0, and 923 lb down at 9-3-8 on bottom chord The design/selection of such connection device(s) is the responsibility of others 6) Due to span to depth ratio of this truss, the floor may exhibit objectionable vibration and/or deflection Building designer to consider providing means to dampen possible floor vibration LOAD CASE(S) Standard 1) Dead + Floor Live (balanced) Lumber Increase=1 00, Plate Increase=1 00 Uniform Loads (plf) Vert 1- 11=-67, 12- 20=7 Concentrated Loads (lb) Vert 21= 369(F) 22= 369(1`) 23=-369(F) 24=-300(F) 25=-923(F) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARNING - Vardy design panmatars and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7477 rw. 10/07/2015 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 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 Met always required for Stability andtopreventcollapsewithpossiblepersonalinjuryandpropertydamageForgeneralguidanceregardingthefabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPi1 Quality Criteria, DSB-09 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Insinute, 218 N Lee Street, Suite 312. Alexandria, VA 22314 Tampa, FL 36610 Job Truss Truss Type oty Ply Park Sq Hm/rnbeca-1986-C T12090796 P1986C-T FT2 FLOOR 1 n Mid -Florida Lumber, Bartow, FL 7 640 s Aug 16 2017 MiTek Industries, Inc Fn Sep 22 06 17 19 2017 Page 1 ID 3zzrE5595gHBgKdROwR6OYzkwee-0Y OKBILMUIohlbAVU7JhEa24Vf9kaBbWesuhlybA)E I 2-6-11 4-11.10 7-4-9 9-11-4 2-6-112.4.15 24-15 2-6-11 Scale = 1 18 9 3x8 = 3x4 11 3x10 = 3x4 11 2811 4-11.10 7-4-9 9-11-42.11 2-4-15 2+15 2-6-11 Plate Offsets (X Y)— f7 0-2-4 0-2-121 19 0-4-4 0-2-121 LOADING (psf) SPACING- 1-0-0 TCLL 40.0 Plate Grip DOL 100 TCDL 100 Lumber DOL 1 00 BCLL 00 Rep Stress Incr NO BCDL 5.0 Code FBC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP rNo.2 BOT CHORD 2x6 SP No 2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 10=1837/0-4-0, 6=1998/0-7-4 CSI. DEFL. in (loc) Vdefl Lld TC 038 Vert(LL) 007 8 >999 360 BC 074 Vert(TL) 0 11 8 >999 240 WB 0 82 Horz(TL) 0.01 6 n/a n/a Matrix- M) PLATES GRIP MT20 244/190 Weight: 111 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. ( lb) - Max. Comp /Max Ten - All forces 250 (lb) or less except when shown TOP CHORD 1-10=-1637/0, 1-2=-3350/0, 2-3=3350/0, 3-4=-3490/0, 4-5=-3490/0, 5-6=1690/0 BOT CHORD 9-10=0/276, 9-11=0/4868, 8-11=0/4868, 8-12=0/4868, 7-12=0/4868, 7-13=0/293, 6-13=0/293 WEBS 1-9=0/3308, 2-9=-775/0, 3-9=-1634/0, 3-8=0/349, 3-7=-1483/0, 4-7=767/0, 5-7=0/3440 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"xY) nails as follows Top chords connected as follows 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 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 (B), unless otherwise indicated 3) Girder tames tie-in span(s): 7-0-0 from 0-0-0 to 9-11-4 4) " Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0 131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 181 lb down at 3-9-12, and 181 lb down at 5-9-12, and 181 lb down at 7-9-12 on bottom chord The design/selection of such connection device(s) is the responsibility of others LOAD CASE(S) Standard 1) Dead + Floor Live (balanced), Lumber Increase=1.00, Plate Increase=lDO Uniform Loads (ptf) Vert 1-5=330, 6-10=5 Concentrated Loads (lb) Vert 6=-66 11=-181(B)12=-181(B)13=-181(8) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 1 0 WARNING - Varlfy daslgn pa—Viiirs and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7472 nv. 10/03/2015 BEFORE USE minsw 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 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 Mx.lra is always required for stability and to prevent collapse with possible personal injury and properly damage For general guidance regarding the 1lLL fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSMIt Quality Critana, 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 oly Ply Park Sq Hm/rnbeca-1986-C T12090797 P1986C-T FT3 FLOOR 1 A info-rwriaa uumoer. an—. ru r au s .vug io zui i mi i es mousines, me rn sep uo t / t e zui / rage t wRID3zzrE5595gHBgKdRO6OYzkwee-OY_OKBILMUiohlbAVU7JhEa4pVlPkgybWesuhiybAlE 3-2-3 6-2-9 i 9-4-12 3-2-3 3-0-7 3-2-3 Scale = 1 17 9 1x4 II 4x4 = 4x4 = 1 4x4 = 2 3 4 2.4 I I 2x4 I I i 5-2-3 62-9 9-4-12 3-2-3 i 3-2-3 347 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 021 Vert(LL) 0 04 6-7 999 360 MT20 2441190 TCDL 100 Lumber DOL 1.00 BC 0.34 Vert(TL) 0 05 6-7 999 240 BCLL 0.0 Rep Stress Incr NO WB 039 Horz(TL) 000 5 n/a n/a BCDL 50 Code FBC2014frP12007 Matnx-M) Weight: 104 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD BOT CHORD 2x6 SP No 2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 8=859/0-7-4, 5=733/0-3-8 FORCES. (lb) - Max. Comp /Max. Ten -All forces 250 (lb) or less except when shown TOP CHORD 1-8=653/0, 1-2=-1709/0, 2-3=1709/0, 3-4=-1686/0, 4-5=-647/0 BOT CHORD 7-10=0/1686, 6-10=0/1686 WEBS 1-7=0/1623, 2-7=-286/0, 3-6=-308/0, 4-6=0/1621 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals Rigid ceiling directly applied or 10-0-0 oc bracing NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows Top chords connected as follows 2x4 - 1 row at 0-9-0 oc Bottom chords connected as follows 2x6 - 2 rows staggered at 0-9-0 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 (B), unless otherwise indicated. 3) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0 131" X 3") nails Strongbacks to be attached to walls at their outer ends or restrained by other means 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 176 lb down at 2-1-8, and 176 lb down at 4-1-8, and 176 lb down at 6-1-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced), Lumber Increase=l 00, Plate Increase=l 00 Uniform Loads (plf) Vert 14=100, 5-8=-10 Concentrated Loads (lb) Vert 8=-64 6=-176(8)9=-176(B)10=-176(B) 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 THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 10/03/2015 BEFORE USE. eeeeed 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 verily the applicabilityof 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 44Yf tii+l. 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 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 Hm/rnbeu-1986-C T72090798 P1986C-T J5 JACK 3 1 Jo Mxl-ri0nba Lumber, tlMri rL nug io aep—w reye i ID 3zzrE5595gHBgKdR0wR60Yzkwee-VkYOXWkz7oqfJB9M2CeYDR7F_v8BTDDklHcSD9ybAjD 1-0-0 5-0-0 Scale = 1 17 3 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 200 Plate Grip DOL 1.25 TIC 025 Vert(LL) -0 01 4-7 >999 240 MT20 2441190 TCDL 100 Lumber DOL 1.25 BC 0.18 VeR(TL) -0 04 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 000 Horz(TL) 000 2 n/a n/a BCDL 100 Code FBC2014/TP12007 Matrix-M) Weight 18 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=111/Mechanical, 2=298/0-4-0, 4=46/Mechanical Max Horz 2=108(LC 8) Max uplift3=-60(LC 8). 2=82(1_C 8) Max Grav3=111(LC 1). 2=298(LC 1), 4=76(LC 3) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind ASCE 7-10, Vutt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3 Opsf, h=25ft, 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) 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 60 lb uplift at joint 3 and 82 lb uplift at joint 2 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - VarNy dasrgn paramafars and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 110111-7477 ray. IOM312015 BEFORE USE. Design valid for use only with Ni 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 ( q building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing l7S}! is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the l7S}! irNef. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPl1 Quality Crtteria, DSB-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 oty Ply Park sq Hm/rnbeca-1986C T12090799 P1986C-T J7 JACK 11 1 nuy io aep cc uo i i —ye i ID 3zzrE5595gHBgKdROwR6OYzkwee-VkYOXWkz7ogfJB9M2CeYDR7Amv5DTDDklHcSD9ybAjD 1-ao 7-0-0 Scale = 122 2 3x4 = 4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) Vdefl Ud PLATES GRIP TCLL 200 Plate Grip DOL 1.25 TC 0.52 Vert(LL) 0.06 4-7 999 240 MT20 2441190 TCDL 100 Lumber DOL 1.25 BC 037 Vert(TL) 0.16 4-7 510 180 BCLL 00 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight. 24 Ill FT = 20% LUMBER - TOP CHORD 2x4 SP No 2 BOT CHORD 20 SP No.2 REACTIONS. (lb/size) 3=157/Mechanical, 2=397/0-4-0. 4=61/Mechanical Max Horz 2=141(LC 8) Max UpliR3=-85(LC 8), 2=99(LC 8) 1 Max Grav 3=157(LC 1), 2=397(LC 1), 4=106(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 5-7-6 oc purlins BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCOL=3 Opsf, h=25ft, B=45ft, L=24ft, eave=4ft, Cat II, Exp B, Encl , GCpi=O 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 wrthstanding 85 lb uplift at joint 3 and 99 lb uplift at joint 2 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARNING - Venry tlesign penmerers and READ NOTES ON THIS AND INCLUDED Al REFERENCE PAGE Ml1-747tl rev. /0103/2015 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 verily the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckimg 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 ks fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 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 Qty Ply Park Sq Hmrrnbeca-1986-C T72090800 P1986C-T JTT SPECIAL 3 1 Mid -Florida Lumber, Bartow. FL 7 640 s Aug 16 2017 MiTek Industries, Inc Fn Sep 22 06 17 20 2017 Page 1 ID 3zzrE5595gHBgKdROwR6OYzkwee-VkYOXWkz7ogfJB9M2CeYDR7DLv5tTDGklHcSD9ybAjD 1-0-0z-3-4 4.10-4 7-0-0 1-0.0 2-34 2.7-0 2-1-12 Scale = 122 2 2x6 = 1 bx4 II i'ds Qr r w w LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 TCDL 100 Lumber DOL 1 25 BC 033 BCLL 0.0 ' Rep Stress Incr YES WB 006 BCDL 100 Code FBC2014/TPI2007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 'Except' 3-8 2x4 SP No 3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=31/Mechanical, 2=386/0-4-0, 7=200/Mechanical Max Holz 2=141(LC 8) Max UpliR5=-21(LC 8), 2=97(1_C 8), 7=56(1_C 8) FORCES. (lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown TOP CHORD 3-4=262/52 WEBS 4-7=285/136 DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) -004 3-7 >999 240 MT20 244/190 Vert( TL) -0 12 3-7 >700 180 Horz( TL) 006 7 n/a n/a Weight 29 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except 6- 0-0 oc bracing 3-8 NOTES- 1) Wind ASCE 7-10, VuR=140mph (3-second gust) Vasd=108mph, TCDL=4 2psf, BCDL=3 Opsf, h=25ft, B=45ft; L=24ft, eave=oft; Cat. II, Exp B, Encl., GCpi=O 18, MWFRS (directional), 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 21 lb uplift at joint 5, 97 lb uplift at joint 2 and 56 Ib uplift at joint 7. 7) " Semi -rigid prtchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE Ml1-7473 rev 1010312015 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, no 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 endfor chord members only Additional temporaryand permanem bracing is Sways required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the Is fabr"lon, storage, delivery, erection and bracing of trusses and truss systems, see ANSM11 Quality criteria, DSB49 and BCSI Building Component 6904 Puke 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 Qty Ply P&rkSqHmrrnbeca-I9MC T72090801 P19E6C-T KJ5 JACK 2 1 Job Mid -Florida Lumber, Bartow, FL 7 640 s Aug 16 2017 MiTek Industries, Inc Fn Sep 22 06 17 21 2017 Page 1 ID 3zzrE5595gHBgKdROwR6OYzkwee-zw6nlslbu6yWwLkYcv9nmfgKQJQvCgTtzxL?IbybA)C 1-5-0 7-0-14 Scale =1.16 9 2x6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udefl Ud PLATES GRIP TCLL 200 Plate Grip DOL 1 25 TC 059 Vert(LL) -0 06 4-7 >999 240 MT20 244/190 TCDL 100 Lumber DOL 1 25 BC 040 Vert(TL) -0.17 4-7 >506 180 BCLL 00 ' Rep Stress Incr NO WB 000 Horz(TL) 001 2 n/a n/a BCDL 100 Code FBC20141TP12007 Matrix-M) Weight. 24 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied or 5-7-5 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (lb/size) 3=156/Mechanical, 2=429/0-6-7, 4=67/Mechanical Max Horz 2=108(LC 21) Max UpIM3=-73(LC 8), 2=130(LC 8) Max Grav 3=156(LC 1), 2=429(LC 1), 4=106(LC 3) FORCES. (lb) - Max Comp /Max Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind ASCE 7-10, VuR=140mph (3-second gust) Vasd=108mph, TCDL=4 2psf, BCDL=3.Opsf, h=25ft, 13=45ft, L=241t, 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 73 lb uplrrt at joint 3 and 130 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysts and design of this truss 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 51 lb down and 11 lb up at 1-6-12, 51 lb down and 11 lb up at 1-6-12, and 70 lb down and 44 lb up at 4-4-12, and 70 lb down and 44 lb up at 4-4-12 on top chord, and 7 lb down and 2 lb up at 1-6-12, 7 lb down and 2 lb up at 1-6-12, and 17 lb down at 4-4-12, and 17 lb down at 4-4-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B) LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) Lumber Increase=1.25, Plate Increase=l 25 Uniform Loads (plf) Vert 1-3=60, 4-5=-20 Concentrated Loads (lb) Vert 10=4(F=2, 13=2) 11=1O(F=-5, B=-5) 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 11,1II-7473 rev. 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 verity the applicability of design parameters and property incorporate this design into the overall building design Braung indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing lr.lrs 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 bmung of trusses and truss systems, see ANSIITP11 Quality Crtteria, 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 ParkSqHrrirrnbeca-1986-C rtzosoegz P1986C-T KJ7 JACK 2 1 Mid -Florida Lumber, Bartow, FL 7 640 s Aug 16 2017 MiTek Industries, Inc Fn Sep 22 06 17 21 2017 Page 1 ID 3zzrE5595gHBgKdROwR6OYzkwee-zw6nlslbu6yVtwLkYcv9nmfgNOJLMCcStzxL'?IbybAjC 310.13 1-SO 9-10-13 3x6 = 5 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1 25 TC 039 TCDL 100 Lumber DOL 1 25 BC 076 BCLL 0.0 ' Rep Stress Incr NO WB 026 BCDL 100 Code FBC2014/rP12007 Matnx-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No 3 REACTIONS. (lb/size) 4=128/Mechanical, 2=542/0-6-7, 5=296/Mechanical Max Horz 2=142(LC 21) Max Uplrft4=-73(LC 8). 2=144(LC 8), 5=-71(LC 8) FORCES. (lb) - Max Comp /Max Ten - All forces 250 (lb) or less except when shown TOP CHORD 2-10=-555/167, 10-11=536/176, 3-11=485/176 BOT CHORD 2-13=-245/505, 13-14=-245/505, 14-15=-245/505, 6-15=-245/505 WEBS 3-6=546/265 Scale = 1 22 3 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0 22 6-9 >543 240 MT20 244/190 Vert(TL) -0 58 6-9 >205 180 Horz(TL) 0.01 5 n/a n/a Weight: 40 Ib FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-0 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=25ft, B=45ft, L=24ft, eave=4ft, Cat. II; Exp B, Encl., GCpi=O 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 73 Ib uplift at joint 4, 144 Ib uplift at joint 2 and 71 Ib uplift at joint 5 6) "Semi -rigid pdchbreaks including heels" Member end fixity model was used in the analysis and design of this truss 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 51 Ib down and 11 Ib up at 1-6-12, 51 Ib down and 11 Ib up at 1-6-12, 70 Ib down and 44 Ib up at 4-4-12, 70 Ib down and 44 Ib up at 4-4-12, and 93 Ib down and 77 Ib up at 7-2-11, and 93 Ib down and 77 Ib up at 7-2-11 on top chord, and 7 Ib down and 2 Ib up at 1-6-12, 7 Ib down and 2 Ib up at 1-6-12, 17 Ib down at 4-4-12, 17 Ib down at 4-4-12, and 33 Ib down at 7-2-11, and 33 Ib down at 7-2-11 on bottom chord The design/selection of such connection device(s) is the responsibility of others 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (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, 5-7=-20 Concentrated Loads (Ib) Vert 12=-53(F=-27, B=-27) 13=4(F=2, B=2) 14=-10(F=-5, B=-5) 15=-35(F=-17, 13=17) 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 paramet— and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. aDesignvalidforuseonlywithMiTek® 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 stablidy 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, DSB49 and SCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 21B N Lee Street, Suite 312. Alexandria, VA 22314 Tampa, FL 36610 Job Truss Truss Type oty Ply Park Sq Hm/Tnbeca-1986-C T12090803 P1986C-T KJTT SPECIAL 1 1 Mid -Florida Lumber, Bartow, FL 7 640 s Aug 16 2017 MiTek Industries, Inc Fn Sep 22 06 17 22 2017 Page 1 ID 3zzrE5595gHBgKdROwR6OYzkwee-R7g9yCIDfP4MYVJkAdgOJsCOIUUx3F1Cb5Z11ybAjB 1-5-0 i 3-1-13 I 6-4-9 9-10-13 1-S0 3-1-13 3-2-12 3-64 1 Sx4 11 US = Plate Offsets (X.Y)— 12 0-1-3.Edoel. f3 0-2-15.0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 200 Plate Grip DOL 1.25 TC 093 TCDL 100 Lumber DOL 1.25 BC 064 BCLL 0.0 ' Rep Stress Incr NO WB 029 BCDL 100 Code FBC2014rrP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No 1D BOT CHORD 2x4 SP No.2 'Except' 3-9. 2x4 SP No 3, 3-6 2x6 SP No 2 WEBS 2x4 SP No 3 REACTIONS. (lb/size) 5=83/Mechanical, 2=646/0-6-7, 6=351/Mechanical Max Horz 2=142(LC 21) Max Uplift5=-42(LC 8), 2=239(1_C 8), 6=-127(LC 8) FORCES. (lb) - Max. Comp /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=1021/364 BOT CHORD 3-16= 409/957, 8-16=-409/957, 8-17=-409/957, 7-17=409/957 WEBS 4-8=135/382, 4-7=-1021/436 Scale = 122 4 DEFL. in (loc) Vdefl L/d PLATES GRIP Vert(LL) 013 3-8 >886 240 MT20 244/190 Vert(TL) -0.28 3-8 >428 180 Horz(TL) 011 6 n/a n/a Weight 46 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-3-10 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; Vuft=140mph (3-second gust) Vasd=108mph, TCDL=4 2psf, BCDL=3 Opsf, h=25ft, B=45ft; L=24ft; eave=4ft, Cat 11; Exp B, Encl , GCpi=O 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 42 Ito uplift at joint 5, 239 Ito uplift at joint 2 and 127 lb uplift at joint 6 6) "Semi -rigid pdchbreaks including heels" Member end fixity model was used in the analysis and design of this truss 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 51 lb down and 11 Ito up at 1-6-12, 51 lb down and 11 lb up at 1-6-12, and 87 lb down and 62 lb up at 7-2-11, and 87 Ito down and 62 lb up at 7-2-11 on top chord, and 7 lb down and 2 Ib up at 1-6-12. 7 lb down and 2 lb up at 1-6-12, 67 lb down and 64 lb up at 4-4-12, 67 Ito down and 64 lb up at 4-4-12, and 35 lb down and 19 lb up at 7-2-11, and 35 lb down and 19 lb up at 7-2-11 on bottom chord The design/selection of such connection device(s) is the responsibility of others 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B) LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) Lumber Increase=1.25, Plate Increase=11 25 Uniform Loads (plf) Vert 1-3=60, 3-5=60, 9-10=20, 3-6=-20 Concentrated Loads (lb) Printed copies of this document are Vert 14=21(F=-11. B=-11) 15=4(F=2, B=2) 16=-133(1`=67, B=-67) 17=-58(1`=29, 13=29) not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING • Varlly design paramafars and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7173 rav 10/07/2015 BEFORE USE. Design valid for use only with MiTekm 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 ANSVTP11 Quality Cetera, DSB-99 and BCSI Building Component 6904 Parke East Blvd thirty 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 Hnv7nbera-1986c T72090804 P1986C-T MG1 JACK 1 1 Mid -Florida Lumber, Bartow, FL 7 640 s Aug 16 2017 MiTek Industries, Inc Fn Sep 22 06 17 23 2017 Page 1 ID 3zzrE5595gHBgKdROwR6OYzkwee-vJEX9YmsQCDAfuxkKCFr4imo74agV4ARFg6gTybAjA 3-7-8 7-0-0 3-7-8 3+8 15x4 II 3 4x4 = 3x8 II 4x4 =4 Scale = 1.23 5 3-7-6 7•0-0 3-7-8 3-4-8 Plate Offsets (X.Y)— I1 0-2-O.Edael LOADING (psf) SPACING- 1-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 200 Plate Grip DOL 1.25 TC 0.21 Vert(LL) -0 02 5-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 052 Vert(TL) -005 5-7 >999 180 BCLL 00 ' Rep Stress Incr NO WB 038 Horz(TL) 001 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight 40 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied or 5-1-6 oc purlins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No 3'Except* BOT CHORD Rigid ceiling directly applied or 1G-0-0 oc bracing 3- 4. 2x4 SP No.2 REACTIONS. ( lb/size) 1=974/0-4-0, 4=788/Mechanical Max Horz 1=57(LC 21) Max Uplift 1=-226(LC 8), 4=-209(LC 8) FORCES. ( lb) - Max Comp (Max. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1209/272 BOT CHORD 1-8=284/1081, 5-8=-284/1081, 5-9=284/1081, 4-9=-284/1081 WEBS 2-5=229/992, 2-4=-1233/324 NOTES- 1) Wind ASCE 7-10, Vuh=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3 Opsf, h=25ft, B=45ft, L=24ft, eave=4ft; Cat 11, Exp B, Encl , GCpi=O 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 a-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 226 lb uplift at joint 1 and 209 lb uplift at joint 4. 6) " Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 496 lb down and 130 lb up at 1- 0-12, and 496 lb down and 130 lb up at 3-0-12, and 496 lb down and 130 lb up at 5-0-12 on bottom chord The design/selection of such connection device(s) is the responsibility of others 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B) LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=l 25 Uniform Loads (plf) Vert 1-3=30, 1-4=-10 Concentrated Loads (lb) Vert 7=-496(B) 8=-496(B) 9=496(B) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 1 QWARNING • Varlty dwpn paramarars and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PACE M11-7177 rw. 10/O3/2015 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 verity the applicability of design parameters and properly incorporate this design into the overall MOM 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 Wal fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSITfPIt Quality Criteria, DSBa9 and BCSI Building Component 6904 Parke East Blvd Safny Information available from Truss Plate Institute, 218 N Lee Street, Suite 312, Alexandria, VA 22314 Tampa, FL 36610 Symbols I Numbering System I ® General Safety Notes PLATE LOCATION AND ORIENTATION 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. O'y1fi I- For 4 x 2 orientation, locate plates 0- 'rid' 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 regU05L PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1 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. 0of O 2 U a O F— 6-4-8 1 dimensions shown in It -in -sixteenths Drawings not to scale) 2 3 TOP CHORDS BOTTOM CHORDS Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g diagonal or X-bracing, is always required See SCSI. 2. Truss bracing must be designed by an engineer For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I p bracing should be considered. O 3. Never exceed the design loading shown and never Ustack materials on inadequately braced trusses. n- o 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 8 7 6 5 1 5. Cut members to bear tightly against each other JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSIIrPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSVTPI 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 minimdm plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Trusses are designed for wind loads in the plane of the specified. truss unless otherwise shown. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. Lumber design values are in accordance with ANSI/TPI 1 14. Bottom chords require lateral bracing at rt. spacing, section 6.3 These truss designs rely on lumber values or less, if no ceiling is installed, unless otherwise noted. established by others. 15. Connections not shown are the responsibility of others 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet MII-7473 rev. 10/03/2015 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 ANSIIrPI 1 Quality Criteria. 0 co t N J Q w 16" Z z O 16" Z Z Q U) w U) Z O It P: U w w Z H O Z O o W Q 0O U N Z w w q o a_ 0 QOItw W D H W w c!1 O W CO P0^ 0 dzO m o Z U J W w Q Z ( V Z Z Z O - w U c) w Q co U) codJ w o F- O Z IJi Q _ 12'- 0" 16'- 6" 1 1 1 ON 0 I, BRG. POSTI MCI 111I.. I I ISII B2 BRIG. WALL I Ill,_ 1 : GARAGE JIEL 10'-0" 1 19'- 4" _ I _ 9'- 4" I FIRST FLOOR m v 28'- B" C. U 12'- B" - I - 16'- 0" APPROVED TRUSS ANCHOR BY BUILDER BOTTOM = 4x2 TOP = 4x2 2x4 Cont. Band, x RECORD C( TRUSS END DETAIL APPROVED TRUSS ANCHOR BY BUILDER PLUMB CUT OVERHANG HEEL HEIGHT = 2 x 4 BOTTOM = 2 x 4 TOP= 2x4 12 6. 0 PPP' 0 12 12" 3 TRUSS END DETAIL D88 q j1LD/Ao J L 4 - HUS26 1- PLY HGR SANFORD A L 11 - HHUS46 FLR HGR O OAR O 1-THA422 STRAP HGR 0 MID - FLORIDA LUMBER ACQUISITIONS BARTOW, FLORIDA TRUSS LOADING CONDITIONS ROOF TRUSSES I FLOOR TRUSSES TOP CHORD UU`_ 200 ITOP CHORD LIVE 400 TOP CHORD DEAD 100 ITOP CHORD DEHO ' 100 IBOTTOM CHORD DEAD 100 IBOTIOM CHORD DEAD 50 TOTAL LOAD (PSF) 400 ITOTAL LOAD (PSF) 550 ISTRESS INCREASE 125 ISTRESS INCREASE 10 THIS TRUSS SYSTEM HRS BEEN DESIGNED WITH LORDS GENERHTED BY 140 MPH WINDS USING 42 PSF TOP CHORD DERD LORD RND 30 PSF BOTTOM CHORD IDEHD LORD 0 MILES FROM Hl1RRICANE OCEPNLINE CRT If EXP B (RSCE 7-10) BLALDER 1986 - C L Park Square Homes t TRAY CLG. OPT Ilm I - Tnbeca - C V 01 9-20-17 REVISED STAIRWAY OPENING P1986C- T "N m w N/ A 95-17 BM RECORD COPY City of Sanford Building and Fire Prevention Product Approval Specification Form oRpSANE 6FPAR .> Permit # # 1 7- 3 0 8 8 Project Location Address A,-, As required by Florida Statute 553.842 and Florida Administrative Cdde 9N-3, plea* provide the information and product approval number(s) on the building components listed below if they are to be utilized on the construction project for which you are applying for a building permit. We recommend that you contact your local product supplier should you not know the product approval number for any of the applicable listed products. Be aware that windows, skylights, and exterior doors must be tested in accordance with the Florida Building Code, Section 1714.5. More information about Statewide Product Approval can be obtained at www.floridabuilding.org. The following information must be available on the jobsite for inspections: 1. This entire product approval form 2. A copy of the manufacturer's installation details and requirements for each product. Category / Subcategory Manufacturer Product Description Florida Approval # include decimal 1. Exterior Doors Swinging Therma - Tru Single Door FL8871.5 Sliding MI Windows and Doors Series 420 Alum SGD - 2 Panel FL 15332.4 Sectional Clopay Building Products 94/T40-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 1 Category Subcategory Manufacturer Product Description(including Florida Approval # decimal 3. Panel Walls Siding James Harding Bldg Products Hardie Panel FL13223.2 Soffits Aluminum Coils, Inc Coils / Soffits FL12194.1 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4. Roofing Products Asphalt Shingles IKO Industries, LTD Asphalt Shingles / Cambridge FL7006.1 Underla ments Warrior Roofing 15 and #30 Roofing Felt FL2346.1 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and 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 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 Signat Applicant's Name Please Print) June2014 Florida Building Code Online Page 1 of 4 t t BCIS Home Lop In I User Registration Hot Topics Submit Surcharge i1rda n iM• "' Product Approvalaor, `' Us. Public User Enr ara i- Stats & Facts Publications FBC Stall i BCIS Site Map Links Search i Product Aooroval Menu > Product or Application Search > Application List > Application Detail FL # FL8871-R7 Application Type Revision Code Version 2014 Application Status Approved Comments Archived G 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 12/31/2018 Validated By Ryan J. King, P.E. 7 Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By FL8871 R7 COI (a) 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 FL8871 R7 Eauiv of STANDARDS (a).odf Year 1996 1999 2003 1998 2000 1995 1994 http://vvww.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgty3Ij Wak2nHrp... 9/13/2017 Florida Building Code Online Page 2 of 4 E, Sections from the Code Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products Method 1 Option D 10/13/2016 12/13/2016 10/21/2016 12/15/2016 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 R7 II (a) 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 R7 AE (a) EVAL 8871.1.odf _ specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. 8871.2 b. "ClassicCraft" or "ClassicCraft 3'6 x 8'0 "Impact" Opaque Fiberglass Single Door (X) - Rustic" Series Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 II (a) INST 8871.2.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 8871.2 for Design Pressure Ratings by FL8871 R7 AE (a) 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 R7 II (a) 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 R7 AE (a) EVAL 8871.3.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of ")" part numbers for these sidelites, which have been stained or painted within six months of installation.) Note - ASTM E1300-98 utilized for areas inside the HVHZ) 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 R7 II (a) 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 R7 AE (a) EVAL 8671.4.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 "]" part numbers for these sidelites, which have been stained or painted within six months of installation.) Note - ASTM E1300-98 utilized for areas inside the HVHZ 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 FL 871 R7 II (a) INST 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 R7 AE (a) EVAL 8871.5.odf Created by Independent Third Party: Yes http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQMDgty3Ij Wak2nHrp... 9/ 13/2017 Florida Building Code Online Page 3 of 4 specific Model and for any other additional use limitations and Installation Instructions. 8871.6 f. "FiberClassic" or "SmoothStar" 3'0 x 8'0 "Impact" Opaque Fiberglass Single Door with Series I Sidelite (OX or XO) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 II (a) INST 8671.6.Ddf 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 R7 AE (a) EVAL 8871.6.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of "J" part numbers for these sidelites, which have been stained or painted within six months of installation.) Note - ASTM E1300-98 utilized for areas inside the HVHZ 8871.7 g. "FiberClasslc" or "SmoothStar" Series 3'0 x 8'0 "Impact" Opaque Fiberglass Single Door with Sidelites (OXO) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 II (a) 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 R7 AE (a) 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 "J" part numbers for these sidelites, which have been stained or painted within six months of installation.) Note - ASTM E1300-98 utilized for areas inside the HVHZ 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 R7 II (a) INST 8871.S.Ddf 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 FL8871 R7 AE (a) EVAL 8871 8.Ddf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. 8871.9 SmoothStar", 6'0 x 8'0 "Impact" Opaque Fiberglass Double Door withF.R berCrlas lc% Caftor "ClassicCraft Sidelites (OXXO) - Inswing or Outswing Series Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 II (a) INST 8871.9.Ddf 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 R7 AE (a) EVAL 8871.9.1)df 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.) Note - ASTM E1300-98 utilized for areas inside the HVHZ Back Nest Contact Us . 2601 Blair Stone Road, Tallahassee FL 32399 Phone 850-487-1824 The State of Flonda 6 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 mad 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 emads 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: V IRTOA _,Mck 0 http://vA',v.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgty3Ij Wak2.nHrp... 9/13/2017 Florida Building Code Online Page 4 of 4 C:edr Card Safe hnp://www. flondabuilding. org/pr/pr_app_dtl.aspx?param=wGEVXQ,A,tDgty3Ij Wak2nHrp... 9/ 13/2017 THERMANTRU ( 8) THERMA TRU DOORS 1 1 73 INDur.TR1AL DR., EDGERTON, OH 4351 7, SMOOTH STAR & FIBER CLASSIC FIBERGLASS SINGLE DOOR INSWING / OUTSWING GENERAL NOTES " IM PA CTrr 1. This product has been evaluated and is in compliance with the 5th Edition (2014) 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 details. Anchor embedment to base material shall be beyond wall dressing or stucco. 3. When used in the "HVHT' this product complies with Section 1626 of the Florida Budding Code and does not require an impact resistant covering. 4. When used in areas outside of fhe "HVHZ" requiring wind bome debris protection this product comples with Section 1609.1.2 of the FBC and does not require an impact resistant covering. This product meets missile level'TY" and includes Wind Zone 4 as defined in ASTM El996 and Section 1609.1.2.2 of the FBC. 5. For 2x stud framing construction, anchoring of these units shall be the some as that shown for 2x buck masonry construction. 6. Site conditions that deviate from the details of this drawing require further engineering analysis by a licensed engineer or registered architect. 7. Outswing configurations using coastal sill item #4 under active doors meet water Infiltration requirements for "HVHZ". 8. Inswing configurations and outswing configurations using sill item 05 under the door do not meet the water Infiltration requirements for the "HVHr and shad be installed only in non -habitable areas or at habitable locations protected by an overhang or canopy such that the angle between the edge of canopy or overhang to sill is less than 45 degrees. TAKE OF CONTENTS SHEET# DESCRIPTION 1 Typical elevations, design pressures 6 general notes 2 Door panel details (Smooth star) 3 Door panel details (Fiber classic) 4 Horizontal cross sections 5 Vertical cross sections 6 Buck and frame - 2X buck masonry construction 7 Frame anchoring - IX buck masonry construction 8 inof Materials & Components 37.75" MAX. Fr_ FRAME WIDTH 36.00" MAX. PANEL WIDTH 1 m m x = W JW d O JG X q 01 O P n p •WJ n o G y z A Z V 9 d 4 . 