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HomeMy WebLinkAbout2623 Flycatcher Way 17-3550; NEW SFHCOUNTY OF SEMINOLE IMPACT FEE STATEMENT STATEMENT NUMBER: 18100000 BUILDING APPLICATION #: 18-10000021 BUILDING PERMIT NUMBER: 18-10000021 DATE: January 08, 2018 3s-9-D 5 ag4l jY7 UNIT ADDRESS: Flycatcher Way 2623 17-20-31-502-0000-230 TRAFFIC ZONE:022 JURISDICTION: ( ([` SEC: TWP: RNG: SUF: PARCEL: ea 1 I" SUBDIVISION: TRACT: PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NAME: Park Square Enterprises LLC ADDRESS: 5200 Vineland Road, Suite 200 ORLANDO FL 32811 LAND USE: Wyndham Preserve TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 2623 FLYCATCHER WAY[ WYNDHAM PRESERVE LOT 230 SFR DETACHED 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 SEHouWg FIRR 00 1.000 dwl unit 00 00 LIBRARY CO -WIDE ORD Single Family Housing SCHOOLS 54. 00 1.000 dwl unit 54.00 CO - WIDE ORD SSingle Family Housing 5,000.00 1.000 dwl unit 5,000.00 PARKS LAW ENFORCE N/A 00 DRAINAGE N/A 00 00 AMOUNT D 5,759.00 STATEMENT % l jAJi'D 0?c RECEIVEDBY: SIGNATURE: PLEASE PRINT NAME) DATE: NOTE TO RECEIVING SIGNATORY&PLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY REESULT IN YOUR LIABILITY FOR THE FEE. *** DISTRIBUTION: 1-BLDG DEPT 3-APPLICANT P I 2-FINANCE 4-LAND MANAGEMENT I NOTE** I , PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THE O I SEMINOLECOUNTYROAD, 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. TH9 REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD FL, 32771; 407-665-7356. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER L AND SHOULD REFERENCE THECOUNTYBUILDINGPERMITNUMBERATTHETOPLEFTOFTHISSTATEMENT. THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST.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. THIS INSTRUMENT PREPARED BY: Name: Michelle Parkison Address: 5200 Vineland Road Suite 200 Orlando, Florida 32811 NOTICE OF COMMENCEMENT Permit Number. Parcel ID Number. 17-20-31-502-0000-2300 GRANT MALOYr SEMINOLE COUNTY CLERK OF CIRCUIT COURT & COMPTROLLER BK 9053 Ps 1096 QP9s ) CLERK'S ;r 201E002115 RECORDED 01/05/2018 03:44:13 PM RECORDING FEES $10.00 RECORDED BY hdevore The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following Information is provided in this Notice of Commencement. 1. DESCRIPTION OF PROPERTY: (Legal description of the property and street address if available) Lot 230 Wyndham Preserve Plat Book 811 Pages 93-102 2623 Flycatcher Way Sanford, FL 32773 GENERAL DESCRIPTION OF IMPROVEMENT: Construction of a new single family residence OWNER INFORMATION OR LESSEE INFORMATION IF THE LESSEE CONTRACTED FOR THE IMPROVEMENT: Name and address: Paris Square Enterprises LLC 5200 Vineland Rd Suite 200 Orlando FL 32811 Interest in property: Fee Simple Fee Simple Title Holder (U other than owner listed above) Name: Address: CONTRACTOR: Name: Park Square Homes Phone Number. 407-529-3000 Address: 5200 Vineland Road Suite 200 Orlando, Florida 32811 SURETY (If applicable. a copy of the payment bond Is attached): Name: N/A Address: N/A Amount of Bond: N/A LENDER: Name: Fifth Third Bank Phone Number. Address: 5050 Kingsley Dr. MD: 1 MOC3J Cincinnati, OH 45227 7. Persons within the State of Florida Designated by Owner upon whom notice or other documents maybe served as provided by Section 713.13(1)(a)7., Florida Statutes. Name- Phone Number Address: 8. In addition, Owner designates of to receive a copy of the Llenors Notice as provided in Section 713.13(1)(b), 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 70 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. WM - AM, 0 &IA State of [ 1c t County of l Ji CS n.J. The foregoing Instrument was acknowledged before me this by V iS Gfl.l 7 Nartn d peraen maany sm4erterrt who has produced Identification 0 type of Identification producer MICHELLE PARKISON Notary Pubrrc- Slate of Florida Commission it GG 157861 y My Comm. Empires Nov 5, 2021 earaea dlra®h Ne9oap Naar Am Vishaal Gupta, Executive Vice President Print Name and Provide Slgrraro ys MeK f m) CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION n , 5ApplicationNo: J15 1 Documented Construction Value: $ 1: . 0 '1L2t- l • y Job Address: 2623 Flycatcher Way, Sanford 32771 (Lot 230) Historic District: Yes No Parcel ID: 17-20-31-502-0000-2300 Residential ® Commercial Type of Work: New X Addition Alteration Repair Demo Change of Use Move Description of Work: Construction of new single family residence Plan Review Contact Person: Michelle Parkison Title: Permitting Manager Phone: 407-529-3135 Fax: Email: mparkison0parksguarehomes.com Property Owner Information Name Park Square Enterprises LLC Phone: 407-529-3000 Street: 5200 Vineland Rd Suite 200 Resident of property? : No City, State Zip: Orlando, FL 32811 Contractor Information Name Park Square Homes/ Vishaal Gupta Phone: 407-529-3000 Street: 5200 Vineland Rd Suite 200 Fax: 407-529-3001 City, State Zip: Orlando, FL 32811 State License No.: CRC1330351 Architect/ Engineer Information Arch. / MJS Home Designs 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: E-mail: Bonding Company: Mortgage Lender: Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5" Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that 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 info i'mation is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. VAWIffM 4 V N #^~Wf - os-ll Signature of Owner/AD e Signature of Contractor/Age Date Vishaal Gupta Vishaal Gupta_------., Print Owner/Agen 's Na9d Print Contractor/A nt's Name Si a e Notary -State of Flonda Date Sign cure f MICHELLE PARKI a MICHELLE PARKISON `.t ;N : • = Notary Public - State of Flurida Public- Stale oI ft00 a Commission q GG 157861 Notary 15786t n , My Comm. Expires Nov 5, 202t Commission # GG I Y; My Comm. Expires Nov 5. 2021 •'•y` r ,i1 8ondefl l alx cd NW.uy Ativ. a? ? dundal NmuVlh Natwli'd Nntary Assn. Owner/ Agent i o Contractor/Agent is Personally Known to Me or Produced ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building g Electrical Mechanical [I-,"Plumbingg Gas[-] Roof Construction Type: J :!j Occupancy Use: z 3 Flood Zone: k _ Total Sq Ft of Bldg: Z IFS•-1 Min. Occupancy Load: # of Stories: 0 New Construction: Electric - # of Amps ) Fire Sprinkler Permit: Yes No 5?( # of Heads APPROVALS: COMMENTS: ZONING: I;- 1UTILITIES:. ENGINEERING: * f tZ't' FIRE: Ok to construct single family home with setbacks and impervious area shown on plan. t4LA, LA'/e i'". 20tt ( ( yWcoyloa.- C, c-0-- Plumbing - # of Fixtures q Fire Alarm Permit: Yes No [g' WASTE WATER: BUILDING: Revised: June 30, 2015 Permit Application CITY OF SANFORD BUILDING 8t FIRE PREVENTION PERMIT APPLICATION Vv: Application No: / %—Jf-5D Documented Construction Value: $ 150,000.00 Job Address: 2623 Flycatcher Way, Sanford 32771 (Lot 230) Historic District: Yes No Parcel ID: 17-20-31-502-0000-2300 Residential © Commercial Type of Work: New X Addition Alteration Repair Demo Change of Use Move Description of work: Construction of new single family residence Plan Review Contact Person: Michelle Parkison Title: Permitting Manager Phone: 407-529-3135 Fax: Email: mparkisonla_,parksquarehomes.com Name Park Square Enterprises LLC Street: 5200 Vineland Rd Suite 200 City, State Zip: Orlando, FL 32811 Property Owner Information Phone: 407-529-3000 Resident of property? : Contractor Information Name Park Square Homes/ Vishaal Gupta Street: 5200 Vineland Rd Suite 200 City, State Zip: Orlando, FL 32811 No Phone: 407-529-3000 Fax: 407-529-3001 State License No.: CRC1330351 Arch. / MJS Home Designs Architect/Engineer Information Arch. 407-629-6711 Name: Eng. / Don Bolden Eng. Phone: Eng. 386-668-7606 Arch./ 250 N. Wymore Rd. Suite B Winter Park FL 32789 Street: Eng./ PO Box 530783, Debary FL 32753 Fax: City, St, Zip: Bonding Company: Address: E-mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5" Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated -charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. 11A Ad I J111A A 0 A_ .1^ /__As-llAA-140 r1l 7 INAM09" jE --- Signature of owner/Agen D e Signature of Contractor/Age Date Vishaal Guata Vishaal Gupta-------.- MICHELLE PARKISON Notary Public - State of Florida Caomission # GG 157861 My Comm. Expires Nov 5.2021 awl avoustn Naaacd NWmY . Owner/Agent is v"'V& _ * Produced ID Type of ID Print Contractor/A nt's Name Si cure f ICHELLE PARKI a Notary Public - Stale of Florida Comrrussion # GG 157861 t , •= My Comm. Expires Nov 5. 2021 gprQed •Bard NuL'uy Avu. Contractor/Agent is Personally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas[] Roof Construction Type: Occupancy Use: Total Sq Ft of Bldg: Flood Zone: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES: '6 /Z, -I- 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: 2623 Flycatcher way Property Owner: Park Square Enterprises, LLC Parcel identification Number: 17-20-31-502-0000-2300 Phone Number: 407-529-3000 Email: The reason for the flood plain determination is: New structure Existing Structure (pre-2007 FIRM adoption) Expansion/Addition Existing Structure (post 2007 FIRM adoption) Pre 2007 FIRM adoption = finished floor elevation 12" above BFE Post 2007 FIRM adoption = finished floor elevation 24" above BFE (Ordinance 4360) O FIC S O Flood Zone: X Base Flood Elevation: N/A Datum: N/A FIRM Panel Number: 120294 009O F Map Date: Sept. 2s, 2007 The referenced Flood Insurance Rate Map indicates the following: The parcel is in the: floodplain floodway A portion of the parcel is in the: floodplain floodway The parcel is not in the: M floodplain floodway The structure is in the: floodplain floodway The structure is not in the: floodplain floodway If the subject property is determined to be flood zone W, the best available information used to determine the base flood elevation is: BP# 17-3550 Reviewed by: Michael Cash, CFM Date: December 11, 2017 Application for Paved Driveway, Sidewalk or 1111KWalkwayIncluding Right -of -Way Use & F°87- Landscaping 11 iRight-of-Way www.sanfordn. 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 driveway, walkway or landscape improvements within the city right-of-way. It does not approve any work within any other jurisdiction's nght-of-way. All requested information below as well as a current survey, site plan or plat clearly identifying the.ka tibelow. size and location of the existing right—of-way and use shall be provided or application could be delayed. "U41% 1. Project Location/Address 2. Proposed Activity: X Driveway EJ alkway Other: 3. Schedule of Work: Start Date Completion Date 2 Emergency Repairs 4. Brief Description of Work: Construction of new driveway for new single family residence This application is submitted by: ftvertyownw. Signature: ZL_ Address: 5200 Vineland Rd Suite 200 Orlando, FL 32811 Phone: (407) 529-3135 Print Name: Vishaal Gupta Fax: Email: mparkison@parksquarehomes.com Date: Maintenance ResponsibilitieslIndemnification 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 nghtof-way adjacent thereto. Requestor may, with written City authorization, remove said installation/improvement fully restoring the right-of-way to its previous condition. In the event that any future construction of roadways, utilities, stormwater facilities, or any general maintenance activities by the City becomes in conflict with the above permitted activity, the permittee shall remove, relocate and/or repair as necessary at no cost to the City of Sanford insofar as such facilities are in the public right-of-way. If the Requestor does not continuously maintain the improvement and area in accordance with previously stated criteria, or completely restore the right-of-way to its previous condition, the City shall, after appropriate notice, restore the area to its previous condition at the Requestor s expense and, if necessary, file a lien on the Requestor's property to recover costs of restoration. To the fullest extent permitted by law, Requestor agrees to defend, indemnify, and hold harmless the City, its councilpersons, agents, servants, or employ- ees (appointed, elected, or hired) from and against any and all liabilities, claims, penalties, demands, suits, judgments, losses, expenses, damages (direct, indirect or consequential), or injury of any nature whatsoever to person or property, and the costs and expenses incident thereto (including costs of defense, settlement, and reasonable attorney's fees up to and including an appeal), resulting in any fashion from or arising directly or indirectly out of or connected with the use of the City's right-of-way. I have read and understand the above statement and by signing this application 1 agree to its terms. Signature: zz Date: l v E/z 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: 1 Z-11- u l ' Date: November 2015 Rvw use Driveway par LIMITED POWER OF ATTORNEY Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford, Seminole County, Winter Springs Date: ' S- % I hereby name and appoint: David Mercer an agent of: Park Square Homes Name of Company) to be my lawful attorney -in -fact to act for me to apply for, receipt for, sign for and do all things necessary to this appointment for (check only one option): ly The specific permit an7da plication for ork located at, street Expiration Date for This Limited Power of Attorney: License Holder Name: Vishaal Gupta State License Number: CRC1330351 • Signature of License Holder: STATE OF FLORIDA COUNTY OF Orange 12/31/17 The foregoing instrument was acknowledged before me this 0 day 20p, by Vishaal Gupta who is ¢(personally known to mt or o who has produced as identification and who did (did not) take an th. Sfgn ture Notary S a MICHEILE PARKISON a . ' : Nolm Public - State of FloridaCommissionpGG1578612021MyComm. E><ptres Nov 5, a? n':: `,•" Banded thM* Nelbnei Not Wsn. Rev. 08.12) Cl'11 c u,..os S6 tJ Print or type name Notary Public - State of Commission No. 15-18 Co My Commission Expires: "\ 15 I all Page 1 of 1 THIS INSTRUMENT PREPARED BY AND UPON RECORDING, PLEASE RETURN TO: R. Travis Retz, Esq. GODBOLD, DOWNING, BILL 8t RENTZ, PA 222 W. Comstock Avenue, Suite 101 Winter Park, FL 32789 GRANT NALOYr SEMINOLE COUNTY CLERK OF CIRCUIT COURT & COMPTROLLER BY, 396S F-3a 144••1i7 (4P3s) CLERK'S 1 2017078301 RECORDED 03/1-7/2017 09:40:53 AN DEED DOC TAX S2`r116.00 RECORDING FEES $35.% CORDED BY hdevore SPACE 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 Sutnmerlin 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 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: U Print Name code- SC- ( y) Pa1pe— Print Name: R. Travis Rentz STATE OF FLORIDA COUNTY OF ORANGE GRANTOR: BRISSON INVESTMENTS LLC, a Florida limited liability company By: (14 Ro'Uert tkiss Authori epresentative The foregoing instrument was acknowledged before me this 2 7 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 has--pwducad. c i t' aa"Mtax+nsaerrz WCOMMOMMMM owwEs:rr s.axo edmnw nweeu er.nr. Book8965/Page145 CFN#2017078301 Notary Public, tate of on Seal) Page 2 of 4 http://officialrecordsbv.seminoleclerk.org/BrowserView/ 8/24/2017 Page 1 of 1 Exhibit "A" Legal Description Lou 3, 4, 5, 8, 9, 13, 14, 15, 46, 47, 50, 51, 55, 56, 57, 58, 93, 94, 95, 99, 100, 104, 105, 106, 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.orgBrowserView/ 8/24/2017 Page 1 of 1 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. Book8965/Pagel47 CFN#2017078301 Page 4 of 4 http://officialrecordsbv.seminoleclerk.org/BrowserView/ 8/24/2017 REQUIRED INSPECTION SEQUENCE PARK SQUARE HOMES SFR-DETACHED Permit # 0 - Address: 7-4.2--3 .../..o ,, mow 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 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 P.,LCIMBCNG 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 RECORD COPY FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method tiG' Project Name: Lot 230 Madrona C LHG Bed4Bth3 - N Builder Name: One Stop Cooling and Heating Street: 2623 Flycatcher Way Permit Office: Ci f f S nford SqN OROCity, State, Zip: Sanford , FL , 7 7 % Permit Number: - 3 5 5 0 Owner: Park Square Homes Jurisdiction: 691500 oF% 4DesignLocation: FL, Orlando County:: Seminole (Florida Climate Zone 2) T 1E 1. New construction or existing New (From Plans) 9. Wall Types (2128.0 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Int Insul, Exterior R=4.1 1787.30 ft2 b. Frame - Wood, Adjacent R=11.0 340.67 ft2 3. Number of units, if multiple family 1 c. N/A R= ft2 4. Number of Bedrooms 4 d. N/A R= ft2 10. Ceiling Types (2091.0 sgft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 2091.00 ft2 6. Conditioned floor area above grade (W) 2091 b. N/A R. ft2 Conditioned floor area below grade (ft2) 0 c. 11. Ducts R= ft2 R ft2 7. Windows(276.0 sgft.) Description Area a. Sup: Attic, Ret: Main, AH: Main 6 418.2 a. U-Factor: Dbl, U=0.55 150.00 ft2 SHGC: SHGC=0.22 b. U-Factor: Dbl, U=0.58 96.00 ft2 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC-0.25 a. Central Unit 34.8 SEER:16.00 c. U-Factor: Dbl, U=0.54 30.00 ft2 SHGC: SHGC=0.25 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a. Electric Heat Pump 33.0 HSPF:9.00 SHGC: Area Weighted Average Overhang Depth: 3.618 ft. Area Weighted Average SHGC: 0.234 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (2091.0 sgft.) Insulation Area EF: 0.900 a. Slab -On -Grade Edge Insulation R=0.0 2091.00 ft2 b. Conservation features b. N/A R= ft2 None c. N/A R= ft2 15. Credits Pstat Glass/ Floor Area: 0.132 Total Proposed Modified Loads: 61.90 PASS TotalBaselineLoads: 64.55 1 hereby certify that the plans and specifications covered by Review of the plans and S7,47, FOB, thiscalculationareincompliancewiththeFloridaEnergyspecificationscoveredbythisp.• Code. r f>tgrtally signed by Rafael calculation indicates compliance t_ a, o t• Rafael Izquierdo Htquierdu with the Florida Energy Code. frUn`='• . ; • N O Date: 20171201 133S 41 -0S•00' PREPARED BY: r Before construction is completed I a v DATE: this building will be inspected for a compliance with Section 553.908 I hereby certify that this buildin s sign d, is in corn ' nce Florida Statutes. with the Florida Energy Code _ C v D K:E OWNER/AGENT: BUILDING OFFICIAL: 4= DATE: DATE: `- -1 Q' Compliance requir certificate ) y a air handler unit manufacturer that the air handler enclosure qualifies as certified factory -seal cords a with R403.2.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and starting July 1, 2017 this project requires an envelope leakage test report with envelope leakage no greater than 7.0 ACH50 (R402.4.1.2). Compliance with a proposed duct leakage On requires a Duct Leakage Test Report confirming duct leakage to outdoors, tested in accordance with Section 803 of RESNET Standards, is not greater than 0.030 On for whole house. 12/1 /2017 1:32 PM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 1 of 4 FORM R405-2014 PROJECT Title: Building Type: Owner: of Units: Builder Name: Permit Office: Jurisdiction: Family Type: New/Existing: Comment: Lot 230 Madrona C LHG Bed User Park Square Homes 1 One Stop Cooling and Heatin City of Sanford 691500 Single-family New (From Plans) Bedrooms: 4 Conditioned Area: 2091 Total Stories: 1 Worst Case: No Rotate Angle: 0 Cross Ventilation: No Whole House Fan: No Address Type: Lot Information Lot # 230 Block/SubDivision: WP PlatBook: Street: 2623 Flycatcher Way County: Seminole City, State, Zip: Sanford , FL, CLIMATE v Design Location TMY Site IECC Design Temp Zone 97.5 % 2.5 % Int Design Temp Heating Design Daily Temp Winter Summer Degree Days Moisture Range FL, Orlando FL_ORLANDO_INTL_AR 2 41 91 70 75 526 44 Medium BLOCKS Number Name Area Volume 1 Blockl 2091 19446.3 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Main 2091 19446.3 Yes 5 4 1 Yes Yes Yes FLOORS Floor Type Space Perimeter R-Value Area Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio Main 191.5 It 0 2091 ft2 0.29 0 0.71 ROOF V # Type Materials Roof Gable Roof Area Area Color Solar Absor. SA Emitt Emitt Deck Pitch Tested Tested Insul. (deg) 1 Hip Composition shingles 2339 ft2 0 ft2 Dark 0.9 N 0.9 No 0 26.6 ATTIC v # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 2091 f12 N N CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) Main 30 Blown 2091 ft2 0.1 Wood 1211/2017 1:32 PM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 2 of 4 FORM R405-2014 WALLS Adjacent Cavity Width Height Sheathing Framing Solar BelowVItOmtSpace 1 N Exterior Concrete Block - Int Insul Main 4.1 25 6 9 4 238.0 ft2 0 0 0.8 0 2 E Exterior Concrete Block - Int Insul Main 4.1 56 0 9 4 522.7 ft2 0 0 0.8 0 3 S Exterior Concrete Block - Int Insul Main 4.1 45 0 9 4 420.0 ft2 0 0 0.8 0 4 W Exterior Concrete Block - Int Insul Main 4.1 65 0 9 4 606.7 ft2 0 0 0.8 0 5 - Garage Frame - Wood Main 11 36 6 9 4 340.7 ft2 0 0.25 0.8 0 DOORS Omt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 N Insulated Main None 39 3 8 24 ft2 2 Wood Main None 39 2 8 8 21.3 ft2 WINDOWS Orientation shown is the entered, Proposed orientation. V Wall Overhang Omt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 n 1 Metal Low-E Double Yes 0.55 0.22 30.0 ft2 1 ft 0 in 1 It 4 in Drapes/blinds None 2 n 1 Metal Low-E Double Yes 0.54 0.25 6.0 ft2 1 ft 0 in 3 ft 6 in Drapes/blinds None 3 n 1 Metal Low-E Double Yes 0.54 0.25 8.0 ft2 7 It 4 in 6 ft 0 in Drapes/blinds None 4 e 2 Metal Low-E Double Yes 0.55 0.22 30.0 ft2 1 ft 0 in 1 It 4 in Drapes/blinds None 5 e 2 Metal Low-E Double Yes 0.54 0.25 8.0 ft2 1 ft 0 in 1 It 4 in Drapes/blinds None 6 S 3 Metal Low-E Double Yes 0.55 0.22 45.0 ft2 1 ft 0 in 1 It 4 in Drapes/blinds None 7 S 3 Metal Low-E Double Yes 0.58 0.25 96.0 ft2 8 It 0 in 1 ft 0 in None None 8 w 4 Metal Low-E Double Yes 0.55 0.22 45.0 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None 9 W 4 Metal Low-E Double Yes 0.54 0.25 8.0 ft2 1 ft 0 in 1 It 4 in Drapes/blinds None GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 393 ft2 384 ft2 52 ft 9.3 It 1 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) .000414 2268.7 124.55 234.24 302 7 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump Split. HSPF:9 33kBtu/hr 1 sys#1 12/1 /2017 1:32 PM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 3 of 4 FORM R405-2014 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 16 34.8 kBtu/hr 1044 cfm 0.75 1 sys#1 HOT WATER SYSTEM System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.9 50 gal 70 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert Company Name System Model # Collector Model # Area Volume FEF None None ftz DUCTS Supply ---- Return ---- Air CFM 25 CFM25 HVAC # V # Location R-Value Area Location Area Leakage Type Handler TOT OUT ON RLF Heat Cool 1 Attic 6 418.2 ft Main 104.55 Prop. Leak Free Main cfm 62.7 cfm 0.03 0.50 1 1 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Coolingr Heatin[X} Jan r Feb Jan [ Feb Mar Mar AprfApr f May Jun Jul May f Jun Jul AugefAu4Sep Oct Oct Nov Nov Dec Dec Venting[ Jan [ ] Feb Mar X] Apr [ May [ Jun Jul Aug Se Oct Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 12/1 /2017 1:32 PM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 4 of 4 FORM R405-2014 Florida Department of Business and Professional Regulations Residential Whole uilding Performance and Prescriptive Methods ADDRESS: 2623 Flycatcher Way Permit Number: Sanford , FL MANDATORY REQUIREMENTS See individual code sections for full details. O 401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law Section 553.9085, Florida Statues] requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit. The building official shall 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. O R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.1 through R402.4.4. O R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. R402.4.1.1 Installation. The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance with the manufacturer's instructions and the criteria listed in Table 402.4.1.1, as applicable to the method of construction. Where required by the code official, an approved third party shall inspect all components and verity 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 7 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). Testing shall be conducted by either individuals as defined in Section 553.993(5) or (7), Florida Statutes or individulas licensed as set forth in Section 489.105(3)(f), (g), or (i) or an approved third party. A written report of the results of the test shall be signed by the parry 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, backdraff 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. O R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. O R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load. O R403.2.2 Sealing (Mandatory)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 individuals -as defined in Section 553.993(5) or. (7), Florida Statutes, or individuals licensed as set forth in Section 489.105(3)(f), (g), or (i), Florida Statutes, to be "substantially leak free" 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. (2513a) 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: 1. The total leakage test is not required for ducts and air handlers located entirely within the building envelope. 2. Duct testing is not mandatory for buildings complying by Section R405 of this code. 12/1 /2017 1:33 PM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software 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 550F (13•C) 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 '/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). O R403.4.4.1 Storage water heater temperature controls R403.4.4.1.1 Automatic controls. Service water heating systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature setting range shall be from 100•F to 1400F (38•C to 60•C). R403.4.4.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main bumer(s) of combustion types of service water heating systems to be turned off. O R403.4.4.2 Water heating equipment. Water heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water heating category. Solar water heaters shall met the criteria Section R403.4.4.2.1. R403.4.4.2.1 Solar water heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors, and SRCC Standard TM-1, Solar Domestic Hot Water System and Component Test Protocol, Collectors in installed solar water heating systems should meet the following criteria: 1. Be installed with atilt 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. O R403.6.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1. This code does not allow designer safety factors, provisions for future expansion or other factors which affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. R403.6.1.1 Cooling equipment -capacity: Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load, but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.6, or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the equipment shall not be less than the calculated latent load. 12/1 /2017 1:33 PM EnergyGauge® USA - v5.1 - - Section R405.4.1 Compliant Software Page 2 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) O R403.6.1.1 Cooling equipment capacity. (continued) The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacture's expanded performance data shall be used to select cooling -only equipment. This selection shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry bulb temperature for the load calculation (or entering water temperature for water -source equipment), the blower cfm provided by the expanded performance data, the design value for entering wet bulb temperature and the design value for entering dry bulb temperature. Design values for entering wet bulb and dry bulb temperature shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space. Exceptions: Attached single- and multi -family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. When signed and sealed by a Florida -registered engineer, in attached single- and multi -family units, the capacity of equipment may be sized in accordance with good design practice. O R403.6.1.2 Heating equipment capacity R403.6.1.2.1 Heat pumps. Heat pumps sizing shall be based on the cooling requirements as calculated according to Section R403.6.1.1 and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load. R403.6.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.6.1. R403.6.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric bumers shall not be less than the design load calculated in accordance with Section R403.6.1. O R403.6.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: 1. A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. 2. A variable capacity system sized for optimum performance during base load periods is utilized. O R403.7 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the Commercial Provisions in lieu of Section R403. O 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 556F, and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40•F. O R403.9 Swimming pools, inground spas and portable spas (Mandatory). The energy requirements for residential pools and inground spas shall be as specified in Sections R403.9.1 through R403.9.3 and in accordance with ANSI/APSP-15. The energy requirements for portable spas shall be in accordance with ANSI/APSP-14. O R403.9.1 Pool and spa heaters. All pool heaters shall be equipped with a readily accessible on -off switch that is mounted outside the heater to allow shutting off the heater without adjusting the thermostat setting. R403.9.1.1 Gas and oil -fired pool and spa heaters. All gas- and oil -fired pool and space heaters shall have a minimum thermal efficiency of 82 percent for heaters manufactured on or after April 16, 2013 when tested in accordance with ANSI 2 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 verity procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard. O R403.9.2 Time switches. Time switches or other control method that can automatically turn off and on heaters and pumps according to a preset schedule shall be installed on all heaters and pumps. Heaters, pumps and motors that have built in timers shall be deemed in compliance with this equipment. Exceptions: 1. Where public health standards require 24-hour pump operations. 2. Where pumps are required to operate solar- and waste -heat -recovery pool -heating systems. 3. Where pumps are powered exclusively from on -site renewable generation. O R403.9.3 Covers. Heated swimming pools and inground permanently installed spas shall be equipped with a vapor -retardant cover on or at the water surface or a liquid cover or other means proven to reduce heat loss. Exception: Outdoor pools deriving over 70 percent of the energy for heating from site -recovered energy, such as a heat pump or solar energy source computed over an operating season. O RR404.1 Lighting equipment (Mandatory). A minimum of 75 percent of the lamps in permanently installed lighting fixtures shall be high -efficacy lamps or a minimum of 75 percent of permanently installed lighting fixtures shall contain only high efficacy lamps. Exception: Low -voltage lighting shall not be required to utilize high -efficacy lamps. O R404.1.1 Lighting equipment (Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights O R405.2 Performance ONLY. All ducts not entirely inside the building thermal envelope shall be insulated to a minimum of R-6. O R405.2.1 Performance ONLY. Ceilings shall have minimum insulation of R-19. Where single assemby of the exposed deck and beam type or concrete deck roofs do not have sufficent space, R-10 is allowed. 12/1/2017 1:33 PM EnergyGauge® USA - v5.1 - - Section R405.4.1 Compliant Software Page 3 of 3 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 96 The lower the EnergyPerformance Index, the more efficient the home. 2623 Flycatcher Way, Sanford, FL, 1. New construction or existing New (From Plans) 9. Wall Types Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Int Insul, Exterior R-4.1 1787.30 ft2 b. Frame - Wood, Adjacent R=11.0 340.67 112 3. Number of units, if multiple family 1 c. N/A R= ft2 4. Number of Bedrooms 4 d. N/A R= ft2 10. Ceiling Types Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 2091.00 ft2 6. Conditioned floor area (ft2) 2091 b. N/A R= ft2 7. Windows" Description Area c. N/A R= ft2 a. U-Factor: Dbl, U=0.55 150.00 ft2 11. Ducts a. Sup: Attic, Ret: Main, AH: Main R ft2 6 418.2 SHGC: SHGC=0.22 b. U-Factor: Dbl, U=0.58 96.00 ft2 SHGC: SHGC=0.25 12. Cooling systems kBtu/hr Efficiency c. U-Factor: Dbl, U=0.54 30.00 ft2 a. Central Unit 34.8 SEER:16.00 SHGC: SHGC=0.25 d. U-Factor: N/A ft2 13. Heating systems kBtu/hr EfficiencySHGC: a. Electric Heat Pump 33.0 HSPF:9.00 Area Weighted Average Overhang Depth: 3.618 ft. Area Weighted Average SHGC: 0.234 8. Floor Types Insulation Area 14. Hot water systems Cap: 50 gallons a. Slab -On -Grade Edge Insulation R=0.0 2091.00 ft2EF: a. Electric 0.9 b. N/A R= ft2 c. N/A R= ft2 b. Conservation features None 15. Credits Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code co a features. Builder Signature: / atte: Address of New Ho: /FL Zip: 7l J-77/ oo rvfz 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. 12/1/2017 1:33 PM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 1 of 1 wrightsoft` Project Summary Job: Date: Lot 230 Madltma C LHG B... 05/23/2017 Entire House By: LF/R1 One Stop Cooling and Heating 7225 Sardsoove Coot. W irter Park FL 32792 Phone: (407) 629.6920 fax: (407) 629 - 9307 Web: wwwOneStopCoolirg oom Ucerse: CA0032444 Project Information For: Park Square Homes 2623 Flycatcher Way, Sanford, FL Notes: Weather: Orlando Intl AP, FL, US Winter Design Conditions Outside db Inside db Design TD Heating Summary Summer Design Conditions 42 OF Outside db 68 OF Inside db 26 OF Design TD Daily range Relative humidity Moisture difference Structure 22051 Btuh Ducts 2223 Btuh Central vent (0 dm) 0 Btuh none) Humidification 0 Btuh Piping 0 Btuh Equipment load 24273 Btuh Infiltration Method Simplified Construction quality Average Fireplaces 0 ingHea2028ingCo2028AreaftVolum ( f(3) 18860 18860 Air changesfbour 0.41 0.21 Equiv AVF (dm) 129 66 Heating Equipment Summary Make Trane Trade TRANE Model 4TWR6036H1 AHRI ref 7562981 Efficiency Heating Input Heating output Temperature rise Actual airflow Air flow factor Static pressure Space thermostat Capacity balance point = 34 OF Backup: 9 HSPF 33000 Btuh @ 47°F 0 0 dm 0 dm/Btuh 0. 50 in H2O Input = 7 kW, Output = 24790 Btuh,100 AFUE 92 OF 74 OF 18 OF M 50 % 49 gr/Ib Sensible Cooling Equipment Load Sizing Structure 18334 Btuh Ducts 4595 Btuh Central vent (0 dm) 0 Btuh none) Blower 0 Btuh Use manufacturers data n Rate/ svvin multiplier 0.97 Equipmenqsensibleload22333Btuh Latent Cooling Equipment Load Sizing Structure 3179 Btuh Ducts 950 5Btu Central vent (0 cfm) BBluh none) Equipment latent load 4135 Bluh Equipment Total Load (Sen+Lat) 26468 Btuh Req. total capacity at 0.75 SHR 2.5 ton Cooling Equipment Summary Make Trane Trade TRANE Cond 4TWR6036H1 Coil TEM6AOC36H31++TDR AHRI ref 7562981 Efficiency 13.0 EER,16 SEER Sensible cooling 26100 Btuh Latent000ling 8700 Btuh Total cooling 34800 Btuh Actual air flow 1160 dm Air flow factor 0.051 dm/Btuh Static pressure 0.50 in H2O Load sensible heat ratio 0.85 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. ti wrightsof't2017-Deo-0111S857 Rigtt-SUte® Unversal201818.0.04 RSU16202 Page 1 AMK .EPL TemplLot 230 Madrore C LNG Bed4806 - N.rrtp Calc - MI8 From Door faces: N wrightsoft' Right-JO Worksheet Entire House One Stop Cooling and Heating 7225 Sardsc ove Coul, W irter Park FL 32792 Prone: (407) 629 - 6920 Fax: (407) 629.9307 Web: wwwOreStopCoolirg oom Ucerse: CA0032444 Job: Lot 230 Madrona C LHG Bed4... Date: 05/23/2017 By. LF/RI 1 Room name Enfire House BED4 2 Enosedwall 1915 11 295 t 3 Room height 93 t d 93 t heatbool 4 5 Room dmensions Room area 2027.9 1P 1,0 x 1615 t 1615 fF Ty Construdon number U•value BWhV-*n Or HTM I Area (t) or perimeter (t) Load BWh) Area (1) or perimeter (0) Load BWh) Heat Cool I Gross N/P/S Heal Cool Gros MRS Heat Cool 6 13A4ocs 0.143 n 3.73 2.90 237 169 631 490 121 91 339 263 4A5-tom 4B5-21m S 0540 n n 14.35 1409 13A1 13.67 30 6 0 0 431 85 402 82 30 0 0 0 431 0 402 0 11 4B5.2fm 11DO 0.540 0390 n n 14.09 10.18 13.67 1227 8 24 0 24 113 244 109 294 0 0 0 0 0 0 0 0 Wl G 13A•40rs 4A5.2om 0.143 0550 a a 3.73 1435 2.90 27.44 521 30 483 0 1802 431 1398 823 28 0 28 0 104 0 81 0 G 485.21m 0540 a 14.09 29.62 8 0 113 237 0 0 0 0 VjJ 13A4ocs 0.143 s 3.73 290 419 278 1036 804 0 0 0 0 G 4A5.2om 0S50 s 1435 13.61 45 37 646 612 0 0 0 0 I--t3 4A5.2omd 0.580 5 15.14 15.90 96 96 1453 1527 0 0 0 0 1q/ I--C 13A-4ors 4A5.2om 0.143 0550 w w 3.73 1435 2.90 27.44 605 45 552 0 2058 646 1597 1235 126 15 111 0 413 215 320 412 lam^ 485-2hn 12C-096v 11DO 0.540 0.091 0390 w n 14.09 238 10.18 29.62 1.51 1227 8 339 21 0 318 21 113 756 217 237 479 262 0 0 0 0 0 0 0 0 0 0 0 0 R C 16B-30ad 0.032 0.84 1.76 2027 2027 1693 3565 162 162 135 254 F 22A-Ipm 1.180 30.80 0.00 2027 192 5898 0 162 30 909 0 6 0 AED exalmon 0 25 Emoelope loss/ on 18365 14153 2545 1787 12 a) Infiltration 3686 1331 568 205 b) Room ventlaton 0 0 0. 0 13 hemalgains. Oompants@ 230 5 1150 1 230 ApplWmsbdw 1700 0 SLbtotal (lines 6 b 13) 122051 18334 3113 2222 Less ettemalload 0 0 0 0 Lessaansler 0 0 0 0 Rec istribufion 0 0 261 214 14 Sublotal 22051 18334 3374 2436 15 Duct loads 1 10°/ 25% 2223 4595 10°/ 25% 340 611 Total room load 24273 22929 3714 3046 Air required (dm) 01 1160 1 1 0 154 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wr1_gf+tsofrt- 2017-Dea01115857 AM, Rigrt-Sute®Uriversal201818.0.04 RSU16202 Page 1 EPL TemplLot 230 Madrora C LHG Sed4800 - N.rnp Cale a MJ8 Frort Door taces: N wrightsoft' Right-JO Worksheet Entire House One Stop Cooling and Heating 7225 Sandscove Court. Wirter Park FL 32792 Phone: (407) 629.6920 Fax (407) 629 - 9307 Web: wwwOreStopCoolirg com Ucerse: CA0032444 Job: Lot 230 Madrorta C LMG Bed4... Date: 05/23/2017 By. LF/RI 1 Room name BTH3 BED3 2 6posed wall 55 ff 145 fi 3 Room height 93 fl heattool 93 fl heatRood 4 5 Room dimensions Room area 9.0 x 55 A 495 fF 1.0 x 169.0 fl 169.0 fF Ty Construction U-value Or HTM Area ((F) Load Area (if) Load number Bluh4F-0j Btuh4M or perimeter (4) Bluh) or perimeter (II) Bluh) Heat Cod Gross WP/S Heat Cod Gross NAS Heat Cod 6 W 13A-40rs 4A5-2om 485-21n 0.143 0.550 0540 n n n 3.73 1435 14.09 2.90 13AI 13.67 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 485.2hn 11 DO 0540 0390 n n AD9 10.18 13.67 1227 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13A-4ors 4A5.2om 485-21m 0.143 0.550 0.540 a a a 3.73 1435 14D9 2.90 27.44 29.62 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 13A-4os 4A5.2orn 0.143 0550 s s 3.73 1435 2.90 13.61 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 L- y/ I--t 4A5.2omd 13A-40s 4A5.2om 0580 0.143 0550 s w w 15.14 3.73 1435 15.90 2.90 27.44 0 51 0 0 47 0 0 176 0 0 137 0 0 135 15 0 120 0 0 447 215 0 347 412 P LD C 485-21m 12C-Osw 11 DO 168.30ad 0540 0.091 0390 0.032 w n 14D9 238 10.18 0.84 29.62 151 7 1.76 4 0 0 50 a- 0 0 50 56 0 0 41 118 0 0 87 0 0 0 169 0 0 0 169 0 0 0 141 0 0 0 297 F 22A-Ipm 1.180 30.80 0.00 50 6 169 0 169 15 447 0 6 c) AED excursion 42 134 Emebpe lossIgain 443 384 1250 1190 12 a) Infiltration 106 38 279 101 b) Room ventilation 0 0 0 0 13 Internal gains: Omipan6@ 230 0 0 1 230 Applianoes/other 0 0 Suhtotal(lines 6ID13) 1549 4231 1529 1520 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redt mbuton 7 15 10 21 14 Sublotal 556 438 1540 1542 15 Dud loads 1 100/. 