9z0ucw (J> p ;OVERALLC DESIGN PRESSURE (PSF) DOOR TYPE•{ SWfNG 7j FRAME =i1. POSIT WE— NEGATIVEr=DIlNEN510N'= SMOOTH INSWING 37.75" x 98.00" 80.0 80.0 STAR OUTSWING 37.75" x 96.50" 80.0 80.0 FIBER INSWING 37.75" x 98.00" 80.0 80,0 CLASSIC OUTSWING 37.75" x 96.50" 80.0 80.0 See Sheet 8 for design pressure limBallons. F: N.T.S. BY.. DWS WY.. LFS NNc No: FL-8871.5 L OF 8 tpq O G A ck C Nv ' n O:' rA 46 47 41 EXTERIOR q7 41 43 ; _ : n", U. * 2= P \\ z o 0 0 L 11111 `% U N •:z 2 INTERIOR qb 46 42 E i$ o u g t g cw 2 I x$ o=a 1 HORIZONTAL CROSS SECTION \;b. d m a a z247octj rn e v 1.53" 1 I 3 ao TYP. 4 I 13 CORNERS K W N GLLJ14 m 0 o OF PANEL o EXTERIOR INTERIOR uI o o o rx a a L 42 ro RAn 43 LOCK Slllf 3:: JEDDETAILA -A 10 DOOR PANELSrnoolhst°rstar 41 0 o N U 00000000 42 "w o0000000 _ I 0 00000000 _ 0000000 47 ry 44 gn 0000000°°°0 ° 0 1.18^ - I o 0 0 000000a 1• ' 00000000 000000000000000 cs o 00000000 oo» i 000000000000000 45 12,Tq_.. 0000000 ® 000000000 0000000=000 'LL,7 HINGE STILE IOTfOM RAIL O 000 0 00028.86% OPEN 2 VERTICAL CROSS SEC17ON 05122108 z 0000000oOnc: 000000o AREA MAX, `\ ^` T/ o 00000000 45 V SGLF: N.T.S. 0000000 00= 00 Ora WY.- DWS m cw, rn: US ; DETAIL A -A OM'rmo NO: e Panel reinforcement 7 8871.5 0 NOTE: WOOD DOOR COMPONENTS: PINE (SG >= 0.42) s rr 2 8 m 0 p 0 S% 64 66 67 61 EXTERIOR og&•Jti U'. * b• z i F'tQ h" In J Obi 1 tl 111 U N o z 2 INTERIOR 66 62 v E z m Riu 66 g r 9 W 1 NORIIOMAL CROSS SECTION \ >! m a a V o 367Eo = N 03'a tn O oo ro' oe 4. 02" TYP. 1 m 13 CORNERS imm 0 o OF PANEL o EXTERIOR INTERIOR I aD , 62 TOP RAIL 63 LOCK STI Y k m DETAIL A -A b u 60 DOOR PANEL m Fber classic 61 00000000 62 Z 0000000 p 00000000 000000067 C h tpy V) 64 00000000 000000063 --{ 1.18 oFoo 00000000 I 153"{ o 00000o I o 00000000 o<a 12 f 0000000 000000000000000O 65 ^] N f 00000000 w i 0000000 ,t p F 00000 0000O 1+ p ^ N 000000 00Ifs 1 HINGE STILE dS t101TOM RAIL n w^ u L 00oo 28.86%OPEN 0 o AREA MAX. 22 VERTICAL CROSS SECTION DATE: 05/22/0800 653N.T.S.0000 °"' ; Dµ'S m trot. er: LFS ? DETAIL A•A DRAWING Ho.: a m Panel reinforcement FL-8871.5 0 NOTE: WOOD DOOR COMPONENTS: PINE (SG >= 0.42) sHm 3 of 8 N 0 E 1-1/4- M FLAB.1. .1 1 HORIZONTAL CROSS SECTION q Outs - shown - inswing also approved INTERIOR EXTERIOR q OVl- -- - shown -inswingaglapproved ZO inn Pis o n v i V N • OZ i Ern Z m a oadda 4 OECZ i v 0 W o '1a oc En U m UI K a O a 1-1/4" MIN. EMB. (TYP.) a N.T.S. BY.. DWS c er: LFS 3 VM No: FL-8871.5 4 ov 8 9 P EXTERIOR J""yf""` INTERIOR VERTICAL CROSS SECTION 5 Outswing shown - Inswing also approved EXTERIOR INTERIOR 4 VERTICAL CROSS SECTION q tns- configuration see general notes, sheet I for,"HVHZ" water infiltration requirements EXTERIOR INTERIOR 2 VERTICAL CROSS SECTION 5 Shown w/IX sub -buck EXTERIOR INTERIOR 5 VERTICAL CROSS SECTION 5 Inswing configuration see generalnotes,sheetl for "HVHZ" water infiltration requirements PN'. dz oaQ;:IIQL. INTERIOR EXTERIbR Ps z o m d o n zlUN • Z u Z U C. 40 0C 9poa iamaaI! 10 60 0 3 VERTICAL CROSS SECTION Outswing configuration see general notes, sheet 1 lor' HVHZ" water infiltration requiremenls INTERIOR EXTERIOR 6 VERTICAL CROSS SECTION 5 Oulswing configuration see general notes. sheet I for " H VHZ" water infiltration requirements W N Q N IN 0nN•- Z DATE. 05 22108 SCALE: N T.S. `- ow°. BY: DWS u our er. LFS 3 wu1" m FL- 8871.5 srEn 5 OF 8 Q A j TYP. HEAD a h L JAMBS TYP. HEAD & MASONRY MASONRY JAMBSOPENINGOPENING d FRAME Min cj72XNO 2X BUCK t, BUCK, RUCK ANCHORING CONCRETE ANCHOR NOTES: I. Concrete anchor locations at the comers may be adjusted to maintain the min. edge distance to mortar joints. 2. Concrete anchor locations noted as "MAX. ON CENTER" must be adjusted to maintain the min. edge distance to mortar joints, additional concrete anchors may be required to ensure the "MAX. ON CENTER" dimension are not exceeded. 3. Concrete anchor table: N L HINGE JAMS FRAME ANCHORING Masonry 2X buck construction ANCHOR • ANCHOR MIN.- MIN. CLEARANCE MIN. CLEARANCE TYPE ' SIZE EMBEDMENT TO MASONRY: TO ADJACENT EDGE' ANCHOR ITW 1/4" 1-1/4" 2" 4" TAPCON* ELCO o 1/4" 11/4" 1" 4" ULTRACON I WOOD SCREW INSTALLATION NOTES: 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 STRIKE JAMI N•..Yj o' 2 p Z O=Snn d o rrrlll 111 n a0O 2 U N •• O = U em09 `oa Ac. 4 u V oz 8 `W3a NZ ZU 0 org l7 F-NI Zd U m W0>- u [`i O YU a mm a LATCH i DEADEOLTDETAIL SCALE: N.T.S. - 3 DWG. BY: DWS m CW w: LFS ? DMWM NO. a FL-8871.5 0 SIM 6 OF 8 N Q cz 6 a& Q to z yO zon TYP. HEAD /i/i P \ z o m o JAMB$ ffflIlll1 noz 7 ozu C MASONRY i° o m@ w OPENING a,a a` T 4 0zE C 0 0 17 Z sue' FRAME G mo s m Qo o_ w in IX BUCK a a km LATCH i DEADIOL DETAIL o iLJ Nj U iWm O O HINGE JAMS STRIKE JAMS f CONCRETE ANCHOR NOTES: FRAME ANCHORINGDIIConcreteanchorlocationsatthecomersmaybeadjustedtomaintainthemin. Masonry 1 X buck conshucfkln edge distance to modarjolnfs. 2. Concrete anchor locations noted as"MAX. ON CENTERmust be adjusted to maintain the min. edge distance to mortarjoints, additional concrete anchors may be required fo ensure the "MAX. ON CENTER' dimension are not exceeded. ~Z3. Concrete anchor fable: N a e+52208 Z 0 HINGE DETAIL oxc. er; N. DWS m' ax WY: LFS 3 WOOD SCREW INSTALLATION NOTES: DRAWNG NO.: I. Maintain a minimum 5/8" edge distance, 1"end distance, d 1"o.c. spacing of FL L-88 871.5 0 wood screws to prevent the splitting of wood 0 SHEET 7 OF 8 N 0 ANCHOR ANCHOR MIN. MIN. CLEARANCE MIN. CLEARANCE TYPE SIZE. " EMDEDMENT TO MASONRY : • i0 ADJACENT EDGE--.. ' ANCHOR- - ITW i' 4" TAFCON ITW 3/ 1" 1.1/1" 3' TArcoN' BILL OF MATERIALS ITEM DESCRIPTION MATERIAL A 1 X BUCK SG >= 0.55 WOOD B 2X BUCK SG >= 0.55 WOOD C MAX. 1/4" SHIM SPACE WOOD D 1 /4" X 2-3/4" PFH ELCO OR ITW CONCRETE SCREW STEEL E MASONRY - 3.000 PSI MIN. CONCRETE CONFORMING TO ACI 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 CONCRETE G 3/16" X 3-1/4" PFH ITW CONCRETE SCREW STEEL J 1 /4" X 3-3/4" PFH ITW CONCRETE SCREW STEEL L 10 X 2-1/2" PFH WOOD SCREW I.15" MIN. EMBEDMENT STEEL I INSWING ADJUSTABLE THRESHOLD IS300AJ) ALUM./WOOD 2 INSWING THRESHOLD (IS300HP5) ALUM./COMP. 3 INSWING SELF ADJUST THERMAL BREAK THRESHOLD ISP30M ALUM./COMP. 4 OUTSWING COASTAL THRESHOLD ALUM./WOOD 5 OUTSWING STANDARD THRESHOLD ALUM./WOOD 6 INSWING THRESHOLD ALUM./COMP. 7 DOOR BOTTOM SWEEP VINYL 8 JAMB PINE SG >= 0.42 WOOD 9 JAMB OAK SG >= 0.42 WOOD 10 WEATHERSTRIP FOAM 11 HINGE STEEL 12 10 X 3/4" PFH SCREW STEEL 13 9 X 3" PFH WOOD SCREW STEEL 14 LATCH STRIKE PLATE STEEL 15 SECURITY STRIKE PLATE STEEL 16 8 X 2-1 /2' PFH SCREW STEEL 17 B X 3/4" PFH SCREW STEEL 18 KWIKSET SERIES PASSAGE LOCK STEEL 19 JKWIKSETSERIESDEADBOLT 660 STEEL 40 SMOOTH STAR DOOR - SEE DOOR PANEL DETAIL SHEET FOR DETAILS 41 DOOR SKIN 0.072" THK. SMOOTH STAR = 6,000 PSI MIN. FIBERGLASS 42 TOP RAIL SMOOTH STAR COMP. 43 LOCK STILE SMOOTH STAR WOOD/LVL 44 HINGE STILE SMOOTH STAR WOOD 45 BOTTOM RAIL SMOOTH STAR COMP. 46 PANEL REINFORCEMENT 0.023" THK. SMOOTH STAR STEEL 47 FOAM CORE POLYURETHANE 60 FIBER CLASSIC DOOR - SEE DOOR PANEL DETAIL SHEET FOR DETAILS 61 DOOR SKIN 0.137" THK. FIBER CLASSIC Fy = 6,000 PSI MIN. FIBERGLASS 62 TOP RAIL FIBER CLASSIC COMP. 63 LOCK STILE FIBER CLASSIC WOOD/LVL 64 HINGE STILE FIBER CLASSIC WOOD 65 BOTTOM RAIL FIBER CLASSIC COMP. 66 PANEL REINFORCEMENT 0.023" THK. FIBER CLASSIC STEEL 67 FOAM CORE POLYURETHANE ry O R HEAD t SIDEJamb I,,J ON 0.1 :: T THRESHOLD Inswg adjuslable 5.87" 7J_77 = 9 THRESHOLD 4uwirg sell-odjust 5.75" o 1 S THRESHOLD Outswng standard J Y THRESHOLD Inswing adjustable 4 THRESHOLDOutswingcoastal 111 •I - -- 6 THRESHOLD Inswing MAX. DESIGN PRESSURE = -1/- 50 PSF E N.T.S. BY.. DWS BY.. LFS VM NO: FL-8871.5 8 or 8 Florida Building Code Online Page 1 of 3 E' t 1 t• t ,,a•if SCIS Home Log In User Registration Hot Topics Submit Surcharge b a 9; Product ApprovalD*,q USER public Userr E `Mi•r+F.x.Lttu Stats & Facts i Publications 1 FBC Staff 1 BCIS Site Map I Links Search l Product ADoroval Menu > Product or ADDlicabon Search > Application List > Application Detail Ty FL * FL15332-R3 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@mlwd.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 CI 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 12/31/2017 Validated By Steven M. Urich, PE R. 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 R3 COI FLCOI.Ddf Standard AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 Option D Year 2008 http://www.floridabuilding. org/pr/pi_app_dtl.aspx?param=wGEVXQwtDgtH85 72gvd Wldk... 9/7/2017 Florida Building Code Online Page 2 of 3 Date Submitted 10/29/2015 Date Validated 10/30/2015 Date Pending FBC Approval 11/01/2015 Date Approved 12/15/2015 Date Revised 08/11/2017 summary of Products FL # Model, Number or Name Description 15332.1 SERIES 420 ALUMINUM SGD I REINIES 420 FORCED LUMINUM SGD OXO 145-3/4"x80" NON - Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R3 II 08-00500D.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 R3 AE 510807C.Ddf 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 R3 II 08-00498D.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 R3 AE 510805C.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.3 SERIES 420 ALUMINUM SGD REINFORCED SERIES 420 ALUMINUM SGD REINFORCED OXO 145-3/4"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R3 II 08-02248B Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 512968B.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 R3 II 08-02249B.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas,62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 512969B.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.5 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED XXX 143"x96" REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R3 II 08-022506.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 R3 AE 512970B.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.E SERIES 420 REINFORCED ALUMINUM SGD SERIES 420 REINFORCED ALUMINUM SGD OX, XO, XX 96"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R3 II 08-00499D.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514' Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A _ Evaluation Reports . Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 510806C.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.7 SERIES 420 REINFORCED I SERIES 420 REINFORCED ALUMINUM SGD OXO 146"x96" 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 R3 II 08-00501D.Ddf Verified By: Luis Roberto Lomas 62514 Created by Independent Third Party: Yes Evaluation Reports http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH85 72gvdWIdk... 9/7/2017 Florida Building Code Online Page 3 of 3 Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 510808C.Ddf PRESSURE RATINGS 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 FL15332 R3 II 08-00502D.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 510809C.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.9 SERIES 430/440 REINFORCED SERIES 430/440 REINFORCED ALUMINUM SGD XXX ALUMINUM SGD 143"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R3 II 08-00503D.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 R3 AE 510610C.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes Contact Us .. 2601 Blair Stone Road, Tallahassee FL 32399 Phone, 850-487-1824 The State of Florida is an WEED 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: 0 El M Credit Card, Safe http://vA,ww.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH85 72gvdWIdk... 9/7/2017 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 15 THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3 1X BUCK OVER MASONRY/CONCRETE IS OPTIONAL. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD 4. ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS 5 FRAME MATERIAL- EXTRUDED ALUMINUM 6063—T5. 6. UNITS MUST BE GLAZED PER ASTM E1300-04 WITH SAFETY GLASS. 7 APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS S. 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 2 1/2" 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 1/8" THICK MINIMUM 15 APPROVED CONFIGURATIONS OX, X0, XX, XP, PX, XIP, PIX TABLE OF CONTENTS SHEET NO. DESCRIPTION 1 NOTES 2 — 3 ELEVATIONS 4 — 10 INSTALLATION DETAILS REVISIONS DESCRIPTION DATE APPROVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 R L. REVISED INSTALLATION DETAILS 08/03/15 R L SIGNED: 1012312015 MI WINDOWS LLC 00 LAKESIDE PARKWDOOAY FLOWER MOUND, TX 75028 GEMSF 0 5 *- SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" NOTES TATE OF ¢` 0 DRAWN DWG NO. REV 08 B SCALE NTS DATE 10/30/13 5"OEEr 190E 10 FF HE 6" MAX - 96" MAX FRAME WIDTH 2) ANCHORS PER LOCATION SEE CHART #3 FOR NUMBER OF LOCATIONS REQUIRED 17" MAX ' IOC 6" MAX 17" MAX O.0 16" T- IAX AME IGHT 6" MAX 6" MAX SERIES 420 SGD REINFORCED WITHOUT ADAPTER EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING t35.OPSF NONE SEE CHARTS Ni AND X2 FOR OTHER UNITS RATINGS REVISIONS REV I DESCRIPTION I DATE APPROVED A ADDED FLANGE AND FIN INSTALLATION 12/10/13 RL B REVISED INSTALLATION DETAILS 08/03/15 R L CHARTNI WHERE WATER INFILTRATION RESISTANCE IS REQUIRED. SEE NOTE 9 SHEET 1 Design pressure chart (pso Frame Single Panel and Total Frame Width (in) Height 30.0 36.0 42.0 48.0 60.00 72.00 84.00 96.00 in) Pos I Neg Pos Neg Pos Neg Pox Neg 84.0 400 584 40.0 509 400 457 400 420 66.0 400 552 400 480 400 43.0 394 394 92.0 40 0 52 4 40.0 454 400 40.6 37 1 37 1 96.0 40 0 49 8 40 0 43 1 384 384 350 35.0 CHART#2 WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED SEE NOTE 9 SHEET 1 Design pressure chart (pso Frame Single Panel and Total Frame Wldlh (in) Height 30.0 36.0 42.0 1 48.0 60.00 72.00 84.00 96.00 in) Pos I Neg Pos Neg Pos I Neg I Pos Neg 84.0 584 584 509 509 457 457 420 42.0 8.0 552 552 480 480 430 430 394 394 92.0 524 524 454 454 406 38 406 37 1 37.1 96.0 498 498 43 1 43 1 384 4 35.0 35.0 CHART X3 Number or anchor locations required Frame Single Panel and Total Frar a Width (in) Haight 30.0 36.0 4I.0 46.0 in) 60.0 72.0 8 .0 1 96.0 H6S I Jamb H65 Jamb HdS Jamb H&S Jamb 84.0 4 1 6 5_1 6 6 6 6 6 68.0 4 6 5 6 6 6 6 6 92.0 4 61 5 6 6 6 6 6 96.0 4 6 5 6 6 6 1 6 1 6 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" ELEVATION V.L. I 08-02249 SCALE NTS IDATE 10/30/13 ISHEET2 OF 10 SIGNED: 1012312015 0 v,•vVG Ns,'9iP 0 625 T(A TrE OF OR10t G\: C N FR HE 96" MAX FRAME WIDTH 1) ANCHOR PER LOCATION AT HEAD do JAMBS SEE CHART #4 FOR NUMBER OF LOCATIONS REQUIRED 6")MAX — 17" MAX O.C. l 6" MAX 17" MAX 0 C. 6" _- nX ME GHT 6" MAX 6" MAX 2) ANCHORS PER LOCATION SERIES 420 SGD REINFORCED WITHOUT ADAPTER AT SILL EXTERIOR VIEW SEE CHART #4 FOR NUMBER OF LOCATIONS DESIGN PRESSURE RATING IMPACT RATING REQUIRED 435.OPSF NONE SEE CHARTS 91 AND R2 SHEET 2 FOR OTHER UNITS RATINGS REV6roNS ' DESCRIPTION DATE APPROVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 R L REVISED INSTALLATION DETAILS 08/03/15 R L CHART M4 Number olanchor locations required Single Panel and Total Unit Width (in) Frarre Height 30.0 36.0 42.0 48.0 in) 60.0 72.0 84.0 96.0 HdS Jamb HdS Jamb HdS Jamb HdS Jamb 84.0 4 6 5 6 6 6 6 6 66.0 4 6 5 6 6 6 6 6 92.0 4 6 5 6 6 6 6 6 96.0 4 6 5 6 1 6 6 6 6 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" FIN ELEVATION V.L. 108-02249 SCALE NTS DAB 10/30/13 SNEET3 OF 10 SIGNED: 1012312015 1R I IL D G E M S: 9J+ 6 O; 5TTATTE OFQi WOOD FRAMING OR 2X BUCK BY OTHERS 10 WOOD SCREW 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS 1/2" MIN. EDGE DISTANCE 1 3/8" MIN. EMBEDMENT 1/4" MAX. SHIM SPACE EXTERIOR I I I I I I II INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SILL TO BE SET IN A BED OF APPROVED SEALANT MIN. IENT AIN cwc .6-1 CE 1 3/8" MIN. EMBEDMENT l 1/2" MIN. EDGE DISTANCE 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS REMSIONS REV DESCRIPTION DATE APPROVED A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. B REVISED INSTALLATION DETAILS 08/03/15 R.L. 1/4" MAX SHIM SPACE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION SIGNED: 1012312015 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY L11111I1l7j775R• Lp ij FLOWER MOUND, TX 7502E V F SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" FRAME INSTALLATION DETAILS 4AT OF DRAWN DWI; NO REV pR1a;•`\ v.L. 08-02249 e i ss/pNAI ECG` 7j1lIl111111 SCALE NTS IDAr 10/30/13 ISHEET4 OF 10 METAL STRUCTURE BY OTHERS 3/4" MIN. I EDGE DISTANCE 1/4" MAX N r SHIM SPACE 10 SMS OR SELF DRILLING SCREW SILL TO BE SET IN A BED OF APPROVED SEALANT 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS 3/4" MIN EDGE DISTANCE 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 ASTM E2112 T- 3/4" MII EDGE DISTA I 10 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS REVISIONS REV DESCRIPTION DATE - PP --A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R L. B REVISED INSTALLATION DETAILS 08/03/15 R L i /A" unV JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 1012312015 MI WI D LLC IR Ililo// OOOLAKESIDWS PDOORY FLOWER MOUND, TX 75028 S v • GENS SERIES 420 SGD REINFORCED WITHOUT ADAPTER 05 96 " x 9O FRAMEINSTALLATIONDETAILS TTAATTE OF CORIO; ss/ OIIIAI11 aG\\\ DRAWN DWG NO. REV 08 B suLE NTS DATE 10/30/13 sNE2ET590F 10 2 1/2" MIN rEDGEDISTANCE e . e 1 1/4" MIN. e EMBEDMENT CONCRETE/ e 1MASONRY BY OTHERS 1/4" MAX. F SHIM SPACE OPTIONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 3/16" TAPCON 3/16" TAPCON MASONRY/ CONCRETE BY OTHERS EXTERIOR II II II II INTERIOR r SILL TO BE SET IN A BED OF I APPROVED SEALANT e. 1 1/4" MIN. EMBEDMENT REVISIONS ' DESCRIPTION DATE APPROVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. REVISED INSTALLATION DETAILS 08/03/15 R L. 1 1/4" MIN EMBEDMENT 1 /4" MAX 2 1/2" a I SHIM SPACE MIN EDGE DISTANCE a 3/16" TAPCON CONCRETE/MASONRY v BY OTHERS Ej' v OPTIONAL 1 X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 INTERIOR N2 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 2 1/2" MIN EDGE DISTANCE SIGNED. 1012312015 VERTICAL CROSS SECTION MI WINDOWS AND DOORS LLC IllpCONCRETEIMASONRYINSTALLATION 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 5 Vt. GENSF 9s v SERIES 420 SGD REINFORCED WITHOUT ADAPTER 0 5 FRAME INSTALLATION DETAILS 7n0 , 7AT OF W DRAWN DWG NO. REV i0 • 4i i'c•5;'O[pRl G\\ 08 B 7SIOIIIAIi1 ?\\\\ SCALENTS DATE 10/30/13 SHEET690F 10 1/2" MIN. EDGE DISTANCE WOOD FRAMING 1 3/8" MIN OR 2X BUCK EMBEDMENT BY OTHERS 10 WOOD SCREW WOOD FRAMING OR 2X BUCIH BY OTHER 1/4" MAX SHIM SPACE REVISIONS ' DESCRIPTION DATE AM OVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 R L REVISED INSTALLATION DETAILS 08/03/15 R L 1 3/8" MIN 1/4" MAX. EMBEDMENT SHIM SPACE 10 WOOD ISCREWS 1/2" MIN INTERIOR EXTERIOR INTERIOR EDGE DISTANCE - fTLWISILLTOBESETINABEDOFN15ROWSvAPPROVEDSEALANT MIN. GENT LUUL UIJIANUL VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES I INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 EXTERIOR WOOD FRAMING JAMB INSTALLATION DETAIL OR 2X BUCK WOOD FRAMING OR 2X BUCK INSTALLATION BY OTHERS SIGNED: 1012312015 MI WINDOWS LLC R I ILIo'900LAKESIDEDPARKWDOOAY FLOWER MOUND, TX 75028 J\51 XGENSF .J+ 0 5 * SERIES 420 SGD REINFORCED WITHOUT ADAPTER 9x 96" Q ( FLANGE INSTALLATION ALLATIONDETAILS TAT OF is • i//.f s F[p RIO'; DRAWNDWCNOFEV08 22 SCALE NTS DATE 10/30/13 SOEET790F 10 3/4" MIN. EDGE DISTANCE METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS EXTERIOR 3/4" MIN. EDGE DISTANCE 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 ASTM E2112 1 /4" MAX. SHIM SPACE 10 SMS OR SELF DRILLING SCREW INTERIOR L TO BE SET IN BED OF PROVED SEALANT flwp 9 I- 3/4- MII EDGE DISTP L 10 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS REVISIONS REV DESCRIPTION DATE I APPROVED A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. B REVISED INSTALLATION DETAILS 05/03/15 R L. JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 1012312015 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 0 6 *= 96" 9STFLANGEINSTALLATION DETAILSL 0 , TAT OF NO O• FL 0DRAWNDWGREV OS B RIDicS . SGIE NTS DATE 10/30/13 SOE2890F 10 1NAl1Ea CONCRETE/ MASONRY BY OTHERS OPTIONAL IX BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 3/16" TAPCON MASONRY/ CONCRETE BY OTHERS 2 1/2" MIN. EDGE DISTANCE e ' 1 1/4" MIN n EMBEDMENT 1/4" MAX SHIM SPACE 11 jr 11 Ip '-- 3/16" TAPCON EXTERIOR H H INTERIOR SILL TO BE SET IN A BED OF APPROVED SEALANT a . e, 1 1/4" MIN e• EMBEDMENT E e REVISIONS ' DESCRIPTION DATE APPROVED ADDED FIANCE AND FIN INSTALLATION 12/10/13 R L REVISED INSTALLATION DETAILS 08/03/15 R.L 1 1/4" MIN EMBEDMENT T" • 1 /4" MAX. SHIM SPACE 2 1/2- INTERIOR MIN. EDGE DISTANCE 3/ i 6" TAPCON asI CONCRETE/MASONRY v BY OTHERS • a v a EXTERIOR JAMB INSTALLATION DETAIL OPTIONAL 1X BUCK CONCRETE/MASONRYINSTALLATION 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 2 1/2" MIN. SIGNED: 1012312015 EDGE DISTANCE D LLCMIWI9oo0LAKESID IILIo /// CONRRECALTE/MASOORYINS AC TIONI PDOORSARKWAYWS FLOWER MOUND, TX 75028 J\SIIR qiP! GENS SERIES 420 SGD REINFORCED WITHOUT ADAPTER 0y 6 1 9T 96" l F+w•` FLANGE INSTALLATIONLATION DETAILS a A0• SAT OF DRAWN OWG 140. REV j,s 0R10' G\ OBSHEET9 B ii l/0NALIE!"v' SCALE DATENTS 10/30/13 9 OF 10 5 WOOD FRAMING BY OTHERS 1 1/4" MIN EMBEDMENT APPROVED SEALANT BEHIND FIN 8 WOOD SCREW APPROVED SEALANT BEHIND FIN 8 WOOD SCREW 1/4" MAX SHIM SPACE 7/16 MIN EDGE DISTANCE 7/16" MIN J EDGE DISTANCE II II EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4" MIN EMBEDMENT WOOD FRAMING BY OTHERS 1/4" MAX SHIM SPACE 1F— INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION FOR SILL INSTALLATION SEE SHEETS 4-9 MITCOInD TRIM REVISIONS REV DESCRIPTION DATE APPROVED A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R L B REVISED INSTALLATION DETAILS OB/03/15 R L. 1 5/8" MIN EDGE DIST. TRIM 74— 1 1/4" MIN INTERIOR EMBEDMENT MASONRY/CONCRETE BY OTHERS 1X BUCK BY OTHERS, HOOK STRIP 1X BUCK TO BE PROPERLY SECURED I a TAPCTAPCON EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION MASONRY/CONCRETE 1/2" MIN. EDGE DISTANCE METAL STRUCTURE BY OTHERS 3/4" MIN EDGE DISTANCE TRIM 1 3/8" MIN. EMBEDMENT INTERIOR HOOK STRIP HOOK STRIP 10 WOOD µ10 SELF DRILLING SCREW tINTERLOCKSCREW PANEL EXTERIOR PANEL INTERLOCK EXTERIOR HOOK STRIP INSTALLATION HOOKS] INSTALLATION 2X BUCKANOOD FRAMING METAL STRUCTURE SIGNED: 1012312015 MI WINDOWS AND DOORS LLC\11111111Jii,, 1900 LAKESIDE PARKWAY \\\g Vt. LD4Ji, i FLOWER MOUND, TX 75028 `v •GEN0 9J,l- SERIES 420 SGD REINFORCED WITHOUT ADAPTER =*• 0 5 NOTES 96" x 96" 1 INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. NAILFIN & HOOK INSTALLATION DETAILS 0 TAT OF DESIGNED IN ACCORDANCE WI2. PERIMETER AND JOINT ANASTMET BY HER2S TO BE DRAWN Dec NO REv iiFiP 0 R iDr SCALE NTS DATE 10/30/13 08 SOEET 10 OF 10 B ////S ONA L1\\\\ Florida Building Code Online Page 1 of 6 y1r. y` ` 51 w`r'1-.,1`.. + 't•a-n, l v'`. t. -:," r?r.. t BCIS Home ! Log In j User Registration Hot Topics Submit Surcharge Stats & Facts Publications FBC Staff ; BCIS Site Map Links Search Florida or r• `•"' Product ApprovalYCZ USER: Public User G rYT': i1 LIrC' Product Approval Menu > Product or ADDlicabon Search > Application List > Application Detail FL # FL15279-R4 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Clopay Building Products Company Address/Phone/Email 8585 Duke Blvd. Mason, OH 45040 513) 770-6062 mwesterfield@clopay.com Authorized Signature Scott Hamilton shamilton@clopay.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Sectional Exterior Door Assemblies Compliance Method Certification Mark or Listing Certification Agency Intertek Testing Services NA, Inc. Validated By Gary Pfuehler R 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 FL15279 R4 Eouiv 20150319 - FBC - DASMA 108 eauiv.odf FL15279 R4 Eouiv 20150319 - FBC - DASMA 115 eauiv.odf Product Approval Method Method 1 Option A bttp://www.floridabuilding.org/pr/pr_app_dtl.aspx?paraTn=wGEVXQwtDgv3yVVKJZI QR... 9/7/2017 Florida Building Code Online Page 2 of 6 Date Submitted 03/19/2015 Date Validated 06/12/2015 Date Pending FBC Approval Date Approved 06/21/2015 Date Revised 08/10/2017 Summary of Products Go to Page i i°il i Pagel/ 80 a FL # Model, Number or Name Description 15279.1 001 W3-09 DSIE-SA171: 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, WINDCODEO W3 Garage Door SFL38, SRP38, 134, 135, 136, 6130, 6131, 6133 Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15279 R4 C CAC Letter with proof of contract and proof of inspection.DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL15279 R4 C CAC W3 Listing Intertek odf Design Pressure: +20 PSF/-20 PSF Quality Assurance Contract Expiration Date Other: The OPTIONAL glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FL15279 R4 II 101655-Revl2.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: GDISP, GR1SP, GD1LP, GR1LP, AR1SP, AR1LP, EDSSP, EDiLP, 4132, 2132, 6132, SFC38, MFC38 Gallery/Artistry/Expressions: 1-3/8" Double -skin Insulated EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.) Single -Car (up to 9'0" wide) WINDCODEp W3 Garage Door Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15279 R4 C CAC Letter with proof of contract and proof of insoection.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL15279 R4 C CAC W3 Listino Intertek.Ddf Design Pressure: +20 PSF/-21 PSF Quality Assurance Contract Expiration Date Other: The OPTIONAL glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FL15279 R4 II 103952-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: 15279.3 003 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, WINDCODE@ W3 Garage Door 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/-20 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). 004 W3-16 DSIE-1A171: 2050, 2051, 2053, 4050, 4051, 4053, 62, 64, 65, 62G, 62LG, 64G, SDP38, SFL38, SRP38, 134, 135, 136, 6130, 6131, 6133 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). Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and oroof of inspection.Ddf FL15279 R4 C CAC W3 Listino Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 104175-RevOl.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 1-3/8" Double -skin Insulated EPS (exterior skin 27 ga. min.; interior skin 29 ga. min.) Double -Car (9'2" to 16'0" wide) WINDCODEO W3 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of inspection.Ddf FL15279 R4 C CAC W3 Ustino Intertek.Ddf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 101820-Revl3.1)df Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQvADgN,3yVVKJZ 1 QR... 9/7/2017 Florida Building Code Online Page 3 of 6 15279.5 005 W3-16 DSIE-1A471: GD1SP, GR1SP, GD1LP, 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). 15279.6 006 W3-16 DSIU-1A171: 9130, 9131, 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). 15279.7 007 W3-16 PAN-21`153: 73, 1500, 75, 190, 84A, 94, 42, 48, 55, 42B, 148B,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-11`171:4300, 4301, 4310, 4400, 4401, HOG, HDGL, HDGF, 66, 56G, 67, 57G, 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). Evaluation Reports Created by Independent Third Party: 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) WINDCODE® W3 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of inspection.odf FL15279 R4 C CAC W3 Listing Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 104028-Rev0l.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) WINDCODE@ W3 Garage Door Certification Agency Certificate FLI 5279 R4 C CAC Letter with proof of contract and proof of inspection.odf FL15279 R4 C CAC W3 Listing Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 104168-RevOl.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@ W3 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and Droof of inspection.odf FL15279 R4 C CAC W3 Listina Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 101308-Revl2:odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 2" Double -skin Insulated EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.) Single -Car (up to 9'0" wide) WINDCODE8 W4 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof ofinspection.odf FL15279 R4 C CAC W4 Listing Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 11 101652-6-Revll.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-11`471: GD2SP, Gallery/Artistry/Expressions: 2" Double -skin Insulated EPS GR2SP, GD2LP, GR2LP, AR2SP, (exterior skin 27 ga. min.; interior skin 27 ga. min.) Single- AR2LP, ED2SP, ED2LP, 4302, Car (up to 9'0" wide) WINDCODE@ W4 Garage Door HDGC, 6202, SFC68, MFC68 Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15279 R4 C CAC Letter with proof of contract and proof Approved for use outside HVHZ: Yes of inspection.pdf Impact Resistant: No FL15279 R4 C CAC W4 Listing Intertek.pdf Design Pressure: +28 PSF/-29 PSF Quality Assurance Contract Expiration Date http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZl QR... 9/7/2017 Florida Building Code Online Page 4 of 6 Other: The standard 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 R4 II 103969-B-Rev02.odf windborne debris regions. Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.10 010 W4-09 DSIU-11`171: 9200, Double -skin Insulated PUR (exterior skin 27 ga. min.; 9201, 9203, HDP20, HDPF20, interior skin 27 ga. min.) Single -Car (up to 9'0" wide) HDPL20, 7200, 7201, 7203, 8200, WINDCODE@ W4 Garage Door 8201,8203 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +28 PSF/-29 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of inspection.pdf FL15279 R4 C CAC W4 Listino Intertek pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 104183-Rev0l.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.11 011 W4-09 DSIUO-1K479: Canyon Double Skin Insulated PUR (exterior skin 27 ga. min.; Ridge/Brookstone interior skin 27ga. min.) with Overlay Single -Car (up to 9'0" wide) WINDCODE@ W4 Garage Door 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). Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and prop of inspection.odf FL15279 R4 C CAC W4 Listino Intertek.Ddf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 11 104456-RevOl.Ddf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.12 012 W4-09 PAN-21`151: 73, 1500, Steel Pan (min. 25 ga.) Single -Car (up to 9'0" wide) 75, 190, 84A, 94, 76, 42, 48, 55, WINDCODE8 W4 Garage Door 425, 48B, 555, 4RST, 6RST, 4RSF, 6RSF, 2RST, GDSS, GDSSV, GRSS, GRSSV, ARSS, ARSSV, ED55, 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-21`441: G4S, GS4, G4L, GL4, GD4S, GD4L, GR4S, GR4L, G4SV, GS4V, G4LV, GL4V, GD4SV, GDaLV, GR4SV, GR4LV, E4S, E4L, ED4S, ED4L, 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 FL15279 R4 C CAC Letter with proof of contract and proof ofinspection.pdf FL15279 R4 C CAC W4 Listino Intertek.Ddf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 300159-B-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) WINDCODEO W4 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of inspection Ddf FL15279 R4 C CAC W4 Listino Intertek Ddf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 103466-B-Rev08.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.14 http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZl QR... 9/7/2017 Florida Building Code Online Page 5 of 6 014 W4-09 SPO-21F449: Grand Harbor, Stone Manor 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). - Steel Pan (min. 24 ga.) with Overlay Single -Car (up to 9'0"wide) WINDCODE@ W4 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of inspection.pdf FL15279 R4 C CAC W4 Listino Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 103549-Rev06.Ddf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.15 015 W4-16 DSIE-1F171: 4300, 4301, 4310, 4400, 4401, HDG, HDGL, HDGF, 66, 66G, 67, 67G, 68, SP200, SF200, SE200, 6200, 6201, 6203 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 Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15279 R4 C CAC Letter with proof of contract and proof of inspection.pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL15279 R4 C CAC W4 Listina Intertek.odf Design Pressure: +25.5 PSF/-25.5 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 DOES NOT meet the impact resistant requirement for FL15279 R4 II 101481-B-Revl3.odf windborne debris regions. Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.16 016 W4-16 DSIE-11`471: GD2SP, GR2SP, GD2LP, GR2LP, AR2SP, AR2LP, ED2SP, ED2LP, 4302, HDGC, 6202, SFC68, MFC68 Gallery/Artistry/Expressions: 2" Double -skin Insulated EPS exterior skin 27 ga. min.; interior skin 27 ga. min.) Double- Car (9'2" up to 16'0" wide) WINDCODE@ W4 Garage Door Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15279 R4 C CAC Letter with proof of contract and oroof of inspection.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL15279 R4 C CAC W4 Listing Intertek.pdf Design Pressure: +25.5 PSF/-25.5 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 DOES NOT meet the impact resistant requirement for FL15279 R4 II 104029-B-Rev03.pdf windborne debris regions. Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.17 017 W4-16 DSIEO-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). 