25'i 56 110 10% 25'i 155 386 Total room load 612 547 16% 1928 Air required (dm) 0 28 1 1 0 98 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. ri- wrtaghlsoft 2017-Dec01 115857 Rigtt-Sute®Uriversal201818.0.04 RSU16202 Page 2 EPL Terrp%Lot 230 Madrore C LHG Bed4800 - N.np Cale - M 8 Frort Door taces: N wrightsoft' Right-JO Worksheet Entire House One Stop Cooling and Heating 7225 Sardscove Cont. Witter Park FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOreStopCoolirg.com license: CAC032444 Job: Lot 230 Madrorta C LHG Bed4... Date: 05/23/2017 By- LF/RI 1 Room name LDRY 2 E%%Wl 0 ft 110A ft 3 Room height 93 ft heat/cool 93 ft heat/000l 4 5 Room dimensions Room area 35 x 35 8 123 fF 1.0 x 92.5 ft 925 fF Ty Cortslrumon U-%due Or HTM Area (W) Load Area (W) Load number Bu w+) BIuhAF) or perimeter (Q) Bbih) or perimeter (11) BtWh) Heat Cool Gross NAS Heat Cool Gross N/P/S Heat Cool 6 1 13A-406 0.143 n 3.73 290 0 0 0 0 65 59 221 171 4A5.2om 0.550 n 1435 13A1 0 0 0 0 0 0 0 0 4B5-2hn 0,540 n 14.09 13.67 0 0 0 0 6 0 85 82 4B5-2hn 0S40 n 1409 13.67 0 0 0 0 0 0 0 0 n11 11DO 03M n 10.18 1227 0 0 0 0 0 0 0 0 WI 13A•40cs 0.143 a 3.73 2.90 0 0 0 0 0 0 0 0 4A5-2Dm 0.550 a 14.35 27.44 0 0 0 0 0 0 0 0 L_GG 4B5-2fm 0S40 a 14.09 29.62 0 0 0 0 0 0 0 0 1ql 13A-40cs 0.143 s 3.73 290 0 0 0 0 0 0 0 0 4A5-2om 0.550 s 1435 13.61 0 0 0 0 0 0 0 0 t----CC 4A5.2omd 0.580 s 15.14 15.90 0 0 0 0 0 0 0 0 13A-4ocs 0.143 w 3.73 2.90 0 0 0 0 28 28 104 81 4A5-2om 0.550 w 1435 27.44 0 0 0 0 0 0 0 0 P 485-21m 12C-09w 11DO 0-w 0091 0390 w n 1409 238 10.18 2962 isi 1227 0 0 0 0 0 0 0 0 0 0 0 0 0 126 21 0 104 21 0 248 217 0 157 262 C 168-30ad 0.032 0.84 1.76 12 12 10 22 93 93 77 163 F 22A-Ipm 1.180 30.80 0.00 12 0 0 0 93 10 308 0 61 c) AED exoursion 1 43 Emoelope lossigain 10 21 1259 872 12 a) hfilt a6on 0 0 192 70 b) Room ven blazon 0 0 0 0 13 Menalgain& Ooaipart5@ 230 0 0 0 0 Appltanoesbther 0 500 Subtotal (lines 6 io 13) 10 21 1452 1442 Less eAemalload 0 0 0 0 Less transfer 0 0 0 0 Redisiributtion 10 21 312 245 14 Subtotal 0 0 1764 1686 loads 10°/ 25°/ 0 0 10°/ 25°/ t78423Totalr15Dudroomload0019422109 Air required (dim) 0 0 1 1 0 107 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrr`gtl+tsoft- 2017-Dec01 11 58s7 Right-Stite®Uriversal 201818.0.04 RSU16202 Page 3 EPL TenptLot 230 Madrore C LHG Bed4806 - N r1p Calc a M18 From Door faces N wrightsoft• Right-J® Worksheet Entire House One Stop Cooling and Heating 7225 Sards000e Coot, W irter Park FL 32792 Phore (407) 629.6920 Fax: (407) 629 - 9307 Web: www.OneStopCootirg aom Lioerse: CAC032444 Job: Lot 230 Madrorta C LMG Bed4... Date: 05/23/2017 By. LF/RI 1 Room name Krr FOY 2 3 EVosed wall Room height 0 a 93 11 heaV000l 55 ff 93 It heall000l 4 5 Room dimensions Room area 245 x 105 It 2573 IF 65 x 10.0 it 65.0 fF Ty Cowwwbon orperimeternumberBUMoet orperimeter (n) BWh) rt) B( h) Heal Cool Gross WP/S Heat Cool Gross NAS Heat Cod 6 11 13AAocs 4A5- 2om 485. 21n 485- 21m 11 DO 13AAocs 4A5- 2om 485- 21m 13A- 40cs 4A5- 2om 0. 143 0. 550 0. 540 0540 0390 0. 143 0. 550 0. 540 0. 143 0. 550 n n n n n a a a s s 3. 73 1435 14. 09 14. 09 10. 18 3. 73 1435 14D9 3. 73 14. 35 2. 90 13AI 13. 67 13. 67 1227 2. 90 27. 44 2. 9.62 2. 90 13. 61 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 51 0 0 8 24 0 0 0 0 0 19 0 0 0 24 0 0 0 0 0 71 0 0 113 244 0 0 0 0 0 55 0 0 109 294 0 0 0 0 0 Wl t-- G WI 4A5. 2omd 13A- 40cs 4A5- tom 485. 21rn 12C- Os6v 11 DO 1613- 30ad 0. 560 0. 143 O. Sw 0. 540 0. 091 03W 0. 032 s w w w n 15. 14 3. 73 1435 14. 09 238 10. 18 0. 84 15. 90 2. 90 27. 44 29. 62 1. 51 1227 1. 76 0 0 0 0 102 0 257 0 0 0 0 102 0 257 0 0 0 0 243 0 215 0 0 0 0 154 0 452 0 0 0 0 0 0 65 0 0 0 0 0 0 65 0 0 0 0 0 0 54 0 0 0 0 0 0 114 1) G P L- 0 C F 22A-tpm _ 1.180 30.80 0.00 257 0 0 0 65 6 169 0 6 c) AED excursion 52 18 Envelope loss/gain 458 554 652 556 12 a) Infiltration 0 0 106 38 b) Room uerltitabon 0 0 0 0 13 Interalgains: Ooypanls@ 230 0 0 0 0 ApplWxesbRlar 1 1200 0 Subtotal pines 6 to 13) 458 1754 758 594 Lessextenal bad 0 0 0 0 Less transfer 0 0 0 0 Redistribution 205 175 758 594 14 Subtotal 662 1929 0 0 15 Dud loads IT/ E/ 67 483 10°/ 25% 0 0 Total room bad I 729 12412 0 0 Air required (dm) 0 122 1 0 0 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. 44- wr`gf tooft- 2017•Dec-0Dec115857A06K Right• SuiteOUrioersal201818004RSU16202 Page EPL Temptol230 Madrona C LHG Bed4800 - N.rtp Cale = M18 Frort Door taoes• N wrighttsofe Right-J® Worksheet Entire House One Stop Cooling and Heating 7225 Sardscove Cout, W irter Park FL 32792 Phore: (407) 629.6920 Fax. (407) 629.9307 Web- wwworeStopCooling oom License. CAC032444 Jab: Lot 230 Madrona C LHG Bed4... . Date: 05/23/2017 By. LF/RI 1 Room name DIN KWIC 2 Evosed wall 0 ft 145 f1 3 Room height 93 ft heatlo3ol 93 ft heattool 4 5 Room dimensions Room area 1.0 x 2320 ft 2320 f 2 8.0 x 14.6 ft 116.7 (F Ty Construction U•value Or HTM Area (fF) Load Area (f) Load number BtuW-F) BIuW or perimeter (f) BWh) or perimeter (ft) BWh) Heat Cod Gross NPP/S Heat Cool Grass NIPS Heat Cod 6 W 13A-40s 0.143 n 3.73 2.90 0 0 0 0 0 0 0 0 4A5.23m 4B5.21n 0.550 0.540 n n 1435 14.09 13AI 13.67 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 485.21M 11DO 0S40 0390 n n 14.09 10.18 13.67 1227 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13A-40CS 0.143 a 3.73 2.90 O 0 0 0 135 135 503 390 4A5.2om 0.550 a 1435 27.44 0 0 0 0 0 0 0 0 4B5.21m 0.540 a 14D9 29.62 0 0 0 0 0 0 0 0 13A4ors 0.143 s 3.73 290 0 0 0 0 0 0 0 0 4A5.2om 0.550 s 1435 13.61 0 0 0 0 0 0 0 0 4A5.2omd 0580 s 15.14 15.90 0 0 0 0 0 0 0 0 Vjl 13A-4os 0.143 w 3.73 2.90 0 0 0 0 0 0 0 0 4A5.2om 0.550 w 1435 27.44 0 0 0 0 0 0 0 0 L_( C^ P L-D 485.2fm 12C-0s6v 11 DO 0.540 0.091 0390 w n 14.09 238 10.18 29.62 151 1227 0 0 0 0 0 0 0 0 0 0 0 0 0 112 0 0 112 0 0 265 0 0 168 0 C 16B-30ad 0.032 0.84 1.76 232 232 194 408 116 116 97 204 F 22A•tpm 1.180 30.80 0.00 232 0 0 0 116 15 447 0 6 c) AED excursion 12 25 Ernelope loss/gain 194 396 1312 737 12 a) Infiltration 0 0 279 101 b) Room ventilation 0 0 0 0 13 hemalgains: O=panls@ 230 0 0 0 0 Applianoesbdw 0 0 Subtotal (lines 61013) 194 396 1591 838 Less eAemalload 0 0 0 0 Lesstrarsler 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 194 396 1591 838 15 Dud loads 10% 25°/ 20 99 100% 25% 160 210 ToW room bad I 213 495 1751 t 048 Air required (dm) 0 25 1 10 53 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. 4&- wr`grstsol't- 2017-Dec-0111S657 AIM Ngtr-Sule®Uriversal201818.0.04 RSU16202 Page 5 EPL Temptot 230 Madrora C LHG Bed4Btr0 - NAP Calc - MA Frort Door laces N wrighttsoft• Right-J® Worksheet Entire House One Stop Cooling and Heating 7225 Sardscove Coot, W irter Parts FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOreStopCoolirg com Ucerse CA0032444 Job: Lot 230 Madrona C LHG Bed4... Date: 05/23/2017 By: LF/RI 1 Room name WrH Mrol 2 3 Eigbsedwell Room height 70 ff 93 ft heat/000l 60 Q 93 0 heattool 4 5 Room dimensions Room area 1.0 x 1095 tt 1095 fF 46 x 6.0 A 27D fF Ty Conshoon number U-value BWh4R-'q Or HTM Bbjw Area (f) or perimeter (R) Load Btuh) Area (f) or penmeler (Il) Load BWh) Heat Cool Gross N/P/S Heat Cool Gross NAS Heat Cod 6 1 in 13A-40o; 4A5-2om 4135.21rn 4135-21n 11DO 13A-40cs 4A5-2om 485-21m 13A-4ocs 4A5-2om 4A5-2omd 13A-4ocs 4A5-2om 465.21m 12C-09N 0.143 0550 0S40 0S40 0390 0.143 0.550 0.540 0.143 0.550 O-w 0.143 0S50 0.540 0.091 n n n n n_ a a a s s s w w w 3.73 1435 1409 14.09 10.18 3.73 1435 14.09 3.73 1435 15.14 3.73 1435 14D9 238 2.90 13A1 13.67 13.67 1227 2.90 27.44 29.62 2.90 13.61 15.90 2.90 27.44 29.62 1.51 0 0 0 0 0._ 65 0 4 0 0 0 0 0 0 0 0 0 0 0 0 61 0 0 0 0 0 0 0 0 0 0 0 0 0 0 228 0 56 0 0 0 0 0 0 0 0 0 0 0 0 177 0 118 0 0 0 0 0 0 0 0 0 0 0 0 56 0 4 0 0 0 0 0 0 0 0 0 0 0 0 52 0 0 0 0 0 0 0 0 0 0 0 0 0 0 193 0 56 0 0 0 0 0 0 0 0 0 0 0 0 150 0 118 0 0 0 0 0 0 0 1ql Iql ll----(C' 1q/ II—G P 11 DO 168.30ad 0390 0.032 n 10.18 0,84 1227 1.76 0 110 0 110 0 91 0 193 0 27 0 27 0 23 0 47C F 22A-4)m 1.180 30BO 0.00 110 7 216 0 27 6 185 0 6 c) AFD excursion 11 16 Envelope loss/gain 591 499 457 332 12 a) InSltraton b) Room vemlabon 135 0 49 0 115 0 42 0 13 Intemalgains: Occupants@ 230 0 0 0 0 Appliarloesblher 0 0 Subtotal pines 6 b 13) 726 548 573 374 Less ext wW bad 0 0 0 0 14 1151 Less transfer Redistnbxmon Subtotal Duct loads 1 10°/ 259/ 0 0 726 73 0 0 548 137 10% 259/ 0 0 573 58 0 0 374 94 Total room bad Air required (dm) 799 0 685 35 1 630 1 0 468 24 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrlgf lsoft- 2017-Dec-01 11:5857 Wgtt-SL te®Uriversal 2018180D4 RSU16202 Page 6 EPL TerrpkLot 230 Madrore C LHG Bed4BttG - N.r p Calc - M18 Frort Door faces: N wrightsoft• Right-JO Worksheet Entire House One Stop Cooling and Heating 7225 Sardscove Cout, W irter Park FL 32792 Phone: (407) 629.6920 Fax: (407) 629 - 9307 Web: wwwOr eStopCoofirg.com License: CA0032444 Job: Lot 230 Madrona C LHG Be&... - Date: 05/23/2017 By. LF/RI 1 Room name WED LATH 2 Ewell 40D A 175 8 3 Room height 93 11 heaftol 93 4 heat/000l 4 5 Roomdmertsiorts Room area 145 x 17D (t 2465 tF 18D x 115 8 207. 0 (F Ty Construction U-value Or HTM Area ((F) Load Area (IF) Load number BbjhV-°9 BtuW or perimeter (t) fth) or perimeter (II) Bluh) Heat Cool Gross NIPS Heat Cool Cross N/P/S Heat Cod 6 W 13A4= 0.143 n 3.73 2.90 0 0 0 0 0 0 0 0 4A5- 2om 0550 n 1435 13.41 0 0 0 0 0 0 0 0 485- 21m 0540 n 14.09 13.67 0 0 0 0 0 0 0 0 11 465- 21n 11 DO 0. 540 0. 390 n n 14D9 10. 18 13. 67 1227 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Dy/ 13A-40cs 0.143 a 3.73 2.90 158 128 478 371 0 0 0 0 IL--- GG 4A5.2om 0.550 a 1435 27.44 30 0 431 823 0 0 0 0 485. 21m 0540 a 14.09 29.62 0 0 0 0 0 0 0 0 y! 13A-40s 0.143 s 3.73 2.90 135 105 391 304 163 67 249 193 4A5- 2om 0.550 s 1435 13.61 30 25 431 408 0 0 0 0 4A5. 2omd 0580 s 15.14 15.90 0 0 0 0 96 96 1453 1527 Vj/ 13A-4045 0.143 w 3.73 2.90 79 79 295 229 0 0 0 0 4A5. 2om 0550 w 1435 27.44 0 0 0 0 0 0 0 0 L_( C^ P LD 485. 21m 120- 09N 11 DO 0540 0. 091 0390 w n 14. 09 238 10. 18 29. 62 151 1227 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C 168.30ad 0.032 0.84 1.76 247 247 206 433 207 207 173 364 F 22A•Ipm 1.180 30b0 0.00 247 40 1232 0 207 18 539 0 6 c) AED excursion 96 64 Ernelope loss(gain 3464 2473 2414 2020 12 a) Infiltration 770 278 337 122 b) Room oemlation 0 0 0 0 13 Internal gains Occupants@ 230 2 460 C 0 Applianoe. 4other 01 0 Subtotal ( lines 6 b 13) 4233 3211 2751 2142 Lessextemal bad 0 0 0 0 Less transfer 0 0 0 0 Redistributon 0 0 8 17 14 Subtotal 4233 3211 2759 2158 Duo loads I 10Y. 25°/ 427 805 10% 259/ 278 541 r Total room bad AIM 4015 3037 2699 Air required (dm) 0 203 1 0 137 Calculations approved bVACCA to meet all requirements of Manual J 8th Ed. I tcs- f=- 2017-Dec-01 11 S857 A "" Right- Sute®Universal 2018 18.0.04 RSU16202 Page 7 EPL Tenp%lot 230 Madrora C LHG Bed4B80 - N np Calc - MJ8 Front Door laces: N wrightsoft- Right-JO Worksheet Entire House One Stop Cooling and Heating 7225 Sardscove Cout, Winter Park FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOreStopCoofirgmm Ucerse: CAC032444 Job: Lot 230 Madrona C LHG Bed4... Date: OS/23/2017 By. LF/RI 1 Room name BED2 STH2 2 Ewall 36D ft 55 ft 3 Room height 93 ft heatkool 93 It heatbod 4 5 Room dmertsons Room area 1. 0 x 1693 ft 1693 fF 1. 0 x 57.0 ft 57A ft2 Ty Construction U-value Or HTM Area (ft Load Area (W) Load EhuW' F) BtuW or perimeter (ft) Btuh) or perimeter (ft) Bluh) Heat Cool Gross NIPS Heat Cool Gross WP/S Heat Cod 6 13A4ocs 4A5. 2om 485. 21m 0. 143 0. 550 0540 n n n It 14. 35 14. 09 2. 90 13. 41 13. 67 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 485. 21m 11DO 0540 0390 n n 14. 09 10. 18 13. 67 1227 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W/ I— G L— C 13A- 40CS 4A5- 2om 485. 2hn 0. 143 0550 0. 540 a a a 3. 73 1435 14. 09 2. 90 27. 44 29. 62 79 0 0 79 0 0 295 0 0_ 229 0 0 0 0 0 0 0 0_ 0 0 0 0 0 0 13A- 4os 4A5. 2om 0. 143 0550 s s 3. 73 1435 290 13. 61 121 15 106 12 395 215 307 204 0 0 0 0 0 0 0 0 4A5- 2omd 13A4os 4A5. 20m 0580 0. 143 0550 s w w 15. 14 3. 73 1435 15. 90 2. 90 27. 44 0 135 15 0 120 0 0 447 215 0 347 412 0 51 0 0 47 0 0 176 0 0 137 0 1ql C Lam^ P L— D C 485- 21m _ 12C- 09w 11 DO 168& 30ad 0540 0. 091 0390 0. 032 w n 14. 09 238 10. 18 034 29. 62 151 1227 1. 76 0 0 0 169 0 0 0 169 0 0 0 141 0 0 0 298 4 0 0 57 0 0 0 57 56 0 0 48 118 0 0 100 F 22A-4xn 1.180 30.80 0.00 169 36 1109 0 57 6 169 0 6 c) AED excursion 43 42 En% elope bsy n 2818 1839 449 397 12 a) Infiltration 693 250 106 38 b) Room verrotation 0 0 0 0 13 Internal gains: Occupants@ 230 1 230 0 0 Appliances/ olher 0 0 Subiotal ( lines 6 ID 13) 3511 2319 555 436 Lessexlemal bad 0 0 0 0 Less transfer 0 0 0 0 Redistribution 4 7 8 17 14 Subtotal 3515 2327 563 452 15 Duct loads 1 10% 25% 354 583 10°/ 25% 57 113 Total room bad I 3869 2910 620 565 Air required (dm) I 1 0 147 1 0 29 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wr gf tsof!- 2017-Dec-01 116857 Flight- SuteeUriversal 201818 0.04 RSU16202 Pape 8 EPL Terrp%Lot 230 Madrora C LNG Sed4Bth0 - N.rnp Calc - MJB Frort Door tapes: N I wrightsoft• Right-J® Worksheet Entire House One Stop Cooling and Heating 7225 Sardscove Cart, Winter Park FL 32792 Phore: (407) 629 - 6920 Fax, (407) 629 - 9307 Web. wwwOneStopCoolirgcom License: CA0032444 Job: Lot 230 Madrona C LHG Bed4... Date: 05/23/2017 By. LF/RI 1 Room name 2 EA)osed well 0 d 0 11 3 Room height 93 It heattod 93 It heattool 4 5 Room dimensions Room area 35 x 8.0 It 28D fR 35 x 8A fl 28,0 W Ty Area(IF) Load LoadnuCorlstrticionBlu°F Btrh1A1 orpenmeeW (It) Bluh) orpedmeeller (11) Btuh) Heat Cool Gross NAS Heat Cool Gross NIPS Heat Cool 6 13A- 4ods 0.143 n 3.73 2.90 0 0 0 0 0 0 0 0 4A5-2om 0550 n 1435 13AI 0 0 0 0 0 0 0 0 485.21m 0540 n 14.09 13.67 0 0 0 0 0 0 0 0 11 485- 21rn 11D0 0540 0390 n n 14. 09 10.18 13.67 1227 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13A- 4ocs 0.143 a 3.73 2.90 0 O 0 0 0 0 0 0 4A5.2om 485.2hn 0550 0540 a a 1435 14. 09 27.44 29.62 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 lq! 13A- 4ocs 0.143 s 3.73 290 0 0 0 0 0 0 0 0 4A5.2om OS50 s 1435 13.61 0 0 0 0 0 0 0 0 4A5-2omd 0580 s 15.14 15.90 0 0 0 0 0 0 0 0 1R/ 13A• 40ds 4A5.2om 0.143 0550 w w 3. 73 1435 2. 90 27.44 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 P LD 4B5. 21n 12C-09w 0540 0. 091 w 14. 09 2.38 29.62 1.51 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 DO 1613-30ad 03W 0. 032 n 10. 18 0.84 1227 1. 76 0 28 0 28 0 23 0 49 0 28 0 28 0 23 0 49 C F22A- fpm 1.180 30.80 0.00 28 0 0 0 28 0 0 0 6 c) AED excursion 1 1 Envelope losstain 23 48 23 48 12 a) Infiltration 0 0 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Oo:upartts@ 230 0 0 0 0 Applianoesbltla 0 0 Sublotal (lines 6 to 13) 23 48 23 48 Less extemalload 0 0 0 0 Lesstrarsfer 0 0 0 0 Redistribution 23 48 23 48 14 Subtotal 0 0 0 0 15 Duct loads 10% 25% 0 0 100% 25% 0 0 Total room load 0 0 0 0 Air required ( dm) 0 0 0 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wr`g tsoft- Right-Suite® Universal 201818.0.04 RSU16202 2017-Deo• 01115857Pape 9 EPL TemplLot 230 Madrora C LHG Bed48tKi • N.np Calc = MJB Front Door faces N wrightsoft• Duct System Summary Job: Lot 230 Madrona C LHG B... y Gabe: 05/23/2017 Entire House By. LF/RI One Stop Cooling and Heating 7225 SaWsoove Coot. W irter Park FL 32792 Phore: (407) 629 - 6920 Fax: (407) 629.9307 Web- www.OreStopCoolirg com License: CA0032441 For: Park Square Homes 2623 Flycatcher 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 0.170 / 0.170 in H2O 0.243 in/100ft 0 cfm 140 Cooling 0.50 in H2O 0.16 in H2O 0.34 in H2O 0.170 / 0.170 in H2O 0.243 in/100ft 1160 cfm Name Design Btuh) Htg cfm) Gg cfm) Design FIR Diam in) H x W in) Duct Mat Actual Ln (ft) Ftg.Egv Ln (ft) Trunk BED2 c 2910 0 147 0.271 7.0 Ox 0 VIFx 25.4 100.0 st1 BE03 c 1928 0 98 0.275 6.0 Ox 0 VIFx 23.5 100.0 SO 8ED4 c 3046 0 154 0.280 7.0 Ox 0 VIFx 21.3 100.0 st3 8TH2 c 565 0 29 0.282 4.0 Ox 0 VIFx 20.5 100.0 st1 BTM3 c 547 0 28 0.282 4.0 Ox 0 VIFx 20.4 100.0 st3 DW c 495 0 25 0.276 4.0 Ox 0 VIFx 23.3 100.0 SO GATM c 1350 0 68 0.243 6.0 Ox 0 VIFx 39.8 100.0 st2 GATM-A c 1350 0 68 0.285 6.0 Ox 0 VIFx 19.4 100.0 st1 Kfr c 2412 0 122 0.248 6.0 Ox 0 VIFx 37.2 100.0 st2 LMY c 2109 0 107 0.302 6.0 Ox0 VIFx 17.5 95.0 st3 WED c 4015 0 203 0.249 8.0 Ox 0 VIFx 36.6 100.0 st2 MBTM c 685 0 35 0.253 4.0 Ox 0 VIFx 34.2 100.0 st2 Wrol c 468 0 24 0.252 4.0 Ox 0 VIFx 35.2 100.0 st2 MWIC c 1048 0 53 0.252 4.0 Ox 0 VIFx 35.1 100.0 st2 Trunk Htg Gg Design Veloc Diam H x W Duct Name Type cfm) cfm) FR fpm) in) in) Material Trunk st3- PeakAVF" 0* 289 0.280 529 10.0 0 x 0 VinlFlx st1 PeakAVF 0 367 0.271 672 10.0 0 x 0 VinlFlx st2 Peak AVF 0 505 0.243 643 12.0 0 x 0 VinlFlx 1 wrightsoft• 2017-Dec-0111.5858 Rigtt-Stite®Uriversal201818.0.04 RSU16202 Page 1 ACA:;A .. EPL Terrpllot 230 Madrore C LHG Bed4806 - N rnp Calc - MA Frort Door faces: N Name Grille Size (in) Htg cim) Gg clm) TEL ft) Design FR Veloc fpm) Diam in) H x w in) Stud/Joist Opening (in) Duct Mal Trunk rb1 Ox 0 0 1160 0 0 0 0 Ox 0 VIFx wrightsoft• Right-Sute®Uriversa1201818.004RSU16202 EPL Templlot 230 Madrora C LHG Bed4BUO - N.np Calc - M18 From Door laces- N 2017-Dec-01 11:5858 Page 2 Wf l9htsOft. Static Pressure and Friction Rate Job: Lot 230 Madrona C LHG B... Date: 05/23/2017 Entire House BY LF/RI One Stop Cooling and Heating 7225 Sardsoove Carl. W irter Park FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOneStopCooUrg.00m License: CA0032444 e-roject intormation For: Park Square Homes 2623 Flycatcher Way, Sanford, FL AvailablePressure 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) it) Measured length of run -out 13 0 Measured length of trunk 27 0 Equivalent length of fittings 100 0 Total length 140 0 Total effective length 140 Heating Cooling iN100ft) (in/1001t) Supply Ducts 0.243 > 0.18 0.243 > 0.18 Return Ducts 0.243 > 0.18 0.243 > 0.18 Fitting Equivalent LengthDetails Supply 4X--35,11 A=20,11 G--5,1 A--35,11-G--5: Total EL=100 Return TotalEL=0 wrightsoft' 2017-Dec-01 n 5858 ti.,..., FUgn-Sute®Uriversal201818.0.04 RSU16202 Page 1 A EPL Temptot 230 Madrore C LFIG Sed48tt0 - N.rtp Calc = NUS From Door faces- N FORM R405-2014 TABLE 402.4.1. AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot 230 Madrona C LHG Bed4Bth3 - N Builder Name: One Stop Cooling and Heating Street: 2623 Flycatcher Way Permit Office: City of Sanford City, State, Zip: Sanford , FL, Permit Number: Owner: Park Square Homes Jurisdiction: 691500 Design Location: FL, Orlando COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Corners and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/door jambs and framing and skylights and framing shall be sealed. Rim 'oists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl Space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 12/1/2017 1:33 PM EnergyGaugeO USA - v5.1 - Section R405.4.1 Compliant Software Page 1 of 1 8X4 24 cfm 8X4 53 cfm Job M Lot 230 Madrona C LHG Bed4Bth3 - N Performed by LF/RI for: Park Square Homes 2623 Flycatcher Way Sanford, FL Level 1 One Stop Cooling and Heating 7225 Sandscove Court Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 www.OneStopCooling.com vcn n O v tJ1 O 8X4 29 cfm 8X4 28 cfm Scale: 1 : 109 Paqe 1 RightSuiteS Universal 2018 18.0.04 RSU16202 2017-0eo-01 11:59:34 0 Madrona C LHG Bed4Bth3 - N.rup lq?"' 5quAr,w( /da,0,tFu h4-OAOtJA- PL4A W YAW A4 /h 29s'azV-6' Al 14 M/31,(j RECORD COPY advantage plumbing, License # FC o name i.enature J 0 J DESCRIPTION AS FURNISHED: Lot 230, WYNOHAM PRESERVE, as recor&6d in Plot Book 81, through 102 of the Public Records of Seminole County, Florida. M PLOT PLAN FOR/CERTIFIED TO: Park Square Enterprises, LLC (a Delaware Corporation); Winderweedle, Haines, Ward & Woodman, PA; Attorneys' Title Insurance Fund; Bank of America RECORD COPY LOT 236 LOT 237 N 89°43'03 E JNI [.DATE ' 62.00' Ok to construct single family home with setbacks and impervious area shown on plan. 44 tA 010 24.80' LOT 230 24.80' 20°l Ma8roha - C, &L 8.50' 14.7 13.3 8.50, o LANAI o ai Ld W o O PROPOSED RESIDENCEO2091MADRONAC ^ LOT 231 p ti 2 CAR GARAGE LEFT 4.50'13 COVO. ENTRY 3.0'x4.0' AC ill 5.3' i' 7.0' N i 13.3' 8.50' i 8.50' 19.3' 16 DRIVE WALK 36.53' 25.20' 25.20' — T4 — — — •-4 r- — — — — — LOT 238 1 I I-e---- a V) LOT 229 10' Lull. ESMT. 1• - - - - 52_50'- P.C. 5' WALK- 1j'----- SETBACKS AS FURNISHED CURB FRONT- 25'(•) REAR N 89.43 -03 " E (9.8.) REAR 20' SIDE - 5' (40' LOT) 62.00' 7.5' (60' LOT) SIDE STREET75• 25' (60' & 75' LOT) FL YCA TCHMR XA Y 15, (40, LOT) (50' PRIVATE ROAD) 25' FRONT SETBACK CAN 8E REDUCED TO 20' ON CERTAIN LOTS. NO MORE THAN PLOT PLAN ONLY 2) IN SUCCESSION AT 20' AND A MINIMUM PLOT PLAN AREA CALCULATIONS NOT A SURVEY OF (2) IN SUCCESSION AT 25' • TOTAL LOT AREA 7.130 f SQUARE FEET PROPOSED - nNSHEO SPOT GRADE ELEVATIONS FLATWORK ON/OFF LOT - TOTAL t SOL14RE FEET FLATWORK PER DRAINAGE PLANS G DRIVE r- - PROPOSED DRAINAGE FLOW \yF WALKS 403/ 110- 513 t SQUARE FEET 68/ 310- 378 f SQUARE FEET FOUNDATION/PAb Z484 t REAR PATIO 136 t SQUARE FEET SQUARE FEET LOT GRADING TYPE A GQG SOD PROPOSED F.F. PER PLANS - 26.5' QQ 3,963 / 262 - 4,225 t SQUARE FEET FRONT PORCH DECK 64 t POOL DECK N/A f SQUARE FEET SQUARE FEET NOTE FRONT SIDEWALK AND STREET LOCATION TAKEN FROM PLANS PROVIDED BY CLIENT • NOT FIELD VEwnro ORUSENML'YEtR—SCOTT & ASSOC., INC. — LANLa SURVE'iYORS.. LEGEND + LCGEND - L P PLAT PDL POINT ON L116 5400 E COLONIAL DR. ORLANDO. FL. 32807 407-277-3232 FAX 407 658-1436 IFFI0.Ow"0 TAP. NOTES: litIR OW I= ROD I-=PimP.C.C. POINTTYPICALOPOINTOF REVERSE CURVATURE POIM OF COPWDIO CURVATURE 1. THE UNDERSIGNED ODES HEREBI• CERTIFY D"t INS SURVEY MEETS THE STANQAROS OF PRACTICE SET FORM SY THE FLORIM BOARD OF CN. CONCRETECON ID439 RA. RADIAL O1 FLORIDA CODE PTDESU FlARl61 SFANESPROF!'SSIOMAI. SURVEYORSS AND AIAPPVRISSCTL0. • 1/2' IA. ./Ol0 451iIL REC. RECOVERCD MA. V.P. NON-RAWAI. VITI POW RGI7IGREAND C ICS ARE N VAUD7. 2. UNLESS ENSOSSED WITH SWTVEMITS SR.7NIVRE AND ORIDTIMf. RAISED SEAL. ITOS SUR1kY LMP DR COH ARE NOT VALID. MAL. FM S 1 M SURVEY FaA POINT OF BEGINNING CALC. CALCULATED WAS PREPARED FROM TITLE WFORWTION PUR14SM TO THE SURVem THERE WY OE OTHER RESIRICOONS OR MOAMS ITNT AFFECT MIS PROPERTY. I.O.C. E POINT Or COKNCNCCNENT PRNFF. PLRINIOIT REFCRCNCE NOINIR2NT FLOOR ErWUIINGFLOOREICVAT101 4. NO UNDERCROUNO AMROWU09M MVE SEEN LOCATED UNLESS OTHERWISE SHOWN. . . NLD MAIL'& 0ISMAILDIM Of. W0.o1ED LINE O. MIS SURVEY S PREPARED FOR THE SOLE BENEFIT OF IIIOSE COWED M AND SHOULD NOT Of RELIED UPON BY ANY On1ER ENTRY. R VAT µTICNI;IOIARK G OweNAONS SHOWN FOR DIE wrAfm OF OIPROKAIEMS HEREON SHOULD NOT SE USED TD RECDNSRN/Cr OOIINOARY ES. ' E1rW CASOMENT BASE IG 7. SEAIOIAM ARE BASED ASSUNEO DN7WI AND ON TIE LNE SHOWN As BASE eGVOID (&B) DRAMUTIL. UTIL. DRAINAGE 0. ELEVATIONS W SHOW ARE BASED ON M47MMAL CEOOEM V MAL DATUM OF 1920. 14AM OTHERWISE NOTED. iFC. CHAINUTILITYCHAIRLINK r04f 9. CF]21GTGA7F OF AUIHORTLARON No. 4YAQ WVoss C/oP.C. voDD FENeE CONCRETE K= POINT Or CURVATURE SCALE N 1• .20 DRAWN BY: ••• I OR P.T. DESC. POINT OF TANX CY DESCRIPTION GATECER11nE0BY.• _ OR NO. it• RADIUSD PLOT PLAN 09-21-2017 4022-1 i 0 ELT• DA'T" PLOT PLAN 11-16-2017 5019-17 C CHORD C.S. CHORD t[ARING NORTH ovl- THIS BLADING\PROPERTY DOES NOT LIE WITHIN THE ESTABLISHED 100 YFAR FLOOD PLANE AS PER 'FIRM' Ail A CRU NMrW R.LS. / •4714 ZONE X. LLAP / 121I7C0090 F (09-28-07) W. SCOTT. R.LS / 4801 RECORD COPY f Filename: PARK SQ MADRONA.rrr Lighting and Small Appliance/Laundry Circuits Floor Area SmAppNo LaundNo Line Neutral 2798 2 1 Lighting Summary Standard 6,463 6,463 Optional 12,894 6,463 e-7t Ranges & Ovens Range No. No? Nameplate Line Neutral 1 1 8000 0 03 ° ° 550Range/Oven Summary Standard 6,400 4,480 Optional 8,000 4,480 Dryers Dryer No. No? Nameplate Line Neutral j 1 5000 2 0 3. 0 Dryer Summary Standard 5,000 3,500 Optional 5,000 3,500 Ieating and Cooling: Actual Number = 1 Jame M? Ph No Amps Volts VA HP Line Neutral L 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 eat/Cool Summary Standard 12,240 0 Optional 12,240 0 1- - - - - - - - - - - axed Appliances: Actual Number = 6 Jame M? Ph No Amps Volts VA HP Line Neutral ISP 1 1 120 600 600 600ISH1112012001,200 1,200MICRO11120 '1200 1,200 1,200HATERHEATER1118.5 240 4,440 0APTPOOL. 1 1 10 240 2,400 ° PT POOL HEAT 1 1 31 240 7,440 0 fixed Appliance Summary Standard 12,960 2,250 Jther A Optional 17,280 2,250Appliances: Actual Number = 0 game M? Ph No Amps Volts VA HP Line Neutral Other Appliance Summary Standard 0 0 Optional 0 0 5% of Max Motor: t,ine is Std Only; Neutral for Both Maximum Phase Amps Volts c 1 22 240 heat/Cool Phase Amps Volts 1 22 240 Fixed Appl. Phase Amps Volts P 0 Other Appl. Phase Amps Volts 0 Max Motor Summary Standard Only 1,320 0 Standard Line Neutral Total Total = 44,383 16,693 Maximum Amperage = 185 70 Service Voltage = 240 Service Phase = 1 Optional LineNeutral Total Total = 35,510 16,693 Maximum Amperage = 148 .70 Service Voltage = 240 Service Phase = 1 APPROVED TRUSS ANCHOR BY BUILDER PLUMB CUT OVERHANG 1 HEEL HEIGHT = 2 x 4 BOTTOM = 2 x 4 TOP= 2x4 12 6.0lp Lt- b FEW 0 12 m aeI 12„ TRUSS END DETAIL o COPYRECORD w J N W z aoz O 5zz Q En J L_ 4 - HUS26 1 - PLY HGR z O w O 1- HGUS26-2 2-PLY HGRU W O b z U) O U Q j 81 2-PLY U - w 01a co Q r m N bOV Z C MID - FLORIDA LUMBER ACQUISITIONS co BARTOW, FLORIDA J Q c' TRUSS LOADING CONDITIONSw O m ROOF TRUSSES FLOOR TRUSSES d Q m 10P CHORD LIUE: 200 10P CHORD LILE 400 OJ e 10P CHORD DEAD 100 ITOP CHORD DEAD 100 Z BOTTOM CHORD DEAD 100 (BOTTOM CHORD DEAD 50 w 10TAL LOAD (PSF) 40.0 (TOTAL LOAD IPSFI 550 W Q-2 L STRESS INCREASE ] 25 SIRESS INCREASE: le Z z HIS IIMS SYSIEP HiS BEEN DESIGNED WI1H LORDS GENEMIED BY 140 H?H m WINDS USING 42 PSF ]OP MD DERD LORD AND 30 PSF BOII0m EHRD 12 DEAD LORD 0 POLES FROM HRRICRIE OCEFILI E. CR] 11. EXP. B OW ?-101 z W w C c 1 OADIR 2091 - A or C Park Square Homes W U) J M LEM FIRSS Q U GARAGE U 4-4' 1a-0' 10•-r qie9. H 19•- 4- r- D' I 5•- 4" 13- 4_ 12" TRAY CLG. nm O Madrona - A or C z Q soma P2091 AC mrt ME AID WA 1-10.17 Smaxr 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 I iiiiiiiii%II 1 1 II I I I I I I I\ D Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. s RECORD COPY RE: P2091AC-T - Park Sq Hm/ 2091 Madrona AS / Tray MiTek USA, Inc. Site Information: 6904 Parke East Blvd. FIA or6P/_9AYCustomerInfo: PARK SQUARE HMS Project Name: P2091AC Model: MADRONAT961, CLG Lot/Block: 230 Subdivision: WYNDHAM PRESERVE 60' Address: 2623 FLYCATCHER 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: FBC2014ITP12007 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 140 mph Roof Load: 40.0 psf Floor Load: N/A psf This package includes 49 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. INo. I Seal# ITruss Name I Date I No. I Seal# ITruss Name Date 1 IT12483498 lA1 11/10/17 112 1 T12483509 1 B1 11/10/17 12 IT12483499 IA2 111/10/17 113 1T124835101B2 111/10/17 1 3 IT12483500 IA3 1 7 114 IT12483511 1133111/10/171 4 IT12483501 JA4 11/10/17 115 1 T12483512 1 B4 11/10/17 5 IT12483502 JA5 11/10/17 116 1 T12483513 1 B4A 11/10/17 6 1T1248350VA6A 11/10/17 117 1 T12483514 1 BS 11/10/17 7 IT12483504 JA6T 11/10/17 118 1 T12483515 1 B6 11/1 /17 8 IT12483505 1A7A 11/10/17 19 T12483516 B7 11/10/17 9 T12483506 A7T 11/10/17 20 1 T12483517 1 B8 11/10/17 10 IT12483507 JA8T 11/10/17 121 1 T12483518 1 B9 11/10/17 11 IT12483508 1A9T 111/10/17 122 1 T12483519 1 CJ1 11/10 17 SANFORD O pARTt`l 17-3550 This item has been electronically signed and sealed by Albani, Thomas, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 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 junsdiction(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. November 10.2017 Albani, Thomas 1 of 2 RE: P2091AC-T - Park Sq Hm/ 2091 Madrona A_C / Tray Site Information: Customer Info: PARK SQUARE HMS Project Name: P2091AC Model: MADRONA 2091 - A or C / TRAY CLG Lot/Block: 230 Subdivision: WYNDHAM PRESERVE 60' Address: 2623 FLYCATCHER WAY City: SANFORD State: FLORIDA INo. I Seal# ITruss Name I Date 23 IT12483520 JCJ1A 11/10/17 24 IT12483521 JCJ1B 11/10/17 25 IT12483522 ICJIC 11/10/17 26 IT12483523 JCJ3 111/10/17 27 T12483524 1CJ3A 11/10/17 128 IT12483525 I CJ3B 111/10/17 129 IT12483526 I CJ3T 111/10/17 1 130 IT12483527 I CJ5 111/10/17 I 131 IT12483528 I CJST 111/10/17 32 IT12483529 JG1 11/10/17 133 IT12483530 JG2 11/10/171 34 IT12483531 IG3 11/1 /17 35 IT12483532 I G4 111/10/17 36 IT12483533 IG5 11/10/17 37 IT12483534 I G6 11/10/17 38 IT12483535 JG7 1110/17 39 IT12483536 I G8 111/10/1 40 1 T12483537 I J3C 11/10/17 41 IT12483538 1,17 11/10/17 142 IT12483539 1 J7T 111/10/17 I 143 IT12483540 1 KJ4 111/10/17 I 144 IT12483541 I KJ6 111/10/17 1 145 IT12483542 1 KJ7 111/10/17 I 146 IT12483543 JKJ7T 11/10/171 147 IT12483544 I V1 111/10/17 J 148 IT12483545 I V2 111/10/17 1 149 IT12483546 I V3 111/10/17 1 2 of Job Truss Truss Type Oty Ply Park Sq Hall 2091 Madrona A C / Tray T12483498 P2091AC-T Al COMMON 5 1 Job Reference (optional) Mid-Flonda Lumber, Bartow, FL. 6.130 s Sep 102011 MI lek industries, Inc. 1-n Nov 1U n:24:bb ZU1 / rape 1 ID: WjOyiuZDwOnl2xygntYl3zgvcy-IzETPg?sFLVUCTECsZXOYUVeVmfGpl7axkfnuyKbmM 7-11}5 7313 7J 13 7313 7.313 ft i 5x5 = a an f-12 6 to 11 16 2a 15 dtf 14 14 12 34 4 1.5x4 11 44 = 3xB = 30 = 1.5x4 II 3x8 3x4 = 41I Scale - 1.54 1 LOADING (psf) TCLL 20.0 TCDL 10.0 SCLL 0.0 SCOL 10.0 SPACING- 2-0.0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Inv YES Code FSC2014/rP12007 CSI. TC 0.79 SC 0.84 WB 0.53 Matrix -MS DEFL. in (loc) I/defl Ud Vert(L-) -0.26 15-16 >999 240 Ven(TL) -065 15-16 >833 180 Horz( TL) 0.24 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 249 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-0-12 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-15. 7-15. 9-14, 5-15. 3-16 REACTIONS. ( lb/sae) 2-1860/041-0.10=1860/0-8-0Max Horz 2=225(LC 11) Max Uplift 2=-336(LC 12), 10-336(LC 12) FORCES. ( lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3-3337/916, 3-5-2735/832, 5.6-2089/735, 6-7-2089/735, 7-9=27351832, 9- 10=3337/917 BOT CHORD 2-18-698/2956. 16-18-698/2956, 15-16=495/2442, 14-15=504/2362, 12-14=701/2894, 10- 12=701/2894 WEBS 6-15=425/1400, 7-15=9191332. 7-14-67/517, 9-14=612/231, 9-12=0/283, 5- 15=919/332, 5-16=67/516, 3-16=612/231, 3-18=0/283 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vull=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15f1; 6=45ft; L=24ft; eave=6ft; Cat. It: Exp B; Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2) -1-0.0 to 2-", Interior(1) 2-0-0 to 22-6-0, Exterior(2) 22-6-0 to 25. 6.0 zone;C-C for members and forces 6 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members, with BCDL - 10 Opsf 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (it=lb) 2= 336. 10=336 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies t>; r WARNING • Verify design Parameters and READ NOTES ON THIS AND INCLUDED AITEK REFERENCE PAGE 11047473 rev. tdJaWS BEFORE USE. Design valid for use only with MITWO connectors This design is baud ontr upon parameters shown, end is for an individual budding component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design uuo the overall building design Bracing indicated is to prevent buckling of individual truss web andlor Chord members only. Additional temporary ail Pamianerll bracing rs always required for stability and to prevem collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses are truss systems, hoe ANSVIPII Quality Criteria, OSS4I9 and SCSI Building Component 6904 Parke Fast Blvd Safety Information available from Truss Plate Instdwe, 216 N. Lae Street. Suite 312. Alexandria, VA 223M Tamps, FL 36610 Job Truss Truss Type City Ply Park Sq HrtV 2091 Madrona A C / Tray T12483499 P2091AC-T A2 HIP 2 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8 130 s Sep 15 2017 MTek Industries, Inc. Fri Nov 10 11 24:56 2017 Page 1 I D:VADyf uZDwOnl2xygntYl3zgvcy-D9orc000Ofdk9dpOOH2S4h2nnF7t?FhHpbUoJKyKbmL ItO71•5 61 13 !- M 3." 6.9-13 6 9.13 7 4 5 Scale a 1:78 1 5x7 = 5x5 = 27 18 17 zy '1u 16 15 at 14 13 3x6 i 1 Sx4 II Bx8 = 3x4 = US = 6)6 = 1 Sx4 II 34 LOADING (psQ TCLL 20.0 TCDL 10.0 BCLL 0.0 BCOL 100 SPACING- 2-" Plate Grip DOL 1 25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014rrPI2007 CSI. TC 0.70 BC 084 WS 0.63 Matrix -MS DEFL. in (loc) Vdefl Ud Vert(LL) -0.25 16-17 >999 240 Vert(TL) -0.66 16-17 >822 180 Horz(TL) 0.24 11 Me n/a PLATES GRIP MT20 244/190 Weight: 273 lb FT = 20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-7-8 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-16. 6-15. 8-15 REACTIONS. (lb/size) 2=1860/0-8 .11-186010-8-0 Max Horz 2=239(LC 10) Max Uplift 2-336(LC 12). 11=336(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-3-3360/1014. 3-5=2824/937, 5-6=2199/838, 6-7=1883/809, 7-8-2201/838, 8-10=-2823/937, 10.11-3361/1015 BOTCHORD 2-18=794/3001, 17-18-794/3001, 16.17=-623/2520, 15-16=375/1908, 14-15=627/2438, 13-14=798/2920, 11-13=798/2920 WEBS 3-17=549/219, 5-17=-65/494, 5-16=4391/359, 6-16=-225f745, 7-15=246f709, 8-15=-887/358, 8-14=64/491, 10-14=550/219 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: VuIt=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.0psf; h=15ft, B=45ft; L=45ft; eave=6ft; Cat. II; Exp B; Encl , GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0.0 to 3-6-0, Intenor(1) 3-6-0 to 21-0-0, Extenor(2) 21-0-0 to 24-0-0. Intenor(1) 30-4-6 to 46-0-0 zone;C-C for members and forces 6 MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live bad of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=336, 11=336. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies i 0 WARNING • vanity design parametan and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE aftl•7473 ~. t0N7r2013 BEFORE USE. Design valid for use any with MTti connectors. This design is based only upon parameters shown, and is rbf an individual building component, to a truss system Before use, the busdulp designer must vent' the appIcAbrsry, of design parameters and properly InCO(pOrrte this design into the overall building design Bracing indicated is to prevent buckling of individual truss web anNor 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, ereaon and bracing of trusses and truss systems, see ANSVTPII Quality criteria, OSS419 and BCSI Building component 6904 Parke Fag BM Safety Information available from Truss Plate Institute. 219 N Lee Street, Suds 312, Alexandria, VA 22314 Tamps, FL 36610 b Truss Truss Type Oty Ply Park Sq Hav 2091 Madrona A C / Tray rP2 T12483500 091AC-T A3 HIP 2 1 Job Reference o bonal Mid -Florida Lumber, Bartow, FL. 8 130 s Sep 15 2017 MiTek Industries, Inc Fn Nov 10 11:24:57 2017 Page 1 ID:VADyiuZOwOnl2xygntYl3zgvcy-hMLDgMO6nzlbnnOb_ZhdvbxneU7kns01 FOLmyKbmK 8 &5 6-1-13 6 1-13 7." 71-13 6 1-73 6 6 5 Scale - 1:76.1 Sits = 5x6 = to st it sz 16 15 . rh 14 as 14 4x5 3x4 = 5x6 VuB = 3x6 = 3x4 = 5x6 we = 3x4 = 4x5 = 9.94 19-0.0 28-0-0 0-035.2.12 45 9-94 9-2-12 7-0-0 9.2.12 9-94 Plate Offsets (X.Y)- 12:0-1-O.Edael. f6:0.2-8.0.2-41.17:0.6.0.0-2-81.111:0-1-O.Edoel LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 TC 1.00 Vert(LL) -0.36 16-18 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.78 Vert(TL) -0.84 13-15 >645 180 8CLL 0.0 ' Rep Stress Iner YES WB 0.32 Horz(TL) 0.20 11 n/a n/a BCDL 10.0 Code FBC2014frP12007 Matrix -MS Weight, 250 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 6-10.13 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-16, 7-16, 8-16 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 11=1860/050, 2-1860/"-O Max Horz 2=192(LC 11) Max Uplift 11-336(LC 12), 2-336(LC 12) Max Grav 11=1865(LC 18), 2=1860(LC 1) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3-3413/1028. 3-5=31851995. 5.6-2399/860, 6-7=2098/830, 7-8=2416/860, 8-10=-3201/995,10-11=3429/1028 BOTCHORD 2-18=-821/3117, 16.18=653/2665, 15.16- 451/2136, 13.15-662/2538, 11-13=830/2987 WEBS 3-18-332/199, 5-18=91/541, 5.16=720/306, 6-16=179f728, 7-15=174/805, 8-15=7201306. 8-13=-911540, 10.13=332/199 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; 8CDL=3 Opsf; h-15ft, B-45ft, L-24ft, eave=6ft; Cat. 11, Exp B; Encl , GCpi=0.18, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 19-0-0, Exterior(2) 19-0-0 to 30-2-15, Interior(1) 30-2-15 to 464)-0 zone;C-C for members and forces 6 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 5) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=Ib) 11=336, 2=336. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies wfi.d1rOWARNING - Vwffy design parameters and READ NOTES ON TMS AND INCLUDED WTEK REFERENCE PAGE 111147473 now. 10032015 BEFORE USE. Design valid for use only with MiTekm connectors This design is based only upon parameters shown, and rs for an individual building component, not a truss system. Before use. the building designer must vertly, the appbubllity of design parameters and property incorporate this design into the overall budding design. Braarp mdrrated is to prevent buckling of individual truss web andfor 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 regardmg the tabncatan, storage, delivery, erection and bracing of trusses and truss systems, see ANSVIPII Quality Crnerla, OSS49 and SCSI Building Component 6904 Parke East Blvd Satiety Information avallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312. AbxarWna, VA 22314 Tamps. FL 36610 b Truss Truss Type Oty Ply AParkSqHml2091Madrona C / Trey rP2 T12483501 091AC-T A4 HIP 2 1 Job Reference (optional) Mia-hiona8 Lumber, Bartow, FL. a.130 s Sep 1D 2u1 / MI I ex maustnes, Inc. Fn NOW lU I l:L4:DV Lu1 / rage 1 ID: W)DyiuZDwOAl2xygntYl3zgvcy-ekTzF22NJa?JO4Yz5Pb9iKgP9S8tCZziVZiSwyKbml 0 5 S•S 13 55513 8-0 5 0 5 5 13 S 5 1368 0 5 Scale = 178.7 Sx7 = 150 II 5x7 = 6 29 7 30 e 20 33 3419 18 15 17 36 16 1537 38 14 3x4 = 4x8 = 3x4 = 3x8 = 3x4 = 4x6 = 3x4 = 4x5 = 4x5 = LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) laden L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.49 Vert(LL) -0.29 14-16 >999 240 MT20 244/190 TCDL 10.0 Lumber OOL 1.26 BC 0.96 Vert(TL) -0.73 14-16 >736 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.79 Horz(TL) 0.24 12 n/a n/a BCDL 10.0 Code FBC2014frPI2007 Matrix -MS Weight: 262 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-13 oc purlins BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-17 REACTIONS. ( lb/sae) 12=1860/0-8 , 2=1860/0-8-0 Max Horz 2=173(LC 10) Max Uplift 12=336(1.0 12), 2=336(1.0 12) Max Grav 12=1860(LC 18). 2-1860(LC 17) FORCES. ( Ili) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3443/1052. 3-5=3244/1026, 5-6=-2576/907. 6-7-2371/908, 7-8-2371/908, 8. 9-2576/907, 9-11=3245/1026, 11-12=3444/1052 BOT CHORD 2-20=-849/3133, 18-20=707/2757, 17-18=-513/2328, 16-17-522/2254, 14-16=716/2628, 12- 14=45813005 WEBS 3-20=-281/173, 5.20=76/448, 5-18=-633/283. 6-18=1621714. 6-17-121/420, 7- 17=373/193, 8-17=121/420. 8-16=162f714, 9-16=633/283, 9-14=77/448. 