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 R4 C CAC Letter with proof of contract and proof of inspection.0 1`1_15279 R4 C CAC W4 Listing Intertek.Ddf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 103046-Rev07.Ddf 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-IF171: 9200, Double -skin Insulated PUR (exterior skin 27 ga. min.; 9201, 9203, HDP20, HDPF20, interior skin 27 ga. min.) Double -Car (9'2" to 16'0" wide) HDPL20, 7200, 7201, 7203, 8200, WINDCODE@ W4 Garage Door 8201, 8203 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +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 Certification Agency Certificate FL15279_R4 C CAC Letter with oroof of contract and Droof of inspection,Ddf L1522 L R4 C C W4 Ling Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FU5279 R4 II 104169-RevOl.Ddf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZ 1 QR... 9/7/2017 Florida Building Code Online Page 6 of 6 comply with the Impact resistant requirement for windborne Evaluation Reports debris regions (ref 1609.1.4 FBC). Created by Independent Third Party: 15279.19 019 W4-16 DSIUO-IK479: Canyon Double Skin Insulated PUR (exterior skin 27 ga. min.; Ridge/Brookstone interior skin 27ga. min.) with Overlay Double -Car (9'2" to 16'0" wide) WINDCODE@ W4 Garage Door Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15279 R4 C CAC Letter with proof of contract and Droof of insoection.DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL15279 R4 C CAC W4 Listing Intertek.Ddf Design Pressure: +25.5 PSF/-25.5 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 R4 II 104457-Rev02.odf windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc. comply with the impact resistant requirement for windborne Created by Independent Third Party: debris regions (ref 1609.1.4 FBC). Evaluation Reports Created by Independent Third Party: 15279.20 020 W4-16 PAN-2F153: 73, 1500, Steel Pan (min. 25 ga.) Double -Car (9'2" to 16'0" wide) 75, 190, 84A, 94, 42, 48, 55, WINDCODE® W4 Garage Door 4RST, 5RST, 4RSF, 6RSF, GD55, GD5SV, GR5S, GR5SV, AR5S, AR5SV, ED5S, EDSSV Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15279 R4 C CAC Letter with proof of contract and proof of Inspection.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL15279 R4 C CAC W4 Listing Intertek.pdf Design Pressure: +24 PSF/-24.5 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 DOES NOT meet the impact resistant requirement for FL15279 R4 II 101711-B-Rev15.pdf windborne debris regions. Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Go to Page = a Back Next 0 d Page 1/ 8 O 42 Contact Us .: 2601 Blair Stone Road, Tallahassee FL 32399 Phone, 850-487-1824 The State of Flonda is an AA/EEO employer. Cooynaht 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 mall to this entity Instead, contact the office by phone or by traditional mad. 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 emads 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: I_ ® ® i.:hri M Credit Card Safe http://ww,A,.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZ 1 QR... 9/7/2017 PAIEL ERM MM 06'r 1 G D6 15 M ill OIS 77, n L]L, u Gnu 6w4L40 'A,ms Iffi 4F Q RUSH o FNEL ' rwls i 1 1m1 VDTIK rm 10'r o u•IP 1t:v m 1r1' u sY Q DItD L sn.Es e put am Ao uAEtlrsr A11Q,L f niD '0 0 allLwl6 ]Fx17 1 ~ A ` 0 IIOINL tx/lW[ Wpm IDOL IOr110r MAIL DOOR IIDDI - u•-o' CIA11W 94M'•'SE" Wi *I bAMM N W 94M •NSD-PNEl 6 A.tO MFRUAD. dn• tIBET A< CIlB] lG1W19 • 1 u K •Ilorm rzAINt '•' - SEE SHEET TWO FOR IMPACT RESISTANT CONSTRUCTION DETAIL "A" AND STANDARD CONSTRUCT DETAIL "B"; TRACK AND JAMB DETAILS. SHEET 1 OF 2 OPTIONAL GLAZING MAY BE STANDARD OR IMPACT RESISTANT GLAZING SEE SECTION B-B FOR DETAILS. MAX. STANDARD SIZE IS 42-1/2x16'. IMPACT RESISTANT GLAZING IS 21-5/6•114-1/W. r . n K u-mm 11•YA! N A 5-1-0-1 PIo10N 1110 1)-MI N _ I101. ETL.) w LATE LESCItpTIIll 07 ADDED EXTENDED HUGMS, C010/m ND6 ADDED M 1 4M 4BB, 55S a ADDED 1 4F 1 ADDED 'CARRIAGE HOUSE F ASAP DO UPDATED MODEL TABLE SECTION A -A (SIDE VIEW) I F- 2' THICK 1/ DENSITY POLYSTYRENE FOAM INSULATION 1-5/16' THICK WITH VINYL HAIRCELL BACKER (INSULATED MODELS ONLY) 25 GA MIN. GALV. STEEL SKIN WITH A BAKED -ON PRIMER, AND A BAKED -ON POLYESTER TOP COAT APPLIED TO BOTH SIDES OF STEEL SKIN. ll IKK Im rl N®s M ERfI IO i• N M IAIYII[ A• r®F lilm OC• llmr0 1• A M II/1 rAar io•a a M NID••DIR rAlrw txAx llrlo a Asm-Ih rL• xa ra1•nw mmo. q Dlailome 17AxrAaaiwcAlo0tooliNrAtm im Ir/GM It rR-!0C O AAIOOr M A Wllm Otlbl FI pOYL Yn SIDL pT Lv- 96. LC LC 1 IIDMf A V v O olopay MPG: PAN-2F153 Krz, 1/3/97 6565 DIME BLVD. MAVN IMngProductsMASON, ON 45040 JAC an (513) 770-4500 OWZM n O•PP Ct pw II.• AN FWW Rr•"A•. MWW FLORUDA PRODUCT APPROVAL 15279 AND VM 3' TALL U-BAR 20 C.A. CALV. STEEL MIN. YETLD STRENGTH: 50 KSI L- i 3- f I-7/6. T 12 CAI. GALV. STEEL TOP ROLLER BRACKET. EACH BRACKET ATTACHED W/(4) 14x5/6' SHEET MET 14 GA GALV. ROLLER HINGE EACH HINGE FASTENED TO END SDLES WITH (4) 1145/11' 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 NEAR SECTION, ETC.). EACH U-BAR ATTACHED S ER (&1/4'x3/4' SELF TAPPING SCREWS 13 GA GALV. STEEL BOTTOM BRACKET. ATTACHED WITH (2) 014x5/6' SHEET METAL SCREWS. ALUMINUM EXTRUSION VINYL WEATHERSTRIP. DESIGN LOADS: +24.0 PSF ! -24.5 PSF TEST LOADS: +30.0 PSF k -37.0 PSF VIwum RAT MAx. DUOF' W 4 16'O' W x 16'O"H IESFDpT07N CLASSIC AND CH RP STEEL PAN DOUBLE —CAR, 16'W +24/-24.5 PSF BtNLRUE>n 101711 ivullac Y -MOEL r IS r CARRIAGE HOUSE' RAISED PANEL DOSES lEORf 1 23 GA M G1 INS aVAYEnter BIDS, tN]s V vHMJESV'ARTETRY' V' KECARRIAGE NOISE' SOON 1ETmT was { Or Rrwts v TV 710, r.] uD ]amre oN : cnlma t-1 oD. tanEn BROILED. LAS i Y{' { s SUERS IMT E COLWEISIMI (SAR RIOT Eg111YDYD) 10 NIO,10[ A 1WSH MORASS NRiAQ. IIOIQRRM. LN10 m IOI TNMSiG IOW wr TO le'r D L2. 14V It 11 T VfRFL JAM ITf10NM fC-tl S L A IY fDY TE f _ 3/S'O' >ZI2K NAIOII OEI] dl M' CENTERS(2"0 YSI LING CON0E1¢ E, EIVNOtl NCWND WITH SIEVE ANCHOW OR PAX 1/A'O' 1141ATm o IY CTNNO (E.000 PY UP- COMWM OR S- IXCODERS (0 0 OD. W.SERS REDIESTHTOWNS. ANCHOR,MY SECOMERU t IEOf 1Rf EOL 70 ARK A PLUSH MM0IIIIDIO SOYME. 1 Oflauml LY6 DO NOS TWbE11 LOAD AILDdFnpppA. LEER 10 ORM TOS-IN. A LICENSED OESI011 FIICESINEIVL Mr N10 E EIAaID ro ARROK nERYDc rAODEJe A" me comrmm VOCL raRaIDM DE rMd E atm STOP mommmS A CoOR NNALET (M sm) r EMYFLOR PM AYN:%EO M IAL WLV. STEEL [ID SRE L K SALAD. Slm NM. mu — IMPACT RESISTANT ASSEMBLY DETAILS( DRAWING 10777E- A SE ION B-B(IMPACTT--{RESISTANT GLAZINGOPTION) ON111L DMOM M FL— -- IM1l1R1lOE ICI SOD TAPE IOP-N EMIT. (E— PINE AND HORN). O OOLYCAS FRONT TY]DE. mE EISEOM Nm AND F a MDNALb, YN.T I[aNTIF N CE WAN (10) fS1El3/4'— REDINI NEWMASONS A IIMYI[ IIIN If0 N . s/E• FIFE RAD HYOK C!R FRY([ A NATI16 NmS m COOS MR MM THE W%U-RMWW EWNEEmfo3 STANDARD ASSBLY DETAILS DRAWING t EM01 SECTION B- B ( NON -IMPACT RESISTANT GLAZING OPTION( MAT FRAME WITH UV COMING ON CVISDE SLWAM NOTE THAT FRONT NAIL 5 MANPOWER THAN IMPACT dR FMYE ID IAaR MOLDED REM LITE ND'ANER / EJ/{' AN /rID SaE1 STANDARD ASSEMBLY CONSTRUCTION: OITRONAL SSE, O9 O1 t/S ACfIEA NRS AVAAML 0 TIgA1 A] MEO C i D ""OUTE OPTS oN RDOIE APPROVED AIOVED CM PLASTIC N AXORWICE WITH MC/rSC CS. THE ENTIRE DOMASERV NSTAIID N COMPLIANCE WITH T6 SECDON MEET] THE INS) LOIN REOOEEE M OF THE ROImA SIADOO CODE OR INTERATCAL EDSDNO CODE: NT MZAM EET THE VACf RESISTANT IE0.OI] IlNT FOR I.Mso w DESIO AM" W. CHAPTER 1s FSC)1C). SHEET 2 OF 2 _ DATE II 1 to M MLV "WEPOI IIH°c FAsIESD ro Elao 7 1E' LDMm PER MUM TAL /r >•EII 10 4A. OV. Y. ROLLER IIIE. EACH HIATE FAMWO ro DR SOD CTH (4) SHEEr (,) 11 MY TM ]OIR S' 10 DAL NOLO NEE Sim ROLLER WITH Sim on NRON TIE JIILOOtiyYIDtl mm M DENON A THE slIPr01TSN NRm11ML EmEOS SHALL E THE IE40M9M'f 6 THE F1OMMO AL OF RELOIO FOR THE MAD OR STROM NO IN ACCORDANCE N11N CURRENT SIAAO WOES FOR THE LOOS LEIm ON THE DRACR MFSIGN UVSHEM MHO( wmimww, TDNOA FIX /NOSES. um P.E. # 71513 SEE REYWON MRIDRI' ON SHEET OIHL H$E; TRACK CONFIGURATION ABOVE THE DOOR OPENING DOES NOT AFFECT THE WIND LOAD RATING OF nNS DOORHORIZONTAL . SUPPORT DooR ES Nacro ]I r TAL DOORS DEAD UNDER t] w RVLv. sTm FIAD NVOEr. PCN AJIEED ro TpOD ITTN lE#t TOP BRACKET HORIZONTAL AC sf1Y11- S/ E' Ram W lDER TRACK TRACK pspa YALLY STRL TRMSC ww G 1. CL TRACK TMDpESS .00' TVP. 2-1/ Y.12 GA.Y. DA.STEEL TRACKNVOW. 6 I (4) TRACKNVOOR PER WE NOM WIDE(, nit Illr• y1 TALL DOOR MoµINSTALLER DoS" II Doole ova rrALLYSTm TRA]C W. T11OL0 DSO• ILL 6 RMICi EIYE i NM AO TOP• TTOOt NAOc6 8 NOT TO PCB ]D OL F4F r I ME, roR DOD" as as n 1• I7•- 0• WK TNOt CQFlaNATION $ ALL NOT FOR MORE DEM F Am. rvr 1 DESIGN LOADS: + 24. 0 PSF R -24.5 PSF Florida Building Code Online Page 1 of 3 e ... - 4 fit._ BCIS Home I Log In I User Registration i Hot Topics ; Submit Surcharge Stats & Facts Publications I FBC Staff i BCIS Site Map I Links Search db d w-a Product Approval USER: Public User Product Approval Menu > Product or Application Search > Application List > Application Detail FL # FL17499-RI Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived C 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 Single Hung Compliance Method Certification Mark or Listing Certification Agency American Architectural Manufacturers Association Validated By Steven M. Unch, PE iL 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 07/19/2016 Date Validated 08/05/2016 Date Pending FBC Approval Date Approved 08/05/2016 Year 2008 2008 http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQmDgtCUGgvj Qiz6BP... 9/7/2017 Florida Building Code Online Page 2 of 3 Summary of Products FL # Model, Number or Name Description 17499.1 185 SH 5202 Fin/Flange Frame IG/SG Impact Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R1 C CAC MI Windows - 185 SH (Fin) Impact 2).pdApprovedforuseoutsideHVHZ: Yes Impact Resistant: Yes FL17499 R1 C CAC MI Windows - 185 SH (Fin) Imoact 3)_DdfDesignPressure: +55/-55 Other: R-PG55, Missile Level D, Wind Zone 3. Glass to be FL17499 R1 C CAC MI Windows - 185 SH (Flange) Impact 2).odfbeddedinPecora896sealant. FL17499 R1 C CAC MI Windows - 185 SH (Flange) Impact 5).pdf Quality Assurance Contract Expiration Date 10/10/2018 Installation Instructions FL17499 R1 II 08-02544A.Ddf Verified By: Luis R Lomas PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513320A.Ddf Created by Independent Third Party: Yes 17499.2 185 SH 52x84 Fin/Flange Frame IG/SG Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R1 C CAC APC(13362)E1725.01-109-47-RO 185 SH(FLG waiver)5-8IG 1-8A 52 1-8X84 R60(100918).pdfApprovedforuseoutsideHVHZ: Yes FL17499 R1 C CAC MI Windows - 185 SH (Fin) (10).DdfImpactResistant: No FL17499 R1 C CAC MI Windows - 185 SH (Fin) (9) DdfDesignPressure: +60/-60 FL17499 R1 C CAC MI Windows - 185 SH (Flange) (9).odfOther: R-PG55 Quality Assurance Contract Expiration Date 10/09/2018 Installation Instructions FL17499 R1 11 08-02546A.Ddf Verified By: Luis R Lomas PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513322A.Ddf Created by Independent Third Party: Yes 17499.3 185 SH 36x84 Fin/Flange Frame IG/SG Impact Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 RI C CAC MI Windows - 185 SH (Fin) Imoact 4).pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: Yes FL17499 RI C CAC MI Windows - 185 SH (Fin) Impact (5) Done.pdfDesignPressure: +55/-55 Other: R-PG55*, Missile Level D, Wind Zone 3. Glass to be FL17499 R1 C CAC MI Windows - 185 SH (Flange) Impact 3).odfbeddedinPecora896sealant. FL17499 R1 C CAC MI Windows - 185 SH (Flange) Impact 4).pdf Quality Assurance Contract Expiration Date 10/17/2018 Installation Instructions FL17499 R1 II 08-02545A.pdf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513321A.pdf Created by Independent Third Party: Yes 17499.4 185 SH 52x72 Fin/Flange Frame IG/SG.Single Hung Laminated -Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R1 C CAC APC(13361)E1726.01-109-47-RO 185 SH(FLG waiver).pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL17499 R1 C CAC MI Windows - 185 SH (Fin) (11).pdf F1-17499 R1 C CAC MI Windows - 185 SH (Fin) (12).pdfDesignPressure: +60/-60 FL17499 R1 C CAC MI Windows - 185 SH (Flange) Other: R-PG60 10 . df . Quality Assurance Contract Expiration Date 10/08/2018 Installation Instructions FL17499 R1 II 08-02549A.pdf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513327A.pd Created by Independent Third Party: Yes 17499.5 185 SH 36x84 Fin/Flange Frame IG/SG Single Hung Laminated Glass http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtCUGgvj Qiz6BP... 9/7/2017 Florida Building Code Online Page 3 of 3 Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R1 C CAC APC(13363)E1729.01-109-47-R0 185 SH (FLG waiver).odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL17499 R1 C CAC MI Windows - 185 SH (Fin) 13).odf FL17499 R1 C CAC MI Windows - 185 SH (Fin) 14).odfDesignPressure: +60/-60 FL17499 R1 C CAC MI Windows - 185 SH (Flange) Other., R-PG60* 11)-odf Quality Assurance Contract Expiration Date 10/17/2018 Installation Instructions FL17499 R1 II 08-02550A.Ddf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513328A.Ddf Created by Independent Third Party: Yes 17499.6 185 Triple SH 111x72 Fin Frame IG/SG Single Hung 11002 Flange Frame IG/SG Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R1 C CAC MI Windows - 185 SH Triple Fin) 3).DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL17499 R1 C CAC MI Windows - 185 SH TriDle Fin) 4).odfDesignPressure: +50/-50 Other: R-PG50* FL17499 R1 C CAC MI Windows - 185 SH TriDle Flange) 3).odf FL17499 R1 C CAC MI Windows - 185 SH Triple Flanoe) 4 df Quality Assurance Contract Expiration Date 10/20/2018 Installation Instructions FL17499 R1 II 08-02548A.Ddf Verified By: Luis R Lomas PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513324A.Ddf Created by Independent Third Party: Yes 17499.7 165 Twin SH 10602 Fin Frame IG/SG Single Hung 10502 Flange Frame IG/SG Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 RI C CAC MI Windows - 185 SH Twin Fin) 3 dfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL17499 R1 C CAC MI Windows - 185 SH Twin Fin) 4 dfDesignPressure: +45/-45 Other: R-PG45 FL17499 R1 C CAC MI Windows - 185 SH Twin Flange) 3).Ddf FL17499 R1 C CAC MI Windows - 185 SH Twin Flange) 4).Ddf Quality Assurance Contract Expiration Date 10/20/2018 Installation Instructions FL17499 R1 II 08-02547A.odf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513323A.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 AkEEO employer Coovright 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— M Credit Card Safe http://www.floridabuilding. org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtCUGgvj Qiz6BP... 9/7/2017 NOTES THE PRODOCT SHG1714 HFRFI'J IS CESIGNFCJ AND lip".N,JFACTIRFD TO CO1,IrIY WITH F.LuUKLM-_H'j J- IPI, FLORIIIA 130LUIId2 CODE INCLUDVG THE _VI-Z i NOOC F^A;/I;JG AND M/,iONR', OF'FNING TO RE ?7=1CNEC A.,D PNG-'ORED TO F•RCPERLY TRAN`_•PER ALL LGACS TO •J-RLI;;TLF.E. FRAMI'JL; AND MAS NP" GDENINC 'S THE RE:;PONS'BILIT, CJF IHL ARCH'ILC1 OR LN.;IN LR GF RLCGRL' X RUCK OVER hA4;;GNR1'/GCItJ'':P.FTF IS C° 1014A' 4 t1'HFRE SI'Ild OR RUCK THIC4N=SS IS I SS T-IAN S-1/ VdNDOW UNTS MUST RE i'IJC!r RLL: 111110J'',II III[_ Ff?AIAL IN ACCURDPNCE W111 'A"J•,Uf ACTU ER'S PLIBLI_AILD I!JSTALLATI:IN IIJSTRUCTIONS, AN`HOP> SHALL RE SEU,R=LY FAST;7IJED DIRECTLY INTO MA:LON?Y, C(,N,'KLIL OP OTHEF. S-INUICT-U?AL SUBSTRATE MATERIAL VrHL;,= WOOD BUCK TI'ICKN=SS IS 1-1/2" JR fREA(ER. L'IJCt< SIIALL BE SECURLLY F.ASILIJL"_1 10 Mt„O1RY. CCN%REIE C. 0 ;1_i<. SIRIJOILIRAL SUBSTRATE. WINDOA, UNITS MAY RE AN.:HOREO THRO+IGH F rAVF TO SEC' -RED '40,,' ! 3L•Cd IN PCC(IRCANCE WITH PUBLISHED IN1'IALLAr'CN IVS'RUC1101JS 6 VAIF 2E `, BUCK IS I401 USL'J=ISSIMI-AR 6'.4TL':IA.S MIST 5E KPARA E1.) V11114 AFIPF<UVED OR I: EvaRANE. SFLC`ION OF C:)ATIMG OR VE''.JBRANE ' , THE RE_ t=OV.S RI[_I`i OF VIE AfiC1111E.:T 0t; ENGIHCER 0 IJECOPD 7. Rl,:,'tS SIIP.I E',TESD 3FYCVD 'JI,N O'A NTRRJ^ -ACC SO T-AT FU1, F4AME SIJP-ORT IS PR'),JIJE.'_l. 5 FOR FIN IV5iA_LAT,:}rl SH M AS NEEDED POR T RAME_ ItJcTALL A-10'd SHIM AS REODIrEO Ai EACH nr1CvOR I_JC+i`OrJ KITH LOAD PARING SHIM SHIM WHERE SPACE 0= 1/16" OR C'FATER OCCURS 1.1404UM 41.0WARIE SFdM S-ACK TO RE 1/4' 9 S1195 SHALJ BE LOCATED, AP -'I IED .AII.) MADE FROt) MA,-FRIALS AND F16CI<NFSS (;-.PAULE 01 SUSIAINI NG APPLIGAB,_C '_OAL i 11) VilMri L':1D DL:RATlrirJ FPCTOR Cd=1.F WAF, J;E:' 'OR *00D A',CHOR CA'_C1,11ATIONS 11 FRAVF MAIFRIAI ' EXTRUDED, RK: 1) PVC 12 UIJ,IS I•AL,SI DE GLAZLD PER . _IV E130J--n/O9, ___ SHEET 14 FOR CLASS CEIAIL_ 13 APPRCVCD 4.IPACT PROTE;;110VE SYSTE`A j$_NOl_?EJUjRCC FOR 1HIS PRODUCT IIJ ',41r;D DOF,I,!E DEUPI,, RFC:ONS. 1= POk ANCHOI,IN._; 11u0UGH IIN INIu WOOD ,PAIAN,,, Ok 2X dUCk USE 18 'NOOJ SCRLWS ITH FICIENT LENGTH "0 ACHIEVE A 1 '1'4" 10,11RdUh1 EME'ED1dEMT 'NTO S'JfiSTR4TE. IOGAII ANC'IOF:S AS Sf'OWR IN LLCi/A.,C:';S ANI) INSTA'_IA'ICF, 11ETAI_S TABLE OF CONTENTS SHED N0. UESCRI TIC'N tJOTCS 4 ELLVAT ONS 5 - 13 ' INSTALLATIC^I CETAI_S 14 'OA/T')tJFF1T i I REV I DESffPTION I DATE I A'- owI, A I P.=;1_FD ANCHOR SPACING, do CHARTS 1 071 11,%20-Cj R L 15 FOR AV.;ITORING 11-IROUGH FRALIC kji(C V:;)67 I RA'•AI', , 0 2X (FUCK U SL 1,'10 'NCUI+ SCREVI' S 'WITH SIJ=FICIEN LENGTH -0 ACH17VF A 1 1 /4" Ml';IlUIM FM9EDMENT 1NT0 IUBST.- IAIE. L'UCAIL ANCIIO;(5 AS SHOWN 114 L-CV.AIIONS AND INSTALL41'ON DLTAILS 16 ; OR V4010RING 1FIR000H FPAME N,0 MASONIJY:CONCRE'E USE 3/16' IA -'CONS WIIH SUFF ICICIJT LENGTH TO ACHIEVE A 1 1 / 4" CV000MERT INTO SUBSTRATE WITH 1/ 2" NINR,IUM EDGE DIS ANCE LC(;ATL ANCHORS AS SHOWN IN ELL'VAiIONS At,D lh31ALLAIION CLIAP_S 17 FOR A''.CIIhRI`1G THROUGH FFAME NTO METAL STPIJCTURC USE 510 SMS OR SELF DRILLING SCREWS WIT -I SUFFICIENT LENGTH TO 1,,1'KE'dC 3 THrEADS MINIMLIM DErO`JO 5IRUC IUR= IIJ = IOR WALL LOCATE .ANCHORS AS SHOWN IN ELEVATIONS A,,D INSTALLA11tJV DEIAILS. 18 AIJ_ FASTN-RS TO BE COR SOS ON RESISTANT 19 411STALIJ, 11014 AFIGHORS SHALL BI- INEIALLEJ IN AC'^070ANCE WITH ANCHOR Y ANUFA,, JUREWS INSIALLA110'4 IN'i1RUCTIONS AND ANCIIO S SHALI NOI RE USTD PJ SIJBSTRATES WITH STF,ENCTHS I ESS THAN THE M"41WLIV '.;Tr,-cN(.TH SPFC FIFD BFI OW A WC' OC' MINI UlA S-'ECI` C I R::\'rr OF G=0 42 13, CONCRLIE' MINIMUM „)-AP1?tSSI',/F SiREnGIH ,,; 2,000 PSI C. MASONRY HL:__CW;FII_`1D 310CK PFR ASIM C90 I'll^+ Im=IAOOF51 MIN.ML,M D MF. ` I STRUCTURE: STF_F_ 18GA (0A8`) E1=33'CSI,%FL-52K51 CR A' U; JI'JUM 60,33 -T5 fU-3DY.SI OA8" THICK AJI"1'F; UkJ SIGNED: 0711212016 4WIDON4ND DOORS MA SGRATZ, PA 17030-0370 g\IIJb,\\ R L6SWLsrr •GENS 9 ii 0 625 k= gip•• ATE O``F rL O[` f,RlOr • N ss/pNAI 7jrI1111I111\\\ SERIES185 ALUMINUM SINGLE HUNG WINDOW 52"X84" NON -IMPACT NOTES 74W. N n: IJJ 08-02546 RtV A J' IT NITS E'A-! 12/09/14 "1111 OF 14 I I ml Y 1, 11I I 1 Ig' j FA rll_ 54, MAY, I"AML I ,FIGHT MAX 52" MAX cRAME 1V'IDTH MAX 0 C 2" ff 1F" j MAX C 8 1 E.14x I O u X a 185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW EXTERIOR VIEW DESIGNER EXTERIOR VIEW FLANGE d FINLESS INSTALLATION FLANGE d FINLESS INSTALLATION WITHOUT FILLERS WITHOUT FILLERS SEE CHART #1 FOR SMALLER UNITS REOUIRED ANCHORS SEE CHART #f FOR SMALLER UNITS REQUIRED ANCHORS DESIGN PRESSURE RATING I IMPACT RATING 60.OPSF i NONE v_1Es. I MAr11viLM SASH SILL SI" X 36". 2 IA4111A1JM S: M D L 0 4% 32 1 i2 3'.14k;b7UM r •,FU D L 0 ' ' /' X 45' HARDWARE SCHEDULE METAL SWEEP LOCK AT 8" FROM EACH END INTERIOR MEETING RAIL BLOCK AND TACKLE BALANCE AT JAMBS Ff Y`InIY. DF:CF..1MN CITE I a. .P1111TD RDOSE; ANCHOR SPACING k CHARTS 07/11/2016R L CHART # 1 UNITS INSTALLED WITHOUT FILLERS Number of anchor locations required Frame Frame Width (In) He lghI(in) 16. 00 Need Ja m6 II Head 00 Jamb 30. 00 Head Jamb 36. 00 Head Jamb 42. 00 Head lamb 4600 Head Jamb 5200 Head Jamb 2400 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 4200 2 4 3 4 3 4 3 4 4 4 4 4 4 4 46. 00 2 4 3 4 J 4 3 4 4 4 4 4 4 4 5400 2 5 3 5 3 5 3 5 4 5 4 5 4 5 W- 00 2 5 3 5 3 5 3 5 4 5 4 5 4 5 66, 00 2 5 3 5 3 5 3 5 4 5 4 5 4 5 72. 00 2 6 3 6 3 6 3 6 4 6 4 6 4 6 7/ 00 2 6 3 6 3 6 3 6 4 G 4 G 5 6 E4. 00 2 6 3 6 3 6 3 6 4 6 4 7 1 5 1 7 SIGNED: 0711212016 AND esoNIhDOJlESIMAAND 11111 IR . LI1111. ° RKET STREET GRATZ, PA 17030-0370 0\' s r • GEN'T ..'p It• 0 5 *= SERIES185ALUMINUMSINGLEHUNGWINDOW52" X84" NON -IMPACT fl FLANGE FINLESS ELEVATIONS dop • AT OF i0 a <4 ckF ' CL 0TIM" Drt-w,a Lai: u, 1.tv N. 08 `02546 A 0NAjEa6\ 7ss1 PJTScart_ 12/09/14 - 2 OF 14 52" I.1Hk =Rr6iE ;':IDTFI 2" V)U• - - I6 L)N. MAX i I uEIc;HF I i I 52" tJAX rRAPT WIDTH — — 2" MAX - - --------- IF" wAX - - 2" I.IAx O C. 1 f•" LFAX ri C i O i MAX----------'---'--- i RAMS i---------- HEIGHT I ri J 2 u,x__7r t- 2_+VL7 i ! I , v 185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW EXTERIOR VIEW DESIGNER EXTERIOR VIEW FLANGE d FINLESS INSTALLATION FLANGE d FINLESS INSTALLATION WITH FILLERS WITH FILLERS SEE CHART 92 FOR SMALLER UNITS REQUIRED ANCHORS SEE CHART I2 FOR SMALLER UNITS REQUIRED ANCHORS DESIGN PRESSURE RATING I IMPACT RATING 60.OPSF NONE yr_•TE; I %iAXIMUII SASH SIZE r,1" X ,3" 2 IAAYWO-N SASH DLO 41 -/5 X 32 1/}" 3 1,KXIMIJAI ^IhEL' F)L O 49 '/ X 4" HARDWARE SCHEDULE A (2) METAL SWEEP LOCK AT 8" FROM EACH END INTERIOR MEETING RAIL uEw nrn r)FSr FPn0N [ATE I Ai,rr—, R,VISED P14CHOP. 5rAC1146 k CHARTS 07; 11,, 2015 R I CHART #2 UNITS INSTALLED WITH FILLERS Number of anchor locations required Fame Fame Width (In) HeIght(in) 4O Head Jamb 24.00 Head lJsmb 30.00 Head Jamb 3600 Head Jamb 42.00 Head IJamb 4800 Head Jamb 52.00 I Head IJamb 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 3000 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 54.00 2 5 3 5 3 5 3 5 4 5 4 5 4 6 60.00 2 5 3 5 3 5 3 5 4 5 4 5 4 5 66.00 2 5 3 5 J 5 3 5 4 5 4 5 4 5 7200 2 6 3 6 3 6 3 6 4 6 4 6 4 6 7800 1 2 8 3 1 6 3 1 6 3 6 4 6 4 6 4 6 8400 2 6 3 8 3 6 3 6 4 6 1 4 6 1 4 6 MI WINDOWS AND DOORS 650 WEST MARKET S(REEI GRATZ, PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"X84" NON —IMPACT FLANGE Cc FINLESS ELEVATIONS N.G. 08-02546 NTS °"' 12/09/14 `-'t"' 3 OF 14 SIGNED: 0711212016 h --- ii' MAY FPrkl[ WIDTH 2MAX - - ---j - MAX ii I 10" MAX 1 r MAY, 4', A i MAX' FF:A'dE W.DTFI - -- 1. 1/=': 101. .- - 2 MAX MAX C C I ; 10" MAX FRA4E 4c II:IJI i I I HEIGHT 1 I i I, 185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW EXTERIOR VIEW DESIGNER EXTERIOR VIEW FIN INSTALLATION FIN INSTALLATION SEE CHART N3 FOR SMALLER UNITS REQUIRED ANCHORS SEE CHART N3 FOR SMALLER UNITS REQUIRED ANCHORS DESIGN PRESSURE RATING IMPACT RATING t60. OPSF NONE NOELS ' I MA>,d%UM ' AJH SILL b I " X 3t' 2 ' A ); L'UM SASI' D _ C 4/ ')/8' ) S2 112". 5 MA):iIAUM 1 IXLD D.L 0 49 1 %4" A -Lb"- HARDWARE SCHEDULE 2) METAL SWEEP LOCK AT 8" FROM EACH END INTERIOR 2) BLOCK AND TACKLE BALANCE ATIAMBS A Ff „ lc MI5 f FSC. FtIFUOh j CiATF ::'rrOVEn P.- V'-EED ANCI-OR SPACING h CIIAWS 1 lT/I1j2C 16 Pt CHART rY3 Number of anchor loullone required Frame Frame Width (in) FbIghl( in) M00 HBS Jamb 24 HBS Jamb 1 30.00 H& S Jamb 36. 00 H& S Jamb 1 42.00 H& S Jamb 48. 00 HBS Jamb 5200 HBS Jamb 24. 00 3 3 3 3 4 3 5 3 5 3 6 3 6 3 3000 3 4 3 4 4 4 5 4 5 4 6 4 6 4 36. 00 3 5 3 5 4 5 5 5 5 5 6 5 6 5 4200 3 5 3 5 4 5 5 5 5 5 6 5 6 5 4800 3 6 3 6 4 6 5 6 5 6 6 6 6 6 54. 00 3 6 3 6 4 6 5 6 5 6 6 6 6 6 6000 3 7 3 7 4 7 5 7 5 7 6 7 6 7 66 00 3 8 3 8 4 8 5 8 5 8 6 8 6 8 7100 3 8 3 8 4 8 5 8 5 8 6 8 G 8 78. 00 3 9 3 9 4 9 5 9 5 9 6 9 6 9 84. 00 3 9 3 9 4 9 5 9 5 9 6 9 6 9 SIGNED: 0711212016 M650 WINDOWSII ID MARKLr STOOKS TREETGRATZ, NA 17030-0370 v •GENS fr• 0„ 'S *= SERIES185ALUMINUMSINGLEHUNGWINDOWACT 52 %84" NON -IMPACT FIN ELEVATION 0 , 'SAT OF rU AOFems R QP •a\\ DRAWN JA; h0 NFv N. G 08-,025460E A s1O111A110N\\\\ NTS n4 f 12/09/14 14 1/2" MIN FCGr i115;TA'J F OR ?X RUCK, U1 OIIILR` i 1 t; 1" MIN Eld^FTrA NT i ' 1 BACK-, R. RUII - All An 1,—_ IQIr IAAv.' A_AN14IJI i I'1 i SIIIM SPACE I h1D rlom INTERIOR EXTERIOR i S'LL TO 9E SST r•'r odFD t / S•TF._IC-ukAt_ B,(,K R (1U J SLA-AN! AP^R:ivrr A. ANT L_ J _ — 1 1!4" MAY HIM SPACE 1'COIi RAs.IIRG i'- --- 012X BUCK I j BY 01HEUS T:\ VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES. I- INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY, 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 METAL STRL: C i URE BT OTHERS ARPP. O':LD SEALAF, T EXTERIOR BACKER ROD d APPROVED \ SFIU ANT METAL STRUCTURE BY OTHERS 3/ 4" MIA: LD(; t DISIANCL 1 / 4" MAX J j SI1Rd SPACE I \ j # 10 SMS OR SEI : ORLUNG I II SCREW VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION INTERIOR Sir TO RF SIFT IN A BED 0I APPROVFD STRUCTURAL LALAtIT 1 / 4" MAX SHIM SPACE me , qr ' kD/ DFSF D MON I CFTC A:+P^ii F A REV = ANGI'CR si-AcR46 h CHARTS I i7/ 1 1 ,'2r 16 R I--- 1 1/4" MIN 1/4' MA)e EMRtL' MENi S111M -ZPACE i j" INTERIOR MIN lj10 WCOE' 4 O ROOD FRAIJING OR ZX BUCK EXTERIOR B:- CtiER F.OD BYOTHER5AFPF' OVED AI AN - JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 1/ 4` M4X- S111M SPAC'= t G SMS G.? SELF DRILLIH: INTERIOR C! JCYrS I j MiN MIN EDr, L JI' EXTERIOR METAL —' STR, JCiURE BAKER ROD BY ' JT,i,-_PS A API"ROVE-) oE4LAN- JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 0711212016 WINDOWS T TOOKS Lfo 65`0EST MARKET STREET S5Vt. 9J, GRATZ, PA 17030-0370 w•GENS SERIES 185 ALUMINUM SINGLE HUNG WINDOW fi2 1 52" X84" NON -IMPACT FLANGE INSTALLATION DETAILS WITHOUT FILLERS AT OF mw 10RV` JP• rolawwt„w;,o, i/ Ss ONA N. G. 08 c02546 A I`6\ CRC 1JTS12/09/14 5 OF 14 2 1112" M;1J FDG-_- DISIANCE Pf OTHERS 0 0141I'll,A. - iX RLICI< 1/4" MIN S__[ 14.1-11111S 3 - 7 EMBEDMIF 14T SHEE1 1 MCKI-R 4' MAY. SHIM SPAC= F,PRCpVFD 3/16" --AICON EXTERIOR _P INTERIOR S11- TO DIE 57T BACKER ROD 111A ?EL () A!- P OVIE D c A PROVPD STRUCTURAL SLAU,1j I HAL.AN_ OPTIOUA 1X fiU-,;1< 1 /4 MAX SEE 3 - 7 SHEET SN M SPACE C04--R--TF/l,1AFo)NR',' UY 0THt_f—_ 4 VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION PE%11—,4Ar, DFSCRIM.01, AK-11013 SPACING & CPARTS 07/11,; RI i 114- MIN LMBELME10 m4x 3/16" TA -CON k\ INTERIOR 1 12" M1111 1! 1 FDC-- I, - I r ISTANICE L EXTERIOR B1CKER ROD APPROVED OrTION4 Vx HUCK SLALAN' E NOTES 3 HFET I JAMB INSTALLATION DETAIL CONCRETEIMASONRY INSTALLATION NOTES I INTERIOR AND EXTERIOR FINISHES, BY OTHERS. NOT SHOWN FOR CLARITY 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E21 12 SIGNED: 0711212016 MI WINDOWS AND DOORS 650 WEST MARKET SIREE1 GRATZ, PA 17030-0370 rj p 0 5 SERIES185ALUMINUMSINGLEHUNGWINDOW52" X84" NON -IMPACT FLANGE INSTALLATION DETAILS WITHOUT FILLERS cc TATOFp4Ti0. 1 NG08-025 4 A A 1 11 14TSIDA'L 12/051/14 1`11'166 OF 14 11/2 WN FIXA DISIFANCF VIOCL) FR,%',,i NG OR , RJCK Ur 011'Ll'`' i X' 1 1 I'll MIN El"IEFE"'IEN1 j4' 14 SlilM SPA'---, HACK;7R ROD F ; G I D ILLLP 10 0,00P METAL SI TRUCT UPL B` rTll---R" APPRO+iLD SEALANT RIGID FIL LER N REV U."TE LUCE DISMITANCL "I RCV';1D N41 110R SPACII40, & 'F,ARTs r7 1 1/4" k'lN 1/4' MAX EMBLDVILIAl S'ilm SPACE 1/ 4- MAX DAM SPACL 1 / 2" 'Ai NINTERIOR DSL STk, NCF INTERIOR bb IJIM EXTERIOR I I, EXTERIOR In S I A, TLIE SET A jLDI Of POVrr APSLA- Ald A Nli' 1 '4 VA, S- 111 S"ACE BACKEP ROD APPROVED SrA, AW C,,,',' 2X P J C K BY o1j,c1Is METAL-\, STRUCTURE BY OTHERS VERTICAL CROSS SECTION WOOD FRAMING OR2XBUCK INSTALLATION NOTES I INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY 2 PERIMETER AND JOINT SEALANT BY 0774ERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 o Z. CR EW 10 SMS OR SFL DR LLING SCREW OR 2X BULK EXTERIOR Dr OTHERS BACKE, RIGID& AFPROV-D ILL,- P SivAl AN - JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X SUCK INSTALLATION INTERIOR METAL 1/,I-- MAX. STRUCTURE Slil,A 5DACL BY OTHFR5 C, SMS or", INTERIOR SELF DRI I L ING ll.' L S , "S SI, 1 -0 :3F SET IN L, ULD Of - APPROVED STF,'[) C,T,Jf-AL SEA' - A','! 1/ 4" MAX SHIM SPACE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 3/ e EDGE DISTANCE EXTERIOR RIGID B A I'LP ROD 11- L EIq IV APPROVFID SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 0711212016 MI WINDOWS AND DOORS 650 WEST MARKET SIREEI P. GRATZ, PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 0 5 52" X84" NON -IMPACT FLANGE INSTALLATION DETAILS WITH FILLERS TAT OF 0- ZORVOt N. G. 08-02546 A NTS 1"" 12/051/14 P"'7 OF 14 PY C'-I%RS SEE NOTES 3 - 7 SNLE-t 1 U/•: f R NOD 41ISI_4_fJ i • i RIrlD ILL EP 2 1/2" V N DCE UIS.ANCE 4" MAX _ SHIM SPACE III III EXTERIOR `— INTERIOR LI S'I_I TO RF SET RKKER POD; 7 IN a PED O APP CVtD A'PRCIVED \ / STRUCTURAL SEALANT <cE4L.ur GPTIgrIA'_ 1X F,U„K — \ — - 1/A" 14A•X SHIM hAC E HEFT 1 Of Oi4ER_ ° a VERTICAL CROSS SECTION CONCRETEIMASONRY INSTALLATION EMRFOI+I _NT 1 1/4" Lml _ EMBEDMENT i CONCRETE/MASONRY -,\ Y OTHERS 3/16" TA'CON -\ { I I I Mw < EJGF DISTA'JCF I < RIGID FILLLR REv'S rtr.. IREVUs, fiPTON r I P.EVSCC SFA^.IIJG k :PARTS O711112C 16 R1. OT=IION4•_ 1X &1CK SEE NOTES 3 - SIIELT 1 1 ; A' MAY. 914A S-'ACL INTERIOR i EXTERIOR BACKER P,OC C• Af PFUbED SLAT AN; JAMB INSTALLATION DETAIL_ CONCRETOMASONRY 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 KITH ASTM E2112 SIGNED: 0711212016 M650 1WDOESTMARKED SDOORS GRATZ, PA 17030-0370 X\119IIL/ GEN0 9dl SERIES 185 ALUMINUM SINGLE HUNG WINDOW py 25 52"X84" NON -IMPACT Y3t= Q+1LANGEINSTALLATIONDETAILSWITHFILLCRqa • TAT OF I:RANN ilu. I.c Rry cF• 10Rko ssI IIIAi11 aG\\` G8 A NTS °"-'- 12/09/74 `C"'S860F 14 OR BUt:lt UY 011iLl i H.A C :- R RUfI - A_ANI 2" '•VJ EDGE D,STANCE A - -- i t /4' ftAy. f IIM SPAL', I N I O stiUOO` i 1 =_; I"I CIJ JJI y INTERIOR EXTERIOR I — n r SI_L TO BE `SET IN A BED OF AF IRC'V 0 NA<,K" R 40L' iSI Al AN i i P^ROVED \ `-" I 1 / 1 / 4" VAX. I SHIN; SPACE VdOOr; FRAMING CR iY. BUCK BY OIPEPS VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES I INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 META; — S1Rlh' FURF UY UTI'LRS APPROVL —' SEALANT EXTERIOR BACKER r+OD do APPROVED SEALANT METAL, STRUCTURE BY OTHERS FTLDGL L>Is rArJCL 1! 4" MAX SKIM SUACL 1I OR SFLF OR10% SCREW INTERIOR VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION FEws, ar, ' nE5[ ninilJk ! r37E an:+;-.rn RE' V'°[D AIJCI CR SPACING k C1.ARTS G7/11 !"1C16 RI 1 1 /4" mi'l ' %4' MAX. LI- IREDMf=Nf ,HIIA SPACE INTERIOR 1i2" MIN ; FDGE { / I CISIA14CL ! 0 WOOD CRLdI it \ J EXTERIOR V,'' OOD FRA4,fiNG —/ V 011 2% BUCK E4LC' I<FR ROD BYOTHERSfr A'-'F'ROL'Lli S1 AV 'JI JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION I / f. MAY. SHI'- 1 SFr`•CF E7_ 7 g10 SIAS OR INTERIOR SFI F DRII I IN"', C RUN's Ih i SILL Tu EE SET z/ 4 M; hl--- I I`: A BED OF FCGF STRUCIURAL 1 Jl LJIEXTERIOR 1 / 4" MAX Ur+ CI:LR RCD SHIM SPACE 1RIu, IURE L, A.R'ROVF7 ITT OT,ILRS bEALAIVT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 0711212016 U6501fIWDO iEST MA1 / KANDSDOORSGRATZ, PA 17030-03709s S111 111Lo SERIES 185 ALUMINUM SINGLE HUNG WINDOW 612 52' X84" NON —IMPACT pq. — AFINLESSINSTALLATIONDETAILSWITHOUTFILLERSSATOFwzz i 0' cFS' P(ORID'•G'w N. G. 08 ,0 k546 A 810NAIL a`` oAINTS12/09/14 9 OF 14 11111111 2 1/2 MIN. TFUGF OC-,TAPICF e — - DY OT-IERE n < 1a112 L" hAIIJ I'IIGIJid 1'i E;i. — ° I EM9EGMEIJ7 SEE NC•IES 3 - 7 SIILL 1 / 4" MAX f;A::Kf C ROC — SHIM SPACE a ,•,P^RgvED —, r S LA _APJ 1 3; 16" T;ICOM Yjolln, f' -7Z EXTERIOR ,_ ,1 INTERIOR RACkFR ^ T) -. f A -'PRO VEO '\ SEALA"II OPTIONAL IX Buf; < S_E ",':TE 3 - 'i CO\I',RFTF/IJA S0NR,' - HY o"Hc-RS A, SILL TO RE SET f 114 A BED Oh i AFPRC-'--' f STDUCTL{RAL SEALANT j- ..='M SPACE VERTICAL CROSS SECTION CONCRETEIMASONRY INSTALLATION 1 1/4" Wh J__ 1 E1,AKUMENT II j C1)N".RETE%1AASOI'RY TI+ERS e 3/ 1 6" TAOCON , • V 2 MIN 4.00F DISTANCE AEV,S+!rG ' orscrmrrH 1 rarE - annrG•:rn REMSED AWCI„JR SPACII,G k CI-AR-S I J7/1)Pr IF P.l 0F11011AL 1X HuCK FE NOTES 3 - SHE'D 1 v'4' MA"' SHIM jPACE INTERIOR EXTERIOR BACKER ROD G APPROVED SEALANT 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 IMI WINDOWS AND DOORS 650 WESI MARKEF SIRELT GRATZ, PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"X84" NON -IMPACT FINLESS INSTALLATION DETAILS WITt{OUT FILLER I•AiAWN c. •, :.o N.G. 08-02546 V.W NTS I "A" 12/09/14 1"1 1'10 OF 14 SIGNED. 0711212016 J01111I r. E6 2Nsic'9p SCAT 5E OFi0. OR1Dt• i' ssf NA 1tE 6` 1 /2" MdJ I EDGE D STAI:C,_ OR :' PUCK Ur OrI,LIT<, y,nr; - AN r R ROD - 1lll ;' 4.. MAX E•\ SIIIM SPACE I ILLLR INTERIOR EXTERIOR / SIL'_ '0 EE SET IN A BLD 01 STRUT JRAL NAC cF. ;OD SLAIANI h APP ROVFI, <) / H M SPACE OR @'JCK BY TIlLIS VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES I INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 META! STRII;II!RF , IJY Ti-Ek5 APPROVED SE,A ANT RIGID - I ILLLP._^-.-^ 6'ACNFR POD fi APP-?DYED SEALANT F METAL t STRUCTURE BY OTHERS L tS" 4' ' IALeG_ ISInNCE r SHIM `:PACE 10 SMS OR SEL% DRILLING SCRLP/ INTERIOR VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION SIII TO FE SFT 1'I 4 ULU 01 AP'ROVFD TRUCTIIRA." SLALANI 1 /4" MAX. SHIM SPACE FEvsorr, orscr Tqh CFTE >^G4TD REVISCD F•I1;,1 -uR SPA -.IN(' h f,I`ARTS 01/11/2116PI 1 1/4' MIN, 1/4" MAX LM3LDdEIIT S`411A `.PA(.L i i\ INTERIOR MIN EDGE i D _ TAN;L 0 WOOD _ \ 11%'I'llz, 1 ti' OGC FRAMING rC EXTERIOR'. i OR 2X BjCK BY OTHERS / DAI;KER ROD F' LLER `•CAI ANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION F.'__ TAL --- STRUCIURL ..} Iif MAX 5Y OT-,ER11 I SHP4 SPACE 10 SIAS OR -1 I INTERIOR SFLF DRIIIINv S, RL'dr 3 1XCallla « if j____ __ - __ 3/ 4 -- Y, A11N i ,l__, EDOF j DI, rArJGE I EXTERIOR J ( Z7l"1' ti RIGID / - UA nI'LR ROD FILER N. APPROVFJ EA,. ANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 0711212016 MI WINDOWS AND DOORS 11t Ili, 0T1650WESTMARKETSTREETGRATZ, PA 17030-0370 S •' 5_:,, w•FGENS, 0y6125 ;= SERIES185ALUMINUMSINGLEHUNGWI14DOW52" XO NON -IMPACT FINLESS INSTALLATION DETAILS WITH FILLERS TAT OF O Iot cll//77/ j NAIII N. G. OS-0`2516 A i` 0aF\ ZcmftJTS °A-`- 12/09/14 OF 14 2 1/2" Wfl. Fl),,-,F 0,:,TAHGF C-0 MC l-, L T L /M A' t) NRY BY CIT-I=Rs 14 PI ONAI 1 X F, C, K — ------ EVDEDMENT r-E NOTES 3 - 7 I If L - 1 SHIM SPACE WED S; ALA N T R (in 11 3,,'16" TA -CON F I [FR EXTERIOR INTERIOR 1 mil SI-L -C LIE SET SACKERPACIRO vED L" INA BED 0 STRUCT JRAL SEALAINI SrA; ANT I BUC, XuPTIDNA- MAX SH- N)T-3 SHIM SPACE VERTICAL CROSS SECTION CONCRETEIMASONRY INSTALLATION 1 './-' ' HIN EM8LE ME-Ni TIIERS 5/ 1 TADCOK 112" DI',TAklrE RIGID Fill FR R-,"SFr, ANCH,)R SPACING & CFIAFTS C71/11 I i;10 I rl p L. GPI10HAL IX RUCK 9 ,FF NOTE',) 3 sH---FT 1 111`4 PAX SI 1 6' SPACE INTERIOR Pw EXTERIOR Bt.CXER ROD Ar,ppc),,.,,-D 5LA'Al"i JAMB INSTALLATION DETAIL CONCRETEIMASONRYINSTALLATION NOTES, I INTERIOR AND EXTERIOR FINISHES, BYOrHERS, NOT SHOWN FOR CLARITY 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2 112 SIGNED: 0711212016 MI WINDOWS AND DOORS 650 WEST MARKET 5TREEf PA s IR .. L GRATZ, 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"X84" NONACT FINLESS INSTALLATION DETAILS WITH FILLER ATPOF 0 A, ow'.. -' o. N. G. V: N 08— 02546 A ONAIL I 14TS S'" 12 Or 14 12/09/14 I 7j16" LIN FD ULTANGF EXTERI i c", MIN FDI,F LrA i Al1CF x :•o:ID 5rE_Yr EkIE EDMI I,.T r l•nrc ulrl l l VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INS TALLA RON FI aMRI Be OTHER3 j4' MAX. L SKIM SPACE bl OTI E?S h SHIM 5°AC.E 1/4" / MIN EM3EDMENT \` 1 q8 NOOD SI-R=1"! 