11- 14=-281/173 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft-140mph (3-second gust) Vasd=108mph; TCDL-4.2psf, BCDL=3.Opsf; h=15ft; 8=45ft; L-24ft; eave=61t; Cat. II; Exp 8; Encl , GCpi=O 18, MWFRS (directional) and C-C Extenor(2) -1-0-0 to 2-0-0. Interior(1) 2-0-0 to 17-0-0, Exterior(2) 17-0-0 to 32- 2-15. Intenor(1) 32-2-15 to 46-0-0 zone;C-C for members and forces 3 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' Thts-:russ 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, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (Ft=lb) 12= 336, 2=336. 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 parameters and READ NOTES ON THIS AND INCLUDED OTEK REFERENCE PAGE M11•7473 rev. 10A13/2013 BEFORE USE. slump Design valid for use only with Weklb connectors. This design is based only upon parameters shown, and is for an indrAdual building Component, not a truss system. Before use, the buddaig designer must verity the applicability of design parameters and property dKorporato this design into the overall budding design Bracing indicated is to prevent buckling of individual truss web and/or chord members Oily Adddronst temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and prdperty, damage. For general guidance regarding the HER fabrication, storage, delivery, eteaion and bracing of trusses and truss systems, sae ANSIRPIt Quality Cnterle, OSS49 and SCSI Building Component $904 Parke East Blvd. Safety Information available from Truss Plate Insidule, 218 N. Lee Street, Suite 312. Alexandria, VA 22314 Tamps, FL 36810 Job Truss Truss Type Oty Ply Park Sq Hm/ 2091 Madrona A C l Tray T12483502 P2091AC-T A5 HIP 2 1 Job Reference o tional Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 li Industries. Inc. Fri Nov 10 11.25 00 2017 Page 1 ID.W)DyiuZDwOAl2xygntYl3zgvcy-6x1 LSN3?4u8AeE79t760FXCTzsVdx4kskDSOS6yftmH 7.7.8 74A 76-0 76-0 7.2.12 7-9 Scale - 178.5 60o 52 5's = 1.Sx4 11 Site = 5 27 28 6 29 30 7 10r"y 18 1f 16 sit 15 '4 14 Ia 12 3 1.5x4 11 3x4 = 3x8 = 4ii6 - 1.5x4 II 3' Q 44 = 30 _ 7-7 15-0 0 22." 3d40 37-2-12 45-" 7.7$ 7.4.8 7-" I 76-0 7.2.12 7-9-4 i LOADING (psi) SPACING- 2.0.0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 TC 0.94 Veri(LL) 0.26 15-16 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1 25 BC 0.85 Ven(TL) 0.65 14-15 >830 180 BCLL 00 ' Rep Stress Incr YES WB 0.56 HOrz(TL) 0.24 10 n/a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix -MS Weight: 240 lb FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No 2 Except' TOP CHORD Structural wood sheathing directly applied. 4-5,7-0: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 6-5-6 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 3-16. 9-14 WEBS 2x4 SP No 3 REACTIONS. (lb/size) 10=1860/0-8-0, 2=1860/0-8-0 Max Horz 2=153(LC 10) Max Uplift 10=336(LC 12). 2=335(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-3-3367/1049. 3-5-27361932. 5-6-2676/994, 6-7=2676/994, 7-9=2732/933, 9-10=3355/1045 BOT CHORD 2-18=436/2948. 16.18=-836/2948, 15.16=586/2397, 14-15=594/2358, 12-14=839/2913, 10-12=-839/2913 WEBS 3-18=0/281, 3.16=6521282, 5-16=-87/532, 5-15=170/597, 6.15=510/258, 7-15=171/598, 7-14-90/535, 9-14=644/279, 9-12=0/281 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph; TCOL-4 2psf; BCDL-3.0psf, h=15ft, B=45ft, L=24ft; eave=6ft; Cat. II, Exp B; Encl.. GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -1.0-0 to 2-", Interior(1) 2.00 to 15-0-0, Exterior(2) 15-0.0 to 34-2-15, Intenor(1) 34-2-15 to 46-0-0 zone;C-C for members and forces 6 MWFRS for reactions shown; Lumber OOL-1.60 plate grip DOL-1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will rd between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplrft.at joint(s) except (jb=lb) 10=336. 2-335. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING • Vainly design Parameters and READ NOTES ON TNIS AND INCLUDED AOTEX REFERENCE PAGE MII.7473 ray. /0e32015 BEFORE USE. Design valid for use only with MTakO connectors This design Is based only upon parameters shown, and is for an mdnridual budding component, not a truss system. Before use. me building designer must verify the applicability of design parameters and property incorporate this design into me overall budding design. Bracing indicated is to prevent budding of individual truss web and/or chord members only Additional temporary and permanent bracing Is ahvays required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the IN fabrication, storage, delivery, erection and bracing of trusses and truss systems, no ANSIRPII Quality Criteria, OSS42 and SCSI Building Component 690e Parke East Blvd Safety Information available from Truss Plate Insteme, 218 N Lee Sheet. Sues 312. Alexandria. VA 22314 Tampa, FL 36610 b Truss Truss Type city Ply Park Sq Hm/ 2091 Madrona A C / Tray rP2 T12483503 091AC-T ASA HIP 1 1 Job Reference o bonal M1d-FIOndB Lumber, Isanow, FL. a 13o s Sep 15 zon miTek industries, Inc. Fn Nov to 11 25:01 2017 Page t ID:W)DyiuZDwOAl2xygntYl3zgvcy-a7bkfj4drBG1FOhMDgednilkeGuOgRtOytBZ YyKbmG 6 9 4 6 2-12 6 4-9 62-13 It 4-9 62.12 69 Scale - 1:77.4 SO = 5x5 = 1 5x4 II Sx7 = 4 29 30 31 5 6 32 33 34 7 20 19 to - 17 w 16 13 11 1 5x4 II 34 = 3x4 = 3x8 = 15 39 143x4 = 12 3xS = 3id - II 3x4 = 16 = 1.5x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.09 16-17 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 059 Ven(TL) -0.24 16-17 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.96 Horz(TL) 0.06 15 n/a n/a BCDL 10.0 Code FBC2014r rP12007 Matrix -MS Weight 248 lb FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-15 cc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 64-0 cc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-17. 5-16 REACTIONS. All bearings 0-" except (p=length) 13=11-3-0. 15=0-M, 12=0.3-8. lb) - Max HOrz 2=134(LC 11) Max Uplift All uplift 100 lb or less at joints) 9 except 2=-206(LC 12), 13=245(LC 12). 15=141(LC 12) Max Grav All reactions 250lb or less atjoint(s) 12 except 2=1090(LC 21), 13=1444(LC 1), 9=333(LC 22), 15=855(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown TOP CHORD 2-3=1744/551, 34=1191/444, 4-5=752/366, 7-8=122/697, 8-9=-89/313 BOT CHORD 2-20=399/1525, 19-20=399/1525, 17-19=-175/1041, 16-17=-01/763, 15-16=-582/329, 13-15=5821329, 12-13=252/108, 11-12=252/108, 9.11=252/108 WEBS 3.20=0/254, 3-19=574/257, 4-19=-80/445, 4-17=381/132, 5-17=74/530, 5.16-1174/364, 6-16=399/210. 7-16-233n29, 7-13=1144/408, 8-13=5461267 NOTES - I) Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7-10. Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft, B=45ft; L-24ft; eave=6ft; Cat. II; Exp B; Encl., GCpi=0.18, MWFRS (directional) and C-C Extenor(2) -1-0-0 to 24-0, Interior(1) 2-0-0 to 13-0-0. Extenor(2) 13-0-0 to 36-2-1 S. Interior(1) 36-2-15 to 46-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.W 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 bad of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9 except (jt=lb) 2=206, 13=245, 15=141. 2 ib Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies QWARN/NO • VaAI y design only with MiTamlli co and READ NOTES is riseies only INCLUDED Mters REFERENCE PAGE Ma•74al rw, building OIScomponent, BEFORE USE. Design valid for use only with MiTala®tonraetora. This design is based linty upon parameters anown, and u for an individual budding camponant, not a truss system Before use, the budding designer must verity the applicability of design parameters and property moolporate 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 labncation, storage, delivery, erection and braong of trusses and truss systems, see ANSVTPI7 Quality Cnterla, Ose49 and SCSI Building Component 6904 Parks East Blvd Sdety Information available from Truss Plate Insulule, 218 N. Lail Street. Suite 312. Alexandria, VA 22314. Tamps, FL 36610 Job Truss Truss Type Qy Ply Park Sq HrrV 2091 Madrona A C / Tray T12483504 P2091AGT A6T SPECIAL 1 f2 Job Reference footionall, Mid -Florida Lumber, Banow, FL. B 13u s Sep 1 zu1 f Ntn i eh moustnes, mc. rn Nov 1u n:za ud zui t rage 1 ID:VADyiuZOwOril2xygntYl3zgvcy-W"U4PStNpW VirkKFg5tAg3m3Va8RTJOBgg3OyKbmE 54- 13 7-8-10 0." 51 -3 4 4.13 2.7 8 5x7 = 1.50 II 3x8 = 3x8 = 4 3334 35 5 6 7 20 II 5x5 = 36 378 9 Scale = 1:70.1 6.00 12 3x4 <32 >38 74 3 10 , o 39 6 31 ` b qt2Sx8 = , 2 5xl2 = 15 [ 7 14 d 23 22 40 21 20 41 19 16 17 1.5x4 II 4x4 13 3x5 = 1.5x4 II 30 = 34 =3xS = 04 = 2x4 II 1.Sx4 II 2x4 II 4x5 1.5x4 II 30 = LOADING (psf) SPACING- 24).0 CS1. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.26 17 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 090 Vert(TL) -072 17 >743 180 BCLL 00 ' Rep Stress Ina YES WB 0.56 Horz(TL) 0.36 12 n1a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS Weight: 552 lb FT = 200A LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc punins. 10- 12: 2x6 SP DSS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Except: BOT CHORD 2x4 SP No.2 'Except' 10-0-0 oc bracing 16-18 17- 24,8-18. 2x4 SP No.3, 11-16: 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 2-1864/0-8-0, 12=1832/0-8-0 Max Horz 2=148(LC 11) Max Uplift 2=328(LC 12), 12=286(LC 12) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3-3408/1072, 3-4=-2892/976, 4-5=2982/1063, 5-7=2982/1063. 7-8-3220/1084. 8- 9=3230/1084, 9-10=3640/1158, 10-11=4382/1342, 11-12=1024/348 BOT CHORD 2-23=-090/2970, 22-23=-890/2970, 20-22=675/2513, 19-20=-814/3052, 1S-16=756/2934, 14- 15-1186/4079, 11-14-1185/4085, 16.18=0/254, 8-16=264/143, 11-13=103/357 WEBS 3-22-539/246. 4-22-85/444, 9.16-2461915, 9-15=2151697. 10-15=1105/433. 5- 20=358/192, 7-19=433/172, 4-20=235/822, 16-19=767/2964. 7-16=26/288 NOTES. 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows. Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows 2x4 - 1 row at 0-9-0 oc. Webs connected as follows, 2x4 - 1 row at 0-9.0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (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; Vult=140mph (3-second gust) Vasd-108mph, TCDL=4.2psf; BCDL-3.Opsf; h=15ft, 8=45ft, L=45ft: eave=5ft; Cat. II; Exp 8; Encl.. GCpi=O 18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 3-5-10, Intenor(1) 3.5-10 to 13.0-0, Exterior(2) 13-0-0 to 36-5-10. Interior(1) 36-5-10 to 44-8-1 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1 60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) Bearing at joint(s) 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verily printed copies of this document are pcapacityofbearingsurface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=1b) not considered signed and sealed and 2= 328. 12=286. the signature must be verified on any electronic copies O WARNING • VMfy design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE Mil-7473 rw. 10JO312015 BEFORE USE. Design valid for use ony with MfTek® connaetors. This design is based only upon parameters shown, and is for an indmdusl building component, not a truss system Before use, the building designer must verdy the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent budding of individual truss web andfor chord members arty. Additional temporary and permanent bracing is always required for stability are to prevent Collapse with possible personal injury and property damage For general guidance regarding the is fabncAldn, storage, delivery, erection and broang of trusses end truss systems, ate ANSVWII Oualhy Criteria. OSS49 and SCSI Building Component 690s Parke East Blvd Safety Information available from Tens PINS Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314 Tampa, FL 38610 Job Truss Truss Type oty Ply Park Sq Hm/ 2091 Madrona A C / Tray T12483505 P2091AC-T A7A HIP 1 1 Jo0 Reference (optional) mt0-rionaa Lumber, Carlow. rL. 6.13u s Sep 15 2017 Mi lek InOustnes, Inc. rn Nov 10 1125'U4 2017 Pagel ID:W)DyiuZDwOrll2xygntYl3zgvcy_iHsll6V76ec6rOxuyBKPNN86Txlts2SerODbtyKbmD 12 - 7.10 4 3 1-12 7-0 9 7.6.13 7.8-9 3. ;!5' 7.10 4 Scale=1.77.5 5x7 3x4 = 3x6 = t.5x4 II 5x7 = 8 00 12 4 28 2930 5 6 7 31 32 33 a 3x4 3x4 3 9 27 34 48 35 Is t6 16 "' 15 " - 13 ,2 US 1.5x4 II 30 = 3x8 - 30 = 3x8 = 3x6 = 30 = 1 5x4 II 3x5 - LOADING (psf) TCLL 200 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-" Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014frP12007 CSI. TC 0.80 BC 0.55 WB 0.67 Matrix -MS DEFL. in (loc) Udefl Ud Ven(LL) -0 09 16-18 >999 240 Ven(TL) -0.25 16-18 >999 180 Horz(TL) 0.05 15 n/a n/a PLATES GRIP MT20 244/190 Weight: 238 lb FT = 200A LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-6 oc punins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-16. 5-15. 8-15 REACTIONS. All bearings 0-8-0 except (jt=length) 15=0-3-8, 12=0-3-8. lb)- Max Horz 2-115(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 12, 10 except 2=190(LC 12), 15=329(LC 12) Max Grav All reactions 250 lb or less at joint($) except 2=991(LC 21). 15=1890(LC 1), 12=519(LC 22). 10=366(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown TOP CHORD 2-3-1414/456. 3-4-1080/432. 4-5=610/294. 5-7=-88/593, 7-8=88/593 BOT CHORD 2-19=296/1224, 18-19-296/1224, 16.18=166/984, 15-16=-53/647 WEBS 3.18=405/209, 4.18=127/477, 4-16=416/148, 5.16=38/485, 5.15=1481/474, 7-15=-492/258, 8-15=633/233, 9-12-389/159 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, VuK=140mph (3-second gust) Vasd-108mph; TCDL=4 2psf, BCDL=3 Opsf, h=15ft; 8=45ft. L=24ft; eave=6ft; Cat. ll; Exp 8; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0. Intenor(1) 2-0-0 to 11-0-0. Exterior(2) 11-0-0 to 38-2-15. Interior(1) 38-2-15 to 464)-0 zone,C-C for members and forces S MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCOL - 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12. 10 except Ut=lb) 2=190, 15=329 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING • Verify Wslpn panmators and READ NOTES ON TldS AND INCLUDED M1TEN REFERENCE PAGE 114/47473 rev. 1100037201$ BEFORE USE t Oesign valid lot use only with MTek® connectors This design is based only upon parameters Shawn, and is for an uwmdual 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 bucidmg of individual truss web and/or chord members only. Additional temporary and permanent bracing is akvays 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, a" ANSVTPII Gustily Criteria. OSS49 and 8CSI Building Component 6904 Parke East Blvd. Safety Intonnation available tram Truss Plate Institute. 218 N. Lae Street. Suite 312. Alexandria, VA 22314 Tampa, FL 36610 b Truss Truss Type Qy Ply Park Sq Hm/ 2091 Madi ona A C / Trey rP2 T12483508 091AC-T A7T SPECIAL 1 Job Reference (optional) Mtd-Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Fri Nov 10 11:25:05 2017 Page 1 I D:VdjDyiuZDwOrll2xygntYl3zgvcy-SugEV578uOmTk??7SgiZybwPFIB 1 cJZbtV9m7JyKbmC 32-11.8 5 9 4 5 2-12 6 4.9 Ca 2.13 9.4-2 4-0 'O 4-3 14 2-7-0 Scale - 1.78.1 5x7 = 313233 1 5x4 II 5x8 = 2x4 II 5x7 = 34 7 35 8 21 20 19 is 17 163x4 = 1.5x4 II 12 3x5 = 1 5x4 II 3x4 = 5x8 = 5x5 = 20 II 1.5x4 II 2x4 II 4x5 — LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCOL 10.0 Lumber DOL 1.25 BCLL 00 ' Rep Stress Incr YES BCDL 100 Code FBC2014/rP12007 LUMBER - TOP CHORD 2x4 SP No 2 'Except' 9-11: 2x6 SP DSS BOT CHORD 2x4 SP No 2 'Except' 16-22,10-12,7-17: 2x4 SP No 3, 10-15 2x4 SP No.1 WEBS 2x4 SP No.3 CSI. DEFL. in loc) Udell L/d PLATES GRIP TC 058 Vert(LL) -029 16 >999 240 MT20 244/190 BC 0.90 Vert(TL) -0.80 16 >670 180 WB 0.65 Horz(TL) 0.37 11 n/a n/a Matrix - MS Weight: 530 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlms. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Except: 10- 0.0 oc bracing: 15-17 REACTIONS. ( lb/size) 11=1832/0-", 2=1864/0-8-0 Max Horz 2=126(LC 11) Max Uplift 11-286(LC 12), 2--328(LC 12) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3421/1094, 3-4=-3039/1021, 4-5=3442/1190. 5-6=3443/1190, 6-7=3922/1276, 7- 8-3943/1282, 8-9-3638/1161, 9-10=4376/1349, 10-11-1019/349 BOT CHORD 2-21=917/2988, 20-21-917/2988, 19.20=743/2661, 18-19=100613620. 14- 15a-848/3194, 13-14=1188/4072, 10-13-1187/4078, 10-12-103/353, 15.17-0/267, 7- 15=-338/188 WEBS 3.20=406/201, 4-20=-68/381, B-14=188/637, 9-14=1067/410, 8-15=34311181. 5- 19=-404/216, 6.18=-442/190, 15.18=935/3437, 6-15=67/412, 4-19=329/1124, 6- 19-314/59 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, 2x6.2 rows staggered at 0.9-0 0C. Bottom chords connected as follows. 2x4 - 1 row at 0.9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwise Indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10: Vuh-140mph (3-second gust) Vasd=108mph; TCOL=4.2psf; BCDL=3.Opsf; h=15ft; 8=45ft; L-45ft; eave=5ft; Cat. II, Exp B; Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2) -14)-0 to 3-5-10. Interior(l) 3-5-10 to 114)-0, Exterior(2) 11. )-0 to 38-5-10. Interior(1) 38-5-10 to 44-8-1 zone;C-C for members and forces 8 MIAFRS for reactions shown; Lumber OOL=1.W 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 thus has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bearing at joint(s) 11 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except ((t=lb) 11= 286, 2=328. Printed copies of this document are not considered signed and seated and the signature must be verified on any electronic copies O WARNING • Verity design parameters and READ NOTES ON T10S AND INCLUDED dNTEK REFERENCE PAGE 1101/47473 rev. 10N3/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is bused only, upon parameters shown. and is for an individual building component, not a truss system Before use, the budding designer must vent' the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated is to prevent budding of individual truss web and/or chore members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the is fabrication, storage, delNery, erection and bracing of trusses end truss systems, see ANSITPl1 Quality Criteria. OSS49 and SCSI Building Component 6904 Ps" East BiW Safety Information available from Truss Pleta Institute. 218 N Lee Street, Suite 312. Alexandria. VA 22314 Temps, FL 36610 b Truss Truss Type Oty Ply Park Sq HaV 2091 Madrone A C / Tray rP2 T12483507 091AGT A8T SPECIAL 2 Job Reference(optional) Mid -Florida Lumber, 8anow, FL 8.130 s Sep 15 2017 MTek Industries, Inc. Fri Nov 1011.25:06 2017 Page 1 ID: WjDyiu2DwOn12xygntYl3zgvcy-x4OdjR7mfkuJM9aJ?NOoUoSUSHWJL11169vKglyKbmB 4191 -4 2-12 4-10.9 4$•13 4. M 4. 1-13 4-10.8 3-0-8 2.7.8 Scale = 178 1 2 5x7 = Sx4 11 6.00 12 4 5 32 33 1.5x4 II 3x8 = 3x6 = 7 8 3x8 = 2x4 II 5x8 = 9 3435 36 10 11 00000000PPPPFPii\L i FAA lisil s 24 23 22 21 20 3x5 = 3x4 = 3x8 = 3x6 = 3x8 = 1.5x4 II 54 = 19 18 3x4 6x6 = 2x4 11 e 13 15 20 11 US = 9-0-0 13 t&78 234.3 281-0 32•t, 8 360-0 42.4.8 45-0.01 9-0-0 4.10.9 4-0 13 4$ 13 4$ 13 1 4.10 8 3-0 8 8 4$ 2-7-8 1 Plate Offsets (X.Y)— 14:0.5-4.0-2-81.111:0.6-0.0-2-81.f13:0-1-4.0-7-01.f13:0.3-11.0-1-51.f17:0-2-12.0-2.121 LOADING (pS0 SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 TC 1.00 Vert(LL) 0.31 19-20 >999 240 MT20 244/190 TCDL 10 0 Lumber DOL 1.25 BC 0.96 Ven(TL) 0.77 19-20 >694 180 BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(TL) 0.39 14 n/a n/a BCOL 100 Code FBC2014/TPI2007 Matrix -MS Weight: 523 lb FT - 20% LUMBER - TOP CHORD 2x4 SP No.2'Except* 11-14: 2x6 SP NOA BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 14=1788/0-8.0, 2=1846/0.8-0 Max Horz 2-104(LC 11) Max Uplift 14=300(LC 12), 2=333(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2.2-0 oc bracing: 13-16. FORCES. (lb) - Max. Comp /Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3368/1163, 3-4=3113/1063, 4-5=3681/1291, 5-6=-3681/1291, 6-8=-4294/1472, 8-9-4294/1472. 9-10=-4196/1438, 10-11=-4227/1447, 11-12-3961/1316, 12-13=-4937/1648,13.14=1019/367 BOT CHORD 2-24=986/2944, 23-24= 812/2750, 21-23=1254/4185, 20-21-1254/4185, 19-20=1200/4017, 18.19=82/304, 16-17=-1002/3441, 13-16-1523/4771, 13-15-118/378 WEBS 4-24-39/313, 11-17=-408/1236, 11.16-263/884, 12-16=1549/603. 