7/? 6' VR: _ FL',.GE FJI$T.ANCF INTERIOR EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION Rees ror, LFSC,I:InTfl. LATF A=nrc,rp R^r15FC AW;l CR SPAC.MG & Ct,ARTS I ;i'•/11;"7C16 RI, 4` MAX NOTES j SHIIA SF'A^E 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 RArf Nr, er .JTH R, MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"X84" NON —IMPACT FIN INSTALLATION DETAILS RaATJ i:iN; fin, N.G. 08-02546 sr.0 NTS 12/09/14 "I`-f113 O 14 SIGNED: 0711212016 OENy' 9J, if AT OFtV^ iFS' . OR1 P •G'\ ell ONAl1Ea\\\ 1 2 16" I34p6' Ji 1 FLANGE FRAME HEAD CM-18501 ALUMINUM 6063-T5 050" THICK i FLANGE FRAME SILL CM-18502 ALUMINUM 6063-T5 055" THICK I r- f LOCK RAIUS_TILE CM-18505 ALUMINUM 6063-T5.062' THICK GLAZING BEAD V-663 RIGID PVC 060' THICK i 7:.5.• FLANGE FRAME JAMB CM-18503 ALUMINUM 6063-T5 -050" THICK FINLESS FRAME SILL CM-18554 ALUMINUM6063-T5 055"THICK 1 7; 16" 2 i SASH BOTTOM RAIL CM-18555 ALUMINUM 6063-T5 050" THICK 1E / 16•. 1 - GLAZING BEAD V-185 RIGID PVC .050' THICK 2 ,/,6'- I t-- FINLESS FRAME HEAD CM-18553 ALUMINUM 6063-T5 050' THICK T---1 -- L--- 1 G.. ' I 3 j' 4"1 II lU FIN FRAME SILL CM- 18509 ALUMINUM 6063-T5.055" THICK 1 ; 8" ry 1'1, I 1--- MEETING RAIL CM-18504 ALUMINUM 6063- T5 055" THICK s i SASH STILE CM-4907 ALUMINUM 6063- T5.050" THICK 2 3% 16" L f' FINLESS FRAME JAMB CM-18513 ALUMINUM 6063- T5'050' THICK 2 z I . C.. yl 2 5/ 16", 1 FIAI FRdA. iF I-1Fd11 ALUMINUM 6063- T5V 050" THICK 2 ij/ I 16' IL FIN FRAME JAMB C446s16- ALUMINUM 6063- T5.050" THICK REV1110 l i DFSCfmTINF DATE A-P D R. VMFD AtKIICR SPACING k CHAP.TS 071%11, 2C' f P I 5/ S 1 /8" 4'<N AET:•L REII,IFCRI:ED i EXTERIOR / A' M INTERIOR5/ 8" 4I;1= SFM AN SLII,NG l!.t;CK GLAZING DETAIL A 31IC' ANN i I EXTERIORINTERIOR S j 8"1 31TE SILICONE SLALM, I GLAZING DETAIL B IVI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG .WINDOW 52"X84" NON -IMPACT COMPONENTS R, WN : 1, 1 11.1, N.G. 08-02546 f!ALr NTS DATC 12/09/14 1 "`-"14 0= 14 SIGNED: 0711212016 S 1R I I Lr/ G E N 4;)A TO TF3; F ORIOP •6\ is ONAt0a` Florida Building Code Online Page 2 of 3 Fa Summary of Products FL # Model, Number or Name Description 15351.1 HS 188 Fin and Flange Frame 73x62 Insulated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15351 R4 C CAC APC 97429.01-109-47 Fin and 97435.01-104-47 Flange.pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No Quality Assurance Contract Expiration Date Design Pressure: +55/-55 02/16/2019 Other: LC-PG55. Glass must comply with ASTM E1300-04. Installation Instructions FL15351 R4 II 188 HS FIN 73x62 DP55 As Tested 97429.01. pdf FL15351 R4 II 188HS Flange Non -Impact Fastener Schedule 08=01023B.pff Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL15351 R4 AE 511588B.odf Created by Independent Third Party: Yes 15351.2 HS 188 Fin and Flange Frame XOX 120x62 Insulated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15351 R4 C CAC APC 99775.01-109-47 Fin and 99780.01-109-47 Flange.pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No Quality Assurance Contract Expiration Date Design Pressure: +40/-55 04/15/2019 Other: HS-LC40 Installation Instructions FL15351 R4 II 188HS XOX Flange Non -Impact Fastener Schedule 08-01156B.odf FL15351 R4 II Installation Instructions - 188 HS (XOX) As Tested 99775.01.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL15351 R4 AE 511725B.pdf Created by Independent Third Party: Yes 15351.3 HS 188 Fin Frame 73x62 Laminated Insulated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15351 R4 C CAC APC 97356.01-109-47-RO 97429.01- 109-47-RO .pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: Yes Quality Assurance Contract Expiration Date Design Pressure: +55/-55 02/16/2019 Other: HS-LC55. Missile Level D, Wind Zone 3. Glass Installation Instructions consisted of 1/8" annealed outer lite, air space, 1/4" FL15351 R4 II Installation Instructions - 188 HS Imo FIN 73x62 Product 3.pdfannealedlaminatedglasscomprisedof2sheetsof3/32" glass and 0.090" thick PVB by Solutia. Glass was bedded in Verified By: American Architectural Manufacturers Dow 995 silicone with a 5/8" glass bite. Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 115351.4 1 HS 188 Fin Frame 173x62 Laminated Glass I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +50/-50 Other: HS-LC50. Missile Level D, Wind Zone 3. Glass consisted of 2 sheets of 3/32" annealed with 0.090" PVB by Solutia. Glass was bedded in Dow 995 silicone with a 5/8" glass bite. 15351.5 I HS 188 Flange Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +45/-45 Other: HS-LC45. Missile Level D, Wind Zone 3 Certification Agency Certificate FL15351 R4 C CAC APC 97356.01-109-47-RO 97432.01- 109-47-RO Prod 14.Qdf Quality Assurance Contract Expiration Date 02/16/2019 Installation Instructions FL15351 R4 II Installation Instructions - 188 HS Impact FIN 73x62 Product 4.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 73x62 Laminated Glass Certification Agency Certificate FL15351 R4 C CAC APC 97354.01-109-47-RO 97433.01- 109-47-RO.pdf Quality Assurance Contract Expiration Date 01/05/2019 Installation Instructions FL15351 R4 II Installation Instructions 08-01161B.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports http://,A,ww.floridabuilding. org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH85 72gvdWlau... 9/7/2017 Florida Building Code Online Page 1 of 3 Ri r • _ . y`r ° L rY-;a r5K r,-.-'M' — a - '+ l a. tV} ,•: , i:Y' ,<• L'ii.M SK a^Ta'ire iViiiB°(.ri.GAOcWIi'ci i.i+iiiriirl BCIS Home Lop In User Registration Hot Topics ` Submit Surcharge Stats & Facts Publications ! FBC Staff BCIS Site Map Links Search te brda a• .1 Product Approval01 . p r YM USER: Public User 16 Product Approval Menu > Product or ADDhcation Search > Application List > Application Detail 1-04413"+ -.;£ FL # FL15349-R8 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved t MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsltlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Windows Fixed Certification Mark or Listing American Architectural Manufacturers Association Steven M. Unch, PE R Validation Checklist - Hardcopy Received Standard AAMA 506 AAMA/WDMA/CSA 101/I.S. 2/A440 Method 1 Option A 11/18/2016 11/18/2016 12/01/2016 Year 2008 2008 http://www. fl oridabuilding. org/pr/pr_app_dtl. aspx?param=wGEVXQwtDgtH 85 72gvd WIan... 9/7/2017 Florida Building Code Online Page 2 of 3 Ga Summary of Products FL # 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 R8 C CAC APC 12786.Ddf Approved for use outside HVHZ: Yes FL15349 R8 C CAC APC 12787.Ddf Impact Resistant: No Quality Assurance Contract Expiration Date Design Pressure: +60/-60 04/03/2018 Other: CW-PG60 Installation Instructions FL15349 R8 II 08-02357B.Ddf Verified By: Luis R. Lomas, PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL15349 R8 AE 513124B.Ddf 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 R8 C CAC APC 15350.Ddf 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 R8 II 08-02949.odf Verified By: Luis R. Lomas, PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL15349 R8 AE 513783.Ddf 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 RS C CAC APC 15454.Ddf 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 R8 II 08-02948.Ddf 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 R8 AE 513782.Ddf 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 R8 C CAC APC 8272 Ddf Approved for use outside HVHZ: Yes FL15349 R8 C CAC APC 8273.Ddf 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 R8 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 FL15349 R8 AE 512278B.Ddf 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 R8 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 R8 II 08-0161313.Ddf consisted of 5/32" annealed exterior - spacer - 5/32" Verified By: Luis Roberto Lomas 62514 annealed / 0.100 Solutia Saflex HP / 5/32" annealed. Glass Created by Independent Third Party: Yes was bedded in Pecora 896 silicone with 5/8" glass bite. Evaluation Reports FL15349 RS AE 5122775.odf Created by Independent Third Party: Yes 15349.6 185 PW Impact 73 x 61 Insulated Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15349 R8 C CAC APC 12136.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: Yes 10/28/2017 Design Pressure: +55/-55 Installation Instructions Other: FW-LC55, Missile Level D, Wind Zone 3. Glass FL15349 R8 II 08-02947.Ddf hnp : //wvArw. flon dabui l ding. org/pr/pr_app_dtl. aspx?param=wGE V X QwtD qtH 8 5 72 qvd WI an... 9/7/2 017 Florida Building Code Online Page 3 of 3 consisted of 1/8" annealed exterior - spacer - 1/8" Verified By: Luis Roberto Lomas 62514 annealed / 0,090 PVB / 1/8" annealed. Glass was bedded in Created by Independent Third Party: Yes Pecora 896 silicone with 5/8" glass bite. Evaluation Reports FL15349 R8 AE 513781.odf Created by Independent Third Party: Yes Back 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 mad. 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: Safe http://www. floridabuilding'.org/pr/pr_app_dtl.aspx?param=wGEVXQm4DgtH85 72gvdWIan... 9/7/2017 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. 4. WHERE SHIM OR BUCK THICKNESS IS LESS THAN 1-1/2" WINDOW UNITS MUST BE ANCHORED THROUGH THE FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE MATERIAL. 5. WHERE WOOD BUCK THICKNESS IS 1-1/2" OR GREATER, BUCK SHALL BE SECURELY FASTENED TO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE. WINDOW UNITS MAY BE ANCHORED THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. 6. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE.. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 7. BUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT IS PROVIDED. 8. FOR FIN INSTALLATION SHIM AS NEEDED. FOR FRAME INSTALLATION SHIM AS REQUIRED AT EACH ANCHOR LOCATION WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM 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 DESCRPTION DATE APPROVED REVISED INSTALLATION DETAILS 06/01/15 R L. REVISED NAME AND ADDRESS 10/27/16 R.L. 15.FOR ANCHORING THROUGH FRAME INTO WOOD FRAMING OR 2X BUCK USE #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 SHEET NO. 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. GRATZ, PA 17030 J`5 G E N o 6 k= SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT NOTES 0 • $TAT OF F•:clOR1a:• DRAWN: NO REV OB-502357 B A 11E1 G Luis R. Lomas P.E. FL No.: 62514 ELEDATENTS 09/03/14 1 OF 12 L ROBERTO LOMAS PE 1132 WOODFORD RD LEWISVILLE. NC 27023 434-6e6-0609 illomas@Ho wspe c REVISIONS f 72 1/2" MAX FRAME WIDTH —II REV DESCRIPTION DATE APPROVED 6" MAX -- I 18" MAX O.C. —I 6" MAX NOTES- A REVISED INSTALLATION DETAILS 06/01/15 R.L. 1. MAXIMUMD.L.O 693/4'X683/4' B REVISED NAME AND ADDRESS 10/27/16 R.L. I CHARTNf 1 g" Number o/ anchors required (without rigid fillers) MAX O.C. Frame Frame width (in) r— height TI 00 3000 3600 42.00 1 40.00 54.00 60.00 66.00 72.50 In) His Pambi His Pamb HAS Jamb HAS Pambi His Jamb HAS Pambl HAS Pamb Hd5 Jamb His P.mb 2400 2 2 2 2 3 2 3 1 2 1 3 2 4 1 2 1 4 2 4 2 5 2 3000 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 4T.00 2 3 2 3 3 3 3 3 3 3 4 3 5 3 5 3 6 3 FRAME 46.00 2 3 2 3 3 3 3 3 3 3 4 3 5 3 6 3 6 3 HEIGHT 00 j60.00 6400 2 4 2 4 3 4 3 4 3 4 4 4 5 4 6 4 7 4 2 4 2 4 3 4 3 5 3 5 4 5 5 5 6 5 7 5 61.00 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 4 7 5 7 6 7 7 7 REFER TO CHARTS SERIES 185 ALUMINUM FIXED WINDOW 11 & #2 EXTERIOR VIEW CHARTX2 FOR NUMBER OF ANCHORS REQUIRED Number of anchor* required (withHgidfilfers) 72 1/2" MAX FRAME WIDTH Frame Frame width (in) 6" MAX — 18 MAX O.C. He Ight 2400 3000 36.00 4200 48.00 54.00 60.00 66.00 72.50 I 6" MAX In) HAS amb HAS Jamb HAS Jamb HAS Pamb HAS Parrifil HAS Jamb HAS Jambi HAS Jamb HAS amb 24.00 2 2 2 2 3 2 J 1 2 3 1 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 6" j 36.00 2 1 2 3 3 3 3 3 3 3 4 3 4 3 4 3 5 3 7IT.00 2 3 2 3 7 3 S 3 3 3 4 3 4 3 4 5 4800 2 3 2 3 3 3 3 3 3 3 4 3 4 3 4 3 5 3 00 64 00 2 4 2 4 3 4 3 4 3 4 4 4 4 4 4 4 5 4 2 4 2 4 3 4 3 4 3 4 4 4 4 4 4 4 5 4L6000 71 1 /2" 18' 66.00 2 4 2 4 3 4 3 3 4 4 4 4 4 4 4 5 4 MAX MAX O.C. 7150 2 5 2 5 3 5 3 5 3 1 5 4 1 5 1 4 1 5 4 5 5 5 FRAME T_ SEE SHEETS 4-7 FOR INSTALLATION DETAILS HEIGHT j REFER TO CHARTS J SERIES 165 ALUMINUM FIXED DESIGNER WINDOW 1 & J2 EXTERIOR VIEW FOR NUMBER OF ANCHORS REQUIRED DESIGN PRESSURE RATING IMPACT RATING 160.0PSF 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 W1001. DRc No r 08-02357 E NTS F"'_" 09/03/14 S-2 OF 12 L ROBERTO LOMAS PE f1WOFORD RD LEMSVILLE, NC 27023 88-0609 ftmas@Irbmaspe com SIGNED: 1111512016 511R I ICI i/// r •v\GENSF;giP k• a 61261 A = 4TATrO'F" REv i0. c` CORlO"':• B ss/NALIE G Luis R. Lomas P.E. FL ND.: 62514 6" MAX —L[— 72 1/2- MAX FRAME WIDTH — II 18 MAX O.C. —{ j 18" MAX O.C. 1/2" IAX AME IGHT 6" MAX REFER TO CHART #3 SERIES 185 ALUMINUM FIXED WINDOW FOR NUMBER OF EXTERIOR VIEW ANCHORS REQUIRED 72 1/2" MAX FRAME WIDTH 6" MAX — 18" MAX O.C. —I 6" MAX 18" MAX 0 C. 71 1/2" MAX jFRAME HEIGHT 00 REFER TO CHART #3 FOR NUMBER OF SERIES 185 ALUMINUM FIXED DESIGNER WINDOW ANCHORS REQUIRED EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING f60.OPSF NONE NOTES: 1 MAXIMUM D L O: 69 3/4' X 68 314' REVISIONS DESCRWMN DATE APPRWED REVISED INSTALLATION DETAILS 06/01/15 R.L REVISED NAME AND ADDRESS 10/27/16 R.L. CHART M3 Number of anchors required (fin installation) Frame Frame width (in) He.ght 2400 30.00 30.00 4200. 48.00 5400 60.00 66.00 7250 in) HLS amb HAS LambHAS Jamb HAS Jamb HAS Jamb HAS Jamb HAS amb HAS amb His amb 24 00 J 3 3 3 4 3 4 3 4 3 5 3 5 3 6 3 30.00 3 3 3 3 4 3 4 3 4 3 5 3 5 3 6 3 36.00 3 3 3 3 4 3 4 3 4 3 5 3 5 3 6 3 42.00 3 4 3 4 4 4 4 4 4 4 5 4 5 4 6 4 48.00 3 4 3 4 4 4 4 4 4 4 5 4 5 4 6 4 5400 3 4 3 4 4 4 4 4 4 4 5 4 5 4 6 4 6000 3 5 3 5 4 5 4 5 4 5 5 5 5 5 6 5 66.00 3 5 3 5 4 5 4 5 4 5 5 5 5 5 8 5 71501 3 1 6 1 3 1 6 1 J 1 8 4 1 8 1 4 6 4 8 5 6 5 6 6 6 SEE SHEET 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 & CHART DRAWN, D1YO NO. J.L. 08-02357 7" NTS DATE 09/03/14 1-3 OF 12 L ROBERTO LOMAS P.E 1432 WOODFORD RD LEWISVILLE, AIC 27023 434-6554)609 rill asLiftlomaspe wm SIGNED: 1111512016 S R I IL/o v .-\GEN,p r,• 0 625 t Al` STTAAT OF ; eL i0". REV OR1D; e a\V Luis R. Lomas P.E. FL No.: 62514 WOOD FRAMING OR 2X BUCK BY OTHERS BACKER ROD APPROVED SEALANT EXTERIOR BACKER ROD APPROVED SEALANT WOOD FRAMING OR 2X BUCK BY OTHERS 1/2" MIN EDGE DISTANCE 1 1/4" MIN. EMBEDMENT SHIM SPACE 10 WOOD SCREW 10 WOOD SCREW RIGID FILLER 1/4- MAX. SHIM SPACE MIN EMBEDMENT I 1/2" MIN r EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4" MIN. 1/4" MAX. EMBEDMENT SHIM SPACE 1 1/2" MIN EDGE DISTANCE INTERIOR 10 WOOD J SCREW WOOD FRAMING EXTERIOR OR 2X BUCK BY OTHERS BACKER ROD APPROVED SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 3/4" MIN METAL EDGE DISTANCE STRUCTURE BY OTHERS 1/4" MAX FSHIM SPACE BACKER ROD APPROVED SEALANT EXTERIOR BACKER ROD — APPROVED SEALANT METAL STRUCTURE BY OTHERS 3/4" MIN. EDGE DISTANCE 10 SMS OR SELF DRILLING SCREW INTERIOR 10 SMS OR SELF DRILLING SCREW RIGID FILLER 1/4" MAX. F 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 EXTERIOR METAL STRUCTURE BACKER ROD BY OTHERS APPROVED SEALANT 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 AS TM E2112 SIGNED: 1111512016 MI WINDOWS AND DOORS, LLC6501R lioW. MARKET 5 GRATZ, PA 17030 v •XGeHS qs/ SERIES 185 ALUMINUM FIXED WINDOW p25 *= 73" X 72" NON —IMPACT FINLESS INSTALLATION DETAILS WITHOUT FILLERS; STATE OF, DRAWN DING NO RE I 1EPa08"7 B s7S/1[ONAR1suENTSlDATE09/03/14 SHEET 12 L ROBERTO LOMAS P E. 1432 WOODFORD RD LEWISVILLE, NC 27023 LUIS R. Lomas P.E. FL No.: 62514434-688-0609 Ab—s@makl pe rom REVISIONS ' REV DESCRIPTION DATE APPROVED 2 1/2" MIN. A REVISED INSTALLATION DETAILS 06/01/15 RL EDGE DISTANCE I B REVISED NAME AND ADDRESS 10/27/16 R L. CONCRETE/MASONRY BY OTHERS e , 1 1/4" MIN 1 1/4" MIN. EMBEDMENT OPTIONAL 1X BUCK EMBEDMENT SEE NOTES 3 — 7 SHEET 1 CONCRETE/MASONRY BACKER ROD 1/4" MAX. BY OTHERS 1/4" MAX. APPROVED SHIM SPACE SHIM SPACE SEALANT OPTIONAL 1X BUCK SEE NOTES 3 — 7 SHEET 1 3/16" TAPCON EXTERIOR INTERIOR 3/16" TAPCON INTERIOR 3/16" TAPCON BACKER ROD APPROVED SEALANT 1/4" MAX. 2 1/2" OPTIONAL 1X BUCK SHIM SPACE MIN. SEE NOTE 3 — 7 EDGE SHEET 1 DISTANCE EXTERIOR CONCRETE/MASONRY BACKER ROD BY OTHERS e •. 1 1/ 4" MIN. APPROVED SEALANT EMBEDMENT JAMB INSTALLATION DETAIL e a CONCRETEIMASONRY INSTALLATION 2 1/2" MIN EDGE DISTANCE VERTICAL CROSS SECTION CONCRETE,MASONRY INSTALLATION SIGNED: 1111512016 DOORS, LLCMIWINDOWWMNDK GRATZ, PA 17030 ST.\\`J\519IICo v,•*\GENT* NOTES SERIES 185 ALUMINUM FIXED WINDOW 0 61 *J 1.INTERIOR AND EXTERIOR FINISHES, BY OTHERS, 73" X 72" NON —IMPACT NOT SHOWN FOR CLARITY FINLESS INSTALLATION DETAILS WITHUT FILLERS j T W: 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE i O DESIGNED IN ACCORDANCE WITH ASTM E1112 DRAWNowc No REV 0 R ITT: 08 SDEE357 B SLALE DATENTS 09/03/14 5 OF 12 L ROBERTO LOMAS PE LUI$ R. Lomas P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 FL No.: 62514434-Ella-0609 rlbmas@Nbmaspe mm WOOD FRAMING OR 2X BUCK BY OTHERS BACKER ROD APPROVED SEALANT EXTERIOR BACKER ROD APPROVED SEALANT WOOD FRAMING OR 2X BUCK BY OTHERS 1/2" MIN TI EDGE DISTANCE 1 1/4" MIN EMBEDMENT 1/4" MAX SHIM SPACE RIGID FILLER 10 WOOD SCREW 10 WOOD SCREW RIGID FILLER 1/4" MAX SHIM SPACE MIN EMBEDMENT II 1/2" MIN F EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4" MIN 1/4" MAX EMBEDMENT SHIM SPACE F-- r RIGID FILLER 1/2" MIN / EDGE DISTANCE 10 WOOD SCREW 6____ WOOD FRAMING EXTERIOR OR 2X BUCK BY OTHERS BACKER ROD APPROVED SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION METAL STRUCTURE BY OTHERS BACKER ROD APPROVED SEALANT EXTERIOR BACKER ROD — APPROVED SEALANT METAL STRUCTURE BY OTHERS 3/4- MIN EDGE DISTANCE 3/4" MIN EDGE DISTANCE 1/4" MAX. 9 r SHIM SPACE RIGID FILLER 10 SMS OR SELF DRILLING SCREW INTERIOR 10 SMS OR SELF DRILLING SCREW RIGID FILLER 1/4" MAX SHIM SPACE 3/4" MIN EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 1/4" MAX. SHIM SPACE rRIGID FILLER 10 SMS OR J SELF DRILLING SCREWS METAL EXTERIOR STRUCTURE BACKER ROD BY OTHERS APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION REVISIONS REV DESCRIPTION DAIT 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 DOORS, LLCMIWIN650 to IliloW. MARK ET ST.\\\J\S 9 i/ E NGRATZ, PA 17030 G q, . LP SERIES 185 ALUMINUM FIXED WINDOW Dy6125 * 73" X 72" NON -IMPACT aZtpjFINLESSINSTALLATIONDETAILSWITHRIGIDFILLERS04TATEOF NO REV O s ZOR%DDRAWNDWG 08 B G\ \\ Y SCALE NTS IDATE 09/03/14 SOE"67 OF 12 L ROBERTO LOMAS PE 1432 WOODFORD RD LEWISVILLE. NC 27023 Luis R. Lomas P.E. FL No.: 62514434-6118-0609 Abmas@4bmaspe m REVISIONS ' 2 1/2" MIN REV DESCRIPTION A REVISED INSTALLATION DETAILS DATE APPROVE. 06/01/15 RL EDGE DISTANCE B REVISED NAME AND ADDRESS 10/27/16 RL CONCRETE/MASONRY BY OTHERS 1 1/4" MIN. 1 1/4" MIN EMBEDMENT OPTIONAL 1X BUCK EMBEDMENT SEE NOTES 3 — 7 SHEET 1 CONCRETE/MASONRY BACKER ROD 1/4" MAX BY OTHERS 1/4" MAX. do APPROVED SHIM SPACE SHIM SPACE SEALANT OPTIONAL 1X BUCK RIGID FILLER SEE NOTES 3 — 7 SHEET 1 RIGID FILLER 3/16" TAPCON v EXTERIOR INTERIOR 3/16" TAPCON INTERIOR 3/16" TAPCON BACKER ROD do APPROVED RIGID FILLER SEALANT 1/4" MAX 2 1/2" OPTIONAL 1X BUCK SHIM SPACE MIN SEE NOTE 3 — 7 EDGE a ' SHEET 1 DISTANCE EXTERIOR CONCRETE/MASONRY BACKER ROD BY OTHERS a a 1 1/4" MIN. do APPROVED EMBEDMENT SEALANT JAMB INSTALLATION DETAIL d , d CONCRETEiMASONRY INSTALLATION 2 1/2" MIN EDGE DISTANCE VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION SIGNED: 1111512016 MI WINDOWS DOORS, LLC650W. MARKET GRATZ, PA 17030 GENy*'9,p NOTES 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, SERIES 185 ALUMINUM FIXED WINDOW cif• 0 51 *= NOT SHOWN FOR CLARITY 73" X 72" NON —IMPACT 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE FINLESS INSTALLATION DETAILS WITH RIGID FILLERS o AT OF DESIGNED IN ACCORDANCE WITH ASTM E2112 G\\\ DRAWN- DID NOR1Or 08 B ON11111?\'` SCALE NTS DATE 09/03/14 sNE2ET77 OF 12 L ROBERTO LOMAS PE LUIS R. LOTOS P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 FL No.: 62514434-M8.O609 HAD asCwld aspe — F 1/2" MIN. I EDGE DISTANCE WOOD FRAMING 1 1/4" MIN OR 2X BUCK EMBEDMENT BY OTHERS 1/4" MAX. BACKER ROD & SHIM SPACE APPROVED SEALANT BEHIND FLANGE µ10 WOOD SCREW EXTERIOR INTERIOR 10 WOOD SCREW RIGID FILLER BACKER ROD & APPROVED SEALANT 1MAX. BEHIND FLANGE SHIMM SPACE WOOD FRAMING 1 1/4" MIN OR 2X BUCK EMBEDMENT lizBYOTHERS71/ 2" MIN EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4" MIN 1/4" MAX. EMBEDMENT F SHIM SPACE 1/ 2" MIN EDGE DISTANC INTERIOR IJ10 WOOD — SCREW WOOD FRAMING OR 2X BUCK EXTERIOR BY 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 rn T Irr 1/ 4" MAX. SHIM SPACE 10 SMS OR LF DRILLING REW REVISIONS REV DESCRIPTION DATE APPROVED A REVISED INSTALLATION DETAILS 06/01/15 R L B REVISED NAME AND ADDRESS 10/27/16 RL EXTERIOR INTERIOR 10 SMS OR SELF DRILLING SCREW BACKER ROD & RIGID FILLER APPROVED SEALANT BEHIND FLANGE 1/4" MAX. F SHIM SPACE NOTES METAL 1 INTERIOR AND EXTERIOR FINISHES, BY OTHERS, STRUCTURE NOT SHOWN FOR CLARITY BY OTHERS 2- PERIMETER AND JOINT SEALANT BY OTHERS TO BE 3/ 4" MIN DESIGNED IN ACCORDANCE WITH ASTM E2112 EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 1/ 4" MAX. SHIM SPACE 3/ 4" MIN INTERIOR EDGE DISTANCE SIGNED: 1111512016 MI WINDOWS AND DOORS, LLC19 li o 7j 650 W. MARKET ST. 10 SMS OR GRATZ, PA 17030 v,•\GENS S+% SELF DRILLING SERIES 185 ALUMINUM FIXED WINDOW 6 SCREWS 73" X 72" NON —IMPACT GAM.TTATEMETAL EXTERIOR FLANGE INSTALLATION DETAILS WITHOUT FILLERS OF w STRUCTURE BY OTHERS BACKER ROD & SEALANT DRAWN Ow NO 08 SOEE357 REV B i/ t`s :R10 ••G\\` ii/ s/ONA 11Ea\` BEHINDAPPROFLANGEspurDATENTS09/03/14 8 OF 12 JAMB INSTALLATION DETAIL L ROBERTO LOMAS PE Luis R. Lomas P.E. METAL STRUCTUREINSTALLATION1432WOODFORDRDLEWISVILLE, NG 27023 FL No.: 62514 434-6EE-060.9 illomascWkAomacspeI REVISIONS 2 1/2" MIN REV A DESCRIPTION REVISED INSTALLATION DETAILS DATE 06/01/15 APPROVED RL EDGE DISTANCE B REVISED NAME AND ADDRESS 10/27/16 RL CONCRETE/MASONRY BY OTHERS a 1 1/4" MIN e e 1 1/4" MIN EMBEDMENT OPTIONAL 1X BUCK G EMBEDMENT SEE NOTES 3 — 7 SHEET 1 v CONCRETE/MASONRY BACKER ROD & 1/4" MAX. BY OTHERS 1/4" MAX APPROVED SEALANT SHIM SPACE SHIM SPACE BEHIND FLANGE OPTIONAL 1X BUCK SEE NOTES 3 — 7 SHEET 1 3/16" TAPCON EXTERIOR INTERIOR 3/16" TAPCON INTERIOR 3/16" TAPCON BACKER ROD & APPROVED SEALANT - BEHIND FLANGE OPTIONAL 1X BUCK 1/4" MAX. 2 1/2" SEE NOTE 3 — 7 SHIM SPACE MIN SHEET 1 EDGE DISTANCE EXTERIOR CONCRETE/MASONRY 1 BACKER ROD & BY OTHERS e 1 1/4" MIN. SEALANTAPPROVBEHINDED e• e a EMBEDMENT NGE JAMB INSTALLATION DETAIL e CONCRETEIMASONRY INSTALLATION a , e 2 1/2" MIN EDGE DISTANCE VERTICAL CROSS SECTION CONCRETE/MASONRY 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. 111111IIIii,, S R. L0'1f9i GRATZ, PA 17030 v •GENS S+ a 5 *= SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT FLANGE INSTALLATION DETAILS WITHOUT FILLERS o ,, $$TAT OF pRIDrDRAWNDWCNOREV D8 02357 e ii7s'ONA i;0\\ SCALE DATENTS 09/03/14 9 OF 12 Luis R. Lomas P.E. FL No.: 62514 L ROBERTO LOMAS PE 1432 WOODFORD RD LEWISVILLE. NG 27023 434-688-0609 Abmas@116maspe can I WOOD FRAMING OR 2X BUCK BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE EXTERIOR BACKER ROD & APPROVED SEALANT BEHIND FLANGE WOOD FRAMING OR 2X BUCK BY OTHERS r 1/2" MIN I 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 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 T 1/2!:1 N. r RIGID FILLER EDGE DISTANC 10 WOOD SCREW WOOD FRAMING OR 2X BUCK EXTERIOR BY 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 1/4" MAX. SHIM SPACE CID FILLER 10 SMS OR LF DRILLING REW EXTERIOR INTERIOR 10 SMS OR SELF DRILLING SCREW BACKER ROD & RIGID FILLER APPROVED SEALANT BEHIND FLANGE 1/4" MAX. F SHIM SPACE METAL STRUCTURE BY OTHERS 3/4" MIN EDGE DISTANCE — VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 1/4" MAX. SHIM SPACE RIGID FILLER 3/4" MIN. INTERIOR EDGE DISTANCE 10 SMS OR SELF DRILLING SCREWS METAL EXTERIOR STRUCTURE BY OTHERS BACKER ROD & 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 I INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SIGNED: 1111512016 MI WINDOWSLLC IIL0M7 650 W. MARKDOORS, ST.`\`J\sGRATZ, PA 17030 ET 9,p/ v,•CENSF SERIES 185 ALUMINUM FIXED WINDOW 0 6 OF 73" X 72" NON -IMPACT r(t{- FLANGE INSTALLATION DETAILS WITH RIGID FILLERS; STATW` NO REV/s GQR1O*•G\v DRAWN pWC 08-02357 a sl iiii t a\\` GALE NTS WE 09/03/14 S"FEr10 OF 12 L RODERTOLOMASPE 1432 WOODFORD RD LEWISVILLE, NC 27023 LUIS R. Lomas P.E. FL No.: 62514434-6EE-0609 Abmas@lilomaspec 2 1/2" MIN EDGE DISTANCE REVISIONS REV DESCRIPTION DATE APPROVED A REVISED INSTALLATION DETAILS 06/01/15 R L. 8 REVISED NAME AND ADDRESS 10/27/16 R L CONCRETE/MASONRY BY OTHERS •' a 1 1/4" MIN 1 1/4" MIN. EMBEDMENTc OPTIONAL 1X BUCK a EMBEDMENT SEE NOTES 3 — 7 • SHEET 1 a CONCRETE/MASONRY BACKER ROD & 1/4" MAX- BY OTHERS 1/4" MAX. IAPPROVEDSEALANTSHIMSPACE SHIM SPACE BEHIND FLANGE OPTIONAL 1 X BUCK RIGID FILLER SEE NOTES 3 — 7 SHEET 1 • RIGID FILLER 3/16" TAPCON e EXTERIOR INTERIOR 3/16" TAPCON INTERIOR 3/16" TAPCON BACKER ROD & APPROVED SEALANT RIGID FILLERBEHINDFLANGE OPTIONAL 1X BUCK 1/4" MAX. 2 1/2" SEE NOTE 3 — 7 r SHIM SPACE MIN a SHEET 1 I1 EDGE DISTANCE EXTERIOR CONCRETE/MASONRY I BACKER ROD & BY OTHERS G 1 MIN APPROVED SEALANT e a EMBEDMENT BEHIND FLANGE IAMB INSTALLATION DETAIL a CONCRETFJMASONRYINSTALLATION e , a 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION SIGNED • 1111512016 DOORS, LLCMIWINDOWW R !I [I0Mii Noyes 1 INTERIOR AND E)(TERIOR FINISHES, BY OTHERS, MADKET S NOT SHOWN FOR CLARITY GRATZ, PA 17030 v •GENs.'9 i 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE SERIES 185 ALUMINUM FIXED WINDOW DESIGNED IN ACCORDANCE WITH ASTM E2112 73" X 72" NON —IMPACT FLANGE INSTALLATION DETAILS WITH RIGID FILLERS r 0,, 88TATEE OF O. 0R10"f•GDRAWN- DWG NO REV/s08SOE2E357es10NAL1E` SCALE NTS DATE 09 03 14 11 OF 12 ILROBERTOLOMASRE Luis R. Lomas P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 FL No.: 62514I34-6M-0609 momas@ftmaspe mm APPROVED SEALANT BEHIND FIN 6 WOOD SCREW 3/8" MIN n EDGE DISTANCE EXTERIOR 1 1/4" MIN. EMBEDMENT WOOD FRAMING BY OTHERS 1/4" MAX. SHIM SPACE INTERIOR 1/4" MAX r SHIM SPACE 3/8" MIN -- IdW — EDGE DISTANCE 6 WOOD WOOD SCREW I FRAMING APPROVED IF 1 1/4" MIN. BY OTHERS SEALANT EMBEDMENT BEHIND FIN VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION WOOD FRAMING ,I 1/4" MAX BY OTHERS SHIM SPACE y6 WOOD SCREW INTERIOR 1 1/4" MIN EMBEDMENT APPROVED SEALANT BEHIND FIN IOR 3/8" lk EDGE DISTANCE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2K BUCK INSTALLATION REVISIONS REV DESCRIPTION DATE APPROVED A REVISED INSTALLATION DETAILS 06/01/15 R L B REVISED NAME AND ADDRESS 10/27/16 RL 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 FIN INSTALLATION DETAILS DRAWN ONO NO J.L. 08-02357 SCALE NTS I DATE 09/03/14 1 SHEET 12 OF 12 L ROBERTO LOMAS PE 1132 WOODFORD RD LEWISVILLE, NC 27023 434.666-0609 illamas@dbmaspe SIGNED: 1111512016 4TTAATT E OF ; tv REV % X',*. `( OR1 B Luis R. Lomas P.E. FL No.: 62514 Florida Building Code Online Page 1 of 3 BCIS Home Log In ; User Registration Hot Topics j Submit Surcharge j Stats & Facts Publications FBC Staff ; BCIS Site Map ! Links Search j blon' o aa t,A LP f 7r aN ir..4:JPr 40 ' S:: Product Approval USER: Public User Product Approval Menu > Product or Application Search > Application List > Application Detail FL # Application Type Code Version Application Status Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Product Approval Method FL15353-R2 Revision 2014 Approved U MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Windows Mullions Evaluation Report from a Florida Registered, Architect or a Licensed Florida Professional Engineer t7JJ Evaluation Report - Hardcopy Received Luis R Lomas, PE PE-62514 National Accreditation & Management Institute 12/31/2017 Steven M. Urich, PE R Validation Checklist - Hardcopy Received FL15353 R2 CO] FLCOI.odf 1710.5.3 Method 2 Option B http://www.floridabuildinc,.org/pr/pr app dtl.aspx?param=wGE V X QwtDgtH 8 5 72gvd WI S ... 9/7/2017 Florida Building Code Online Page 2 of 3 Date Submitted 06/15/2015 Date Validated 06/15/2015 Date Pending FBC Approval 06/21/2015 Date Approved 08/19/2015 Summary of Products FL # Model, Number or Name Description 15353.1 5764 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 II 08-01448A.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 R2 AE 512072A.Ddf span: 52-1/8". Created by Independent Third Party: Yes 15353.2 5764 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 II 08-01439A.odf 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 R2 AE 512063A.odf span: 83" Created by Independent Third Party: Yes 15353.3 5765 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 11 08-01449A.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 R2 AE 512073A.Ddf span: 104-1/4" Created by Independent Third Party: Yes 15353.4 5765 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 II 08-01440A.odf 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 R2 AE 512064A.Ddf span: 83". Created by Independent Third Party: Yes 15353.5 CM-18514 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 II 08-01442A odf 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 R2 AE 512066A.Ddf length - 83". Created by Independent Third Party: Yes 15353.6 CM-18520 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 II 08-01451A.odf 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 R2 AE 512075A.Ddf span - 104-1/4" Created by Independent Third Party: Yes 115353.7 1 CM-18523 I Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 II 08-01452A.odf 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 R2 AE 512076A.Ddf span - 104-1/4". Created by Independent Third Party: Yes 115353.8 1 CM-18531 I Vertical Aluminum Mullion I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Installation Instructions FL15353 R2 II 08-01443A.Ddf Verified By: Luis R Lomas, PE PE-62514 http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQvADgtH85 72gvdWIS... 9/7/2017 Florida Building Code Online Page 3 of 3 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R2 AE 512067A.Ddf span - 83" Created by Independent Third Party: Yes 15353.9 CM-18532 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 II 08-014534.odf 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 R2 AE 512077A.Ddf span - 104-1/4" Created by Independent Third Party: Yes 15353.10 CM-18533 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 II 08-01444A.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 R2 AE 512068A.Ddf span: 83" Created by Independent Third Party: Yes 15353.11 CM-18534 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 II 08-01454A.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 R2 AE 512078A.Ddf span: 104-1/4". Created by Independent Third Party: Yes Contact Us • 2601 Blair Stone Road, Tallahassee FL 32399 Phone, 850-487-1824 The State of Flonda 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 mall If you have any questions, please contact 850.487 1395. -Pursuant to Sea ion 455.275(1), Flonda 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: ON M Credit Card Safe http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH85 72gvdWI S... 9/7/2017 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 REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS UP TO WIND ZONE 3 5) DESIGN PRESSURE AND INSTALLATION DETAILS SHOWN IN THIS DOCUMENT APPLY ONLY TO MULLION. WINDOWS MUST BE APPROVED UNDER SEPARATE APPROVAL 6) SINGLE WINDOWS TO BE MULLED ARE NOT LIMITED TO THOSE SHOWN IN THIS DRAWING WINDOWS MUST BE MANUFACTURED BY MI WINDOWS AND DOORS, INC 7) DESIGN PRESSURE OF MULLED UNIT SHALL BE CONTROLLED BY THE LESSER DESIGN PRESSURE OF THE MULLION OR THE INDIVIDUAL WINDOW OR DOOR UNIT 8) UNITS MAY BE MULLED TOGETHER INDEFINITELY AS LONG AS SINGLE UNIT WIDTH AND -HEIGHT ARE NOT EXCEEDED AND MULLION IS ANCHORED AS SHOWN HEREIN 9) MULLION VERTICAL INSTALLATION IS SHOWN, MULLION MAY BE USED IN 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 WIDTH RESPECTIVELY IS THE MULLION RATING FOR PRODUCT IN STEP 2 MULLION RATING MUST BE EQUAL OR GREATER THAN REQUIRED DESIGN PRESSURE OBTAINED IN STEP 1 TRIBUTARY WIDTH = W1 + W2 2 REVISIONS REV I DESCRIPTION DATE I APPROVED A I REVISED INSTALLATION DETAILS 06/10/15 1 R.L ANCHORING NOTES 1) FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREW WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM EMBEDMENT. LOCATE ANCHORS AS SHOWN IN INSTALLATION DETAILS SHEET 3. 2) FOR ANCHORING INTO CONCRETE USE 1/4" TAPCON WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN INSTALLATION DETAILS SHEET 4. 