5-23=305/170, 8-20=278/141, 9.19--703/272, 4-23=430/1331, 6.23=-748/208, 9-20=119/432, 17-19=1143/3795 NOTES- 1) 2-ply truss to be connected together with IOd (0 131"x3") nails as follows: Top chords connected as follows 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc Bottom chords connected as follows: 2x4 - 1 row at 0.9-0 oc. Webs connected as follows, 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except it noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to.dtstribute 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; Vuh=140mph (3-second gust) Vasd-108mph; TCDL=4.2psf; BCDL=3.0psf; h=15ft; 8=45ft; L=45ft; eave=Sft; Cat. 11; Exp B, Encl , GCpi=0.18, MWFRS (directional) and C-C Extenor(2) -1-0-0 to 3.5-10, Interior(1) 3-5-10 to 9-0-0. Exterior(2) 9-0-0 to 40-5-10, Intenor(1) 40-5-10 to 44-8-1 zone;C-C for members and forces 6 MWFRS for reactions shown; Lumber OOL-1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.0psf 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. 8) Bearing at joint(s) 14 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (/t=lb) 14=300, 2=333 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 parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE al11.7472 rev. fr rOMPOIS BEFORE USE. Design valet for use only with MRek* Connectors. This design is based only upon parameters shown, and O for an individual building component, not a truss system Before use, the budding designer must verity the applicability of design parameters and property ineorporna 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 ANSVTPlI Quality Criteria, OSS49 and SCSI Building Component 69N Parke East Blvd, Safety Information available tram Trues Plate InstdNe, 218 N. Lae Street, Suite 312. Alexandria. VA 22314. Tamps, FL 36610 Job Truss Truss Type Qy PlyPark Sq Hm/ 2091 Madrona A C / Tray T12483508 P2091AC-T A9T SPECIAL 1 1 Job Reference loptionall Mid-Flonaa Lumber, t3anow, FL. e.1:81 s 5ep 1b 2u1 / M11 eK Inausmes, Inc. Fn Nov 1U 11:Z0:Ue ZUI I rape 1 ID:VADyiuZDwOdi2xygntYl3zgvcy-ITWN7690BL8t bTki7oGGeDYgW4G_pfO2ZSORkeyKbm9 3.9 3 2-12 6-0-0 44-0 44-0 44-0 6 11$ 8.00 FTSx7 1.50 II 3x8 = 5x5 = 3x8 = 3x4 = 3x4 II SO= 4 v as 5 v as 6 u 7,47 aA %a 8 An At 9 All AA 10 u as 11 e. 25 46 47 24 48 23 22 49 21 50 51 ',V 53 19 54 to 55 04 = 3x5 = 3x4 = 10 = 3xS = 3x8 = 1 5x4 II 3x8 = 2x4 II 1.5x4 II 6x8 Scale - 1.78.6 14 15 20 II 3x5 = 3 9 4 7-" 13-04 17 4-0 21 8-0 28-0 0 30-84' 38I ( ,3r: 444 I3- 2.12 644 4.8-0 $ -0A2-0 LOADING ( pso 25 46 47 24 48 23 22 49 21 50 51 ',V 53 19 54 to 55 04 = 3x5 = 3x4 = 10 = 3xS = 3x8 = 1 5x4 II 3x8 = 2x4 II 1.5x4 II 6x8 Scale - 1. 78.6 14 15 20 II 3x5 = 3 9 4 7-" 13-04 17 4-0 21 8-0 28-0 0 30-84'38 I ( , 3r:444 I 3-2.12 644 4.8-0 $ -0A2-0 LOADING (pso SPACING- 2- 0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) 0.09 13-16 >999 240 MT20 244/190 TCDL 10.0 Lumber OOL 1 25 BC 0.69 Ven(TL) 0.23 13-16 >751 180 BCLL 0.0 ' Rep Stress Inor NO WS 0.71 Horz(TL) 0.13 14 n/a n/a SCOL 10.0 Code FBC2014/TPI2007 Matrix -Ms Weight: 251 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied or 4-2-10 oc purlins BOT CHORD 2x4 SP No.2 Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 10-18,13-15: 2x4 SP No 3, 13-17: 2x6 SP No.2 WEBS 1 Row at midpt 11-17. 4-24. 8-19 WEBS 2x4 SP No. 3 REACTIONS. All bearings 0- 8-0 lb) - Max Horz 2= 84(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 14 except 2=-144(LC 8), 24=517(LC 8). 19=645(LC 8) Max Gray All reactions 250111 or less at joint(s) except 14=507(LC 1), 2=649(LC 1). 24-2420(LC 17). 19=3161(LC 18) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 904/198, 3-4=717/166, 4-5=117/700, 5-6=117/700, 6.7=-481/142, 7-8=481/142, 8-9=31611852, 9. 10=208/1251, 10.11=194/1193, 11-12-532/140, 12-13=677/154 BOT CHORD 2-25- 141/769, 24-25-97/634, 20.21-338/97, 19-20=338/97, 10.17=$35/166, 16-17=157/514, 13-16=-89/605 WEBS 4-25-27/ 654, 11-17-1852/364, 11-16=-83/674, 5.24--643/251, 9-19=-949/247, 17-19=1903/442, 9-17=171/850, 4-24=-1535/323, 6.22=0/280, 7-21-630/215, 8-20=0/318, 8-19=1972/409, 8-21=182/932, 6-21=120/329, 6.24=1199/251 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7- 10; Vuh=140mph (3-second gust) Vasd=108mph; TCOL-4.2psf; SCOL-3 Opsf; h=15ft; 8=45ft, L=45ft; eave=6ft; Cat. II; Exp 8; Encl., GCpi=O 18; MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any -other members. 6) Provide mechanical connection ( by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 14 except (jt=lb) 2.144. 24=517, 19=645. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 189 lb down and 176 lb up at 7-". 97 lb down and 88 lb up at 9.0-12, 97 lb down and 88 lb up at 11 12. 97 lb down and 88 lb up at 13.0-12. 97 lb down and 88 lb up at 15-0-12, 97 lb down and 88 lb up at 17.0-12, 97 lb down and 88 Ile up at 19.0-12. 97 lb down and 88 lb up at 21 12, 97 lb down and 88 lb up at 22-6-0. 97 Ile down and 88 lb up at 23-11-4. 97 lb down and 88 lb up at 25-11-4, 97 lb down and 88 lb up at 27-11$, 97 lb down and 88 lb up at 29-11-4. 97 lb down and 88 Ile up at 31-11-4. 80 lb down and 75 lb up at 33-11-4, and 80 lb down and 75 lb up at 35.11-4. and 109 lb down and 120111 up at 38-0.0 on top chord, and 327 lb down and 75 lb up at 74)-0, 66 Ib down at 9- 0-12, 66 lb down at 11-0-12, 66 lb down at 13-0-12, 66 Ile down at 15-0-12, 661b down at 17-0-12, 66 Ile down at 19-0-12. 66 lb down at 21-0-12, 66 lb down at 22-6-0, 661b down at 23-11-4, 66lb down at 25.11-4, 66 lb down at 27-11-4, 66 Ib down at 29.114, 66 lb down at 31-114, 60 lb down at 33.114, and 601b down at 35-11$, and 394 Ib down and 125 Ib up at 37-114 on bottom chord The design/selection of such connection device(s) is the responsibility of others. d&jbt#d.6h* WE(S) section, loads applied to the face of the truss are noted as front (F) or back (B) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design paramefers and READ NOTES ON TMS AND INCLUDED aaTEK REFERENCE PAGE M/1.7473 rev. 10413/2015 BEFORE USE Design old for use only with MITektb 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 applicabiiny, of design parameters and propany incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of Individual truss web ands chord members only. Additional temporary and permanent bracing its always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the N! fabrication, storage, delivery, erection and brsang of trusses and truss systems, see ANSVIPII Quality Criteria, OSS419 and SCSI Building Component 6904 Parke East Blvd Safety Information aval4ble from Truss Plate Institute, 218 N Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oy Ply Park Sq HrN 2091 Madrona A C / Tray T12483508IP2091AC-T A9T SPECIAL 1 1 Job Reference loptionall Mid-Flonda Lumber, Bartow, FL. 8 130 s Sep 15 2017 MTek Industries, Inc Fn Nov 1011.25:08 2017 Page 2 ID: W)DyiuZDwOri121rygntYl3zgvcy-tTWN7690BL81 bTki7oGGaDYgW4G_pfO2ZSORkeyKbm9 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=l 25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4-60. 4-11-60, 11-13=-60, 13-14=-60, 18-29=20, 13-17-20, 15.26=20 Concentrated Loads (lb) Vert 4=-142(F) 11=80(F) 23=-41(F) 25=327(F) 16=394(F) 24=-41(F) 5G97(F) 6=97(F) 8=97(F) 20=-41(F) 32--97(F) 33=97(F) 35L97(F) 36=-97(F) 37=97(F) 38-97(F) 39-97(F) 40=97(F) 42=97(F) 43=97(F) 44=80(F) 45=80(F) 46=-41(F) 47=41(F) 48=-41(F) 49=-41(F) 50=-41(F) 51G41(F) 52-41(F) 53-41(F) 54-41(F) 55= 41(F) 56-55(F) 57-55(F) O W WARNING - Verify design parameters and READ NOTES ON TICS AND INCLUDED NITEK REFERENCE PAGE NO-7473 raw. fORIdr20fS BEFORE USE. Oetign valid for use only with MiTabID Connectors This design is based only upon parameters shown, and is for an individual budding component, not a trvu system Before use, the building designer must verily the eppl"biuty af design parameters and property incorporate this design into the overall budding design. Bracing indicated a to prevent buckling of individual truss web andlof Chord members only Additional temporary and permanent bracing is always required for Stability and to prevent collapse with possible personal uyury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIlTPII Quality Cttterls, OSS49 and SCSI Building Component 6904 Parke Fast Blvd Safety Information agilabe from Truss Plate Institute, 218 N Lee Sir". Suite 312. Alexandria, VA 22314 Tempe, FL 36610 Job Truss Truss Type oty Ply Perk Sq Writ Madrona A C / Tray T12483509 P2091AC-T 81 MONO HIP 1 2 Job Reference (optional) Mtd-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 Mrrek Industries, Inc. Fri Nov 10 11 25:09 2017 Page 1 ID:1NjDyiuZDwOAl2xygntYl3zgvcy-L141LSAey(GuDdJuhWnV6R4ASUa9YBz8o67 H4yKbm8 i-1-0-0i 4.94 9-0-0 134.14 17A-0 i 21-11-2 264-0 1-0-0 4.94 4-2-12 44.14 4-3-2 4.3.2 44.14 4x8 = Scale = 1,46 0 3x4 = tx4 II 30 = 3x4 = 3x5 = 6xS = 3x4 = 7x8 = 30 = 20 II 9-0.0 134-14 17A-0 21.11.2 28-4-0 t 9-0-0 1 44-14 4-3.2 4.3-2 44-14 Plate Offsets (X.Y)- 14 0-5.4.0-2-01, 111 04-0.0-4-81, 113 0-3-0,04-01 LOADING (psf) SPACING- 2-0-0 CSI. OEFL. in loc) VdeB Ud PLATES GRIP TCLL 20.0 Plate Grip OOL 125 TC 0.31 Ven(LL) -0.10 13.15 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.83 Vert(TL) -0.27 13-15 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.44 Horz(TL) 0.06 9 n/a n/a BCDL 100 Code FBC2014frP12007 Matrix -MS Weight: 351 lb FT = 20% LUMBER. BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied or 54-3 oC puriins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (lb/Size) 9=1813/0-3-8, 2=2496/0-8-0 Max Horz 2-147(LC 8) Max Uplift 9=452(LC 8). 2=-682(LC 8) FORCES. (lb) - Max. Comp /Max Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4954/1385, 3-4=-4637/1315, 4-5=3774/1065, 5.6=2806/749, 6-7=2806/749, 7-8=1590/408, 8-9=1768/460 BOT CHORD 2-13=-1325/4421, 12-13=-1217/4153, 11-12=1065/3774, 10-11=-408/1590 WEBS 3-13-378/143. 4.13=629/2158. 4.12=540/384. 5-12=3341740, 5-11=1404/458, 7-11=495/1762, 7-10=1551/448, 8-10=586/2285 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 (8), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind, ASCE 7-10; Vuft-140mph (3-second gust) Vasd-108mph; TCDL=4 2psf; BCDL=3.Opsf; h=15ft; 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 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 alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0•wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (j1=lb) 9=452, 2=682. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 62 lb down and 78 lb up at 9-0-0 on top chord, and 659 lb down and 236 lb up at 7-0-12, and 202 lb down and 81 lb up at 9-0.12, and 1250 lb down and 441 lb up at 10.E-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (ptf) Vert 14=60, 4-8-60, 2-9=20 Continued on page 2 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Vertly design parameters and READ NOTES ON TNIS AND INCLUDED a9TEK REFERENCE PACE Mg-7471 ray. 1603nol5 BEFORE USE. Design valid for use only with MTelim connectors This design is baud only upon parameters shown, and is lor on individual budding component not a bass "am Before use, the budding designer must verily the appt"llo bly of design parameters and property mCo(MOS this design into the overall bull ing design Bracing indicated is to prevent bucldinlg Of individual truss web and/or chord members only. Additional temporary and permanent bracing is atways required for Stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the No fabrication. Storage, delivery, erection and bracing of trusses and truss systems, see ANSVIPII Quality Criteria. OSS49 end BCSI Building Component 6904 Parke Fast Blvd Safety Information available from Truss Plate Institute, 218 N Lee Street Suite 312, AlexandN, VA 223 /4 Tamps, FL 36610 Job Truss Truss Type pry Ply Park Sq Hrry 2091 Madrona A C I Tray T12483509IP2091AC-T 81 MONO HIP 1 fG Job Reference o tlonal Mid -Florida Lumber, Bartow, FL. LOAD CASE(S) Standard Concentrated Loads (lb) Van: 4=-44(B) 13=202(B) 19=-659(B) 20=1250(8) 8.130 s Sep 15 2017 MTek Industries, Inc. Fri Nov 10 11:25:09 2017 Page 2 ID:% jDyiuZDwOAl2uygntYl3zgvcy-Lf41LSAeyfGuDdJuhWnV6R4ASUa9YSzBo67 H4yKbm8 O WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE Ma-747.1 ~. 10003 MIS BEFORE USE. Design valid for use only with WSW Connectors This design is based only upon parameters shown, and is let an IndrAdual building component, not a truss system. Before use, the budding designs( must verity the applicability of design parameters slid property Incorporate inrs design into me overall budding design Bracing indicated is to prevent bucklIng of Individual truss web andfor chord members only Additional temporary and permanent bracing IS always required for stability and to prevent Collapse wan Possible personal injury and property damage For general guidance regarding the tabricalion. storage, deWery, erection and bracing of trusses and truss systems. a" ANSVTPI1 Quality Criteria, OSS49 and SCSI Building Component 6904 Parke East Blvd. Safsty lydormatlon SvSilsble horn Truss Plate Institute, 218 N Lee Street. Suite 312. Alexandria. VA 22314 Tampa. FL 36610 Job Truss Truss Type QN Ply Park Sq Hm/ 2091 Madrona A C / Tray Tt2483510 P2091AC-T 82 MONO HIP 1 1 Job Reference clonal Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc Fn Nov 10 11:25 09 2017 Page 1 IO:Wj0yiu2.OwOnl2xygntYl3xgvcy-Lf41LSAeyfGuDdJuhWnV6R42jUczY0aBo67 H4yKDm8 1." 7." 2-0.0 4x8 = 1.5x4 11 Scale = 1.24 4 tx4 II 3x4 = 3x4 = LOADING (pso TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2.0.0 Plate Grip OOL 1.26 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014frP12007 CSI. TC 081 BC 0.65 WB 0 27 Matrix -MS DEFL. in Vert(LL) -0.08 Vert(TL) -023 Horz( TL) 001 loc) uden L/d 6. 9 >999 240 6- 9 >462 180 5 n/a n/a PLATES GRIP MT20 244/190 Weight 45 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 53-4 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. ( lb/size) 2=508/04-0, 5-719/Mechanwal Max Hors 2=119(LC 8) Max Uplift 2=108(LC 8), 5=201(LC 8) FORCES. ( lb) - Max CompJMax. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=502176 BOT CHORD 2-6=100/365, 5-6-102/388 WEBS 3.6=63/605, 3-5=838/221 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vufl=140mph (3-second gust) Vasd=108mph; TCOL=4.2psf; BCDL=3.Opsf; h=15ft; 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) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other live loads 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (it=lb) 2= 108, 5=201 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 185 lb down and 201 lb up at 7- 0-0 on top chord, and 321 lb down and 95 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are'noted as front (F) or back (B) LOAD CASE(S) Standard 1) Dead + Roof Live (balanced). Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (ptf) Vert 1-3=60, 3-4=-60, 5-7=-20 Concentrated Loads (lb) Vert: 6=321(F) 3 =138(F) 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 Ties AND INCLUDED WTEK REFERENCE PAGE 111II.7473 rev. 10403,2015 BEFORE USE. Design valid for use only with MlTelit 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 ve ft the applicability of Design parameters and properly Incorporate this design into the overall building design Bracing militated to to prevent bucliietg of individual truss web and/or chord members only. Additional temporary and permanent bracing is always requued for subday and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ER fabrication, storage, delivery, erection and bracing of trusses and truss systems, sea ANSIITPII Quality Criteria, OSS49 and SCSI Building Component 6204 Pare Eau Blvd Safety Information available from Tnuas Wale Inslilae. 218 N Lee Street, Suds 31Z Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oy Py Park Sq Hm/ 2091 Madrona A C /Trey T12483511 P2091AC-T 83 MONO TRUSS 1 1 Job Reference (optional) Mid -Fonda Lumber, Bartow, FL. 3 8.130 s Sep 15 2017 MTek Industries, Inc. Fri Nov 10 11:25:10 2017 Page 1 ID:WjDyiuZDwOAI2xygntYl3zgvcy-pse7YoBGjyOlgmt4EDIMedFYuyUHh6L1 mtXpWyKbm7 1_-0— 4.7.8 i 9-0-0 Ito 4.7.8 4.4-8 Seale = 127.3 3x4 04 LOADING (psi) SPACING- 2-0.0 CSI. TCLL 20 0 Plate Grip DOL 125 TC 0.61 TCOL 10.0 Lumber DOL 1.25 SC 0.69 BCLL 0.0 ' Rep Stress Incr YES WB 0.19 BCDL 10.0 Code FBC2014rrP12007 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No 3 REACTIONS. (lb/size) 4=95/Mechanical, 2=413/041-0. 5=258/Mechanical Max Horz 2=144(LC 12) Max Uplift 4=-48(1-C 12), 2=-64(LC 12). 5=42(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=398/94 BOT CHORD 2-5=252/348 WEBS 3-5=394/286 DEFL. in (loc) I/den Ud PLATES GRIP Vert(LL) -018 5-8 >591 240 MT20 2441190 Vert( TL) -0.45 5-8 >230 180 Horz( TL) 0.01 5 n/a n/a Weight: 37 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. NOTES- 1) Wind ASCE 7-10; Vut1=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL-3 Opsf; h=151t; 8=45ft: L=24111; eave=4f1; Cat II, Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Intenor(1) 2-0.0 to 8.10-4 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrerd 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, S. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING • Verify design paramot. and READ NOTES ON TWS AND INCLUDED MITEK REFERENCE PAGE 01111.747.1 rev. 10N3/2015 BEFORE USE. Design ab0 for use any with MTek® connectors This design Is baud only upon parameters shown, and is for an uWividual budding component, not a truss system Before use. the budding designer must vent' the opplicablliy of design parameters and property incorwate this "Sign into the overall building design. Bracing indicated is to prevent budding of mchmdual truss web andfor chard members only. Additional temporary and permanent bracing rs always reyuued for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding tM WAR fabrication, storage, delivery, erection and bracing of trusses and truss systems, we ANSUrPI1 Quality erlterla, OSB211 and SCSI Building component 6904 Paine East Blvd. Sidety Information available from Truss Pieria Institute, 218 N Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 36610 Job Truss Truss Type Qy Ply Park Sq HrrV 2091 Madrona A C / Tray T12483512 P2091AC-T 84 MONO TRUSS 1 n Job Reference(optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries. Inc Fri Nov 10 11:25:11 2017 Page 1 I D:Vu)DyiuZDwOAl2xygntYl3zgvcy-H2C WmBBuUGWCSwSHowpzBsAYEI Mn07f UFOcSLzyKbm6 1.0.0 4.11.4 9-0-0 r-0.0 4.11.4 4412 1.5xa II 4 3x4 = 2x4 II 5 4x4 = Scale - 1.28.5 LOADING (psf) TCLL 200 TCDL 100 BCLL 0.0 BCDL 10.0 SPACING- 2-" Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FSC2014/TPI2007 CSI. TC 010 BC 0.43 WB 023 Matrix -MS DEFL. in Vert(LL) -0.02 Vert(TL) -004 Horz( TL) 0.01 loc) Well Ud 5- 6 >999 240 5- 6 >999 180 5 n/a Iva PLATES GRIP MT20 244/190 Weight: 107 lb FT - 20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-04) oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. ( lb/size) 2=860/0-8-0, 5=1270/Mechanical Max Horz 2=144(LC 8) Max Uplift 2-212(LC 8). 5=390(LC 8) FORCES. ( lb) - Max Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1538/371 BOT CHORD 2.6=41011333, 5-6=-410/1333 WEBS 3-6=338/1215, 3-5=1567/482 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 (8) face in the LOAD CASE(S) section. Ply to ply Connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated. 3) Wind: ASCE 7-10, VuM=140mph (3-second gust) Vesd=108mph; TCDL=4.2psh BCDL=3.Opsf, h=15ft; 8=45ft; L=24ft; eave=4tt; Cat. It: Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1 60 plate grip DOL=1.60 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss Connections 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (021b) 2= 212,5=390 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 695 lb down and 248 lb up at 5- 0-12. and 666 lb down and 230 lb up at 7-0.12 on bottom chord. The design/selection of such Connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead r Roof Live (balanced) Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 2-5=20, 1-4-60 Concentrated Loads (lb) Vert. 6=-695(8) 9=-666(8) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Verify "an parameters and READ NOTES ON THIS AND INCLUDED ANTEK REFERENCE PAGE AIX7473 raw. 10413r2015 BEFORE USE. Design void for use only with MITak® connectors. This design is based only upon parameters shown, and Is rot an individual building Component, not a truss system Before use, the building designer must vent the Appliubwry of design parametan and property mccuporote this design into the overall b: dmg design. Bracing indicated is to prevent buckling of individual truss web andior Chord members only Additional temporary and permanent bracing is tways required for stability and to prevent collapse with possiole personal injury and properly damage. For general guidance regarding the LR fabrication. storage, delivery, erection and bracing of trusses and Coss systems, see ANSVrPII Quality criteria. OSS49 and BCSI Building Component 6904 Parke East BNd Safety Information available tram Truss Plata Institute, 218 N. Las Street, Suite 31Z Alexandria. VA 22314 Tamps. FL 36610 Job Truss Truss Type Oty Pry Park Sq Hm/ 2091 Madrona A C / Tray T12483513IP2091AC-T 84A SPECIAL 1 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Fri Nov 10 11:25:11 2017 Page 1 ID W)DyjuZDwOAI2xygntYl3zgvcy-H2CWn18BuUGWcSwSHowpzBsAUtIPGOAGUFOc5LzyKbm6 1-0 0 1-0-0 5.0.0 15x4 II LOADING (psf) SPACING- 2-0.0 CSI. TCLL 20 0 Plate Grip DOL 1.25 TC 0.38 TCDL 10.0 Lumber DOL 1.25 BC 0.21 BCLL 0.0 ' Rep Stress Ina NO WB 0.00 BCDL 10.0 Code FBC2014/TPI2007 Matnx-MR LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP NO.2 'Except' 3.6: 2x4 SP No 3 WEBS 2x4 SP No.3 REACTIONS. lb/sae) 8=742/0-8-0, 4=131/Mechanical, 5=49/Mechanical Max Horz 8=90(LC 8) Max Uplift 8-196(LC 8). 4=62(LC 8) Max Gram 8=742(LC 1). 4=132(LC 13), 5=80(LC 3) FORCES. (lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown. DEFL. in (loc) Vdefl Ltd Vert(LL) -0.03 6 >999 240 Vert(TL) -0.07 5-6 >856 180 Horz(TL) -0.09 5 n/a n/a Scale = 1 31.5 PLATES GRIP MT20 244/190 Weight: 23 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind, ASCE 7-10; Vuh=140mph (3-second gust) Vasd-108mph; TCDL=4 2psf; BCDL-3.Opsf, h=15ft; B=45ft; L=24ft, eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate gnp DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jl=lb) 8-196. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 477 lb down and 171 lb up at 0-1-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (ptf) Vert: 1-2-60, 24= K 7$=-20, 5-6-20 Concentrated Loads (lb) Vert: 8=477 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 parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MIb7473 rev. f0A3/2015 BEFORE USE. wiwww Design valid for use only with MiTak® connectors This design is basso only upon parameters shown, and is for an individual budding component, not a truss system Before use, the budding designer must verity the appld:abriay of design parameters and property incorporate Nis design into the overall budding design Bracing indicated is to prevent bucWmg of mdr aduol truss web and/or Nord members only Additional temporary and permanent bracing is always required for stability, and to prevent WUPse with posside Personal injury and property darrlaga For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSITPII Quality Criteria, OSS419 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 21a N Lae Street, Suite 312, Alexandria, VA 22314. Tempo, FL 36610 Job Truss Truss Type Oty Ply Park Sq Hrn/ 2091 Madrona A C / Tray T12483514 P2091AC-T 85 COMMON 1 1 Job Reference Donal Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Nov 10 11:25:12 2017 Page 1 I D:VADyjuZDwOr112xygntYl3zgvcy-IEluzUCXFaeT441 TMeKCk3ieDhkStZndU4MetPyKbm5 1-0-0i 5-3-12 10-4-0 15-" s&8-0, 0-0 53.12 504 5-4-0 1-0-0 40 = 10 s._ a 7 1.Sx4 II 3x4 = 3x8 = 1.5x4 II Scale - 1:50 3 LOADING (psi) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' SCOL 10.0 SPACING- 2-" Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/TPI2007 CSI. TC 0.41 SC 0.30 WB 0.30 Matrix -MS DEFL. in Vert(L-) -002 Vert( TL) -0.06 Horz( TL) 001 loc) Vdefl Ud 9- 10 >999 240 9. 10 >999 180 7 n/a n/a PLATES GRIP MT20 244/190 Weight: 114 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied or 6-" oc purtins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No 3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ( lb/size) 10=753/0-3.8, 7-715/Mechanical Max Horz 10=244(LC 7) Max Uplift 10=176(LC 8). 7=156(LC 8) FORCES. ( lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown TOP CHORO 2-3=591/172. 3-4=-4031165, 4-5=399/164, 2-10=704/189, 5.7-668/174 BOT CHORD 8-9=165/470 WEBS 3-8=287/121.2-9=561510.5.8=70/406 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=15ft; 8=45ft; L=24ft: eave=oft; Cat. 11; Exp 8: Encl.. GCpi=0.18; MWFRS (directional), end vertical left and right 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 nonconcument with any other live bads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will id 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 (t=1b) 10= 175, 7=156. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 112 lb down and 107 lb up at 4- 11-4 on top chord, and 41 lb down at 4-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, 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=l 25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2-60, 2-4=-60, 4-5-60, 5-6=60, 7-10-20 Concentrated Loads (lb) Vert: 11=72(F) 12=29(F) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING • v.Yy design panmetars and READ NOTES ON TNIs AND INCLUDED aaTEX REFERENCE PAGE MIIJ473 nut, faG2,201S BEFORE USE. Design valid for use only with MrrokO conneetora 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 venly the applicability of design parameters and property inoolporate this design into the overall bul ding design. Bracing indicated is to prevent bucMng of individuel truss web and/or chord members only. Additional temporary and permanent bracatg is shvis" required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, ereCtrdn and bracing of trusses and truss systems. site ANSVTPII Quality CrNerls, OSS49 and SCSI Building Component 6904 Parka East Blvd. Safety Information available form Truss Pate Institute, 218 N Lee Street Suite 312. Alexandria. VA 22314 Tampa, FL 36610 b Truss Truss Type Oty Ply Park Sq HmA/ 2091MadronaC / Tray rP2 T12483515 091AC- T 86 COMMON 1 1 Job Reference (optional) Mid- Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc Fri Nov 1011:25:13 2017 Page 1 Ill: V jDyiuZOwOAl2xygntYl3zgvcy-ORJGBg09OUnKhEcfwLrRGHFpo54xU1unjk5COryKbrn4 5. 3.12 10.4-0 1544 d8.8-0, 5312 544 5-4-01-0-0 4x4 = 3x4 g b 1 6 1. 5x4 II 3x4 = 3x8 = 1.5x4 II LOADING ( psf) SPACING- 2-0-0 CSI. TCLL 200 Plate Grip COL. 1 25 TC 0.42 TCDL 10.0 Lumber DOL 1.25 BC 0 26 BCLL 0.0 ' Rep Stress Incr YES WS 0.25 BCOL 100 Code FBC2014/TPI2007 Matrix -MS DEFL. in (loc) Well Ud PLATES GRIP Ven( LL) -0.02 6-7 >999 240 MT20 244/190 Ven( TL) -0.06 6-7 >999 180 Horz( TL) 0.01 6 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP NO.2 TOP CHORD SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. ( lb/size) 9=612/0-3-8, 6=686/Mechanical Max Horz 9=214(LC 11) Max Uplift 9=113(LC 12). 6=132(LC 12) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 1-2-525/218. 2-3=382/252, 34=378/232. 1-9=565/251, 4-6=-639/343 BOT CHORD 7-8-261/455 WEBS 1-8=133/451, 4-7=-140/388 Scale = 1:50 3 Weight. 112 lb FT = 20% Structural wood sheathing directly applied or 6-" oc punins, 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, Vuft=140mph (3-second gust) Vasd=108mph: TCDL=4.2psf: SCDL=3 Opsf: h=15ft; B=45ft: L=24ft, eave=oft, Cat. II; Exp B: Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Intenor(1) 3.1-12 to 10-4-0, Extenor(2) 10- 4-0 to 13-4-0 zone; end vertical right exposed,C-C for members and forces 3 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 5) 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 (0.1b) 9= 113, 6=132. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - VarNy, design panmafas and READ NOTES ON TfaS AND INCLUDED M/TEK REFERENCE PACE Ma-f173 rw. I0103/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system Before use, the building designer must verdy the applicability of design parameters and property incorporate Iraq design into the overall budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members ditty Adddionsl temporary and permanent bracing is always required for stability and to preverd collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, We ANSVTPN Quality Criteria. OSS49 and SCSI Building Componem 6904 Parke Fast Blvd. Safety bdomladon smulabb from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314 Tampa. FL 36610 Job Truss Truss Type Qry PlyPark Sq AHnV2091Madrona C / Tray T12483516 P2091AC-T 87 COMMON 2 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Fri Nov 10 11:25 13 2017 Page 1 I D.WjDyiu2DwOrll2xygntYl3zgvcy-DRJG8gD901mKhEdwLrRGHFn95wrU 1 gn)k5COryKbm4 t00, 54-0 to." 11-0 5-4-0 54-0 1 04 = Scale = 1:38.1 3x4 II 3x8 3x4 11 i 2-0.0 2-0-0 5<-0 6$-0 108.0 1 34-0 34-0 Plate Offsets (X.Y)— 12:0-2-15.0.2-01.f4:0.2-15.0.2-01 LOADING (PSQ SPACING- 2.0-0 CSI. DEFL. in loc) Vdefl Ud PLATES GRIP TCLL 200 Plate Grip DOL 1.25 TC 0.52 Vert(L-) 0.08 7-8 >915 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 SC 0.91 Vert(TL) -014 8 >527 180 BCLL 0.0 Rep Stress Ina YES WB 0 25 Horz(TL) -0.00 7 n/a n/a BCDL 100 Code FBC2014/TPI2007 Matrix -MS Weight: 73 lb FT = 20% LUMBER- BRACING. TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc puriins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. ( lb/size) 9=484/0.8-0, 7=484/0-8-0 Max Hors 9=173(LC 11) Max Uplift 9-217(LC 12). 7=-176(LC 9) Max Grav 9=491(LC 21). 7=491(LC 22) FORCES. ( lb) - Max. Comp /Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-8-357/247 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCOL=3.Opsf, h=1514; 8=45ft; L=24ft; eave=oft; Cat. II; Exp 8; Part. Encl., GCpi=0.55; MWFRS (directional) and C-C Exterior(2) -1-0.0 to 2.0.0. Interior(1) 2-0-0 to 5.4-0, Exterior(2) S-" to 84-0 zone; cantilever left and right exposed ; end vertical left and right exposed:C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jl=1b) 9= 217,7=176 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies QWARNING • Varily dealgn parameters and READ NOTES ON il95 AND INCLUDED A9rEK REFERENCE PAGE MIL7473 rw. 112032015 BEFORE USE. Design valid for use only with M(Tek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system Before use, the budding designer must verify the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated is to prevent bmiding of mdmdual truss web andlof Gard 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 Uwe fabrication. Storage, delivery, eredan and bracing of trussea and truss systems. See ANSVrPlt Quality Criteria, OSS419 and SCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 216 N. Lee Street, Suite 312. Alexandne. VA 22314. Tamps, FL 36610 Job Truss Truss Type oty Ply Park Sq HrtV 2091 Madrona A C /Tray T12483517IP2091AC-T Be HIP 1 1 Job Reference (optional) Mid-Flonda Lumber, Bartow, FL 8.130 s Sep 15 2017 MITek Industries, Inc. Fri Nov 10 11:25:14 2017 Page 1 I D,"DyiuZDwOdl2xygntYl3zgvcy-idteOAEnnSuBJOBsT3MgpUoOnVSAO W rwyOAylyKbm3 11.7-0 111,710 4x4 = 4x4 = r— 3 4 12 11 - 8 7 1.5x4 II 3x4 — 1 5x4 II 3x4 = LOADING (psi) SPACING- 24)-0 TCLL 20.0 Plate Grip OOL 1.25 TCOL 10.0 Lumber DOL 1.25 SCLL 0.0 Rep Stress Incr YES BCDL 100 Code FSC2014fTP12007 CSI. DEFL. in loc) Udefl Ud TC 0.28 Ven(LL) 000 10 999 240 BC 0.07 Vert(TL) 0.01 10 999 180 WB 0.10 Horz(TL) 0.00 7 Na n/a Matrix - MS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 20 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. All bearings 2-8-0 except ()t=length) 11 =0-3.8, 8=03-8. lb)- Max Horz 12=170(LC 11) Max Uplift All uplift 100 lb or less at joint(s) except 12-116(LC 12), 7=116(LC 12) Max Grav All reactions 250 lb or less at joint(s) 11. 8 except 12=417(LC 1), 7=418(LC 1) FORCES. ( lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-12=398/325, 5-7=3981325 Scale e 1 37.2 PLATES GRIP MT20 244/190 Weight 80 lb FT = 20% 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; Vult=140mph (3-second gust) Vasd=108mph, TCOL=4.2psf; BCDL-3.0psf; h=15ft, B=45ft, L=24ft; eave=4ft; Cat. II; Exp B; Encl.. GCpi=O 18; MWFRS (directional) and C-C Exterior(2)-0-11.8 to 2-0-8. Interfor(1) 2-0-8 to 5-0-0. Extenor(2) S-" to 5- 8-0, Interior(1) 9-10-15 to 11-7-8 zone; end vertical left and right exposed,C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1 60 plate grip OOL-1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live bads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 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 116 lb uplift at joint 12 and 116 lb uplift at joint 7. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Verily design parameters and READ NOTES ON TFOS AND INCLUDED AOTEK REFERENCE PAGE 1110-7473 rev. 1003R0I5 BEFORE USE. Design valid for use only with MUM 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 property incorporate this design into the Overall budding design Bracing indicated is to prevent buckling of individwl truss web and/or Chord members only Additional temporaryand permanent b(WAV is always required for subtly and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage, delivery. erection and braong of trusses and truss systems. no ANSI11711 Quality Criteria. OS849 and SCSI Building Component 69N Parke East Blvd. Safety Information available from Truss Plate Insinute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314 Tamps, FL 36610 b Truss Truss Type Qy Ply Park Sq HaV 2091 Madrona A C / Tray rP2 T12483518 091AC-T 69 HIP 1 1 Job Reference (optional) Mid-Flonda Lumber, eanow, FL. 6.13u s Sep 15 2un mi l ek tnaustnes, ine. i-n Nov 1u ii:[b:tb Lu1 r rape 1 ID: WjDyiuZDwOn121cygntYl3zgvcy-ApRObWEPYV02xYm21 muvMiKAhvm2yyl4A2alUkyKbm2 1.0.0 2-11.8 4." 2.11-0 14 4x8 = 4x4 = 6.00 12 3 11 12 13 2x8 11 3x4 = 3xe = Seale = 131 1 Plate Offsets (X.Y)- 13:0.5-4.0.2-01 LOADING (psf) SPACING- 2.0.0 CSI. OEFL. in loc) Udell Ud PLATES GRIP TCLL 200 Plate Grip OOL 1.25 TC 033 Vert(L-) 0.05 8.9 999 240 MT20 2441190 TCOL 10.0 Lumber DOL 1.25 BC 0.22 Ven(TL) 0.04 8-9 999 180 BCLL 0.0 Rep Stress Incr NO WS 0.16 Horz(TL) 0.00 7 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix -MS Weight, 81 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No 2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 20 SP No 3 BOT CHORD REACTIONS. (lb/size) 10=526/041-0, 7=526/0.8.0 Max Hors 10=151(LC 6) Max Uplift 10=-494(LC 8), 7-494(LC 8) Max Grav 10=526(LC 17), 7=526(LC 18) FORCES. (lb) - Max. Comp/Max. Ten. - All forces 260 (lb) or less except when shown. TOP CHORD 2-3=276/388, 3-4=210/368. 4-5-275/388, 2-10=506/529, 5.7=505/529 BOT CHORD 8-9=304/210 WEBS 2-9=407/329, 5-8-407/328 Structural wood sheathing direly applied or 6-0.0 oe puffins, except end verticals. Rigid ceiling directly applied or 6.0-0 oe bracing NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=15ft; 8=45ft; L-24ft; eave=oft, Cat. II; Exp B; Pan. Encl.. GCpi=0.55; MWFRS (directional), end vertical left and right exposed; Lumber DOL=1.60 plate gnp 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 bad of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tell by 2.0-0 wide Will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 494 lb uplift at joint 10 and 494 lb uplift at joint 7. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 61 lb down and 115 lb up at 3-0-0, 5 lb down and 41 Ill up at 5-0-12. and 5 lb down and 41 lb up at 5-7-4, and 61 lb down and 115 lb up at 7-8-0 on top chord, and 39 lb down and 216 lb up at 3-", 15 Ill down and 93 lb up at 5-0-12. and 15 lb down and 93 lb up at 5-7-4, and 39 lb down and 216•Ib up at 7-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads(pd) Vert: 1-2-60, 2-3=-60, 3.4-60, 4-5=-60, 5-6=60, 7-10-20 Concentrated Loads (lb) Vert: 3=14(F) 4=14(F) 9=18(F) 8=18(F) 12=5(F) 13-5(F) 15=-8(F) 16=-8(F) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies id", O WARNING • Verify daalgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1101-7473 rev. IMI*015 BEFORE USE. Design valid tot use only WM NaTeks 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 budding design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Addilarul temporary and permanent bracing rs aways required for Validity and to prevent WISPsa with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bradng of trusses and truss systems, see ANSVTPl1 Owlhy Cnterla, OSS419 and SCSI Building Component 6904 Panne East Blvd. Salary Information available from Truss Plate Institute, 216 N Lee Street. Suite 312. Alexandria. VA 22314. Temps. FL 36610 Job Truss Truss Type Oy PlyPark Sq Hmf 2091 Madmna A C / Tray T12483519 P2091AC-T CJ1 JACK 10 1 JoD Reference (optional) Mid-Flonda Lumber, Bartow, FL 8 130 s Sep 15 2017 MTek Industries, Inc. Fri Nov 10 11:25:16 2017 Page 1 ID: W)DyiuZOtrll2xygntYl3zgvcy-e07PpsF 1 Jo9vYhLEbUPSuvtPYJ9XhRV DPiKsOAyKbm t 1-011 d 1-0.0 1." Scale s 1:7.0 2x4 = LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) VdeO Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 007 Vert(ILL) 0.00 5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.01 Vert(TL) 0.00 5 >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 FBC2014rrP12007 Matrix -MP Weight: 5lb FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puriins. BOT CHORD 2x4 SIP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oe bracing. REACTIONS. (lb/size) 3=9/Mechanical, 2=130/0-8-0, 4=1/Mechamcal Max Horz 2=35(LC 12) Max Uplift 3=3(LC 9). 2=59(LC 12), 4=1(LC 1) Max Grav 3=10(LC 17), 2=130(LC 1). 4=11(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=15ft; B=45ft; L=24ft; eave=4ft; Cat. II, Exp B; Encl.. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone,C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1 60 plate grip DOL-1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-0-0 wide will fit between the bottom chord and any other members 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3 lb uplift at joint 3, 59 lb uplift at joint 2 and 1 lb uplift at joint 4. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING - Verify assign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mp-7472 rw 101020015 BEFORE USE. Design valid for use only with MiTekm connectors This design is based only upon parameters shown, and is rot an individual Mudding component, not a truss system. Before use, the budding designer must verily the applicability of design parameters erandpropertyincorporatethisdesignintotheovall 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 tot stability and to prevent Collapse with possible personal injury and property damage For general guidance regafddq the kv fabrication, storage, delivery, erection and tirsong of trusses and truss systems, see ANSVTPII Quality Crlterla, OSS49 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute. 218 N Lee Street. Suite 312, Alexandria, VA 22314 Tamps. FL 36610 b Truss Truss Type oty Ply Park Sq Hm/ 2091 Madrona A C / Tray rP2 T12483520 091AC-T CJ1A JACK 1 1 Job Reference (optional) Mid -Florida Lumber, Barlow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Fri Nov 10 11.25:16 2017 Page 1 ID:tA/jjDyiuZDwOdl2xygntYl3zgvcy-eO?PpsF 1 Jo9vYhLEbUP&MOHJ95hRVDPiKsOAyKbm 1 n-0.0 i "I:" 1-0-0 all .8 Scale - 1.11.4 LOADING (pst) SPACING- 24)-0 CSI. DEFL. in loc) I/de0 Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.15 Ven(LL) 000 5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1 25 BC 004 Verl(rL) 0.00 5 >999 180 BCLL 0.0 ' Rep Stress Inv YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014frP12007 Matrix -MR Weight: 6 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing direly applied or 14-0 oc pudins, BOT CHORD 2x4 SP No.2 except end verlicals WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=150/0.7-8, 3=17/Mechanical, 4=1/Mechanical Max Horz 5.35(LC 12) Max Uplift 5=36(LC 12). 