3) ALL FASTENERS TO BE CORROSION RESISTANT 4) INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS, AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A WOOD — MINIMUM SPECIFIC GRAVITY OF G=0 42 B CONCRETE — MINIMUM COMPRESSIVE STRENGTH OF 3,200 PSI. C. MASONRY — STRENGTH CONFORMANCE TO ASTM C-90, GRADE N, TYPE 1 (OR GREATER). 5) TO ATTACH MULLION TO CLIP USE (4) #10 x 1 1/4" SELF DRILLING SCREWS PER CLIP. SCREWS MUST BE FIELD INSTALLED HOLES FOR SCREWS ARE NOT PRE —DRILLED BY MANUFACTURER. TABLE OF CONTENTS SHEET NO DESCRIPTION 1 NOTES DRAWN 2 CONFIGURATIONS AND DP CHART V.L. 3 INSTALLATION DETAILS SCALE NTS MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 5764 — VERTICAL MULLION 83" MULLION SPAN GENERAL NOTES owc No 08-01439 DATE 01 / 1 1/ 12 1SHEET 1 Q F 3 SIGNED: 0611112015 olklS` . 11L O,y i ir+• 05. t O; STTAATTE OF A •,is&IONA 11Et C• 107 3/8" COMBINED WIDTH Wl l BY 1 FRAME HEIGHT WINDOW WINDOW MULLION SPAN) J J 107 3/8" COMBINED WIDTH W1 -ir 8 J/ FRAME WINDOW HEIGHT WINDOW MULLION SPAN) L J 107 3/8" COMBINED WIDTH W2 83" W1 J WINDO WINDOW J FRAME HEIGHT WINDO IN11MULLION SPA IF- W1 W2/- 107 3/8" COMBINED WIDTH Design Dressure rating (DsI) 1 Mullion span (in) Tributary width (in) 18.13 25.50 36.00 42.00 48.00 52.13 25.00 1300 1300 1300 1300 1300 1300 37.38 1300 1300 127 2 1270 1270 1270 4963 1207 94.3 779 738 72.1 72.0 62.00 71 0 522 397 359 334 323 65.63 596 437 330 296 27.4 263 72.00 449 32.7 244 21.8 199 190 84.00 28.1 20 3 1 15.0 1 132 11 9 11 3 LARGEAND 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 -Ir W2 84DOW FRAMEIINDOW HEIGHT MULLION SPAN) ! J J107 3/8" COMBINED WIDTH W2 83" J J WINDOW J FRAME HEIGHT WIND W WINDOW MULLION J SPIN) W1 L W2 - 107 3/8" COMBINED WIDTH APPROVED CONFIGURATIONS REVISIONS REV I DESCRIPTION I DATE I APPROVED A I REVISED INSTALLATION DETAILS 1 06/10/15 1 R L 3/ 8' COMBINED WIDTH FW, 107 I~ W2 83" J f WINDOW J FRAME HEIGHT ND f WINDOW MULLION J SPAN) IF- W1W2/ 107 3/8" COMBINED WIDTH MULTIPLE UNITS MAYBE MULLED TOGETHER AS LONG AS COMBINED WIDTH DOES NOT EXCEED 1073A3'AS SHOWN HEREIN. I Design pressure rating (pso with rebar" option Mullion span ( in) Tributary 18. 13 25.50 width ( in) 36. 00 42.00 48.00 52.13 25. 00 1300 1300 130 0 130.0 1300 1300 37. 38 130 Q 1300 1272 127.0 127.0 127.0 49. 63 1207 943 779 738 72.1 720 62. 00 924 70.0 533 481 446 434 65. 63 800 586 442 39.7 36.7 353 72. 00 603 43.9 328 292 267 1 25.5 84. 00 377 1 27.3 1 201 17 7 16 0 1 15.1 LARGE AND SMALL MISSILE IMPACT, LEVEL D, WIND ZONE 3 DIMENSIONS IN CHART ARE FRAME DIMENSIONS AND DO NOT INCLUDE FLANGE MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 5764 - VERTICAL MULLION 83" MULLION SPAN APPROVED CONFIGURATIONS AND RATING CHARTS DRAWN. DWG NO I REV V. L. 08-01439 A SCALE NTS )DATE 01 / 1 1 / 12 1 SHEET 2 OF 3 SIGNED: 0611112015 R I ) CID1 i GENq9(p DTATty\ 5, OR(off: i Js ONA 11Ea\ 2 1/2" MIN r EDGE DISTANCE MASONRY/CONCRETE BY OTHERS 1 1/4" MIN. EMBEDMENT I I I IIJI UI 1/4" TAPCON SECT5796 0.841 3" CLIP OPTIONAL RLBAR SECT5764 MULLION MT000022 CLIP 10 WOOD SCREW I 1 3/8" MIN EMBEDMENT WOOD FRAMING/ 1/2" MIN 2X BUCK EDGE BY OTHERS DISTANCE VERTICAL CROSS SECTION MASONRY/CONCRETE AND WOOD FRAMING INSTALLATION NOTE- CLIPS MAY BE USED IN MASONRY/CONCRETE OR WOOD FRAMING SUBSTRATE 3 261" 1 375" MT000022 CLIP 16GA (0637 GALVANIZED STEEL 2.140" —1 1=l25" SECT5764 MULLION ALUMINUM 6005-T5 125' THICK I -- 0.688" 1.531 " RF-185-2 REBAR 16 GA (062) GALVANIZED STEEL RDASIONS REV DESCRIPTION DATE APPROVED A REVISED INSTALLATION DETAILS 06/10/15 R L. 3 750" 1 000 0 375" 0.422" 2 032" 2 875" 0" 08 4 a 000" SECT5796 CLIP 2X 00 210" FOR CONCRETE INSTALLATION ALUMINUM 6063-T5 125' THICK 3 750" 2.189" — 1.O 0" 0 375" 0.843" I 1 562" 2X 00 210" 1.5I62" SECT5796 CLIP FOR WOOD FRAMING INSTALLATION ALUMINUM 6063-T5 125' THICK SIGNED: 0611112015 MI WINDOWS AND DOORS 650 WEST MARKET 111111I1177,, GRATZ, PA 1703050370T 0% 5 * 5764 - VERTICAL MULLION*• 83" MULLION SPAN a " INSTALLATION DETAILS AND COMPONENTS T as0 • $TAT OF tU O'• C OR 10'••\ DRAWN DWO NO REV OB A 0NA 11rCt\\ SCALE DATE SOEE439NTS01/11/12 3 OF 3 Florida Building Code Online Page 1 of 3 Im BCIS Home Loy In User Registration Hot Topic Submit Surcharge Stats 6 Facts i Publications FBC Staff BCIS Site Map Links search lords y _E Product Approval USER. Public User ft"c ads Product Approval Menu > Protlud or Application Search > Application List > Application Detail FL * FL13223-R3 Application Type Revision Code Version 2014 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 R. Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Ronald I. Ogawa the Evaluation Report Florida License PE-24121 Quality Assurance Entity Intertek Testing Services NA, Inc. Quality Assurance Contract Expiration Date 01/01/2018 Validated By John Southard, P.E. Validation Checklist - Hardcopy Received Certificate of Independence FL13223 R3 COI RIO - 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 R3 Eouiv ASTM C1186 EauivalencvFL13223R3ASTMC1186Sionedodf http: //www. fl oridabuilding. org/pr/pr_app_dtl . aspx?param=wGEVXQwtDgvRk6bsvZ66FC... 9/7/2017 Florida Building Code Online Page 2 of 3 i Sections from the Code Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Date Revised Summary of Products Method 1 Option D 08/17/2015 08/26/2015 09/07/2015 10/16/2015 08/09/2017 FL # Model, Number or Name Description 13223.1 Cempanel Siding fiber -cement panel siding Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL13223 R3 II ER RIO-2556-15 Panel metal-wood.Ddf FL13223 R3 II ER RIO-2578-15 Panel to Furrina.DdfApprovedforuseoutsideHVHZ: Yes FL13223 R3 II Install Cemoanel Sidino.odfImpactResistant: Yes Design Pressure: N/A FL13223 R3 II NOA 15-0122.04.odf Other: For use inside a HVHZ install in accordance with Verified By: Intertek Testing Services NA Ltd. NOA 15-0122.04 Created by Independent Third Party: No Evaluation Reports FL13223 R3 AE ER RIO-2556-15 Panel metal-wood.Ddf FL13223 R3 AE ER RIO-2578-15 Panel to FurrinQ.pdf FL13223 R3 AE NOA 15-0122.04,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 R3 II ER RIO-2556-15 Panel metal-wood.Ddf FL13223 R3 11 ER RIO-2578-15 Panel to Furring.DdfApprovedforuseoutsideHVHZ: Yes FL13223 R3 lI Install HardiePanel Sidina.DdfImpactResistant: Yes Design Pressure: N/A FL13223 R3 II NOA 15-0122.04.odf Other: For use inside a HVHZ install in accordance with Verified By: Intertek Testing Services NA Ltd. NOA 15-0122.04. Created by Independent Third Party: No Evaluation Reports FL13223 R3 AE ER RIO-2556-15 Panel metal -wood Ddf FL13223 R3 AE ER RIO-2578-15 Panel to Furring.pdf FL13223 R3 AE NOA 15-0122.04.odf Created by Independent Third Party: Yes 13223.3 Prevail Panel Siding fiber -cement panel siding Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL13223 R3 II ER RIO-2556-15 Panel metal-wood.Ddf FL13223 R3 II ER RIO-2578-15 Panel to Furring.DdfApprovedforuseoutsideHVHZ: Yes FL13223 R3 II Install Prevail Panel Sidina.odfImpactResistant: N/A Design Pressure: N/A FL13223 R3 II NOA 15-0122 04.Ddf Other: For use inside a HVHZ install in accordance with Verified By: Intertek Testing Services NA Ltd. NOA 15-0122.04. Created by Independent Third Party: No Evaluation Reports FL13223 R3 AE ER RIO-2556-15 Panel metal-wood.odf FL13223 R3 AE ER RIO-2578-15 Panel to Furring.odf FL13223 R3 AE NOA 15-0122 04.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 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: http://www. floridabuilding. org/pr/pr_app_dtl. aspx?param=wGEVXQwtDgvRk6bsvZ66FC... 9/7/2017 Florida Building Code Online Page 3 of 3 Coedit Card Safe http://vA w.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvRk6bsvZ66FC... 9/7/2017 PROJECT RIO-2556-15 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 2014 FLORIDA BUILDING CODE, AND THE 2012 INTERNATIONAL BUILDING CODE. 0 PREPARED BY: 2412--; `• RONALD I. OGAWA & ASSOCIATES, INC. IF16835ALGONQUINSTREET #443 ' HUNTINGTON BEACH, CA92649 ;: T E 714-292-2602 617y.0 R10.. G 1`\• 714-847-4595 FAX r' rrrfj'tC) CED RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2556-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-88B-542-7343 info@jameshardie.com EVALUATION SUBJECT HardiePanelO Siding James Hardie Product Trade Names covered In this evaluation: HardiePanelO Siding, Cempanel® Siding, Prevail^" Panel Siding EVALUATION SCOPE: ASCE 7-10 2014 Florida Building Code 2012 International Building Code® EVALUATION PURPOSE: This analysis is to determine the ma)dmum 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. Inertek Report 3067913 (ASTM C1186) Material properties HardiePanel Siding 2. Ramtech Laboratories Report 1C-1270-94 (ASTM E330) Transverse Load 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 3. Ramtech Laboratories Report IC-1271-94 (ASTM E330) Transverse Load Test, 5116' Thick by 48 Inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 24 inches orrcenter with a 6d common galvanized nail 4. Ramtech Laboratories, Inc. Report 10868-9711475 (ASTM E330) Transverse Load Test, 5116' Thick by 48 inch wide HardiePanel Siding installed on 2X4 Group III SG=0.36 wood studs spaced at 16 inches on center with a 4d, 0.091 inch shank by 0225 inch head diameter by 1 5 inch long ring shank nail 5. Ramtech Laboratories, Report IC-1054-89 (ASTM E330) Transverse Load Test, 114" Thick by 48 inch wide HardiePanal Siding installed on 20gauge Metal studs spaced at 16 inches on center with a No B 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, 1/4" Thick by 4B inch wide HardiePanel Siding installed on 209auge Metal studs spaced at 24-inches on center with a No B 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, 1/4" Thick by 48 inch wide HardiePanel Siding installed on 20gauge Metal studs spaced al.16 and 24 inches on center with a ETSF 0100 in. knurled 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, 5/16" 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 roil 10. Ramtech Laboratories, Inc Report 10868-97/1475 (ASTM E72) Racking Shear Test. 5/16" Thick by 46 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 11. Ramtech Laboratories Report IC-1057-89 (ASTM E72) Racking Shear Test, 5116' 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 0.1 DO in. knurled shank X 1.5 in. long X 0.25 in. head diameter pin fastener p11 till 1111 // 0Gq 9.,,% JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@ameshardie.rbm TEST RESULTS: Table ia, 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-2556-15 Fastener Spacing m 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 03125 48 2X4 wood Hem -Fir 16 6 6 6d common 149 49.7 IC-1270-94 Ramtech 03125 48 2X4 wood Hem -Fir 16 4 4 6d common 236 78 7 IC-1271-94 Ramtech 03125 48 2X4 wood Hem -Fir 24 6 6 6d common 94 31.3 IC-1271-94 Ramtech 03125 48 2X4 wood Hem -Fir 24 4 4 6d common 143 47.7 10868 97/1475 Ramtech 0.3125 48 2X4 wood, SG x 0.36 16 4 B 4d, 0.091 in. shank X 0.225 in. 90 30.0 HD X 1.5 in. to rin shank nail 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 16 6 6 head diameter ribbed bugle 169.9 56.6 1.375 in metal stud head screw Min. No 8 X 1 in. long X 0.323 in IC-1055.89 Ramtech 0.25 48 Min. No 20 gauge X 3.625 in. X 24 6 6 head diameter ribbed bugle 91.9 30.6 11 1,375 in metal stud head screw ET&F 0.100 in. knurled shank X Min. No. 20 gauge X 3.625 in. X11149-9&11554d Ramtech 0.3125 48 1.375 in metal stud 24 4 8 1.5 in. long X 025 in. head 170 56.7 diameter pm fastener Min. No. 20 gauge X 3.625 in. X ET&F 0.100 in. knurled shank X 11149-98/1554d Ramtech 0.3'125 46 16 4 8 1.5 to long X 0.25 in head 101 33.7 1.375 in metal stud diameter pm fastener 1. Allowable Load is the Ultimate Load divided by a Factor of safety of 3. 2. HardiePanel Siding complies with ASTM C1186, Standard Specification for Grade 11, Type A Non -asbestos Fiber -Cement Flat Sheets. Table 1 b, Shear Values Allowable Loads in Pounds Per Lineal Foot for Panel Shear Was 1, 2 Fastener Spacing in.) Frame Ultimate Allowable Thickness Width Spacing Perimeter Field Load' Load' Report Number Test Agency in.) m.) Frame Type in ) Supports Supports Fastener T plf) If) 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 695.8 2329 IC-1274-94 Ramtech 03125 48 2X4 wood Hem -Fir 24 6 6 6d common 460.0 1533 IC-1274.94 Ramtech 03125 48 2X4 wood Hem -Fir 24 4 4 6d common 637.5 212.5 10868-9711475 Ramtech 03125 48 2X4 wood, SG Z 0.36 16 4 8 4d, 0,091 in. shank X 0.225 in. 5954 198.5 HD X 1.5 in. long ring shank nail Min. No 8 X 1 in. long X 0.323 in IC-1057-89 Ramtech 0.25 48 MinNo. 20 gauge X 3.625 in. X 16 & 24 6 6 head diameter nbbed bugle 990.0 123.8 1 375 in metal stud head screw ET& F 0.100 in. knured shank X 11284- 99/1580 Ramtech 0.3125 48 Min. No. 20 gauge X 3.625 in. X 16 4 8 1.5 in. long X 0.25 in head 1227.0 153.4 1. 375 in metal stud diameter pin fastener ET& F 0100 in. knurled shank X Min. No 20 gauge X 3 625 tn. X 11284-99/1580 Ramtech 0.3125 48 1 375 in metal stud 24 4 8 1.5 in long X 025 in head 1060.0 132.5 diameter pin fastener 1. All board edges shall be supported by framing. Panels shall be applied with the long dimension either parallel or perpendicular to studs. 2. The maximum height -to -length 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. l\ O IGA1 2412-; RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2556-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@) a meshard ie-com DESIGN WIND LOAD PROCEDURES: Fiber -cement siding transverse load capacity (wind bad capacity) is determined via compliance testing to transverse load nabonat 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 bads on fiber -cement siding correlate directly to required design pressures for Allowable Stress Design, and therefore should be used vnth 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 5-1 B. and Figure 26.5-1 C. 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 nominalloads 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, qr 0.00256'K,'K,i'K,*V= Equation 2, ref. ASCE 74D equation 30 34) q, , velocity pressure at height z K, , velocity pressure exposure coefficient evaluated at height z Ka , topographic factor Kit , w nd directionality factor V , basic wind speed (3-second gust MPH) as determined from [2012 IBC, 2014 FBC] Figures 1609A, B, or C; ASCE 7-10 Figures 26.5-1A, B, or C V=V,d, (ref. 2012 IBC d 2014 FBC Scction 1602 1 definhions) V,x , ultimate design wind speeds (3-second gust MPH) determined from [2012 IBC. 2014 FBC] Figures 1609A, B, or C: ASCE 7-10 Figures 26.5-1A, B,orC Equation 3, p=q,'(GC,-GC,) fret. ASCE 7-10 equation 30.6-f) GCp , product of external pressure coefficient and gust -effect factor GC;j , 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=0.00256'1<, K 'K;V,,,°'(GCo GC,,) Allowable Stress Design, ASCE 7-10 Section 2 4. 1, load combination 7 Equation 5, 0 6D + 0 6W (ref. ASCE 7-10 section 2.4 1, load combviation 71 D , dead bad 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, pad = 0.61p] Equation 7, pad = 0.6'[0.00256'K; K, Kd'V.2-(GCo GCp)] 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,r; , Equation 8, V,d,=(p.,d0.6'0.00256•K K i Ka'(GCp-GC,))cs Applicable to methods specified in Exceptions 1 through 3 o1(2012 IBC, 2014 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-d = V,e' (0.6)15 (ref, 2012 IBC R 2014 FBC Section 1609.3 1) V_,, Nominal design wind speed (3-second gust mph) (mf. 2012 IBC 8 2014 F8C Section 16021) Table 2, Coefficients and Constants used in Determining V and p, K: Wall Zone 5 Height (ft) Exp B Exp C Exp D K,. Kd GC GC,, 0-15 0.7 085 1.03 h560 1 0.85 14 018 20 0.7 0.9 108 1 0.85 14 018 25 07 0.94 1.12 1 0.B5 1.4 0.18 30 07 098 1 16 1 0.85 1.4 018 35 073 1,01 119 1 0.B5 14 0.18 40 076 1.04 122 1 0 B5 14 018 45 0 7B5 1 1 065 1 1.245 1 O.B5 14 0.18 50 0.81 1.09 1.27 1 0.85 14 0.18 55 0.83 1.11 1.29 1 0.85 14 0.18 60 085 1.13 131 1 0.85 1.4 0.18 100 099 1.26 1 43 h>60 1 O.B5 1.8 0 18 RONALD I. OGAWA ASSOCIATES, INC. - 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2556-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-88B-542-7343 info@) ameshard i e-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-second gust) 100 105 110 115 120 130 14D 150 160 170 180 190 1 200 210 Height (ft) B B B B B B B B B B B B B B 0-15 14.4 15.9 17.5 19 1 20.8 24.4 28 3 32.5 37.0 41 7 46.8 52.1 578 63.7 20 14 4 15.9 17.5 19.1 20.8 24A 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 75.9 17.5 19.1 20.8 24A 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 1 -15.7 1 -17.3 1 -19.0 20.7 22.6 26.5 30.7 35.3 40 1 45.3 1 -50.8 56.6 62.7 69.1 45 16.2 17.9 19.6 214 23.3 27A 31.7 36.4 415 46.8 52.5 58.5 64.8 714 50 16.7 1B 4 20.2 22 1 24.1 282 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 1 -33.6 38.5 438 49.5 1 -55.5 61 8 68.5 75.5 100 25.6 282 31.0 33.8 36.9 43.3 1 .50.2 5 .6 1 -65.5 74.0 1 -82.9 1 -92.4 102.4 112.9 Table 4, Allowable Stress Design - Component and Cladding (C3C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category C, Wind Speed 3-secondgust) 1D0 105 110 115 120 130 140 150 160 170 180 190 200 210 Height t) 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.t) 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 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 1 -26.0 28 d 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 49.4 56.2 63 5 71.2 79.3 87.9 50 22.5 24.8 27.2 29.7 32.4 38 0 44.1 50.6 57.6 65.0 72.9 55 22.9 252 27.7 30.3 33.0 38.7 44.9 51-5 58 6 66.2 74.2 60 4 4 . 4 ni10032.6 35.9 394 31 46-9 55.0 636 73.3 834 94.1 1055 6 Table 5, Allowable Stress Design - Component and Cladding (C3C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category D, Wind Speed 3-second gust) 100 105 110 115 120 130 140 150 160 170 180 190 1 200 21D 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 54A 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 66.6 74.9 83.4 92.4 101.9 30 23.9 26.4 29.0 31 6 34.5 40A 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 55.2 628 70 9 79.5 88 6 98 2 108 3 40 25.2 27 7 1 -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 28.9 317 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 35.2 38.3 45.0 52 2 59.9 68.1 76.9 86.2 96.1 106.4 117.4 4 1 11 . 100 37.0 40.8 44 7 48.9 53.2 62-5 72.5 832 94.6 106.8 119 8 133 4 147 9 163.D Tables 3, 4, and 5 are based on ASCE 7.10 and consistent with the 2012 IBC, 2012 IRC and the 2014 Florida Building Code RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2556-15 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 C&C Part 1 and Part 3)a '\\\\ v"pOGC 201218C, 2014 FBC 20121BC, 2014 FBC Vv A nf t'• T:1TE F t F - irbO 1RIDPN-Gq1 77 "1!l11,1111 Idol, Coefticlents and In Table 6 calculations for V,y Allowable, Ultimate Design Wind, Speed, V.I. 3-second gust mph) Allowable, Nominal Design Wind, Speed, V„a 3-second gust mph) Applicable to methods specified in 12012 IBC, C] Section14 1609.as01..1. s determined 12012 IBC, 2014 FBC] Figures 1609A, B. or C Applicable to methods thspou9 3 °f12_ 0012 IBC' 2014 FBC] Section 1609.1 1 Wind exposure category Wind exposure catego Siding K Product Product Thickness inches) Width inches) Fastener Type Fastener Spacing Frame Type Stud Spacing inches) Building Height' feet) B C D B C D Allowable g Loa n Loa PSF) Ezp 8 6cp C ExD D Ks K, GC, GC, HardiePaneN9 5l16 48 6d common 6 2X4 wood Hem -Fir 16 0.15 186 168 153 144 130 118 49 7 07 085 1 03 h560 1 085 14 0.18 20 186 164 149 144 127 116 497 07 09 108 1 0.85 14 0,18 25 186 160 147 144 124 114 49.7 07 094 1.12 1 085 14 0.18 30 186 157 144 144 121 112 49.7 0.7 0.98 1.16 1 0.85 14 018 35 182 154 142 141 120 110 49.7 0.73 101 1.19 1 0.85 1.4 0.18 40 178 152 141 138 118 109 49.7 0.76 1.04 122 1 0.85 1.4 018 45 175 150 139 136 117 108 49.7 0786 1.065 1 445 1 085 14 0.18 50 172 149 138 134 115 107 49.7 0.81 1.09 1.27 1 0.85 1.4 0.18 55 170 147 137 132 114 106 9.7 0.83 1.11 1.29 1 085 14 0.16 60 168 146 136 130 113 105 49.7 0.85 1.13 1.31 1 085 14 0.18 100 139E24 116 108 96 90 49.7 099 126 1.43 h>60 1 0.85 18 0.18 HardiePanel® 5/16 48 6d common 4 wood Hem -Fir 16 0-15 233 192 181 164 149 78 7 07 0 85 1 03 h560 1 0.85 1.4 0181 20 233 188 181 159 146 78 7 07 0.9 1.08 1 1085 14 0.18 25 233 185 181 156 143 78.7 07 0.94 1.12 1 085 14 0.18 30 233 181 181 153 140 78.7 0.7 098 1.16 1 085 14 0.162X435229179177151139ae.7 073 1.01 1.ts 1 0.85 1.4 0.18 40 224 177 174 148 137 78.7 0.76 104 1.22 1 0.85 1.4 0.18 45 220 189 175 171 147 136 78 7 0 785 1. 065ft. 24 1 0 85 1 4 018 50 4 187 173 3 145 134 787 081 1 D9 1 085 14 018 55 214 185 172 166 144 133 78.7 0.83 1.11 1 0.85 1.4 0.18 60 212 184 171 164 142 132 78.7 0.85 1.131.31 1 10851 14 1 0.18 100 175 155 146 136 120 113 78.7 0.99 1.26 1.43 h>60 1 0.55 1 8 0.18 HardiePanel® 5l16 48 6d common 6 2X4 wood Hem -Fir 24 D-15 147 134 121 114 103 94 31.3 07 085 1.03 hs60 1 0.85 14 018 20 6-7 130 119 32659 101 92 31.3 0.7 0.9 1.08 1 0.85 1.4 0,18 25 7 127 116 5 98 90 31.3 07 094 1.12 1 085 14 0 18 30 147 124 114 114 96 89 31.3 07 098 1.16 1 085 14 018. 35 1" 123 113 1 112 95 87 31.3 1 073 101 1.19 1 085 14 0.18 40 141 121 112 109 94 86 1 .31.3 076 1.04 722 1 005 14 018 45 139 119 110 108 92 86 31,3 0705 1.065 1.245 1 0.85 IA 0.18 50 137 118 109 106 91 85 313 0,81 1.09 1.27 1 0.85 1.4 0,18 55 135 117 108 105 91 84 31.3 0.83 1.11 1.29 1 0.85 1.4 0.18 60 134 116 105 103 90 83 31.3 085 1 13 1.31 1 085 14 018 100 ill 98 92 86 76 71 31.3 0.99 1.26 iA3 h>60 1 0.85 1.8 018 HardiePanel® 5l16 48 common 4 2X4 wood Hem -Fir 24 0-15 182 165 150 141 128 116 47.7 07 085 1.03 h560 1 0 115 1.4 018 20 182 160 146 141 124 113 47.7 07 09 1 08 1 0.85 1.4,0 18 25 182 157 144 141 121 111 47.7 07 0.94 1.12 1 0.85 14 0.18 30 182 154 141 141 119 109 47.7 07 098 1.16 1 0 85 14 018 35 178 151 139 138 117 108 07.7 0 73 t 01 1.19 1 0 BS 1 4 0 16 40 174 149 138 135 116 107 47.7 076 1.04 1.22 1 0.85 AA 018 45 172 147 136 133 114 106 47.7 0785 1.065 1245 1 085 1.4 018 50 169 146 135 131 113 105 47.7 081 1.09 127 1 0.85 14 016 55 167 144 134 129 112 104 47.7 083 1 11 1.29 1 0.85 14 018 60 165 143 133 128 111 103 47.7 085 1.13 1.31 1 0.85 1.4 0.18 100 137 121 114 106 94 88 47.7 0.99 126 1 A3 h>60 1 1085, 1 8 018 HardiePanel® 5/16 48 4d, 0.091 in shank X 0. sha in HD X 1.5 in long ring shank nail 4 edge 8 Field 2X4 wood SGz0.36 16 0.15 144 131 119 112 101 92 30.0 07 085 1 03 h56D 1 0.85 14 1018 20 144 127 116 112 98 90 300 07 09 108 1 0.85 14 018 25 144 124 114 112 96 88 30.0 0.7 094 1.12 1 085 14 016 30 144 122 112 112 94 87 30.0 07 098 1.16 1 0.85 14 018 35 141 120 111 109 93 86 30.0 073 1 01 1.19 1 0 e5 14 018 40 138 118 109 107 92 85 30.0 0.76 1.04 122 1 0.85 14 016 45 136 117 108 1 D5 91 84 301) 0 785 1.065 112475 1 0 85 14 018, 50 134 116 1117 1 D4 89 83 30.0 0.81 1.09 1 085 14 D 111 55 132 114 106 103 89 82 30.0 0.83 111 1 0.85 14 0.18 60 131 113 105 101 88 82 30.0 0 85 1 13 1 0.85 14 0181 100 108 96 90 1 84 74 70 30.0 1 0.99 126 1.43 jh>60 1 1 10.851 18 1 018 RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2556-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-88B-542-7343 i nfo @ja m esha rd i e . com a rntpnunurn r,7,'/ 2012 IBC 2014 FBC 2012 IBC, 2014 FBC 24 12 ,- E :. STATE F : Q Cj • . ! O RID.-` CR ^ \ 7j17s 11( ~ It%, Coefficients used in Table 6 calculations for V. Allowable, Ultimate Design Wind, Speed, V . 3-second gust mph) Allowable, Nominal Design Wind, Speed, V'w 3-second gust mph) g Applicable to methods 1609.1.1. specified'in [2012 IBC, 20BC] Secbon determined b 2012 IBC, 2014 FBC) Figures 1609A B, or C9 Applicable to methods ape° ii 3 of in xcep ins 1 2014 FBC] Section 1609.1.1 Wmd exposure catego Wind exposure categorA siding K, Product Product Thickness inches) Width inches) Fastener Type Fastener Spacing Frame Type Stud Spacing inches) Building Heighe, feet) B C D B C D Allowable Design Lad PSF) Exp B Exp C Exp D Kn Kr GC, GC, 0-15 198 180 163 153 139 126 56.6 07 085 1.03 hs60 1 0.85 1.4 018 HardiePanelt 114 48 Min. No 8 X 1 in. long X 0.323 in head diameter ribbed bugle head screw' 6 Min No. 20 gauge X 3.625 in. X 1.375 in metal stud 16 20 198 175 159 153 135 123 56 s 0 7 0.9 t OE 1 085 14 F to 25 198 171 157 153 132 121 56.6 07 0.94 1.12 1 085 14 0 18 30 198 167 154 153 130 119 56.6 0.7 0.98 1.16 1 085. 1. 4rOl 35 194 165 152 150 128 118 56.6 073 1.01 1.19 1 0.85 14 40 190 162 150 147 126 116 56.6 0.76 1.04 122 1 0.85 1.4 45 187 161 148 145 124 115 56 6 0 785 1.D65 1245 1 0.85 1.4 50 184 159 147 143 123 114 56.6 0.61 1 09 1.27 1 0.85 1.4 55 182 157 146 141 122 113 56.6 0.83 1.11 1.29 1 0.85 14 60 180 156 145 139 121 112 56.6 085 1.13 1.31 1 0.85 14 100 149 132 124 115 102 96 56.6 0.99 126 1.43 h>60 1 0.85 18 0-15 146 132 120 113 102 93 30.6 07 085 103 h560 1 0.85 1.4 018 HardiePaneM 1/4 48 Min No 8 X 1 in. long X 0.323 in head diameter r bugllee head screwl 6 Min. No. 20 gauge X 3.625 in. X 1.375 in metal stud 24 20 146 128 117 113 99 91 30.6 0.7 0.9 1.0E 1 0.85 1.4 018 25 146 126 115 113 97 89 30.6 0.7 0 s4 1. 22 1 085 14 OAS 30 146 123 113 113 95 88 30.6 0.7- 0.98 1.16 t 0.85 14 0.18 35 143 121 112 110 94 86 30.6 073 101 1.19 1 0.E5 1.4 0.18 40 140 119 110 108 93 85 30.6 0.76 1.04 122 1 0.65 14 018 45 137 118 109 106 91 85 30 5 0785. 1.065 1245 1 085 14 018 50 135 117 108 105 90 84 30.6 081 109 1.27 1 085 14 0,18 55 134 116 107 104 90 83 30.6 0.83 1 11 1.29 1 0 85 14 0.18 60 132 115 106 102 89 82 30.6 0.85 1.13 1.31 1 0.85 1.4 O.tB 100 109 97 91 85 75 70 30 6 099 126 1 43 h>60 1 0.85 18 016 HardiePanel® 5116 48 ET&F 0.100 in. knurled shank X 1.5 in long in. X headhead diameter pin fastener' 4 edge 8 field Min. No. 20 gauge X 3.625 in. X 1.375 in metal stud 16 0-15 198 180 163 153 139 127 56 7 07 085 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 14 0.18 25 198 171 157 153 132 121 56.7 0.7 0.94 1.12 1 0.85 14 018 30 198 167 154 153 130 119 56.7 0.7 0.98 1.16 1 085 14 0.18 35 194 165 152 150 118 56.7 0.73 1.01 1.19 1 0.85 1.4 0181 40 190 163 150 147 116 56 7 0.76 104 122 1 0 85 1 4 018 45 187 161 149 145 115 56 7 0 785 1.065 1245 1 0.85 1 4 0 18 50 184 159 147 143 114 56 7 081 109 1.27 1 0 85 1 4 1018 55 182 157 146 141 M22 173 56.7 0.E3 111 1.29 1 085 14 018 60 180 156 145 139 112 56.7 0.85 1.13 1.31 1 0 85 1 4 018 100 149 132 124 115 96 56.7 0.99 1.26 1.43 h>60 1 10851 1.8 0 10 HardiePanel a 5/16 48 ET3F 0.100 in. knurled shank X 1.5 in. long X 0.25 in. head diameter pin fastened 4 edge 8 field Min. No 20 gauge X 3.625 in. X 1 375 in metal stud 24 0-15 153 139 126 118 98 33 7 0.7 085 103 hs60 1 0851 1 4 018 20 153 135 123 118 1 D4 95 33 7 0.7 0.9 1.06 1 085 14 016 25 153 132 121 118 102 94 33.7 0.7 094 1.12 1 0.85 14 018 30 153 129 119 118 100 92 33.7 0.7 0.98 1.16 1 0 85 14 D 18 35 150 127 117 116 99 91 33.7 D 73 101 1.19 1 055 14 018 40 147 125 116 114 97 90 33.7 0.76 1.04 1.22 1 0.85 1 4 0 18 45 144 124 115 112 96 89 33 7 0 785 1.065 1.245 1 0.85 14 018 50 142 122 113 110 95 88 33 7 081 109 127 1 085 1 4 018 55 140 121 113 109 94 87 33.7 0 83 1.11 129 7 0.85 1 a o 18 60 139 120 112 1D7 93 87 337 085 113 1.31 1 0.85 14 018 100 115 102 95 89 79 74 33 7 0.99 1.26 1 43 h>60 1 0.85 1.8 0 18 1. Screws Shall penetrate the metal framing at least three lull threads 2. Knurled shank pins shall penetrate the metal framing at least 114 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 to 10* (2-12 roof slope). 4. Vull = the ultimate design wind speed (3-second gust mph) as determined by 12012 IBC, 2014 FBC] Figures 1609A, 16D9B, or 1609C, ASCE 7-10 Figures 26.5.1A, 26.5-1B, or 26.5-1C. 5. Vasd = the nominal design wind speed applicable to methods specified in Exceptions 1 through 3 of [2012 IBC, 2014 FBC] Section 1609 1.1. 6. The wind speeds in [2012 IBC, 2014 FBC) Figures 1609A, 1609B and 1609C are ultimate design wind speeds, Vult, and shall be converted in accordance with [2012 IBC, 2014 FBC] Section 1609.3.1 to nominal design wind speeds, Vasd, when the provisions of the standards referenced in [2012 IBC, 2014 FBC] Section 1609 1.1. Exceptions 1 through 3 are used 7 Linear interpolation of building height and wind speed is permitted. 8 Wind speed design assumptions per Analytical Method in ASCE 7-10 Chapter 30 CSC Part 1 and Part 3 K=1, Kd=0.85, GCo -1.4 (hs60), GCp=1.8 (h>60), GCw=O 18. LIMITATIONS OF USE: 1) Fastener pullout must be evaluated when installed a species of wood studs other than that which was tested. PROJECT RIO-2578-15 ENGINEERING EVALUATION REPORT FOR ATTACHING JAMES HARDIER BRAND M- 'FIBER-CEMENT•.PALNEL.S TO WOOD,FURRING SOLUTIONS • - - - r• , JAMES HARDIE BUILDING PRODUCTS, INC. 1 10901-ELMAVENUE FONT", CA 92337 - '' • Y' , TABLE OF CONTENTS a 1 t.. ; PAGE,-:.. COVER PAGE _._we . •y, _. +.. - ,., .,y. „•_ t.,1. .,.-.. ; EVALUATION SUBJECT 2--4 EVALUATION SCOPE EVALUATION PURPOSE' °f _'=. `• 2 r REFERENCE'REPORTS TEST RESULTS ... •'' i ' _ . s, y', . _ a. ;r2 . r..w'+ .. TABLE•1A• RESULTS OF TRANSVERSE LOAD TESTING `.' - .F - - 2 ; I •; TABLE 1 B, ANALYSIS OF ALLOWABLE LOAD FOR #8 SCREW AT 10",O.C. _ i' - '2 JUSTIFICATION OF•,USING THE RESULTS ON.LIGHT GAUGE STEEL FRAMING DESIGN WIND LOAD PROCEDURES ? - • V hs __ ., ,,' _. 3x, TABLE 2, COEFFICIENTS AND CONSTANTS USED IN, DETERMINING V AND p- ' _ r - - 4 = ' ' TABLE 3, ALLOWABLE STRESS DESIGN C8C PRESSURES EXPOSURE B 4 ` . S— TABLE 4, ALLOWABLE STRESS'DESIGN C&C'PRESSURES EXPOSURE C _ ".,k- _•: 4 'j y TABLE 5. ALLOWABLE STRESS DESIGN tiC PRESSURES EXPOSURE D r- TABLE 6, ALLOWABLE WIND SPEED NPH)'FOR HARDIEPANEL-SIDING' AS PRODUCT EVALUATOR, THE UNDERSIGNED CERTIFIES THAT THE LISTED PRODUCTS ARE INCOMPLIANCE %VTPH.THE ._ REQUIREMENTS OF THE ASCE 7-10, THE 2014 FLORIDA BUILDING CODE, AND THE 2012 INTERNATIONAL BUILD_ ING CODE.---'-, = PREPARED BY: , r I j RONALD 1.OGAWA3 ASSOCIATES, INC. a , 16835ALGONOUIN STREET%443 HUNTINGTON BEACH, CA 92649 ' 714-292-2602; K714-847-4595 FAX.: cc r f * R y p STHTE ter/i///<<< 1 RONVLD 1. OGAYiAfSSOCiATES, INC. 16835 ALGDNOUTN STREET 0443 HUNTINGTON BEACH• CA42649 M 714-292-2= (F) 71484 i•4595 PROJECT., RtO-2578-15 EVALUATION SUBJECT HardioPanoW Siding James liardte Product Trade Names covered in this evidunuorr HaMmPaneW Sdrng, C npanOW 54mp, PreW •' Panel Sid41g EVALUATION SCOPE: A5CE 7-10 2014 Fion0a Bukdnp Code 2012 b¢anuslond W"M Code 2012 kmmmtw al Residential Cade EVALUATION PURPOSE: it" analysis is to delenrwr fr mat morn daaign 3-semn0 gust +id speed to be resisted by an asmnby at Hardsi ansl Memponal, Pnva7 Purl; 6dmp taswrd b .wed vxnngs on *Ww weed or meW naming wide rugs or saewL REFERENCE REPORTS: 1. Iraarook Report 11=43=40-001A. Transverse boo tact an NandrePanst TEST RESULTS: Table 1a. Results of Transverse Load Tasting Frame' Foatanr Uzonow Atbwadtle Test Tha7t.'r" Spoor. Spaarp Fastener Typo Lead Dssan Lead' Rsxn Number fiL 41107t fin 1 Frame Tvoe ` in fin 1 an Osnanalcis PSF) PSF) FaN" clods 102024363000-0OlA Inionek 0,3125 43 2X4 wood SbA 3W a`G by 3 5- 16 6 No. a X 135'Lary X 0 323- NO 160-7 536 PA ttea,gh Bra=" rode SPF baring Kbbed b:.* head sates 102LT4363%1p.1-001A tritsnek 03t23 a 2X4 woof stud- 3a' vad, by 3-5-No. 16 6 5 x 125- wQ X 0 32? NO 131 A 43.8 pug rfnwpnwideSPFMrtrpnbbedbu;W twed scowl 102024353CO04)MA nand 0.3125 48 2X4 wood " ale' vwm by 3.5- 16 12 No. a x 12-5- lov x 0 an- HO 136.1 35,4 PA throughwWoSPFkrigmfrfwbugoroadscrewst02024363Cp0. 001A Murk O.S125 48 2X4 woad stud. W eve fry 3 5 i6 6 shank x 0.21 S' HD x 1S' WA 1: Dolt trrough Rrst:ure vdeerrtgSPFkrigb»nogg aunt nal 10202430000. 001A lyduttk 03125 48 2X4 wand card, 3N• atrdr by 3,t 24 No, a X 12.*- Wna x 0 = HD 7 27.6 Pot L1mu}'t AliW6e idsSPFLorrynbbedbugleheadsow" r. na era:vr.r. .r..u.ay.v w, —w .,u,wr p— — — --Q —1 2. uwvab4 bad is dafertrwtad from L*6"10 bad drvidad by a facer of safety of 3, 3. Har4spww &drop compYe4 -Rh ASTM C11 fKf, Standard Speoko lmn for Grade 11, Type A Ab""asms Abrr•Cemars ks:f Shoots. Table lb. Analysts of Allowable Load for as Scnmat 10' OL. as Screw spao. Fastener Som--ft fit a 12 10 Ft*" spamy (in 16 16 to Fattener Tntaratry wis tie 0419 1.33 1111 Allowable load Joe 430 354 aJ Inavdua, fasterwload (to 389 47,2 421 Rte t29ww triad far *5 spew at 10' O.G. waa aLvlaled as lne avwwv d1 Me test resuu fa grant: 12.O.C. Tlr aidvabde bad for e8 saw ad the spacing of Ur O.C, odd lumV con be cat wWad by dnterpo:atvq Cts m4As of saran fasdenet w 6' and 12- o C.. er,,e brth 1eCa had aarno !agave melds of wianr IxA enough hem na pants. As shorn M d,o tabs, du allawabla toad for 98 otrw«e 1=44od el 1(' O,C, to *mod twmi; a U.8 Pat. ' Justification of Using Uo Rosulte on Ught Gauge 5tW FnMng In the VA)Od mrdtgtraLdn, 0 histenn won ariachad to I+atet9 only. so wlta w to funrig is acaOrd C *cod or moor tranry does not a4act pans• Cutswrsa bad capazly. n dN projod engineers rospons" ), to ensue the Wn> r ataOmwO and tramrtg mwwp,*m to have i. ftwm bad ramp ", ffyfyriiiiii A" c sS1a N P- 2 RONALD I. OGAVAASS=ATES, INC. 16W5 ALGONC UiN STREET 111ct3 HUNTINGTON BEACH. CA92649 M 714-222.2502;(F) 714-847-4525 PROJECT: R1O-757&15 DESIGN WIND LOAD PROCEDURES: Fdwr-taaanl slang transvrrse iced ' frrd load t b detartbela0 w rcrrlAasrros nctsfp w 0aruvarsa load ntloftal um c:andards Vu tfr trarx+s-so +veil taste sn atwaAa deal. waa u do7Mntmed base on a ta:ter of wept d 3 appb ad to Mb utw11a7e wat bad, Equation 1, gl'0 'K'K.'K-Vr PW. ASCE 7-10 oqjw on 3037j fa.. vdooty Poston at hei'A z K . relow)prsswn erxm" meffrient eraLiatod at nkft z Kn , topoprapt(-f— Equation 2, K, . wfrd dxadrwraW factor V , taac wind speed (S4s=nd pus: MPH) as dsaarminsd from 2012 IBC RgLfts 760%k 9, or C; ASCE 7-10 FQ ns 26.50A. B. or C V•V. (ref 2012 SC Soc6o-1602.1 definmonsj V.. uttsnaN des pn vend speeds (lsecand pasl MPH) dele n~ from YJ12 SC Fipuru 1609A• 9. or C: ISCE 7.10 Fwxm 26.5.1A S. or, G Equslionit P`%*(GC.[aCj WASCE 7-tOePrrtrorl326-1) W. , Proved of extamai pm&rire cadbdeld end 91wt-afiect tailor GG. . prWact of ayemar prawn OMMMOm and 9"t-effect 7atlor p , des;0 pmQxw (PSF) for skWp (sbsaDle dwal load for si&Vf To dettlrtla a du4n pressm. sv»cute q, r.•o Equab n 3, Equation 4, plo fIJ' 25ti'K-VlG-V.''t A, Vow&-b Stress 0*4n, ASCE 7.10 Swd w 2A.1. Iwd oombinst,on 7 Eq+ wtion i, 0 ®• 0zw PW. ASCE 7-10 sarma 2 4 1, bad coratunaAan 7j D dead wad W , wkw wad To do:wrrww fhe Aaowable Sous Lwsgn Aess . eotay the bad lector for W fwV4 hom EgAW n 4 to P fdes+pn possum) oetx:runed loom equation 4 Equation 6, Pa a 0.01p) Equation 7, P— Lgw1b17 is used to pop:Fa/e Taut 3, 4, and S. To 0a1emux 11w aaowahra ts"als A7src wud cased Ax Hard* Sx*V in Tabie S. sw'oe EguaLx 7 $or V rEquation 1. V.`(PJ00-C.0025Q•K,'K*K.,(G---r-,lP ApOcabie to awthoos 4 ac6#0 in E+x0oorlf 1 Mmugh 3 012012IBC Sea on 102 1.7., to de.ftmwwthe sc0waAte rant-+! deign wad speed (Vasa) for Har,,:e &aV 4 Taalr E, apply uw ca74,m'Drl lwrnwa below. Equation 0, Vim, • V. • (tur, pW 2012 I&C Secron f4CG.3.lj Hom:- ta: aesipn wmd &Peed (3-second p,w7 mph) (red. 20121BC S&=, 1602.1) Ito OGA 11 . o STATE t SS/ONA '` RONALD 1, OGAWAASSOCIATES, JNC. 36835 ALGONQUIN STREET $443 HUNTINGTON BEACH, CA 92649 T) 714-292.26C2;(F)714-847r4525 PROJECT. R10.257&15 Table 2, CoeITlc w a and CauRares used to Defaming V and p, - T 1; - _ • . t , - 4 a •- - ._ - '.-`•.• v 1 t 11 If[ MKEZM Om Mmm mK mmm mar iru MMM Weis Qn- Table 3. AOtn able Streas. Osal9n - Compon" and Glad&ng (Ciq Pressures (PS11 to be ReslsLd at W Aar fAl nd Spseda,- V W E: F! Ca"My 11, - - i--r.'r.--.ra ert+•ii iil l Fi'•L.if':.'1'm:I E L7 S C'r PJ•41l• i'a c` arre}c%x:`' v` s:r.r.erca'm.a` I r' • 17 Table 4. Apowable Stars Osel9n - Componnd and CUd" (CiC) Pressures (SF) to bs Rsolo" u Varfoua Wind Spada - Wind Fsposure CategoryC,1 -`' - - _ • - • t , . - nc & peocPbYcco9d purn 100.-^ IDS, 110- 115 17 - i3o ido 1 1 t JO• 1 Ho t 1 C 0. 1 t t9 1 2 23 26 9 E 3e a t4 8 56.-.01 4 - .S 20 t6. 6 205 22.5 246- 26.7 314 364 A1.6 4 3 00.243 EtA 2S 194 214 235 Q56 2 b 3a0 ss 4:6 0 G2A 1-774- 6fi 5 30 222 22 3 - 24.5 '- Y6.7 , 29.1 J4 2 9 6 45 51 6 b5.5 d•0.9 C32 35 206 0 5 4 .6 a0 0 S 2 i0 a io 9 3.3 60 2 b . E3.3 - 67.9"- 4 27 Ire _4 09 363- J2 i63• E7 fi6b-..x 5-•-»-6e84S 220 24.2 2G8 9.1 31.6 5 .1 - 4 .t - Z4 - 2' 63, m 1 Fs .V i,-s9 S 24a 2,2 324 0 441 6 • 650 Bt.2- 2 .9 27. 70.3 - A' 0 M 7 4 V St,S E b6.2 ' 7427 a2. 9t 6 O1 0 -• 4141 100 1. 326 35.9 39 4 43.1 4G 9 1 .55_0 i3,6 1 -73 3 j -63 4 ir4 1 105 5 1 -117 6 1 -t 30 3 1 -143 6 ` 1 1 Table 6, Moltoble Stress Design - Componard and Madding (CLC) Pressures (PSF) to 1io Restated at Various Wind Spsada - Wind Etcpoiuri Category D,'. • .... - -,. _ _ Ym a13• t4!Gnnn gvstj 100 1 11 115- 1M 130 1 t t I 1 7V 21 - rp 0. 15 212 23 4 1 41 6 4' ,a 4 61.4 6&b, 0 • - • G3. 20 223 T-246.-•• 27.0 2D.5 - a2 t J7.7 - J3.7 iJ t•- 57J1-- 44-- 2-• 2S 7J1 b 6 133 3V J 3 d 0 S:1 o'b 749 63•- 024 1019 239 4 0 16- 34 1 a dBY fi1.3- fi9.2 7.5 W4 F`.I 10715 35 24 2, .1 d 5 3 1.5 4B 1• fi2.6 10.9 79.5- 65.6 4 252 00. 3 J6 1a. 4 G4 4 fit. - 90.9 t - n71.0 45 25 26 3 31 1 0 3 0 43 4 5 6 65 i 4 2 ` di1 2. E2 tG': 113 3 - 26 26 1 J4- 44 3 1.3 V 1 S. Y 1~ o - 4(Y •- tt 55 -- 266 293 322 352 Ja3• I50 522 59,9 4.51 I6.9 663 961 1064 at7,4 1 dy a 6. 41 J.0 40 44 7 1 1 Doe I -11Y 11a4 1 .14 , It-, t i il y......... f e.`e4" .• ni. n et-:.. a.. n... ,«,fi k.xw ...r. .. ls-:. _ . r. . « -- -. - .e Tables 3, 4, and 5 is based on ASCE 7-10 and cnnaistao wl0t 9w 2012 IBC, 2012 IRC "''"-..+r....YK Y- Sh. t -s7 1'• - cc AGAIN M v ` z trss>< l.ilYty ff ` t RI, 0SAVAAt=ATES, Pr- .1:1A.c.5 HAROIE BUl' M41. PROW=, fll 16135 A:OOF-_N CTREET 043 14&LS4_1;].3 Ruk"TIr::TTlli 3.EA:.1(. CA 62649 tINO,t+llOtt11t17a[,COtD CT) 7i[,292-26C•• (F, 714447-4E95 PRM*c1 RI.?2STS-15 A]Ir S. 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F O am W REPORT NUMBER: 102024363COQ-OOIA ORIGINAL ISSUE DATE: April 1, 2015 REVISION DATE: April 30, 2015 EVALUATION CENTER INTERTEK TESTING SERVICES NA LTD. 1500 BRIGANTINE DRIVE COQUITLAM, BC V3K 7C1 RENDERED TO JAMES HARDIE BUILDING PRODUCTS, INC. 10901 ELM AVENUE FONTANA, CA 92337 0Gq" 21 c STA F *,: Report of HardiePanel(D tested in accordance with ASTM ,E330-2002/2014, Standard Test Method for Structural Performance of Exterior, Windows, Doors, Skylights and Curtain Walls by Uniform Static Air Pressure Difference PRODUCT EVALUATED: HardiePanelO EVALUATION PROPERTY: Transverse Load Testing This report is for the eactusive use of Intertek's CLent and is pruv;ded purscant to the agreement between Inte; ek ar.d is Client. Inrerek's responsi?itity and liability are firnked to the terms ana alndi:fons of :ne agreement. 1wertek assumes no kabili:y to any party, ottier than to the Client rr• accordance with Lye aareemert, for a,.vy loss, expense o. image occasioned by the use of this report Only the Client is authorized to copy or distrioute this repo r and then only In its entire:y. Any use of the Intertefi name or one of its marks for the sale or advertisement of the tested natenal, product or service must first be approved in writing by Interek. The observations and test recultc in this report are reiev3nr only to the sample tested. This report by /."self does not imply tha: the material, product orservice is or has ever been under an Inter;ek certiflca;ion program. James Kardte Buftdir fl Produ=, Inc. Repon No. 102024383COD-001A 1 Table of Contents April 30, 2015 Page 2 of 1 Table Of Contents....................................................................................---...................... 2 2 Introduction........................................................................................................................ 3 3 Test Samples...................................................................................................... 3.1. Sample Selection........................................................................................................ 3 12. Sample And Assembly Description............................................................................. 3 4 Testing And Evaluation Methods........................................................................................ 3 4.1. Conditioning ..................... ........................................................................................ - 3 4.2. Transverse Load......................................................................................................... 3 5 Testing And Evaluation Results.......................................................................................... 5 5.1. Results And Observations......................................................................................... 5 6 Conclusion......................................................................................................................... 6 4 Appendix A Transverse Load Test Data.....................................................................17 Pages RevisionSummary ............................................................................................................ 1 Page Intlertek 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 15- 0122.04. 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 Report RIO-2556-15. Consult the HardiePanel product installation instructions on the follow pages for all other installation requirements. Hardie Pan el"'IZ>o. Vertical Siding JamesHardie EFFECTIVE SEPTEMBER 2013 INSTALLATION REOUIREMEfJI S RESIDENTIAL S I&E FAMILY ONLY - PR!MED & COLORPLUS'c PRODUCTS Vistt svwv.ia reshardie.com for the most recent version. SMOOTH - CEDARMILL® • SELECT SIERRA 8 - STUCCO IMPORTANT: FAILURE TO INSTALL AND FINISH THIS PRODUCT IN ACCORDANCE WITH APPLICABLE BUILDING CODES AND JAMES HARDIE WRITTEN APPLICATION INSTRUCTIONS MAY LEAD TO PERSONAL INJURY, AFFECT SYSTEM PERFORMANCE, VIOLATE LOCAL BUILDING CODES, AND VOID THE PRODUCT ONLY WARRANTY. BEFORE INSTALLATION, CONFIRM THAT YOU ARE USING THE CORRECT HARDIEZONE INSTRUCTIONS. INSTALLATION OF HZ1 OTM PRODUCTS OUTSIDE AN HZ10e LOCATION WILL VOID YOUR WARRANTY. TO DETERMINE WHICH HARDIEZONE APPLIES TO YOUR LOCATION, VISIT WWW.HARDIEZONE.COM OR CALL 1-866-942-7343 STORAGE & HANDLING: Store flat and keep dry and covered prior to installation. Installing siding wet or saturated may result in shrinkage at butt joints, Carry planks on edge. Protect edges and corners from breakage. James Hardie is not responsible for damage caused by improper storage and handling of the product. CUTTING INSTRUCTIONS OUTDOORS INDOORS 1. Position aftting station so that wind will blow dust away from user 1. Cut only using score and snap, or shears (manual, electric or pneumatic). and others in working area. 2 Posiion cutting station in well -ventilated area 2. Use one of the following methods: a Best i Score and snap ii. Shears (manual, electric or prieurtatic) - NEVER use a power saw indoors b. Better; I. Dust reducing circular saw equipped with a - NEVER use a circular saw Wade tnat does not carry the Rardieftcle saw blade iradelrrtadc Hardie3lade' saw Wade and HEPA vacuum extraction NEVER dry sweep — Use wet suppression or HEPA Vacuum c. Good. I. Dust reducing circular saw with a HardfeBlade saw blade only use for low to moderate cutting) Important Note: For maximum pnYuection tlmrrest respirable dust production), James Haroie recommends always using'Best"4,- l rutting rne+!riOds where feasible. NIOSH-approved respirators can be used in conjunction with above c uthng practices to further reduce dust exposures. Additional aposure information is avalize at wonrjarresha'die.com to help you determine the most appropiale cutting method for your job requirements. If, concern still exists about exposure levels or you do not oDmply w4th the above practices, you should always ootsuit a qualified industrial hygienist or contact Jaynes Hardie for further Information. sooaa:a GENERAL REQUIREMENTS: These instructions to be used for residenttal single family installations only. For Commercial Mutt -Family installation requirements go to ^w.JamesHardleCommercial.com HardiePanel3 vertical siding can be installed over braced wood or steel studs spaced a maximum of 24" D.C. See genemal fastening requirements. Irregularities in traming and sheathing can mirror through the finished application. James Hardie recommends installing HardiePanel on a capillary break (rainscreertffuning) as a best practice. Information on installing James Hardie products over foam can be located in JH Tech Bulletin 19 at www. lamehardie.com A water -resistive barrier is required in accordance with local building code requirements. The water -resistive barrier must be appropriately installed with penetration and junction flashing in accordance with local building code requirements. James Hardie will assume no responsibility for water infiltration. James Hardie does manufacture HardieWrap" Weather Barrier, a non -woven non -perforated housewrapl , which complies with building code requirements. When installing James Hardie products all clearance details in figs. 5,6,7,8,9,10&11 must be followed. Adjacent finished grade must slope away from the building in accordance with local building codes - typically a minimum of 6" in the first 10', Do not install James Hardie products, such that they may remain in contact with standing water. HardiePanel vertical siding may be installed on vertical wall applications only. DO NOT use HardiePanel vertical sfding In Fascia or Trim apallcafions. Some application are not suitable for ColorPlus. Refer to ColorPlus section page 3. DO NOT use stain, oil/alkyd base paint, or powder coating on James Hardie', Products. For larger pprojects, including commercial and multi -family projects, where the span of the wall is significant in length, the designer and/or architect should take into consideration the coefficient of thermal expansion and moisture movement of the product in their design. These values can be found in the Technical Bulletin 8 "Expansion Characteristics' at www.JamesHardie.com. INSTALLATION: Joint Treatment Fastener Requirements • Vertical Joints - Install panels in moderate contact (fig. 1), alternativelyPositionfasteners3/8" from panel edges and no closer than joints may also be covered with battens, PVC or metal jointers or2" away from corners. Do not nail into corners. caulked (Not applicable to Color-Plue Finish) (fig. 2). HardiePanel Vertical Siding Installation • Horizontal Joints - Provide Z-flashing at all horizontal joints (fig, 3). Framing must be provided at horizontal and vertical edges for nailing. Figure 2 Figure 3 HardiePanel vertical siding must be joined on stud. water -resistive barrier water -resistive barrier Double stud may be required to maintain minimum edge 2 x 4 st,<, / wa:er-resistye water-revstive nailing distances. ` I=>' 2 x 4 5'"° nar:ier l barrier i Figure 1 water -resistive barrier sheathing I C, keep nails 3/8" min. i from panel edges i plate 0 A. keep fasteners 2" away from corners Batten Joint "H" Joint water -resistive bamer 2 x 4 stud t leave appropriate gap between panels, then caulk' Caulk Joint Not aoolicable to Colorl`lus• Finish., Apply caulk in acco-dance with caulk manufaC,urer's written application instructions For additional mformaflon oil HardieWrapTM Weather Barrier, consult James Hardie at 1-866-4Hardie or wwvw.hardiewrap.com r • t— upper pane .— upper pane DluCaulk1;4" gap 6anot 114" gap Z-flashmp five, I "Z-flashing 2 decora band board lower r laverpanel — panel Figure 4 Recommendation Wheat = ins:alhng Sierra b, proeide a double stud at panel ; joints to avoid nailing through grooves. L, 1 WARNING: AVOID BREATHING SILICA DUST James Hardie^ products contsm respirable orystahne silica which is known to the State of California to cause cancer and is considered by IARC and NIOSH to be a cause o' cancer tram some occupational sources. Rreathirg excessive amounts of respirable silica dust can also cause a disabling and potentially fatal lung disease called silicas s, and has been linkeo with other diseases, Some stud,es suggest smoking may increase these risks Cluing installation or handung, (11 worK in outdoor a'eas with arrple venlilahon: (2) use floor cement shams for cutting or, vmerc net feasible, use a HardicEllade' saw blade and dust ;educing circular saw attached to a HtPA vacuum; 3) wam others in tree immediate area, (4) wear a properly -fitted, NIOSHapproveC dust mas, or respirator (e.g N-95) in accordance with anpLratile government regulations and manufacturer Instructions to further limit respirable silica exposures During clean-up, use HEP4 vacuums v wet cleanup methods - never dry sweep. For farther intonrabon, rater to our I1staLation instructo.•s anC Material Safety Data Sheet asadaoie at wviw jamshardie cram or by tailing 1-8Du-gHARDIE (1-800-942-73431. FAILURE TD ADHERE TO OUR WARININGS, MSDS, AND INSTALLATION TMRUCTIONS MAY LEAD TO SERIOJS PERSONAL INJURY OR DEATH mantas HS1236 - P1 /3 1 /13 y M. CLEARANCES Install siding and trim products in Maintain a minimum 1 " Maintain a minimum 1 " 2" clearance At the juncture of the roof and vertical Maintain a 114" compliance with local building code 2" clearance between between James Hardie products surfaces, flashing and counterFlashing clearance between requirements for clearance betweenq James Hardie' and decking material. shall be installed per the roofing manufacturer's instructions. Provide a the bottom of James Hardie products and the bottom edge of the siding and products and paths, Figure 7 minimum 1 "- 2" clearance between horizontal flashing. the adjacent finished grade steps and driveways. Figure 5 stud 6" min. concrete I foundation I Maintain a minimum 1" gap bet seen gutter end caps and siding & trim. Figure 9 siding gutter and end cap, Figure 6 FJ- siding the roofing and the bottom edge of the Do not caulk gap. siding and trim. Figure 8 11' i I +' it;. /i1'-2'min, t_ tl lr i li i Refer to fig. 3 on page 1. Do not brioge floors with Hardlel`anel• siding. Horizontal KICKOUT FLASHINGjointsshouldalwaysbecreatedbetweenfloorsQig.10). water- Because of the volume of water that can pour down a sloped aes+Strye roof, one of the most critical flashing details occurs where a Figure 10 Barrier 1 ! Framing root intersects a sidewail. The roof must be flashed with step flashing. Where the root terminates, install a kickout to deflectFlooringflashing. Horizontal TTrim away from the siding. It is best to Install a self -adhering membrane on the wall before the subfascia and trim boards I ; t ; are nailed in place, and then come back to install the kickout. 1 Figure 11, I(ickout Flashing To preventwater from, dumping behind the siding and the end of the roof Sheathing intersection, install a "kickout" as required by IRC code 7, R905.2.8.3 : "...flashing shall be a min. of 4" high and 4" fascia ) lardiePanei• wide " James Hardie recommends the kickout be angled i,,•:', between 100' - 1 10' to maximize water deflection BLOCKED PENETRATIONS Penetrations such as hose bibs and holes 1 h' or larger such as dryer vents should have a block of trim around point of penetration. GENERAL FASTENING REQUIREMENTS Fasteners must be corrosion resistant, galvanized, or stainless steel. Electro-galvanized are acceptable but may exhibit premature corrosion. James Hardie recommends the use of quality, hot - dipped galvanized nails. James Hardie is not responsible for the corrosion resistance of fasteners. Stainless steel fasteners are recommended when installing James Hardie products near the ocean, large bodies of water, or in very humid climates. Consult applicable product evaluation or listing for correct fastener type and placement to achieve specific design wind loads. NOTE: Published wind loads may not be applicable to all areas where Local Building Codes have specific jurisdiction. Consult James Hardie Technical Services if you are unsure of applicable compliance documentation. Drive fasteners perpendicular to siding and framing. Fastener heads should fit snug against siding (no air space). (fig. A) Do not over -drive nail heads or drive nails at an angle. If nail is countersunk, fill nail hole and add a nail. (fig. B) For wood framing, under driven nails should be hit flush to the plank with a hammer (for steel framing, remove and replace nail). NOTE: Whenever a structural member is present, HardiePlank should be fastened with even spacing to the structural member. The tables allowing direct to OSB orplywood should only be used when traditional framing is not available. Do not use aluminum fasteners, staples, or clipped head nails. Snug Flush 1® Countersunk, fill & add nail Figure A v Figure B do not under drive nails DO NOT STAPLEFigur epll s* darwg l; Yowodw PNEUMATIC FASTENING James Hardie products can be hand nailed or fastened with a pneumatic tool. Pneumatic fastening is highly recommended. Set air pressure so that the fastener is driven snug with the surface of the siding. A flush mount attachment on the pneumatic tool is recommended. This will help control the depth the nail is driven. If setting the nail depth proves difficult, choose a setting that under drives ,the nail. (Drive under driven nails snug with a smooth faced hammer- Does not apply for installation to steel framing). HS1236 - P2I3 8113 CAULKING For best results use an Elastomeric Joint Sealant complying with ASTM C920 Grade NS, Class 25 or higher or a Latex Joint Sealant complying with ASTM C834. Caulking/Sealant must be applied in accordance with the caulking/sealant ma_nufacturer's written instructions. Note: OSI Quad as well as some other caulking manufacturers do not allow tooling. DO NOT caulk nail heads when using ColorPlus products. refer to the ColorPlus touch-up section CUT EDGE TREATMENT PAINTING Caulk, paint or prime all field cut edges: DO NOT use stain, oil/alkyd base paint, or powder coating on James HardieO Product. James Hardie products James Hardie touch-up kits are required must be painted within 180 days for primed product and 90 days for unprimed.100% acrylic topcoats are to touch-up Colorlolus products. recommended. Do not paint when wet. For application rates refer to paint manufacturers specifications. Back -rolling is recommended if the siding is sprayed. COLORPLUS3 TECHNOLOGY CAULKING, TOUCH-UP & LAMINATE Care should be taken when handling and cutting James Hardie& COIorPIus9 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 ColorPlusa Technology touch-up applicator. Touch-up should be used sparingly. If large areas require touch-up, replace the damaged area with new HardiePanel, siding with ColorPlus Technology. Laminate sheet must be removed immediately after installation of each course. Terminate non -factory cut edges into trim where possible, and caulk. Color matched caulks are available from your ColorPlus"" product dealer. Treat all other non -factory cut edges using the ColorPlus Technology edge coaters, available from your ColorPlus product dealer. Note: James Hardie does not warrant the usage of third 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 tOLICh-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 COLORPLUSO TECHNOLOGY When. repainting ColorPlus products, James Hardie recommends the following regarding surface preparation and topcoat application: Ensure the surface is clean, dry, and free of any dust, dirt, or mildew Repriming is normally not necessary 100% acrylic topcoats are recommended DO NOT use stain, oil/alkyd base paint, or powder coating on James Hardie' Products Apply finish coat in accordance with paint manufacturers written instructions regarding coverage, application methods, and application temperature RECOGNITION- In accordance wrih ICC-ES Evaluation Report ESR-1844, HarSePanelS vert;cal saving is recogrized as a suitable alternate to that specified in- the 22006 20D9, 3 2012 International Residential Code to, One -and Tvvo+anuly Dwellrigs and die 2006. 2009, G 2012 Inicmattma! Building Code. Hatio;ePanel vertical sld;ng s also recognized fui application m the follutwng. Gty of Los Anger Research Report No. 24862, Sias of Florida listng 1`1_089, Dade county Flonoa NOA No. 02-0729 02, U S Dept of HUD Male ials Release 1263c, Texas Department of Insurance Product Evaluation EC-23, City -of. New YorK MEA 223-93-M anc California DSA PA; 019. These documents should also be consulted for additional information concerning the surtabd.ty of this product for soecdic applications. 0 2013 James Hardie Budding Products All rights reserved. Additional Installation InformationTM, s and denote trademarks or registered trademarks of Ja eSfu ®rdieJamesHardieT , echngloay Limited E Is a registered Warranties, and Warnings are available at trademarK of James Hardie Technology Limited. wvvw.jameshardie.com HS1236 - P3/3 6,113 MIAMI•DADE INTIAMI-DADE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) Miami, Florida 33175-2474 BOARD AND CODE ADAHNISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) wmA,.miamidnde.eov/economy James Hardie Building Product, Inc. 10901 Elm Avenue" Fontana, CA 92337 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER-Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revolve, 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" PlanIcs and Panels Fiber Cement Siding and Soffit APPROVAL DOCUMENT: Drawing No. PNL, PLK & SOFF, titled "HardiePanel, CemPanel, Prevail Panel; HardicPlank, CemPlank Prevail Lap Siding; HardieSoffit, CemSofftt Panel; Installation Details Wood/Metal Stud Construction", sheets 1 through 12 of 12, dated 04/24/2013, prepared by the manufacturer, signed and sealed by Ronald I.Ogawa, P.E., bearing the Miami -Dade County Product Control revision stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: A permanent label with the manufacturer's name or logo, Plant City, Florida, and the following statements: "ASTM C 1186 Type A compliant" and "Miami -Dade County Product Control Approved" is to be located on each siding plank or panel and per FBC 1710.9.2 and 1710.9.3 on soffit panels. RENEWAL 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 revises NOA # 13-0311.07 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. MNOA No. 15-0122.04 1AMI- DADE COUNTY Expiration Date: May 1, 2017 Approval Date: April 9, 2015 93/ 730/201 S Page 1 James Hardie Building Products, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS "Submitted under NOA # 13-0311. 07" 1. Drawing No. PNL, PLK & SOFF, titled "HardiePanel, CemPanel, Prevail Panel-, HardiePlank, CemPlank Prevail Lap Siding; HardieSoffit, CemSoffit Panel; Installation Details Wood/Metal Stud Construction', sheets 1 through 12 of 12, dated 04/24/2013, prepared by the manufacturer, signed and sealed by Ronald I. Ogawa, P.E. B. TESTS "Submitted under NOA # 13-0311.07" 1. Test reports on 1) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 2) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked -up drawings and installation diagram of HardiePlank, HardieSoffit and HardiePanel, prepared by Intertek Testing Services NA LTD, Test Report No. 100733361COQ-004, dated 08/24/2012, with revision 1 dated 04/25/2013, signed and sealed by Rick Curkeet, P.E. Submitted snider NOA # 02-0729.02" Laboratory Report Test Date Signature 2. ATI-16423-1 PA 202 & 203 03/18/96 A. N. Reeves P.E. 3. ATI 16423-2 PA 202 & 203 03/18/96 A. N. Reeves P.E. 4. ATI 16423-3 PA 202 & 203 03/18/96 A. N. Reeves P.E. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources (RER) E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENTS 1. Statement letter of code conformance to the 5'h edition (2014) FBC issued by Ronald I. Ogawa & Associates, Inc., dated 10/26/2014, signed and sealed by Ronald I. Ogawa, P.E. Carlos M. Utrera, P.E. Product Control Examiner NOA No. 15-0122.04 Expiration Date: May 1, 2017 Approval Date: April 9, 2015 I -I WALL LENGTH Stud Spacing at 16'O.C. off aGA PRQ r REYLSEb WALL IEIGHT 7' I 0 lunar .fr;oe n! • ,-' .® r DE-TAI.I A A 4*fllo ws He BF - 1 -1 f Nails at 16" O.C. (typ,) 3/8" Minimum Edge Distance SEE DETAIL A 6/8" thick / 5 ply APA rated j plywood sheathing in accodanoe with Florida Building Code Section 23223 Water -resistive barrier per Florida Bwlding Code Section 1404.2 2' X 4" S-P-F Wood Studs HardiePanel, SECTION EB Cempanel, Prevail Panel Siding PRODUCT DESCRIPTION HardiePanelO, CempaneW, & Prevail® Panel Siding materials are nonasbestos fiber-o:ment products tested in accordance with ASTM C1186 Grade 11, Type A and meeting the requirements of the Florida Building Code. PANEL DIMENSIONS Width Length Thickness 4 8,9,10' 5/16" DESIrGN PRESSURE RATING Installation Design Pressure Wood Studs -76 psf Impact Resistant — Planks installed over 5/8" thick /5 ply APA rated plywood sheathing Sheathing fastener, as described in IEPANEL„CEMPANEL PREVAIL PANEL SIDING 1NSTALLATION DETAILS Note 1 All installation shall be done in conformance with this Notice of Acceptance, the manufacturer's N, installation recommendations, and the applicable sections of the Florida Building Code. Wood studs where HardiePanel, Cempanel, Prevail Panel Siding will be installed shall be Panel fastener, as described in designed by an Engineer or Architect per the Florida Building Code and the requirements of this Note 2 KOA Note 1] 5/8' thick / 5 ply APA rated plywood sheathing shall be attached to the studs in accordance with Florida Building Code Section 23723. ti HardiePanel, Cempanel, The siding panels shag be installed over 5/8' thick 15 ply APA rated plywood sheathing supported by a minimum of 2 X4" S-P-F wood studs spaced a maximum of 16" O.C. Prevail Panel Siding Note 21 The siding panel fastener shall be a 2' long, 0.223" head diameter, 0.092" shank diameter, corrosion resistant siding nail; the fasteners shag be spaced at 6" O_C. at panel edges and intermediate studs; the fasteners shall be driven through the 518" thick 15 pry APA rated plywood sheathing into wood studs located at IS" O.C. Water -resistive barrier per Fasteners shall have a minimum edge distance of 30' and a minimum clearance of 2" from Florida Building Code Section corners. 14042 5/8" thick / 5 plyAPA rated plywood sheathing fastened in accordance with Florida Building Code Section 2322.3 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 Phone: 909-3%-6WC Fax 909-427-0634 compliance with the Florida Building Code. Creator. E. Gonzales HARDIEPANEL, CEMPANEL PREVAIL PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 A SCALE 1/2" = t'-0" DWG rw REV PNL-PLK-SOFF 1 Date: 4r242013 SHEET 1 OF 12 Fastener Spacing per FloridaBuildingCodeSection2322.3 PSt!!7(JCi R$VL ms q=iep, iritY the FloriBa 945fts COO Acoa1; 1 tdo -df 2 Pna t Coa d 6.00in, I I \ 71 ' ' Fastener Spacing per Florida Building Code Section 2322.3 I I. PRoD11CTHItVLSM as eompiyi ag wish the Florida IwdiM8 C4& BY i Prodna Centro i 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 CL4DDIfjIG THE PANEL IS FASTENED WITH 2' LONG, 0.223" HEAD DIAMETER, 0.092" SHANK DIAMETER, CORROSION RESISTANT SIDING NAILS, PLACE NAILS 6" O.C. AT PANEL EDGES AND INTERMEDIATE STUDS Cladding Framing i Sheathing trrrrrrrNr/ N D FSFCo tt 6/0NAL t t 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) HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION fames Hardie Building Products, Inc. 10901 Elm AvenuelipFontana, CA 92337 Phone: 909-356-6300 SIZE FSCM NO DWG NO Fax 909-427-0634 A PNL-PLK-SOFF Creator. E. Gonzales SCALE 1" = T-0" Date: 4/24/2013 SHEET 2 OF 122 1 WALL LENGTH Stud Spacing at 16" O.C. B-*-- I I I r_.-_.------ WALL EIGHT i B 013) I..... SEE DETAIL A 5/8" thick / 5 ply APA rated plywood sheathing fastened to metal studs as described in Note 1 P8O1UCT DESCRIPTiQtj Hard(ePane!®, Gempanel®, & Prevail® Panel Siding materials are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade II, Type A and meeting the requirements of the Florida Building Code. 1yiae wixh the ilotidfa `` , = DOW* coat Water -resistive PANEL DLMENs10NS A,ccSeprprxe rL, f 'il./ 1.1i Width Length ThicknessNo. L JJii 1 \ barrier per Florida 4! 8,9,10' 5/16 i Building Code STATE = Section 14042 DESIGN PESSURE_iRATING i F % Installation Design Pressure QRO 209a, 3.5/8"X 1-518" Metal Studs -104 psf i i i • =5;; —is: :- ._. Ctdmetal NQ/ t ImpactResistant- HardiePanel, Panel installed over 5/8" thick / 5 ply I --i St<ClJQN-8 Cempanel, APA rated plywood sheathing Nails at 6" O.C. (typ.) Prevail Panel 3/8" Minimum Edqe Distance siding QETAIL A Sheathing fastener, as described in Note 1 t ca ya% wh 16C tlorids C— Panel fastener, as described in am OW Ai' 1 7-O Note 2 o r 1f HardiePanelO Siding Water -resistive barrier per Florida Building Code Section r 1404.2 APA rated ing fastened to metal studs as described in Note 1. 1 - 1 a 20ga, 3-5/8" X 1-5/8" 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. HA.RDlEpA1VEL CEMPAtJEi.,_Pk EVAIL PANEL SIDING INSTA_ ELATION 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. 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 1) 5/8" 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.6-18, 0.315" head diameter X 1-1/4" long bugle head screw The siding panels shall be installed over 5/8" thick / 5 ply APA rated plywood sheathing supported by a minimum 20ga, Nominal 3-50' X 1-5/8" Metal C-studs spaced a maximum of 16" O.C. Note 2] The siding panel fastener shall be a minimum No. 8-18, 0.315" head diameter X 1-51T 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 15 ply APA rated plywood sheathing 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. HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 909356-630D $1ZE 15CM NO I DWG NO a09-427-0634 A PNL-PLK-SOFF Creator. E. Gonzales I scAu 12" =1'-0" I Date: 424/2013 3OF12 I 7- 6.001n. I I . I I II 6.00in. MODM IrREVU;M w a+aptying VA& the Ekgida Bw Code Acm,tiiamNor- Ex p imb on , , .7 lay n Proa Ccmaoi II I'I II I I 6.00in. I I L I II II I. I I W=Yq%, & XX- V Aar" a mWiyios wish tie Flnni& AonCdne No 1 . Doe O/ FLAMING NOMINAL 20 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 SHEATHING NOMINAL 5/8" 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 1-1/4" LONG BUGLE HEAD SCREW CLADDING THE PANEL IS FASTENED WITH NO. 8-18,0.315" HEAD DIAMETER X 1-5/8' LONG CORROSION RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 FULL THREADS PENETRATING THE METAL FRAMING), PLACE SCREWS 6" O.C. AT PANEL EDGES AND INTERMEDIATE STUDS 00in. Cladding I I I / I I / Framing II I" I II ICI II Sheathing II I I.I I.I 0GA SF • I I•I : O- i21 I -o • STATE OF I S/ONAVOj 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) HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm AvenuelopFontana, CA 92337 Phone: 909-356-6300 SIZE FSCM No I DVuL'i No Fax 909-427-0634 A PNL-PLK-SOFF Creator. E Gonzales SCAB 1" = 1'-0" Date: 4/242013 ISHSET 4 OF 12 REV 1 Stud Spacing at I- --- I ------- WALL HEIGHT 1 3/4" Minimum DAL A PR r 1t£ m yieg w ab ilie FWnds LENGTH SE5 DETAIL A Id II. I A I 1, ..• unvy as W j NlienO i ace Produ Coavol ; i ,* I I 8SlO N Iqe Distance Nails at 16" O.C. (typ.) Sheathing fastener, as described in Note 1 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 15 ply APA rated plywood sheathing fastened in accordance with Florida Building Code Section 2322.3 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. PRODUCT D7 —--UETION HardiePlank®, CemplankS, & Prevail® Plank Lap Siding materials 518" thick / 5 ply APA are nonasbestos fiber -cement rated plywood products tested in accordance with sheathing in ASTM C1186 Grade It, Type A and accordance with meeting the requirements of the Florida Building Code Florida Building Code. Section 2322.3 PANEL DtMSNSLONS Water-res;56 Width Length Thickness barrier per Florida 59-1/2- 12' 5/16" Building Code Section 1404-2 DESIGN PRESSURE RATING 2"X 4" S-P-F Installation Design Pressure Wood Studs Wood Studs -92 psf Lap Siding Impact Resistant — Planks installed over 5/8" thick 15 ply 1-1/4" tall X 5/16" APA rated plywood sheathing thick starter strip FiALtDI):PLAN,Ft,_CEMPLANK,PREN4l-4LgP SIDINGJNS7&LLAIM I)IF-TAiLS 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 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.O.A. Note 1] 5/8" 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 s 8-1/4" 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 s 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 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 2"X4" S-P-F wood studs spaced a maximum of 16" O.C. Fasteners shall have a minimum edge distance of 3/8". u Creator. E. Gonzales A HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 DM NO RE PNL-PLK-SOFF I 1 1/2" m 1'-0" I - Date: 4/24/2013 I SHEET 5 OF 12 Fastener Spacing per Florida Building Code Section 2322.3 c I Fastener Spacing per Florida Building Code Section 2322.3 I PRODilCi 8,1=1 LS7'D BIDaornplyiugtiriRl:tLeFb rids Aa cpftnm We T53.25in. 4ieme. ade A duet Coeaai ERAMflN_Q 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 BUILDING CODE SECTION 2322.3 CLApD(NG PLANKS OVERLAP 1-1/4" THE EXPOSURE IS s8-1/4" 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 LOCATION C i Cladding Framing Sheathing ati agpiyieQ witlr tMc Flo id I \ _ No. 121 sy - STATE OF = s ORI s/onrAIL fr r FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND 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 Building Products, Inc- 10901 Elm Avenue Fontana, CA 92337 Phone: 909-356-6300 s1g FSCM DVV3 NO REV Fax 909-427-0634 A PNL-PLK-SOFF 1 Creator: E Gonzales SCALE 1^ = 1'-0" Date: 4/2412013 sHEer 6 OF 12 WALL HEIGHT i A•oept•ac r my lifiai i B at 16" O.C. 3/4" Minimum lETAIL A dw Florida PRODI CI REIM n r000'plynogwi*tl6r Fioriids 11 a i- i OF Distance Nails at 16" O.C. (typ.) '-S IVAL SEE DETAIL A 518" thick /5 ply APA r rated plywood sheathing fastened to metal studs as described in Note 1 Water -resistive barrier per Florida Binding Code Section 14042 20ga, 3-5/8- X 1-5/8- Metal C-stud HardiePlank, mplank, Prevail 8ECT10 Lap Siding B-8 1-1 /4" tall X 5116" thick starter strip PP QDUCT DESCRIPTION HardiePlankkt$1 Cemplank®, and Prevail® Plank Lap Siding materials are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade II, Type A and meeting the requirements of the Florida Building Code. PLAJNIC DIMENSIONS Width Length Thickness 5 9-1/2, 12, 5/16" DESIGN PRESSURE RATING Installation Design Pressure Metal Studs -92 psf Impact Resistant - Planks installed over 518" thick / 5 ply APA rated plywood sheathing F(ARDIEPL,A_NKCEMPLANK PREVA_I_(LLOtP SIDING INSJALLATIQtJ DE gIJS All 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 Cade. 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.O.A. Note 1] 5/8" thick / 5 ply APA rated plywood sheathing shall be attached to metal studs at 6"oc at panel Siding fastener, as edges and all intermediate supports using a No.B-18, 0.315" head diameterx 1-1/4" long bugle head screw 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 is S 8-114" vertically. Note 21 The siding fastener shall be a minimum No. 8-18, 0.315" head diameter X 2-114" long` bugle head HardiePlank, screw over metal studs ("or screw shall have at least 3 full threads penetrating metal framing); The siding is f fastened 5 8-1/4" O.C. vertically and 16" O.C. horizontally; fasteners are driven into metal studs through 5/8" Cemplank, thick 15 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 / 5 ply APA rated plywood sheathing supported by a minimum barrier per Florida 20ga, Nominal 3-5/8" X 1-5/8" Metal C-studs spaced a maximum of 16" O.C. I I i Fasteners shall have a minimum edge distance of 3/8". Building Code l Section 1404.2 5/8" thick /5 ply APA rated plywood sheathing fastened to nowmetalstudsasdescribedin Note 1 20ga, 3-5/8" X 1-5/8" Metal C-stud The wall and soffit frames are to be designed by the Architect or Engineer of Record in Phone: 909.356-6300 Fax 909-427-0634 siz A SCALcompliancewiththeFloridaBuildingCode. Creator. E. Gonzales HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 PNL-PLK-SOFF 1 /2" =1'-0" I Date: 4/24/2013 7OF12 REV 0.75in T_ w eoarplyua Yi& t5e 1Fkwi& Ammmts ce No /ICJ-.I/.•. T— gy 58.25in_ FRA- II IG NOMINAL 20 GAUGE 3-5/B" X 1-5/8" STEEL STUDS 16" O.C. FASTENED WITH 5/8" LONG RIBBED BUGLE HEAD SCREWS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEATHJNG NOMINAL 5/8', 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 1-1/4" LONG BUGLE HEAD SCREW 9; A[PNG PLANKS OVERLAP 1-1/4" THE EXPOSURE IS 58-1/4" THE PLANKS ARE FASTENED WITH 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 in. II I I 6.00iIn.00 I I I REVISED 0o alpiyi%* wilb we Rmilb Goo IMu Cladding Framing I Sheathing OGAW o. 121 j a =STATE OF 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) liHARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc. p 10901 Elm Avenue Fontana, CA 92337 Phone:909-356-6300 sIM Fsca+No DvuGu0 Fax 909-427-0634 A PNL-PLK-SOFF Creator. E. Gonzales SCALE 1" = V' Date: 424/2013 ISHEET 8 OF 12 REV 1 WALL LENGTH Stud Spacing at 16" O.C. WALL HEIGHT I.i I I i i i 3/8" Minimum SEE PgO UCT DESCRIPTION DETAIL A HardieSoffitm & CemsoMt® materials are nonasbestos fiber-cemept products tested in accordance with ASTM C1186 Grade 11, Type A l and meeting the requirements of the FloridaI i Building Code. SOFFLT titMENSIONS 2" x a" S-P-F Width Length Thickness Wood Studs N 8' 114, pJ S1GN_PF SSURE RATING HardieSoffit, Installation Design Pressure Ac" Cemsoffit Wood Studs -70 psf If I S CJJON=B Nails at 4" O.C. typ•)pteD11Ci' REvL%m PRODUCTREVISED Distance as ymg w9b At Flit" BuHdiag C de 7arid. Code A°Oept+KO No F3-0 ll.Lr- Pti[ dM PrOds'ct Cam offrt fastener, as escribed in Note 1 HardieSoffit, Cemsoffit Minimum 2" X 4" S-P-F Wood Studs The wall and soffit frames are to be designed by "die Architect or Engineer of Record in compliance with the Florida Building Code. No_ 4 21 STATE OF N." l 10NM- i_ iARDI.E EOFFLT—QF,MSOFFITP-gN.E 4tRSLTA_.LLATJON 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, Cemsofft will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.OA The soffit shall be installed over minimum 2"X4" S-P-F wood studs spaced a maximum of 16" O.C. Note 1] 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" 0'.C. Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" from comers. HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION Phone: 909-356-6300 SIZE nCM W Fax 909-427-0634 A Creator. E. Gonzales SCALE 1/2" = t'-0" James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 DWG NO REV PNL- PLK-SOFF Date: 4/24/2013 ISHEET 9 OF 12 4.00in. 16.00in. Cladding Fram9ng' 4.00: mw coax as riw &C tloeim AQep"r.oe Jio .4 gAc tteoae Notr31 , 0 % :, Expuaaoo Dane . ! J NO. 121 _ pRrni i.t.r. C rtol By fixn' fade I'e ct Coa oi STATE OF = %: ss ONAI 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 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 CLADDING 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: 909-35&6300 size FSCM NO DW.> NO REV Fax 909427-0634 A PNL-PLK-SOFF 1 Creator. E. Gonzales SCALE 1"=1'-0" Date: 4/2412013 SHEET 10 OF 12 WALL LENGTH Stud Spacing at 16" O.C. WALL HEIGHT i B f--I - -- - - I I Nails at 6" O.C. (typ. DETAIL -A 3/8" Minimum Edge Distance t fastener, as ribed in Note HardieSoffit, Cemsoffit r 20ga, 3-5/8" x 1-5/8" Metal C-stud j The wall and soffit frames are to be L — designed by the Architect or Engineer of Record in compliance with the Florida Building Code. SEE DETAILA 209a, 3-5/8" X 1-518" Metal C-stud HardieSoffit, Cemson P7,ODlJCT l7ESCRIP7LON HardieSo" & CemsoffitO materials are nonasbestostber-cement products tested in accordance with ASTM C118E Grade 11, Type A and meeting the requirements of the Florida Building Code. SOFFrC j.MENSLONS Width Length Thickness 4' 8. Y„ DESLGNI PRESSURE RATWG Installation Design Pressure I• Metal Studs Wp f Of G.4Li SECTIQ — IPRODUC REVLSED- PROD4JCT REVIISEI) a ng eeFlorid py*. m de FWb t NQ airs c No r3-0-1•1. /^ 121 1. BY/ t b xep .aea cones ,c ' TAT OF ' J, trrw h+. + Caotrol _ Fs' OR L 1ARDIF SQFFLT_ CEMSOFFfI AREL INSTALLATIONy DEiA1LS rrito All installation shall be done in conformance with this Notice ofAcceptan66!D MMnr facturer's installation recommendations, 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.OA The soffit shall be installed over minimum 20ga, Nominal 3-518" X 1-5/8" Metal C-studs spaced a maximum of 16" O.C. Note 11 The soffit fastener shall be a minimum No. 8-18, 0.315" head diameter X 1-1/4" long* ribbed bugle head screw (*or screw shall have at least 3 full threads penetrating metal framing), -the fasteners shall be spaced at 6" O.C. at panel edges and intermediate studs; the fasteners shall be driven into metal studs located at 16" O.C. Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" from comers. Creator. E- Gonzales HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 DWG NO REV PNL-PLK- SOFF 1 1/2" = 1'-0" I Date: 412412013 1 SHEET 11 OF 12 Cladding Framing 6.00in. PRCDUCr REVISED m QmpIy.ili f6e-Fb1ift moDI c & &w ApUb S / ((//, s6 wilb ibo Ftorids 17, Mi a'0a endrPmftdt C tM1 2 2 A: SIN O.P qFLOP " 58F FRAMING NOMINAL 20 GAUGE 3-5/8" X 1-5/8" STEEL STUDS 16" O.C. FASTENED WITH 5/8" WAFER HEAD SCREWS (2 PER TOP FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE AND BOTTOM CONNECTION) NOT PART OF THIS APPROVAL (MUST PROVIDI~ 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.8-18, 0.315" HEAD INSTALLATION DETAILS METAL STUD CONSTRUCTION DIAMETER X1-1/4' LONG CORROSION RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 @ - FULL THREADS PENETRATING THE METAL FRAMING), PLACE James Hardie Building Products, Inc. SCREWS 6" O.C. AT PANEL EDGES AND INTERMEDIATE 10901 Elm Avenue STUDS plop Fontana CA 92337 Phone: 909r356- 630C Fax 909427- 0634 Creator. E. Gonzales SIZE FSCM NO DWG NO REV A PNL- PLK-SOFF 1 SCALE V = V-0" Date: 4/24=13 SHM 12 OF 12 Florida Building Code Online Page 1 of 2 n'14 ii^ a '; r• _ •A sLr V '"'f'r•/ry-7 _ V C' 1 _.,{...'. a'R. ^,_• .,.ry:. ux; r,. _ r r ' x tf/rI .1 r. l iti.__:.. eta _ o i • i - BCIS Home Log In User Registration ; Hot Topics ; Submit Surcharge Stats & Facts i Publications FBC Staff ! BCIS Site Map Links Search db'pr r ;, Product Approval 2 na 'USER. Public User Product ARproval Menu > Prpdud or Application Search > Application List > Application Detail Y •' I' FL # FL12194-R5 Application Type Revision Code Version 2014 Application Status Approved Comments Archived C Product Manufacturer Aluminum Coils, Inc. Address/Phone/Email 5001 West Knox Street Tampa, FL 33634 613) 249-9743 grahman@aluminumcoilsinc.com Authorized Signature Gareth Rahman grahman@aluminumcoilsinc.com Technical Representative Paul Frost Address/Phone/Email 5001 West Knox Street Tampa, FL 33634 813) 249-9742 PFrost@aluminumcoilsinc.com Quality Assurance Representative Address/Phone/Email Category Panel Walls Subcategory Soffits Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 01 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 FL12194 R5 COI ALC15001.2 Evaluation Report 2014 FBC 04 T4 Soffits - FINAL.Ddf Referenced Standard and Year (of Standard) Standard AAMA 1402 Equivalence of Product Standards Certified By Sections from the Code Year 1986 http://www. floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquk24AUCD/o2fE 9/7/2017 Florida Building Code Online Page 2 of 2 I Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Date Revised Summary of Products Method 1 Option D 06/14/2017 06/14/2017 06/19/2017 08/08/2017 09/06/2017 FL # Model, Number or Name Description 12194.1 Alumunum Coils Aluminum Soffit Aluminum soffit panels Limits of Use Installation Instructions Approved for use in HVHZ: No FL12194 R5 II ALC15001.2 Evaluation Report 2014 FBA 04 T4 Soffits - FINAL.DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Zachary R. Priest PE-74021 Design Pressure: +80/-90 Created by Independent Third Party: Yes Other: See Evaluation Report for limits of use. Evaluation Reports FL12194 R5 AE ALC15001.2 Evaluation Report 2014 FBC 04 T4 Soffits - FINAL.Odf Created by Independent Third Party: Yes Back Nent Contact Us .: 2601 Blair Stone Road. Tallahassee FL 32399 Phone. 850-487-1824 The State of Flonda 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: Credis Card - Safe http://www. floridabuilding. org/prlpr_app_dtl. aspx?param=wGEVXQ"Dquk24AUC%2fE... 9/7/2017 C R EEKs, t• TECHNICAL SERVICES, LLC EVALUATION REPORT Manufacturer: Manufacturing: Quality Assurance SCOPE ALUMINUM COILS, INC 5001 West Knox Street Tampa, FL 33634 813) 249-9743 www.aluminumcoilsinc com Tampa, FL Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 813) 480-3421 FLORIDA BUILDING CODE 5T" EDITION (2014) PRI Construction Materials Technologies (QUA9110) Issued June 6, 2017 Category: Panel Walls Subcategory: Soffits Code Sections: 1404.5.1, 1710.9.4 Properties: Wind Resistance REFERENCES EntitV Report No. Standard Year Certified Testing Laboratories (TST1577) CTLA 1847W AAMA 1402 1986 Certified Testing Laboratories (TST1577) CTLA 2076W AAMA 1402 1986 PRI Construction Materials Technologies (TST5878) ACIX-003-02-01 AAMA 1402 1986 PRI Construction Materials Technologies (TST5878) ACIX-003-02-02 AAMA 1402 1986 LIMITATIONS 1. This report is not for use in the HVHZ. 2. Design wind loads shall be determined in accordance with FBC Section 1710.9.4. 3. Soffits shall be labeled in accordance with FBC Section 1710.9.2 and 1710.9 3. 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 61 G20-3. ALC15001.2 FL12194-R5 Page 1 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein CREEK TECHNICAL SERVICES, LLC PRODUCT DESCRIPTIONS ALUMINUM COILS, INC Soffits 3/8" F-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum F-channel. See Appendix D for dimension drawings. 3/8" J-Channel Preformed nominal 0.016-inch, thick, 3105 H-14 aluminum J-channel. See Appendix D for dimension drawings. Fascia Preformed nominal 0.019-inch thick, 3105 H-14 aluminum fascia. See Appendix D for dimension drawings. 16" Q4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit panels provided in 16- inch sections. The reported net free ventilation areas are 22.3 in /lin.ft for the 'full vent' configuration and 11.1 in2/lin.ft and for the 'center vent' configuration. See Appendix D for dimension drawings. 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. 4&*I.nnll=N:4 ALC15001.2 FL12194-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. 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 5w Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. t tilrirrr, No 74021 STATE OF :4U CERTIFICATION OF INDEPENDENCE 2017.06.06 Yr- 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 2 FL12194-R5 Page 3 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK4 A 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 1710.9.4. 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 1 l b. 12" T4 Soffit — 4-inch o.c. Fastener Fastener Fastener Fastener Location Location Location Location c. 16" Q4 Soffit — 16-inch o.c. Fastener Fastener Location Location l ALC15001.2 FL12194-R5 Page 1 of 8 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC d. 16" Q4 Soffit — 8-inch o.c. Fastener Location l I - Fastener Fastener Location 1,l 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 4 Fascia Cap Attachment Attachment 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. 12F-1 Max. 16-inch Wood min. 1 25-inch embedment spaced Wood crown staple spaced 16-inch 0072-inch dia. x min. 3/16- inch head dia. trim nail t40.0 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 Iona T nail Wd Wood e spaceo crownstaple8-inch .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. 2 FL12194-R5 Page 2 of 8 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK Y TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 12-inch overhang with J-Channel ` Wall Connection Eave Connection System Panel MDP No. Width pso Substrate F-Channel Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Three (3) min. 3/4- inch x 1/4-inch crown One (1) min. #8 x 1/2-inch One (1) min 3/4-inch x One (1) min. 1 3/4-inch long x 12J-1 Max. Wood staples in diamond long x 3/8-inch head diameter Wood 1/ inch crown staple 0.072-inch dia. x min. 1/4-inch 48 16-inch pattern spaced 24- screw spaced 16-inch o.c. aced 8-inch o.c. spaced 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 r No. Width psf) Substrate 2 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 head dia. trim nail 25. 6 inch o.c. • O.C.3/ 16-inch spaced 36-inch o.c. Three ( 3) min. 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long 16F- 4 Max. Wood crown staples in diamond pattern Wood One ( 1) min 3/4-inch x 1/4-inch x 0.072-inch dia. x min. 1/4- 27 16- inch spaced 24-inch o.c. crown staple spaced 8-inch o.c. inch head dia. trip nail 36.1 spaced 48-inch o.c. ALC15001. 2 FL12194-R5 Page 3 of 8 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. u' CREEKr• 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 Substrate Panel Attachment FasciaCap, Attachment ' y ., Attachment " One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 16F-5 Max. Masonry One (1) 14 ga. 5/8-inch long T nail Wood 1-inch leg staple spaced 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. 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 4-inch 0.072-inch diameter 16F-6 16-inch Wood inch leg staples in diamond pattern Wood 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 MDR, No. Width pst Substrate J-Channel Substrate Panel Attachment' Fascia Cap Attachment Attachment 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 23.5 16J 1 16-inch Wood crown staples in diamond pattern Wood crown staple spaced 8-inch o.c. min. 1/4-inch head dia. trip 31.4 spaced 24-inch o.c. nail spaced 48-inch o.c. ALC15001.2 FL12194-R5 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. 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 Attachment Batten Panel Attachment Substrate t Panel Attachment ' Fascia Cap., , Attachment r 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 l eg staple spaced 8- finishing nail with min. 76.6 roofing nail spaced 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. 3/ 16-inch head spaced 16- inch o.c. inch ring shank x 0.072-inch diameter 12-inch o.c. nail 24-inch o.c. finishing nail with min. 3/ 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 l legstaple spaced 8- finishing nail with min. 76.6 spaced 8-inch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch ino. c. 3/16- inch head spaced 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. ALC15001.2 FL12194-R5 Page 5 of 8 This evaluation report is provided for Stale of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREAK 1.- TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment- ° Fascia Cap Attachment Attachment, One (1) 18 ga. 1/4-inch crown x 1-inch leg Nominal 1x2 staple securing the No.2 SYP nailer of each female Three (3) 18 ga.1/4- anchored to lock or spaced One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. inch crown x 1-inch rafter with one 16-inch o.c. securing inch crown x 1-inch 0.072-inch diameter 24F-4 16-inch Wood leg staples in i . 1) min. 2.25 each panel lap Wood leg staple spaced 8- finishing nail with min. 80/-60 diamond pattern inch ring inch o.c. and securing 3/16-inch head spaced spaced 16-inch o.c. n aishankail One (1) min. 1.75-inch each panel lap 16-inch o.c. 2 n 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 Max. inch x 11 ga. anchored to 16-inch o.c. securing inch crown x 1-inch 0.072-inch diameter 24F-5 16 inch Wood smooth shank rafter with one each panel lap Wood leg staple spaced 8- finishing nail with min. 801-60 roofing nail spaced 1) 7d x 2.25- inch o.c. and securing 3/16-inch head spaced 16-inch o.c. inch ring shank One (1) min. 1.75-inch each panel lap 16-inch o.c. nail 24-inch o.c. x 0.072-inch diameter finishing nail with min. 3/16-inch head spaced 4-inch o.c. ALC15001.2 FL12194-R5 Page 6 of 8 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits 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) min.'1.75-inch x Max. One (1) 14 ga. 5/8- anchored to 16-inch o.c. securing inch crown x 1-inch 0.072-inch'diameter 24F-6 16-inch Masonry inch long T nail rafter with one each panel lap Wood leg staple spaced 8- finishing nail with min. 801-60 spaced 8-inch o.c. 1) 7d x 2.25- inch o.c. and securing 3116-inch head spaced inch ring shank One (1) min. 1.75-inch each panel lap 16-inch o.c. nail 24-inch o.c. x 0.072-inch diameter finishing nail with min. 3/16-inch head spaced 4-inch o.c. ALC15001.2 FL12194-R5 Page 7 of 8 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with J-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Batten " J-Channel Attachment Batten Panel Attachment Substrate Panel Attachment Fascia Cap - Attachment Nominal 1x2 No.2 SYP scabbed between rafters with One (1) 18 ga.1/4- one (1) min. 2.25- inch crown x 1-inch Nominal 1x2 inch x 7d ring shank leg staple spaced No.2 SYP Three (3) 18 nail straight -nailed 12-inch o.c. anchored to ga.1/4-inch crown through the rafter securing each panel One (1) 18 g1-inch a. y.- One (1) min. 1.75-inch Max. rafter with one x 1-inch leg into the end of the lap inch crown x x 0.072-inch diameter 24J-1 12-inch 1) min. 2.25- staples in diamond batten or two (2) Wood leg staple spaced finishing nail with min. 60 inch x 7d ring pattern spaced 16- min. 2.25-inch x 7d One (1) min. 1.75- 8- inch o.c. 3/ 16-inch head spaced shank nail inch o.c. ring shank nails toe- inch x 0.072-inch 12-inch o.c. 24- inch o.c. nailed on either side diameter finishing of the batten at nail with min. 3/16- each 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 Max. rafter with one x 1-inch leg into the end of the securing each panel leg staple spaced x 0.072-inch diameter 24J- 2 16- inch 1) min. 2.25- staples in diamond batten or two lap Wood 8- inch o.c. and finishing nail with min. t53.3 inch x 7d ring pattern spaced 16- 7 min. 2.25-inch x 7d securing each panel 3/ 16-inch head spaced shank nail inch O.C. h ringshankanknails toe- One (1) min. 1.75- lap 16- inch o.c. 24- inch o.c. nailed on either side inch x 0.072-inch of the batten at diameter finishing each batten/rafter nail with min. 3/16- intersection. Max. inch head spaced rafter spacing is 4-inch o.c. 24- inch o.c. ALC15001. 2 FL12194-R5 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 ALUMINUM COILS, INC Soffits Appendix B INSTALLATION Note - Refer to the APPROVED SYSTEMS section of this report for additional installation details of a selected system and maximum design pressures limitations. System No. Installation Detail Min 1 6" heal dia. nail with irin. 14" engaged nr.(toi w,x--9 Ftubs take: of loin. 0.097" di". ? nall or vtub null with min Sr6" enFajemenLltcr run7ret4 of block vubst>_aLe1, ApAcwl ao not^d ntwe . FASCIA SLIP BOARD FASCIA TRIM CHANNEL SOFFIT (OVERHANG WIDTH VARIES) 12F-1 & 12F-34'F' WCr d . 4./JIlC, lA l.e or Flock Wiil STAPLE SOFFIT TO FASCIA BOARD #T50 3/8" X 3/8" STAPLE 16" O.C. FASCIA LIP 1/4'l PAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALC15001.2 FL12194-R5 Page 1 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. GREED{ TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail LA ` f n `, SOFFIT STAPLE OPEN RAFTER DETAIL1-13/4" x 1/4" ; DIAMOND PATTERNCROWNSTAPLES , USING A DIAMOND — /°E srwrts PATTERN FACIA BOARD / FASCIA CAP 12 F-2 3/4" X 1/4" CROWN FACIA BOARD 8" 1-3/4" TRIM NAILSTAPLEONCENTER 1-3/4" TRIM NAIL PAINTED S.S. F' CHANNEL CAN BE PAINTED S.S. 48" FASCIA CAPINSTALLEDWITHTHEO.C. NAILING FLANGE UP OR3/4" X 1 /4" DOWN CROWN STAPLE SOFFIT- max,. 12-inch span WOOD SOFFIT SUBSTRATE SOFFIT &FASCIA DETAIL ALC15001.2 FL12194-R5 Page 2 of 12 This evaluation report is provided for Slate of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail _ OPEN RAFTER ~ nE"' `, SOFFIT STAPLE 015T ; ; DIAMOND PATTERN FACIA BOARD j L /r CTVEEN DETAIL 3TAFLES / 3/4" X 1/4" CROWN STAPLE "24" ON CENTER USING A DIAMOND PATTERN FASCIA CAP 12J-1 I ". 3/4" X 1 /4" CROWN STAPLE "8" ON CENTER J—CHANNEL 1-3/4" TRIM NAIL screwed to soffit PLANTED S.S. 48" with one(l) 08 x J./2" x 3/8"'head O.C. diameter screw, 16" o.c. SOFFIT —max. 12-inch span WOOD OR BLOCK SUBSTRATE 1-3/4" TRIM NAIL I %i FACIA BOARD PAINTED S.S. ,, FASCIA CAP 3/4" X 1/4" CROWN STAPLE SOFFIT —' SOFFIT & FASCIA D ETAI L ALC15001.2 FL12194-R5 Page 3 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 II' TRIH NAIL FASCIA BOARD PAINTEU IS. FASCIA CAP to 1-,4- CROWN STAPLE OPEN RAFTER FASCIA BOARD Ii C! 5/6' hRdl 16F-1 SOFFIT 8 FASCIA 16F-5 DETAIL FASCIA CAP; REFER TO SOFFIT L FASCIA DETAIL F' CHANNEL SOFFIT; MAX. 16' SPAN MASONRY SUBSTRATE ALC15001.2 FL12194-R5 Page 4 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 ti TECHNICAL SERVICES, LLC System No. Installation Detail - Min. 3/8" bead d1a. nail with min. 1!1" emlagement.rfor, wcxw3 s+thstrnte) or min. 0.097" dia. T-nail or stub nail with min. 5/8" en9a-yement(for concrete aorblock .substrate) . spacsd s 'noted above. FASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) 16 F-3 F" CHANNEL Wcxxl, COi1Cre Le or Block Wall STAPLE SOFFIT TO FASCIA BOARD #T50 3/8" X 3/8" STAPLE 16" 0. C. FASCIA LIP 1/4"J PAINTED S.S. 1 .3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALUMINUM COILS, INC Soffits Appendix B ALC15001.2 FL12194-R5 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 i, 3..t,BETWEEN ` SOFFIT STAPLE OPEN RAFTER 3/4' X 1/4' I I i DIAMOND PATTERN tt I DETAILCROWNSTAPLES1 K,v¢"IUSINGADIAMOND +—' STAPLES i PATTERN FACIA BOARD FASCIA CAP 16 F-4 3/4" x 1/4' CROWN FACIA BOARD 8" 1-3/4" TRIM NAILSTAPLEONCENTER 1-3/4" TRIM NAIL PAINTED S.S. F' CHANNEL CAN BE INSTALLED WITH THE PAINTED S.S. 48" FASCIA CAP 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 ALC 15001.2 FL12194-R5 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, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No' Installation Detail 1 I" TRIM NAIL FASCIA BOARD PAINTED S.S. FASCIA CAP SOFFIT CROWN STAPLE OPEN RAFTER FASCIA BOARD 1"q- CROWN STAPLES SOFFIT FASCIA USING A DIAMOND 16F-2 & PATTERN: REFER TO DETAIL SOFFIT STAPLE _ 16F-6 DIAMOND PATTERN / \ DETAIL FASCIA CAP; REFER / TO SOFFIT t FASCIA 8„ \ F' CHANNEL OETAR SOFFIT: MAX. 16" SPAN W\ / SUBSTRATE SOFFIT STAPLE DIAMOND PATTERN ALC15001.2 FL12194-R5 Page 7 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 OPEN RAFTER 319_ `, SOFFIT STAPLETWUS GIST ' 1-f DIAMOND PATTERN D 1 I I 1 FACIA BOARD 1 _3ir Krv[v+j ETAI L trMnrs i 3/4" X 1/4" CROWN STAPLE "24" ON CENTER USING ,A DIAMOND PATTERN FASCIA CAP 16J-1 WOOD OR BLOCK SUBSTRATE 1-3/4' TRIM NAIL PAINTED S.S. 48" O.C. SOFFrr—max. 16-inch span 3/4" X 1/4" CROWN STAPLE "8" ON CENTER 1-3/4" TRIM NAIL FACIA BOARD PAINTED S.S. FASCIA CAP 3/4" X 1/4" CROWN STAPLE SOFFIT SOFFIT & FASCIA D ETAI L ALC15001.2 FL12194-R5 Page 8 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 " I TRIM NA0. FASCIA BOARD PAINTED 5 S. I 1'r4' CROWN i STAPLES ,— FASCIA CAP USING A DIAMOND 5OFFn PATTERN; REFER TO 1'4' CROWN STAPLE SOFFIT STAPLE DIAMOND PATTERN DETAIL 11" TRIM NAIL FASCIA BOARD PAINTED S.S. SOFFIT b FASCIA ' 24F-1 & DETAIL 24F-4 CROWN STAPLE — FASCIA CAP; REFER TO SOFFIT 1 FASCIA \ OETA0. Nominal I'x2' SYP I ' I 3/8' Batten Anchored to F-CHANNEL Raners wdh one id SOFfIT; MAX, 24' Ring Shank Nail at 1 WOOD SUBSTRATE every Rafter \ / SOFFIT STAPLE DIAMOND PATTERN ALC15001.2 FL12194-R5 Page 9 of 12 This evaluation report is provided for Slate of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. iCREEKTECHNICALSERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 t" TRIM NAIL FASCIA BOARD PAINTED S.S. 1-j' SMOOTH SHANK FASCIA CAP ROOF "AILS SOFFIT CROWN STAPLE 1 TRW NAIL FASCIA BOARD PAINTED S.S. SOFFIT & FASCIA 24F-2 & DETAIL 24 F-5 1'4' CROWN STAPLE FASCIA CAP; REFER TO SOFFIT 4 FASCIA OErAIL No inat 1'.2" SYP Batten Anchored to SOFFIT; MAX. 24' F-CHANNEL Rafters with one Id Ring Shank Nail at every Ratter WOOD SUBSTRATE ALC15001.2 FL12194-R5 Page 10 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. 11- A CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail. - TRIM NAIL FASCIA BOARD PAINTED S.S. IGGA q- T-NAILS I l—FASCIA CAP SOFfIT 1"q' CROWN STAPLE 24F-3 & 24 F-6 0 FASCIA BOARD FASCIA CAPS REFER TO SOFFIT L FASCIA DETAIL SOFFIT & FASCIA DETAIL ALC15001.2 FL12194-R5 Page 11 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. K CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I t' TRIM NAIL FASCIA BOARD PAINTED S.S. 1'xJ' CROWN FASCIA CAP STAPLES SOFflT 1 USING A DIAMOND PATTERN, REFER TO " - CROWN STAPLE SOFFIT STAPLE CANTILEVERED ' DIAMOND PATTERN RAFTER DETAIL ' FASCIA BOARD 1 t" TRIM NAIL SOFFIT & FASCIA PAINIED S.S. DETAIL 24J-1 & 1-4" CROWN STAPLE 24J-2 FASCIA CAP; REFER \ TO SOFFIT L FASCIA ' DETAIL / \ Nominat 1' a e SYa pollens stapled between 1) 7d and SOFFIT; MAX. 26- 1-CHANNEL secumd wish one (1j 7tl rang hank nail stralght-nosed through the rafter into the end WOOD SUBSTRATE of the batten or two (2) 7d ` ring shank nails toe -nailed on \ — edher side of the ballem at the — baltenhafter Intersection SOFFIT STAPLE DIAMOND PATTERN ALC15001.2 FL12194-R5 Page 12 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not Specifically addressed herein. CREEK TECHNICAL SERVICES, LLC DESIGN WIND LOADS ALUMINUM COILS, INC Soffits Appendix C The following tables provide design wind loads for components and cladding in accordance with Section 1609.1 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. Vut is shown in the tables below. Design pressures are multiplied by 0.6 in accordance with Section 1610.9.4 of the FBC. 8. Projects with mean roof heights greater than 60-ft shall be evaluated by a licensed design professional. 9. Zones 4 and 5 shall be defined as shown below. Dimension "a" shall be 10% of the least horizontal dimension or (0.4 x Mean Roof Height), whichever is smaller, but not less than either 4% of the least horizontal dimension or 3-ft. ALC 15001.2 FL12194-R5 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 foESoffits-in'Exposure B^' - - Building Type Zone Mean { Heightf ft 1 ''Basic Wind 5- eedi m h :'- 120 130 140 150 4q 160, _ 170. 180 f 190 3 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 1 -41.2 45.9 50.8 50 19.5 22.9 26.5 30.5 34.7 39.1 43.9 48.9 54.1 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 17.8 205 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 27.1 300 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 ALC15001.2 FL12194-R5 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK F TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Desi n Wind Pressufes for.Soffits i6'Ei0-6kie"G= -s " mo w`• °• Buildiri g Type ZoneY '' Mean= Ro_ of Hei oft ' Basic Wintl7S i6dd' r h r. _ 120 130-; 140 150 M. t1601 7 _ _ 170' P,_ 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 ALC15001.2 FL12194-R5 Page 3 of 4 This evaluation report is provided for Slate of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Design Wind Pressuresfor-Soffits in Exposure D' ' - `` " Building' Type Zone Mean' HeRoohtfft Basic Wind`S eed m h t_ 120 130 +` _ 140' ; T 150t 180 v 170' ' 180 f 190}' 200 " 20 26.0 30.5 35.4 40.6 46.2 52.2 58.5 65.2 72.2 25 27.0 31.6 36.7 42.1 47.9 54.1 60.6 67.6 74.9 30 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.5 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 27.5 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 17.9 21.0 24.3 27.9 318 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 1 20.2 1 23.7 27.5 1 31.6 1 35.9 40.5 45.4 50.6 1 56.1 ALC15001. 2 FL12194-R5 Page 4 of 4 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 3/8" F-Channel 3/8" —L 3/8" J-Channel ALC 15001.2 3 / 4" —I 1/8" HEM T7 3/4" 3/8" FL12194-R5 ISOMETRIC VIEW 3/E" PROFILE ISOMETRIC VIEW 3/E- PROFILE ALUMINUM COILS, INC Soffits Appendix D 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. CREEK TECHNICAL SERVICES, LLC Fascia 5 3/4" 7/81, 1/8" HEM 1 1/4" 6"FASCIA 7" BLANK ISOMETRIC VIEW ALUMINUM COILS, INC Soffits Appendix D ALC15001.2 FL12194-R5 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 M • 4 TECHNICAL SERVICES, LLC 16" Q4 Soffit 18" BLANK 3 / 8 PROFILE 2 f 7S' nl' 00000 ooao ooaoa 0000 ALUMINUM COILS, INC Soffits Appendix D ALC15001.2 FL12194-R5 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 12" T4 Soffit ALUMINUM COILS, INC Soffits Appendix D 3 1/8" 7/8" 3 1/6" 7/8" 3 1/8" 5/16" 112- 1/2" 1/2" 1/2" 1/2" 3/4" 1/8" 1/8" 3/8" 13.75" BLANK 3/8" PROFILE 2 RE' REF 0.0'TYP 0 25' Tl'P 0125'T1P oaoo= aaoo END OF REPORT ALC15001.2 FL12194-R5 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Florida Building Code Online Page 1 of 3 2. i, s .• f i a fr r` i BCIS Home ! Lop In I User Registration Hot Topic Submit Surcharge bProduct Approval arL USER. Public UserD&k- r Stats & Facts Publications FBC Stag i BCIS Site Map I Links I Search Product Approval Menu > Product or Application Search > Application List > Application Detail 4rY S FL # FL7006-R9 Application Type Revision Code Version 2014 Application Status Approved i 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 c IKO Industries, Ltd 40 Hansen Road South Brampton, NON -US L6W 3H4 708)496-2800 Ext200 rmetzOO1@tampabay.rr.com Robert Metz rmetzOOI@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 2009 2009 2008 2007 http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQMDgse7mYBd2b3 K6... 9/7/2017 Florida Building Code Online Page 2 of 3 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products Method 1 Option A 06/28/2015 06/30/2015 07/06/2015 FL # Model, Number or Name Description 7006.1 Cambridge, Cambridge HD and CRC Laminated architectural fiberglass asphalt shingle Biltmore AR 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 R9 C CAC FM Letter - ASTM d3161 letter - 4-15- 2015 .pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL7006 R9 C CAC FM Letter - ASTM d3462 letter - 5 6 15.odfDesignPressure: N/A Other: FL7006 R9 C CAC FM Letter - ASTM E 108 letter - 5 3 15 .Ddf Quality Assurance Contract Expiration Date 12/31/2020 Installation Instructions FL7006 R9 II IKO-133-02-01 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: 7006.2 Hip and Ridge 12 Cap fiberglass This is a 12" x 12" fiberglass asphalt shingle used to cover shingles the hip and/or ridge of an asphalt shingle roof system manufactured in Toronto, Ont. and Brampton, Ontario Limits of Use Certification Agency Certificate Approved for use in HVHZ: Yes FL7006 R9 C CAC FM Letter - ASTM d3161 letter - 4-15- 2015 .DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL7006 R9 C CAC FM Letter - ASTM d3462 letter - 5 6 15.DdfDesignPressure: N/A Other: FL7006 R9 C CAC FM Letter - ASTM E 108 letter - 5 3 15 .Ddf Quality Assurance Contract Expiration Date 12/31/2020 Installation Instructions FL7QO6 R9 II HiD and Ridge Cap Shingle Installation Instructions odf FL7006 R9 II IKO-133-02-01 Letter - Installation Instructions for FBC FL7006 odf Verified By: Duc T Nguyen PE 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: 7006.3 Leading Edge Plus Asphalt Shingle One piece fiberglass asphalt shingle used as a starter strip at Starter Strip the bottom of a roof system manufactured in Brampton and Hawkesbury, Ontario plants Limits of Use Certification Agency Certificate Approved for use in HVHZ: Yes FL7006 R9 C CAC FM Letter - ASTM d3161 letter - 4-15- 20115 .DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL7006 R9 C CAC FM Letter - ASTM d3462 letter - LE 15.DdfDesignPressure: N/A Other: FL7006 R9 C CAC FM Letter - ASTM E SO8 letter 5 3 15 .Ddf Quality Assurance Contract Expiration Date 12/31/2020 Installation Instructions FL7006 R9 II IKO-133-02-01 Letter - Installation Instructions for FBC FL7006.odf FL7006 R9 II Roofing- Prod ucts- Leading -Edge-Plus- Apphcation-EN(1).Ddf Verified By: Duc T Nguyen PE 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: 7006.4 Marathon 25 AR, CRC Superglass 3 tab fiberglass asphalt shingle manufactured at IKO's M25AR Brampton, Ontario, Hawkesbury Ont., Toronto, Ont.; Sylacauga, AL and Kanakakee, IL plants http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQvADgse7mYBd2b3 K6... 9/7/2017 Florida Building Code Online Page 3 of 3 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 R9 C CAC FM Letter - ASTM 13161 letter - 4-15- 2015 .Ddf FL7006 R9 C CAC FM Letter - ASTM d3462 letter - 5 6 15.Ddf FL7006 R9 C CAC FM Letter - ASTM E 108 letter - 5 3 15 .Ddf Quality Assurance Contract Expiration Date 12/20/2020 Installation Instructions FL7006 R9 II IKO-133-02-01 Letter - Installation Instructions for FBC FL7006.Ddf Verified By: Duc T Nguyen 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone, 850-487-1824 The State of Flonda is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records If you do not want your a -mall address released in response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850 487.1395. `Pursuant to Section 455.275(i), Flonda 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: Credit Card" Safe http://www. floridabui lding. org/pr/pr_app_dtl. aspx?param=wGEVXQwtDq se7mYBd2b3 K6... 9/7/2017 ewf"ffr CONSTRUCTION MATERIALS TECHNOLOGIES March 30, 2015 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 2014 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-HipandRidge12_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 manufacture'r'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 , C Signed: Brad Grzybo ski Duc T.M uyen _ Managing D(rector Florida ReglSTered Professional Engineereer P.E. Number: 65034 Date: April 30, 2015 Date: April 30, 2015 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-133-02-01 PRI Construction Materials Technologies, LLC 15412 Badger Drive Tampa, FL 33610 Tel 813-621-5777 Fax 813-621-5840 e-mail materialstesting@pncmt corn WebSite. http./Mww.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 2014 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 1-112" 1.1ft' t• 1" t" 1" SEALING STRIP — — — f i NAILS NAILS DO NOT NAIL INTO OR ABOVE THE SEALING STRIP PRI Construction Materials Technologies, LC 6412 Badger Drive Tampa, FL 33610 Tel 813-621-5777 Fax 813-621-5840 e-mail matenalstesting@pricmt oom WebSite' http.//www.pncmt 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 2014 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". G 3 s NAIL LINE _, NAILING - STEEP SLOPES APPLICATION Use sox nails as shown. s..a,... ^ r.:.f u:SC'.i7:"' r, ' I U _ r CEMENT PROPER APPLICATION REQUIRES THAT THE NAILS PENETRATE BOTH THE OVERLAY AND UNDERLAY PORTIONS OF THE SHINGLE PRI Construction Materials Technologies, LLC 5412 Badger Drive Tampa, FL 33610 Tel 813-621-5777 Fax 813-621-5840 e-mail matenalstesbng@pncml com WebSite. http./hvww.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. THEY ARE DESIGNED FOR USE AS HIP AND RIDGE SHINGLES ONLY, AND SHOULD NOT BE USED FOR ANY OTHER APPLICATIONS. WE ASSUME NO RESPONSIBILITY FOR LEAKS OR DEFECTS RESULTING FROM POOR APPLICATION OR FAILURE TO PROPERLY PREPARE THE SURFACE TO BE ROOFED OVER, OR FAILURE TO PROVIDE PROPER VENTILATION IN ACCORDANCE WITH MINIMUM PROPERTY STANDARDS REQUIREMENTS. REVIEW ALL APPLICABLE BUILDING CODES, MINIMUM PROPERTY STANDARDS, AND REQUIREMENTS PRIOR TO APPLYING THESE SHINGLES USING THESE APPLICATION INSTRUCTIONS. CS rmnj TAPER CUT PRI Construction Materials Technologies, LLC. 6412 Badger Drive Tampa, FL 33610 Tel 813-621-5777 Fax 81 M21-5840 e-mail materialstesting@pricmt.com WebSite http //www 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, eave 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 Matenals Technologies, LLC 6412 Badger Drive Tampa, FL 33610 Tel 813-621-5777 Fax 813-621-5840 e-mail matenalstesttng@pncml com WebSite http.11www.pdcml com Florida Building Code Online Page 1 of 2 f • TM i ' \ .k1 .f' . S is , % 1y •+, ;,,,E,. r.• {` - •/' fa+.ia1TW."'Iyii iiiiiYl'L::G i riiYlri i C(iG.:iw::ruil BCIS Nome Log In ; User Registration Hot Topics + submit Surcharge Stats h Facts ; Publications FBC Stall SCIS Site Map Links Search ; 1ari a p Product Approvala USER. Public User u'i.a• L rwi Protluct Approval Menu > PrgtluQ or Abohcahon Search > AZ Application Type Code Version Application Status Comments Archived Product Manufacturer Address/Phone/Email n Lis > Application Detail FL2346-R5 Affirmation 2014 Approved 71 Warrior Roofing Manufacturing 3050 Warrior Road Tuscaloosa, AL 35404 205) 553-1734 Ext 115 Steven@WarriorRoofing.net Authorized Signature Steven Crew Steven@WarriorRoofing.net Technical Representative Steven Crew Address/Phone/Email 3050 Warrior Road Tuscaloosa, AL 35404 205) 553-1734 Ext 1024 Steven@WarriorRoofing.net Quality Assurance Representative Steven Crew Address/Phone/Email 3050 Warrior Road Tuscaloosa, AL 35404 205) 553-1734 Ext 1024 Steven@WarriorRoofing.net Category Roofing Subcategory Underlayments Compliance Method Test Report Testing Lab PRI Construction Materials Technologies, LLC Quality Assurance Entity Keystone Certifications, Inc. Quality Assurance Contract Expiration Date 10/05/2019 Validated By Jesus Gonzalez, P.E. 1 Validation Checklist - Hardcopy Received Certificate of Independence FL2346 R5 COI PRI CMT Cert of Indeoendence.odf Referenced Standard and Year (of Standard) Standard ASTM D226 ASTM D4869 Equivalence of Product Standards Certified By Year 2006 2005 z6I affirm that there are no changes in the new Florida Building Code which affect my product(s) and my product(s) are in compliance with the new Florida Building Code. http://www.floridabuilding.org/pr/pi _app_dtl.aspx?param=wGEVXQwtDgtOc8bnSknRps9... 9/7/2017 Florida Building Code Online Page 2 of 2 Documentation from approved Evaluation or Validation Entity `)Yes ' No ON/A Product Approval Method Method 1 Option B Date Submitted 02/13/2015 Date Validated 02/13/2015 Date Pending FBC Approval Date Approved 02/19/2015 Summary of Products FL # Model, Number or Name Description 2346.1 15 and #30 roofing felt ASTM D 226 Tested Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL2346 R5 II Installationlnstructions.odf Approved for use outside HVHZ: Yes Verified By: PRI Construction Materials Technologies, LLC Impact Resistant: N/A Test Reports Design Pressure: N/A FL2346 R5 TR 15A Test Reoort.odf Other: Primary roof covering should be installed FL2346 R5 TR 30A Test Reoort.odf immediately after felt. Roofing felt is not intended to be an unprotected weathering surface. 2346.2 15w and 30w roofing felt ASTM D 4869 Tested Limits of Use Installation Instructions Approved for use in HVHZ: No FL2346 R5 II InstallationInstructions.odf Approved for use outside HVHZ: Yes Verified By: PRI Construction Materials Technologies, LLC Impact Resistant: N/A Test Reports Design Pressure: N/A FL2346 R5 TR 15w Test Reoort.odf Other: Primary roof covering should be installed FL2346 R5 TR 30w Test Reoort.odf immediately after felt. Roofing felt is not intended to be an unprotected weathering surface. Back Nezt Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone. 850-487-1824 The State of Florida is an AA/EEO employer Coovrioht 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: Credit Card Safe http://wwvNr. floridabuilding. org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtOc8bnSknRps9... 9/7/2017 WARRIOR® ROOFING MANUFACTURING P. 0, BOX 40185 • TUSCALOOSA, AL 35404 • PHONE (205) 5534734 • FAX (205) 553-1755 193 LEROY ANDERSON ROAD • MONROE. GA 30655 • PHONE (770) 207-0695 • FAX (770) 207-0775 a 323 DEVELOPMENT AVENUE • CHAMBERSBURG, PA 17201 + PHONE (717) 709-0323 • FAX (717) 70MO27 Roofing Felt Installation Recommendations Be aware that roofing felt should not be walked upon prior to fastening into position. Proper safety equipment is recommended for all installations. Also, the roof decking should be clear of debris and moisture prior to installation of the roofing felt. Roofing felt should be installed from the bottom of the roof in horizontal layers to increase the water shedding ability of the felt. The initial layer of felt should be installed to cover the bottom edge of the decking, from edge to edge. Overhang is not required. Anchor the top corner of the felt after it has been properly positioned and roll the felt out across the roof. Pay careful attention to roll the felt out smoothly, avoiding wrinkles as you move across the roof. The top edge of the felt should be fastened no less than every eight inches. The middle and bottom edge should also be fastened no less than every eight inches. Fasteners should be applied no less than every eight inches along the eaves. The next course of felt should also be aligned with the roof edge and should overlap the previous course two inches (sometimes referred to as head lap). In the event you get to the end of a roll prior to getting to the opposite edge of the roof, begin a new roll with a four inch overlap over the end of the prior roll (sometimes referred to as end lap). The same fastening pattern used on the middle and bottom of the initial course should be used for each subsequent course. For the top of each subsequent course, fasten intermittently to hold the top edge in place until the next course is applied. The fasteners in the bottom of the next course will hold the top of the previous course securely. Continue up the roof in this manner. Be sure to firmly fasten the top of the final course if it terminates at the top edge of the roof. Otherwise, overlap the felt over the ridge and secure then begin at the bottom of the other side of the ridge and repeat the process. In valleys, lay a vertical section of roofing felt the length of the valley prior to the installation of the horizontal runs of roofing felt. If you use more than one section of roofing felt in a valley, be certain to start at the bottom and overlap each subsequent length a minimum of two inches as you move up the valley _to. insure-propg'water shedding. r., .• r-;'\ ` Y; 1, . - , In the event some wrinkles are created while fastening down a course of felt, slice the wrinkles and fasten them flat to the deck. Then seal the cuts with waterproofing cement. Installation of the primary roof covering (ex. Shingles) is recommended immediately after felt installation. NOTE: LOCAL BUILDING CODES MAY REQUIRE A DIFFERENT FASTENING PATTERN AND/OR SPECIFIC FASTENER TYPES THAN RECOMMENDED BY THESE INSTRUCTIONS. PLEASE CONTACT YOUR LOCAL BUILDING CODE ADMINISTRATOR FOR THE EXISTENCE OF REGIONALLY SPECIFIC FASTENING REQUIREMENTS. UNIVERSAL UES Project No: 0110.1700817.0000 Workorder No: 9352288-1 ENGINEERING SCIENCES Report Date: 1/17/2018 Consultants In: Geotechnical Engineering - Environmental Sciences - Geophysical Services - Construction Materials Testing - Threshold Inspection Building Inspection -Plan Review -Building Code Administration 1 7 , 3 o g g3532MaggieBlvd, Orlando, 32811 • P: 407.423.0504 - F: 407.423.3106 , Client: Place Density Test Report 5200 Vineland Road, Suite 200 Orlando, FL 32811 Project: Wyndham Preserve, House Lot Testing Area Tested: House Lot 164, 2431 Waxwing Way Material: Fill Reference Datum: 0 = Bottom of Footing UES Technician: Samuel Castellanos Date Tested: 01/17/2018 Tyne of Test: Field: ASTM D-2937 Drive Cylinder Method Laboratory: ASTM D1557 Modified Proctor The tests below meet the minimum 95% relative soil compaction requirement of Laboratory Proctor maximum dry density. Test No. Location of Test Range aximum Density per ptimum Moisture Field Dr Y Density pcf) Field Moisture 1%) Soil Compaction 1%) Fill Depth inch) pass or Fail 1 North Footing' 0-1 ft 106.8 10.6 103.5 8.7 97 N/A- Pas: 2 East Footing 1-2 ft 106.8 10.6 104.4 9.0 98 N/A Pas: 3 South Footing 1-2 ft 106.8 10.6 102.9 8.6 96 N/A Pas: 4 NE Side of Pad (Top of Fill) 1-2 ft 106.8 10.6 104.2 8.5 98 N/A Pas: 5 SW Side of Pad (Top of Fill) 2-3 ft 106.8 10.6 105.1 9.8 98 N/A Pas: t d 4 DESCRIPTION AS FURNISHED: Lot 164, WYNDHAM.PRESERVE, as recorded in Plat Book 81, Pages 93 through 102 of the Public Records of Seminole County, Florida. BOUNDARY FOR/CERTIFIED ITO: Park Square Enterprises, LLC (a Delaware Corporation); Winderweedle, Haines, Ward & Woodman, PA; Attorneys' Title Insurance Fund; Bank of America LOT LOT 171 4 S 89'4051 " W 40.00' LOT 164 I 5 31.47' 31.47' / 7 1 I I 1 16.7' S.67' 0 5 - 12.0. lO`d O O O FORA480ARD FOUNDATION •i O O LOT 185TOF- TOP OF FORM FORM AVERAGE- 30.56' O tih Nj 5.67' 2N :. 5.67' 19.3' 25.20' 25.20' 10' U77L ESMT. h 116.00' es.)S 89.4051" W 40.00' SF.Ta4CKS AS FURNISHED FRONT + 15'(-) REAR - 20' w SIDE - 5' (40' LOT) p Iy0ry 1 7.5' (60' LOT) c` WAXWING WAY ago 10' (75' LOT) 50' PRIVATE ROAD) SIDE STREET - 25' (60' & 75' LOT) 15' (40' LOT) I25' FRONT SETBACK CAN BE REDUCED TO 20' ON CERTAIN LOTS. NO MORE THAN UM2) IN SUCCESSION AT 20' AND A MINIMUM PLOT PUN AREA CALCULATIONS OF (2) IN SUCCESSION AT 25' TOTAL LOT AREA 4,400 3 SQUARE FEET PROPOSED - FINSHED SPOT GRADE ELEVATIONS FLATWORK ON/OFF LOT - T07AL Y• SQUARE FEET FUTWORK PER DRAINAGE PUNS G DRIVE 403/ 114- 5171 SOUARE FEET FOUNDATION/PAD 1,327 f SQUARE FEET v o PROPOSED DRAINAGE FLOW (,` E WALKS 57/200- 257 S SQUARE FEET REAR PA770 96 f SQUARE FEET LOT GRADING TYPE A 1 QD FRONT PORCH DECK 50 i SQUARE FEET SOD 2,462/ 126 - 2,5B8 t SQUARE FEET POOL DECK 0 3 SQUARE FEET PROPOSED FF PER PUNS JO.S' Q NOTE FRONT SIDEWALK AND STREET LOGRON TAKEN FROM PLANS PRONDED BY CLIENT I NOT FIELD VERIFIED CRUSE,YVHEYER-SCOTT & ASSOC., INC. - LAND SURVEYORS. IE Eno - uram - 5400 E. COLONIAL DR. ORUNDO, FL. 32807 (407)-277-3232 FAX (407)-658-7436 T n[.. • T w uc m. tTr. • Trllrx MDT=. if "Ill[ 1R I1011T OC IKM11 CUNATWC CtON RTE fLL • I00R li CDP01 10 futvnNM I. TIIE WE.YRSKMED GOES NCR[fT1 G[.TI Y IMi 1105 SIRVEY YRTS OC SdNfYRVS fX IMCIICE SEi FORM K iNF ILOfOM 00M.9 OF CN CDKRCLE Ikl1NT tA0. .AM1TN. I:T la . Ir'• LR ./KI i5fi NA N I PorEsyDNA1 SLMVE n A" MNTERS M ClN "'J 17 /LO.WRN MO WSTMTW COVE MJRSU f0 SMMT i7E077. FLORIN S MM 2 WITH SURKYORS SGMANRE AND DIRcwA1 RNSEC SFAS nIs SURKI' Mir OR COMET MC VNJOEAYT11 1 RCLIN[7 VJ • VITNE49 IIRRWMOr1RLWRMGLGCALCIILAT[I M a WAS MSORASDANWASTAFT= 7W r11[E MFWKARON NRIIGIIED N ME SUR4EYM INFRF WY 6 O RF5111,CROTL OR EtSOFOlR 7MT ARELT fM5 TRWhCM111TMCf3Wp[CrCNI f1. PDDii1E1D REiER[NCE IONMExi CGNTERI,t' !, a FINISICO FLOtt FI.EV ml 4 ND NAETA7RGNN IA•" FOR FNVE 4D rrDOF WLESS SHOWN NiO n . rASR Ism . Iua.ORn ztllAcx LIr2T RIOM-OT-WAr /x . 1[NOWIRK f 2 0v RTMED TO, R/S SLMitY Ei IRPAIm FOR 11C 901E IDJE}R OF I/IO.SE LERTliLD iD AhD 7101Y.0 NOr /C FLUTED VICW !n NIY OfMR CNfIIY W5 TIC IOd OF IrtIR ft 1[RlOrF SHOLID NOT K IFSFD W RECONSTRUCT rouNni.Y SMES. , DW .EASEMENT Il . IA.t W WG SRN, aAVMG[ UTlllir 7. EARwLT, E EASED A911HE0 WMI Ar0 ON iNE IMF SNONYF AS MSE IFAAV+D (R/) 7 WANG AMC&S A W TW L 1. 71E1N710N9, P SNOWµME 60W (RI mr0kL 6EUOCM VEMTCAL MTW O! fM WLM O/11ER1 E NV1EO C !C CNAIII Rfl I I CDAIfIf` IE OF AVOgN7AlIVN IH, f 1 WDR vW0 TENCEEW C11 N-AT1C SCI(E f' 2p ORAWN BY MLTMrv T • MINT W TAn¢7rT I OFit MI3UNlIW 1 CERTIFIED ?Y. 047E OROG PLOT PLAN 10-10-17 4239-11 cu T EMCTN FORUE*AR0 FOUNDATIONI LAS. 12-26-17 685E-17 1 - CN meD RAR3HC I NORM j H,S 97dLDINO\PROPERTY DOES NOT UE WRFRN THE ESWLJSNLD 100 YEAR FLOOD PUWE AS PER FKY' T GRUSENN YER, R. S. / 4714 20NE 'N• MAP / 12ff7C0090 F (09-28-07) UM W. SCOTT RA.S % 4EO1 17 CITY OF SANFORD BUILDING & FIRE PREVENTION n PERMIT APPLICATION m J (f-,) Application No: /17-.3CS b" Documented Construction Value: $ Job Address:.; j (A_% ]l,. i1? n1 Historic District: Yes No Parcel ID: Residentia4.ErCommercial Type of Work: Nei -Addition Alteration Repair Demo Change of Use Move Description of Work: (' I r_r n r-oJ uI JI tD r k Plan Review Contact Person: Title: Phone: Name Street: Fax: Email: Property Owner Information Phone: Resident of property? 016Y'1S6Y-1 Contractor Information Name'r x/io Ar '-S7 & e2G'/ Phone: 8/3 -9 /3 403 CA .03 .':4- Street: %D3 q --Sk ipper eil 4 Fax: City, State Zip: /v1M5 (,/ 3 State License No.: f ` % 0051/USi Name: Street: City, St, Zip: Bonding Company: Address: Architect/ Engineer Information Phone: Fax: ' E- mail.- Mortgage bender: 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, t:rhks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5i° Edition (2014) Florida Building Code Revised: June 30, 2015 Pennit Application D A " OTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be und in the public records of this county, and there may be additional -permits required from other governmental entities such as water _ tanagement districts, state agencies, or federal agencies. kcceptance 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: 1 certify that all of the foregoing information -is accurate and that all work will be done in compliance with all applicable laws regulating construction an ning. Signature of Owner/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date - Owner/Agent is Produced ID . Personally Known to Me or Type of ID ature Print Contractor/Agent'sName imac signatuQeP pfi tary-state ulha{1 i. O'Clair . ate Y CoJmmissfon # GG151707 Fyoires: October 15, 2021 y;F+TfV b0l)(JW t111U M1U11 a nun+ Contractor/Agent is Personally Known to- It i Produced ID Type La BELOW IS FOR OFFICE USE ONLY Permits Required: Building El ectrical Mechanical Plumbing Gas Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg:. - Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps - Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit:' Yes No APPROVALS: ZONING: UTILITIES: WASTE WATER: ENGINEERING: FIRE: BUILDING: COMMENTS: Revised- June 30, 2015 Permn Application, t i';'•L:L'G CONTRACT AGREEMENT DATE: 6/21 /2017 JOB NAME: PROPERTY OWNER OR HIS AGENT: DocuMENT: ELECTRICAL CONTRACT REVISED - PARK SQUARE HOMES SPEC: LEVEL I — WITH CFL BULBS FUEL: GAS/ELECTRIC ADDg : 5200 VINELAND RD MARKET: ORLANDO cITY: ORLANDO T T&: FL CITY: SANFORD STATE: FL WYNDHAM PRESERVE PLAN I SERVICE SIZE SQ FT A/C SYSTEM PRICE SEBRING 200A 2410 10-kW HEAT 240U, 60A 6,758.00 5-TON AC 240V, 50A SORRENTO 200A 2078 8-kW HEAT 240V, 50A 5,465.00 4 TON AC 240V, 40A SPRUCE 200A 2774 8-kW HEAT 240V, 50A 7,264.00 4-TON AC 240V, 40A SUNDANCE 200A 1730 5-kW HEAT 240V, 35A 5,081.00 3-TON AC 240V, 30A TELLURIDE 200A 2637 30-kW HEAT 240V, 60A 6,601.00 5-TON AC 240V, 50A TRIBECA 200A 1986 8-kW HEAT 240V, 50A 5,608.00 4-TON AC 240V, 40A TUSCANY 200A 2718 10-kW HEAT 240% 60A 6,818.00 5-TON AC 240V, 50A WALTON II 200A 1811 8-kW HEAT 240V, 50A 5,110.00 4-TON AC 240V, 40A WELLINGTON 200A - 3075 QTY 2) 5-kW HEAT 240V, 35A 7,587.00 QTY 2) 3-TON AC 240V, 30A CONTRACTOR/OWNER: DATE: EDMONSON ELECTRIC: /' DATE: 1034 Skipper Road • Tampa, Fax:(813)910-8546 • www.EdmonsonElectric.com FLORIDA LICENSE 0 LIC13005408 CITY OF SANFORD BUILDING & FIRE PREVENTION D PERMIT APPLICATION Application No: i;t'F,cymented Construction Value: $ cS 2,O • Ob Job Address:, _zq 2 11L ' ' Historic District: Yes NoOKI Parcel ID: Residential, Commercial Type of Work: New;9 Addition Alteration Repair Demo Change e Move Description of Work: Plumbing New Residential Construction Plan Review Contact Person: Khrissy or Jamie I T' Clerical Phone: 407-323-7515 Fax: 407-323-8954 Email: info i-orlando.com Property Owner Information L— Name Phone: Street: Resident of property? City, State Zip: Contractor Information Name . Advantage Plumbing, Inc. Phone: 407-323-7515 Street: PO Box 1117 Fax. 407-323-8954 City, State Zip: Sanford, FL 32772 State License No.: CF-CO57881 Architect/Engineer Information Name: Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: Mortgage Lender: Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF CON71MENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 1053 Shall be inscribed with the date of application and the code in effect as of that date: 5th Edition (2014) Florida Building Code Revised: June 30, 2015 Pennit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current 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 Print Owner/Agent's Name Date Signature of Contractor/Agent Date A. Thomas Smrth Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID Print Contractor/Agent's Name Signature of Notary -State of Florida Date Meredith L Warn"e-Smith NOTARY PUBLIC STATE OF FLORIDAComrttA VIV41-t; GG136869 Expires8/21/2021 Contractor/Agent is X Personally, Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas Roof Construction Type: Total Sq Ft of Bldg: Occupancy Use: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No APPROVALS: ZONING: ENGINEERING: COMMENTS: Flood Zone: of Stories: Plumbing - # of Fixtures of Heads Fire Alarm Permit: Yes No UTILITIES: WASTE WATER: FIRE: BUILDING: Revised: 3une 30, 2015 Permit Application " CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: $ 6718 Job Address: 2431 Waxwing Way Historic District: Yes No Parcel ID: Residential ® Commercial Type of Work: New ® Addition Alteration Repair Demo Change of Use Move Description of Work: Install new 3.5 ton HVAC with duct work and ventilation Plan Review Contact Person: Adlyn Rodriguez Title: permit clerk Phone: 407-975-2762 Fax: 407-629-9307 Email: permitting@onestopcooling.com Name Park Square Homes Street: 5200 Vineland Rd #200 Property Owner Information Phone: 407-529-3000 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 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: 51" 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 ]CC 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 I V'"ustructipn and zoning. I 1 /17/2018 Signature of Owner/Agent Print Owner/Agent's Name Date Signature of Notary•State of Florida Date Kevin Stine Print Contractor/Agent's Name Signature Date KELLY WEBSTER Notary Public - State of Florida Commission # FF 978034 My Comm. Expires Apr 4, 2020 Owner/Agent is Personally Known to Me or Contractor/AgeContractor/Agefft t sang Produced ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Construction Type: Total Sq Ft of Bldg: Electrical Mechanical Occupancy Use: _ Min. Occupancy Load: New Construction: Electric - # of Amps, Fire Sprinkler Permit: Yes No APPROVALS: ZONING: ENGINEERING: COMMENTS: of Heads UTILITIES: FIRE: Plumbing[] Gas Roof Flood Zone: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Revised: June 30, 2015 Permit Application 40 Revision MAR 19 2018 ; City of Sanford Response to Comments Building & Fire Prevention Division 1 '. Ph: 407.688.5150 Fax: 407.688.5152 8Y' Email: building@sanfordfl.gov Permit # 17-3088 Submittal Date 3/19/18 Project Address: 2431 Waxwing Way (Wyndham Preserve lot 164) Contact: Michelle Parkison Ph: 407-529-3135 Fax: Email: mnarkisonaparksquarehomes.com Trades encompassed in revision: Building Plumbing Electrical Mechanical Life Safety Waste Water Department Utilities Waste Water Planning Engineering Fire Prevention Building General description of revision: Revised Plumbing Riser ROUTING INFORMATION Approvals 13 J' 11'7 ^' 0 C3 RECORD COPY S way. 1 c w* f3 k, D - r jyL 16 CA- i,t<iF1.3e UPlumbing, tom: j x C•D- it 7, vw-' 0D A,j ry DESCRIPTION AS FURNISHED: Lot 164, WYNDHAM PRESERVE, as recorded in Plat Book 81, Pages 93 through 102 of the Public Records of Seminole County, Florida. BOUNDARY FOR/CERTIFIED TO: Park Square Enterprises, LLC (a Delaware Corporation); Winderweedle, Haines, Ward & Woodman, PA; Attorneys' Title Insurance Fund; Bank of America LOT 163 SP-_300$ I LOT 177 LOT 172 LOT 770 1 S 89°4051 " W 1 REC. 1/2" I.R. 1 1 REC. 1/2' I.R. NO-I.D.- 1 40.00' 1 NO I.D. LOT 164 I 31.47' 31.47' 31.47' 3.0'K3.0' AC PAD 5.67' 5.67' 12.0 16.7" o COV"D. o Md BRICK R6 5.67' 12.0' 00 p p O o Two sroRr O RESIDENCE e .y O F.F.- 30.54' O •-r OOi7 9.3, 5.67' C o BRICK ui f 5.67' 16.1' BRICK WALK BRICK DR. 25.20' — — — 25,20' — — ON f0' UTIL. ESMT. ON 1r. LINE LINT REC. 1/2" I.R. 5' CONC. WALK NO I.D. (B.B.) S 89R40'51 " W 40.00' SETBACKS AS FURNISHED j FRONT a 25'(4) REAR - 20' SIDE - 5' (40' LOT) 7.5' (60' LOT) 10' (75' LOT) SIDE STREET - 25' (60' do 75LOT) 15' ( 40' LOT) 25' FRONT SETBACK CAN BE REDUCED TO 20' ON CERTAIN LOTS. 'NO MORE THAN SCSUCCION AT ESSION AT 1 AND A MINIMUM OF ( 2) IN PROPOSED - FINSHED SPOT GRADE ELEVATIONS PER DRAINAGE PLANS PROPOSED DRAINAGE FLOW OQO,i LOT GRADING TYPE A !I PROPOSED F.F. PER PLANS - 30.5" Q LOT 165 V 116.00' 0 P.C. SET 1/2- I.R. 1 4596 OwvWAXWING WAY50' PRIVATE ROAD) PLOT PLAN AREA CALCULATIONS FLATWORK ON/OFF LOT TOTAL t SQUARE FEET FLATWORK DRIVE 403/ 114- 517 t SQUARE FEET FOUNDATION/PAD 1.321 f SQUARE FEET WALKS 57/ 200- 257 t SQUARE FEET REAR PATIO 96 f SQUARE FEET FRONT PORCH DECK 50 t SQUARE FEET SOD 2,462/ 126 = 2,588 t SQUARE FEET POOL DECK 0 f SQUARE FEET NOTE : FRONT SIDEWALK AND STREET LOC4770H TAKEN FROM PUNS PROVIDED BY CLIENT • NOT FIELD VERIFIED GR USEjVffEYER — SCO TT do A SSO C. , INC — LAAID SUR VEYORS LEGEND - LEG7 - 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 P - PLAT PAIL - POINT N LINE NOTES F . FIELD IP. - IRON PIPE IA. • DIN ROD TY. I . TYPICAL PFL - PMN`r or REVERSE CURVATURE I. - WNT OF CO G ND CURVATURE CL1. THE UNDERSIGNED DOES HEREBY CERTIFYSURVEY THATTHISMEETS TIME STANDARDS OF PRACTICE SET FORTH SY THE FLORIDA BOARD OF C- M`• CONCRETEMONUMENTRAL RADIAL IPROFFSSIOI AL SURVEYORS AND MAPPERS RI CHAPTER &1-17 FLORIDA ADMDOSTRATW CODE PURSDANr TO SECTION 472.027, FLOR101 STATUES SET LR. . 1/V IJL ./ILI 4596 REC. RECOVERED NJC - NON -RAW AL VP. I • WITNESS POINT 2. UNLESS EMBOSSED WITH SURVEYOR'S SIGNATURE AND OWAHAL RAISED SEW., n4S SURVEY MAR OR COPIES ARE NOT VALID. 1 INS SURVEY WAS PREPARED FROM TITLE RJFDRM4T104 FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RESTRX71ONS PJLL . POINT OF BEGINNING CALL CALCULATED OR CASEMENTS THAT AFFECT INS PROPERTY. DJ:. - POINT OF COMMENCEMENT JEM • PERMANENT RE/ERUNCE MONUMENT 4, ND UNDERGROUND D .ROVELENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. N CENTERLINE NLD MAIL 1. DISK F. F. FINISHEDFLOORELEVATION DSJ_ BUILDING SETBACK LINE F95 SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENTRY. R/ V - RMHT-Cr-VAY I.M. BENCHMARK L DIMENSIONS SHOWN FOR THE LOCATION OF NIPROVEMENTS HEREON SHOULD NOT BE USED TO RECOHSTRUCF BOUNDARY LINES. ESMT. EASEMENT LL - BASE DEARING 7. BEARNM ARE BASED ASSUMED DATUM AND ON THE LINE SHOWN AS EASE BEARING (6&) DRAM. DRAINAGE A EDEVATIOHS, ff UM SHOWN. ARE BASED ON H4TViAL GEODETIC VFRIILAL DATUM OF 1929, UNLESS OTHERWISE NOTED. urlL. • UTILITY CLFC. • CHAIN LINK FENCE VDFC • VOID FENCE I 9. CER71FHG1TE OF AUTHORT7ATON Na 4596. C/ I CONCRETE BLOCK SCALE M— 1- 20 DRAWN BY.• MLT P. C. • POINT Or CURVATURE P. T. - POINT OF TANGENCY CERTIFIED BY.• OATE ORDER No. DESC. DESCRIPTION R - RADIUS I PLOT PLAN 10-10-17 4239-17 o DurTM FORMBOARD FOUNDATION/FLEWS. 12-26-17 5858-17 C . CHORD I FINAL/ELEYS. 04-22-fe zs21-18 CHORDNEARINGCJLNORTHTHIS BUILDING\PROPERTY DOES NOT UE WITHIN THE ESTABUSHEO 700 YEAR FLOOD'F'UNE AS PER -FIRM' TON USENN R.L.S. f 4714 SCOTT, . LS 14807 ZONE X. MAP / I2117CO090 F (09-28-07) DESCRIPTION AS FURNISHED: Lot 164, WYNDHAM PRESERVE, as recorded in Plat Book 81, Pages 93 through 102 of the Public Records of Seminole County, Florida. BOUNDARY rOR/CERTIFIED TO: Park Square Enterprises, LLC (a Delaware Corporation); - Winderweedle, Haines, Ward & Woodman, PA; Attorneys' Title Insurance Fund; Bank of America LOT 171 LOT 172 LOT 170 S 89°40'51 " W I REC. 112" I.R. I I REC. 112' I.R. I 40.00' INOI.D. NO I.D. Aj, 1 c9 P LOT 164 31.47' 31.47' 31.47' 3.O'x3.0' AC PPjAD 5.67' 12.0 16,7' 5.67' o COV'D. o Do BRICK c6 5.67' 12.0' TWO STORY LOT 163 g RESIDENCE p LOT 165 F.F.= 30.54' 9.3" 5.67' COV'D. I-T o BRICK vi 19.3' 5.67' 16.1' I BRICK U(,J TY WALK 4 BRICK 25.20" DR. 25.20' — — ON 10' UTIL ESMT ON LOB j 1 x. LINE LINE 00 116.00' a P.C. REC. 112" I.R. 5" CONC. WALK SET 112" I.R, NO 1.D. B.B.) S 89°40'51 " W N 4596 ti 40.00' SEFBACKS AS FURNISHED FRONT = 25'(") REAR = 20" p ^j9 `r` SIDE = 5' (40' LOT) 7,5' (60• LOT) c` WAXWING WAY a_ 10' (75' LOT) 50' PRIVATE ROAD) SIDE S'TREE1 = 25' (60' 6c 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 PLOT PLAN AREA CALCULATIONS OF (2) IN SUCCESSION AT 25' TOTAL LOT AREA 4,400 t SQUARE FEET PROPOSED = FINSHED SPOT GRADE ELEVATIONS FLATWORK ON/OFF LOT = TOTAL f SQUARE FEET FLATWORK PER DRAINAGE PLANS G DRIVE 4031 114= 517 f SQUARE FEET FOUNDATION/PAD 1,321t SQUARE FEET PROPOSED DRAINAGE FLOW \Q rv0 WALKS 57/ 200= 257 t SQUARE FEET REAR PATIO DECK 50 f SQUARE FEETLOTGRADINGTYPEA0SOD2,4621 126 = 2,588 f SQUARE FEET POOL DECK 0 f SQUARE FEET PROPOSED F.F. PER PLANS = 30.5' Q NOTE., FRONT SIDEWALK AND STREET LOCATION TAKEN FROM PLANS PROVIDED BY CLIENT • NOT FIELD VERIFIED ' CR jISEATW EER - SCO TT & A S'TSO C. , INC. - L14 N1D SURVEYORS LEGEND - LEGEND - H • PLAT PAL • POINT ON LINE 5400 E. COLONIAL DR. O LANDO, FL. 32807 (407)-277-3232 FAX (407)-658— 1436 F FIELD TYP. •TYPICAL NOTES., I P IRON PIPE PR C. • POINT OF REVERSE CURVATURE R.CM IRON ROD ILL. POINT OF COMPOUND CURVATURE I THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORM BY THE FLORIN DOARD OF CM. • CONCRETE MONUMENT RAC. • RADIAL SFT IR, I/2' IJRE •/YLB 1596 NR. • NON -RADIAL PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER 5J-17 FLORIDA ADMINISTRATIVE CODE PURSUANT TO SECTION 472.027, FLORIDA STATUES 2. UNLESS EMBOSSED SURVEYOR'S SIGNATURE AND ORIGINAL RAISED SEAL, THIS SURVEY OR COPIES ARE VALID NEC. RECOVERED W.P. • WITNESS PRINT P.O.. • POINT OF BEGINNING CALL. CALCULATED RWITHEP E TRIJ. THIS SURVEY WAS PREPARED FROM TITLE INFORMATION FURNISHED 70 THE SURVEYOR. THERE MAY BE OTHER RESTRICTIONSEEM OR EASEMENTS THAT AFFECT THIS PROPERTY. P.O.C. POINT OF COMMENCEWENT IRA • PERMANENT REFERENCE MONUMENT Q • CENTERLINE FLOUR ION 4, NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN T BSA. BUILDING SETBACKFINISHEDNLD • NAIL L DISK 6. THIS SURVEY IS PREPARED FOR THE SOLE BENEFTT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENTRY R/v - RIGM7-W-VAY BM BENCHMARK 6. DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES. ESMT. EASEMENT B.B. BASE BEARING 7. BEARINGS, ARE BASED ASSUMED DATUM AND ON THE LINE SHOWN AS BASE BEARING (8.8) DRAIN, DRAINAGE UTII. 7ILI7Y S. ELEVATIONS, IF SHOWN, ARE BASED ON NATIONAL GEODETIC VERTICAL DATUM OF 1929, UNLESS OTHERWISE NOTED. CL.TC. CHAIN LINK FENCEC 9. CER77FIG7E OF AUTHORIZATION No. 1596. VD.FC WOOD FENCE C/o CONCRETE CLOCK P.C. • POINT Of CURVATURE SCALE r— 1" - 20 DRAWN BY. MLT P.T PONT OF TANGENCY DESC DESCRIPTIUN DATECERTIFIEDBY. ORDER No. R RADIUS L ARC LENGTII PLOT PLAN 10-10-17 4239-17 D DELTA FORMBOARD FOUNDATION/ELEVS. 12-26-17 5858—17 C CHORD C • CHORD BEARING NORTH FINAL ELEVS. 04-22-18 2521-18 7_ _— _ _ THIS BUILDING\PROPERTY DOES NOT LIE WITHIN THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER FIRM" TOM JSENM ER, R.L.S. 4774 ZONE 'X' MAP ,/ 12117CO090 F (09-28-07) DAME SCOTT, .L.S N A801