3=17(LC 1). 4=-13(LC 12) Max Grav 5=150(LC 1), 3=2(LC 13), 4=12(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10: Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=15ft; 6=4511; L=24111; eave=oft; Cat. II; Exp B; Encl.. GCpt=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces 6 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10 0 psf bottom chord Ihie Wad nont oncurrent 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 36 lb uplift at joint 5, 17 lb uplift at joint 3 and 13 lb uplift at joint 4. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING • VWNy design parameters and READ NOTES ON TNS AND INCLUDED AUTEK REFERENCE PAGE 1110-7473 rev. 14024101S BEFORE USE. Design valid for use only with MTekm connector This design is based only upon parameters shown, and is for an individual budding component, not a truss "am. Before use, the budding designer must vary the applicability of design parameters and property 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 itla fabrication, storage, delivery, erection and bracing of trusses and truss systems, sea ANSVTPII Quality CMeris, OS&49 and BCSI Building Component 690e Parke Fast Blvd. Safety Information available from Truss Plate Institute, 210 N Lee Street, Suite 312. Alexandria, VA 22314. Tamps, FL 36610 Job Truss Truss Type oty Ply Park Scl HfrV 2091 Madrona A C / Tray T12483521 P2091AC-T CJ1B JACK 1 1 Job Reference (optional) Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Fri Nov 10 11:25.17 2017 Page 1 ID:gDyiuZDwOAl2nygntYl3zgvcy-6CZnOBGf46HmArwR9BwNR7oVNlTRoulMeM3PZdyKbmO 1.0-D 1-0-0 a11 6 o0 12 3x4 11 Scale - 1 21.8 LOADING (psf) SPACING- 2-0-0 CSI. OEFL. in loc) ude0 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 100 Lumber DOL 1.25 SC 016 Vert(TL) 0.00 5 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0 00 Horz(TL) -0.04 3 n/a n/a BCDL 10.0 Code FBC2014frP12007 Matrix -MR Weight: 9 lb FT - 20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1. -0 oc puriins, BOT CHORD 20 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=150/0-M, 3=22/Mechanical, 4=3/Mechanical Max Horz 5=35(LC 12) Max Uplift 3=42(LC 12). 4=-61(LC 12) Max Grav 5=150(LC 1), 3=5(LC 10). 4-17(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind. ASCE 7-10: Vuft=140mph (3-second gust) Vasd=108mph; TCDL> 4.2psf: BCDL=3.Opsf: h=15ft; 8=45ft; L-24ft; eave=4ft: Cat. II; Exp B: Encl , GCpi=O 18, MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces 6 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) - This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable o1 withstanding 42 Ill uplift at joint 3 and 61 lb uplift at joint 4. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Vartly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 01.7473 rev. 1"31201S BEFORE USE. Oesign valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual budding component, not a lrVss system Wore use. die building designer must verily 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 tie L% fabrication, storage, delivery, erection are bracing of trusses are truss systems, sae ANSI/IPII Quality Criteria, OS049 and SCSI Building Component 6904 Paate Fast BM 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 HrrV 2091 Madrona A C / Tray I T12483522 P2091AC-T CJ1C JACK 4 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8 130 s Sep 15 2017 MiTek Industries, Inc. Fri Nov 10 11:25.18 2017 Page 1 to 1MDyiuZDwOdl2xygntYl3zgvcy-aO79EXHHgOPoo7VdiuRczKygH6pD9L?Wsopz53yKbm7 1.0.0 a11.a 1.00 o-11-8 ' 6.00 12 4 30 II Scale - 124.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 SC 0.19 Vert(TL) 0.00 5 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) -0.06 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MR Weight, 10 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puriins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=150/0-7-8, 3=22/Mechanical, 4=4/Mechanical Max Horz 5=35(LC 12) Max Uplift 3-53(LC 12), 4G72(LC 12) Max Grav 5=150(LC 1), 3=7(LC 10). 4=19(LC 10) FORCES. (lb) - Max. Comp./Max Ten - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10: Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 8=45ft; L-24ft: eave=oft; Cat II; Exp B; Encl. GCpi=0.18: MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces 6 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL-1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) - This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 53 lb uplift at joint 3 and 72 lb uplift at joint 4. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING • Verily design parameters and READ NOTES ON THIS AND INCLUDED ASTEK REFERENCE PAGE aUti7473 rev. /0M3Qe1S BEFORE USE. Design valid for use only with MITak® 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 inC*(W$ta this design into me overall budding design Bracing indicated is to prevent buckling of individual truss web and/Ofchord 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. delrvary, erection and bracing of trusses and truss "am$. we ANSVTPI1 Quality Crkerla, OSS41 and SCSI Building Component 6904 Parke East SW Safety Information available from Truss Plate Institute, 218 N Lee Street, Subs 31Z Alexandria. VA 22314 Tampa, FL 36610 b Truss Truss Type oty Ply Park Sq HrtV 2091 Madrona A C / Tray rP2 T12483523 091AC-T CJ3 JACK 8 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 Mi rek Industries, Inc. Fn Nov 10 11:25.18 2017 Page 1 ID: W)DyiuZDwOAl2xygntYl3zgvcy-aO79EXHHgQPcoWdiuRczKylm6gO9L? WsOpz53yKbm? 14.0 3-0.0 Scale 1' 1' 2x4 3" LOADING (pso SPACING- 2-0-0 CS1. DEFL. in loc) Well Ud PLATES GRIP TCLL 200 Plate Grip OOL 1.25 TC 0.09 Vert(LL) -0.00 4-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.07 Ven(TL) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 100 Code FBC2014/TPI2007 Matrix -MP Weight 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 34)-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (lb/sae) 3=69/Mechanical, 2=186/0-8-0, 4=35/Mechanical Max Horz 2=61(LC 12) Max Uplift 3=25(1_C 12), 2=-50(LC 12) Max Grav 3=69(LC 1), 2=186(LC 1), 4=52(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph; TCOL=4.2psf; BCOL-3.Opsf; h=15ft, 8=45ft; L=2411, eave=oft; Cat. II; Exp B. Encl.. GCpi=0.18, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0. Interior(1) 2-0-0 to 2-10-4 zone,C-C for members and forces S MWFRS for reactions shown; Lumber OOL=1 60 plate grip OOL-1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20 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 25 lb uplift at joint 3 and 50 lb uplift at joint 2. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING • Varlly design parameters and READ NOTES ON Inds AND INCLUDED MTEK REFERENCE PAGE 11111-I472 rev. 10N34015 BEFORE USE. biweed Design valid for use only with MITetI® connftW$. This design is based only upon parameters shown, and is for an indmdual budding component, not a truss system Before use, the budding designer must verity the appia:abibty 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 rs 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 busses and truss systems, ace ANSVTPII Quality Criteria. OSB29 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 216 N. Lea Street, Suite 31 Z Alexandria, VA 22314. Tamps, FL 36610 Job Truss Truss Type oy Ply Park Sq HrtV 2091 Madrona A_C / Tray T12483524IP2091AC-T CJ3A SPECIAL 1 1 Job Reference (optional) Mid -Florida Lumber. Bartow. FL. 8 130 s Sep 15 2017 MTek Industries. Inc Fri Nov 10 11.25:19 2017 Page 1 I D.WjDyiu2DwOn12xygntYl3zgvcy-2bhXRtlwbjXT093pGLyrWY WSWAWuoFfSgY WdVyKbm_ 1-0-0 1-0-0 243-0 e ,,,, r LOADING (ps, SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip OOL 1.26 TC 0 15 TCDL 10.0 Lumber OOL 1.25 BC 0.12 BCLL 0 0 ' Rep Stress Incr YES WB 0 00 BCDL 10.0 Code FBC2014/TPI2007 Matrix -MR LUMBER - TOP CHORD 2x4 SP No 2 BOT CHORD 2x4 SP No.2 'Except' 3-6: 2x4 SP No 3 WEBS 2x4 SP No 3 REACTIONS. lb/size) 8=192/0-8-0, 4=71/Mechanical, 5=23/Mechanical Max Horz 8=62(LC 12) Max Uplift 8=37(1_C 12). 4=38(1_C 12) Max Grav 8=192(LC 1), 4=74(LC 17), 5=40(LC 3) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:26.7 DEFL. in (loc) I/de0 Ud PLATES GRIP Vert(LL) 0.01 7 >999 240 MT20 244/190 Vert(TL) -0O1 6 >999 180 Horz( TL) -0.01 4 n/a n/a Weight: 17 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0oc purtins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing NOTES- 1) Wind: ASCE 7-10: Vuft-140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L-24ft, eave=oft; Cat. II; Exp B: Encl.. GCpi=0.18, MWFRS (directional) and C-C Exterior(2) -1-0.0 to 2-0-0. Interior(1) 2-0-0 to 2-10-4 zone;C-C for members and forces S MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tell by 2.0-0 wide will fa between the bottom chord and any other members 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 37 lb uplift at joint 8 and 38 lb uplift at joint 4 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Varlly, design parameters and READ NOTES ON T10S AND INCLUDED MITEK REFERENCE PAGE 1111II.7473 rev. 10A13/20/5 BEFORE USE.6. 0.11 Design valid ton use only with MTekm ConneGors This design is based only upon parameters sho n, and is for an individual budding component, not a truss system. Before use, the building designer must vmdy, the applicability of design parameters and property incorporate this design Into the overall budding design Bracing indicated its to prevent bucdmg of individual truss web and/or Ulerd 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 ANSVrPit Quality Criteria, DS849 end SCSI Building Component 6904 Parke EAU SW. Safety Information available from Truss Plate Institute, 210 N. Lae Street. Suite 312. Alexandria, VA 22314. Tampa, FL 35510 Job Truss Truss Type Oy Ply Park Sq Hint 2091 Madrona A C / Tray T12483525IP2091AC-T CJ38 JACK 1 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8 130 s Sep 15 2017 MTek Industries, Inc. Fri Nov 10 11:25:19 2017 Page 1 I D: W)Dyiu2DwOAl2xygntYl3zgvcy-2bhXRtlwbjXT093pGLyrWYVwS WA4uoMf5gY WdVyKbm_ 1-0-0 2.11.8 t 14-0 2.11.8 6 3x4 =4 1.5x4 II LOADING (pst) SPACING- 2-" CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 TCDL 100 Lumber DOL 1.25 BC 0.08 BCLL 0.0 Rep Stress Incr YES WB 0.06 BCDL 10.0 Code FSC2014frPI2007 Matrix -MP Scale = 126.7 DEFL. in (hoc) Vdefl Ltd PLATES GRIP Vert(LL) -000 5-6 >999 240 MT20 244/190 Vert( TL) -0.01 5-6 >999 180 Horz( TL) -0.00 3 n/a n/a Weight: 21 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No 2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. ( lb/size) 6=191/03-8, 3=65/Mechanieal, 4=28/Mechanical Max Horz 6-61(LC 12) Max Uplift 3=24(LC 12). 4=58(LC 12) Max Grav 6=191(LC 1), 3=65(LC 1), 4=55(LC 3) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 3-0-0 oc purlins, except end verticals Rigid ceiling directly applied or 10-0-0 oc bracing NOTES- 1) Wind ASCE 7-10. Vufl=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf: BCDL-3.Opsf, h=15ft; B=45ft. L=24ft, eave=4fl, Cat. II; Exp 8: Encl.. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 40-11-8 to 2-0-8, Interior(l) 2-0-8 to 2-10-4 zone;C-C for members and forces 8 MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1 60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 3) ' This truss has been designed 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 24 Ib uplift at joint 3 and 58 lb uplift at joint 4. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING • Vertfy design parameters and READ NOTES ON THIS AND tNCLUDEO NTEK REFERENCE PAGE Mli-7473 rev. 1"312015 BEFORE USE. j1 Oesipn valid for use only with MiTek® connectors. This design is based only upon parameters Shawn, and is for an individual building component, not man 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 Braunp indicated is to prevent buckling of individual truss web and/or chord members drily Additional temporary and permanent bracing is always regiared for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding trio on labncation, storage, delivery, erection are bracing of trusses are truss systems, see ANSUTPl1 Quality criteria, Dse-e8 and 13CSI Building component SSW Parke Fast Blvd. Safety Information available from Truss Plate Institute, 218 N Lae Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type oty Ply Park Sq Hm/ 2091 Madrona A C / Tray T12483526 P2091AC-T CJ3T SPECIAL 2 1 Job Reference loationall Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Fri Nov 10 11:25:20 2017 Page 1 10:V40yiuZDwOnl2xygntYl3zgvcy-WnEvfDIYM 1(K1 Je?gJT43115bwU3dFVpKK138xyKblz 1-0-0 2.7.8 1-0-0 2.7-e 04 Scale. 1'a T 20 = 2.7.8 3-0-0 i 2J-8 we l Plate Offsets (X.Y)— 13:0-6-0,0.241 LOADING (ps() SPACING- 2-" CS1. DEFL. in bc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 TC 013 Ven(LL) -0.0t 7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.16 Veft(TL) -0.01 7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MR Weight: 13 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oC purlins. BOT CHORD 2x4 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3.7: 2x4 SP No.3 REACTIONS. (lb/size) 2=189/04W, 5=118/Mechanical Max Horz 2=69(LC 12) Max Uplift 2=48(LC 12). 5=36(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind, ASCE 7-10: Vuft=140mph (3-second gust) Vasd=108mph: TCDL=4 2psf, BCDL=3.Opsf, h=15ft, B=45ft: L=24ft; eave=4ft: Cat. 11, Exp B, Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-2-5, Interior(1) 2-2-5 to 3-0-0 zone;C-C for members and forces S MWFRS for reactions shown: Lumber DOL=1.60 plate grip DOL=1 60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wrth 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 48 lb uplift at joint 2 and 36 lb uplift at joint 5 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies indail Q WARNING - Verify design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE MIP?473 rev. 14007/2015 BEFORE USE. 1 Design vela for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not mm a truss system Before use, the budding 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 are permanent bracing Is always rettutted for stability and to prevent collapse with possible personal mpay ad property damage. For general guidance regarding the FA fabrication. storage. debwary, election and bracing of trusses and truss systems. "a ANSMI Quality Criteria, OS"9 and SCSI Building component 690s Parke East Blvd. Safety information available tram Truss Plate Institute. 218 N Lea Street. Suss 312. Nexondne. VA 22314 Tamps. FL 36610 Job Truss Truss Type City Ply Park Sq Hm/ 2091 Madrona A C / Tray T12483527 P2091AC-T CJ5 JACK 8 1 Job Reference (optional) Mid-Flonda Lumber, Bartow, FL 8.130 s Sep 15 2017 Mi rek Industries, Inc. Fri Nov 10 11:25:21 2017 Page 1 ID:W)DyiuZDwOAl2xygntYl3zgvcy_zolsZJA7LnBrrDC01 JbzaDTKpyMiky2_1dhOyKDly 100 5" t t-0-0 5." 2x4 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 125 TC 0.31 TCOL 10.0 Lumber DOL 1.25 BC 0.25 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014frP12007 Matnx-MP LUMBER - TOP CHORD 2x4 SP No 2 BOT CHORD 20 SP No.2 REACTIONS. (lb/size) 3=126IMechanical, 2=261/0-8-0, 4=63/Mechanical Max Horz 2=89(LC 12) Max Uplift 3=-49(LC 12). 2=54(LC 12) Max Grav 3=126(LC 1). 2=261(LC 1).4=91(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1.17.0 DEFL. in (loc) Udell L/d PLATES GRIP Ven(LL) 0.04 4-7 >999 240 MT20 244/190 Vert(TL) -0.08 4-7 >786 180 Horz(TL) 0.00 2 n/a n/a Weight: 18 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puriins BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10: Vu@=140mph (3-second gust) Vasd=108mph, TCOL=4.2psf, BCOL=3.Opsf; h-15ft; B-45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl , GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0.0 to 2-0-0, Interior(1) 2-0-0 to 4-10-4 zone;C-C for members and forces 6 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 49 lb uplift at joint 3 and 54 lb uplift at joint 2. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING • Verily design paramefa and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411•7473 rev. f0103,70fS BEFORE USE. Design valid for use only with MlTek* connectors. This design is based only upon parameters stwwn, and is for an individual building component, net a truss system. Before use, the budding designer must verity the applicability of design parameters and property incorporate this design into the overall building design Brame indicated is to prevent buckling of individual truss web and/or Owd 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, sea ANSVTPII Quality Citeria, DSS29 and SCSI Building Component 81104 PMre East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lae SVeet. Suite 312. Alexandria, VA 22314 Tamps. FL 36610 Job Truss Truss Type Oy Ply Park Sq Hav 2091 Madrona A C / Tray T12483528 P2091AC T CJ5T SPECIAL 2 1 Job Reference (optional) Mid -Florida Lumber, Bartow. FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Fri Nov 10 11:25:21 2017 Page 1 ID:WjDyiuZDwOAl2xygntYl3zgvcy _zoISZJA7LnBfrDCOI JbzaAgKotMiky2_1dhOyKbly 2.7.8 5," 144 2J-8 24.8 2x4 = Scale = 1:18.4 2.7.8 24-8 Plate Offsets (X.Y)- f2:Edoe.0-041. f3,0-3.8.0-2-01 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in loe) VdeB L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.48 Vert(L-) 0.07 6 >802 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.32 Vert(TL) -0.13 6 >473 180 BCLL 00 ' Rep Stress Inv YES WB 0.00 Horz(TL) 007 5 n/a Na BCDL 10.0 Code FBC2014lrP12007 Matrix -MR 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. 3-7: 2x4 SP No 3 REACTIONS. (lb/size) 4=114/Mechanical, 2=267/0.8-0, 5=81/Mechanical Max Horz 2=90(LC 12) Max Uplift 4=38(LC 12), 2=53(1_C 12). 5=-8(LC 12) Max Grav 4=114(LC 1). 2=267(LC 1). 5=88(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd-108mph; TCDL=4.2psf, BCDL=3.Opsf; h=15ft, 0=45ft; L=24ft; eave=oft: Cat. II; Exp B: Encl.. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-11-4 zone:C-C for members and forces 3 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL-1 60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 3) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 38 lb uplift at joint 4, 53 lb uplift at joint 2 and 8 lb uplift at joint 5. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Verily design parameters and READ NOTES ON rNIS AND INCLUDED AOTEK REFERENCE PAGE M0.7473 rev. 10i0=015 BEFORE USE. Design valid for use only with MTek® connectors This design is based only upon parameters shown, and is for an individual budding component, not a truss system. Before use, the budding designer must verify the appiKablldy of design parameters and property incorporate this design Into the overall budding design Bracing indicated is to prevent buckling of individual truss web andfor diord 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 brsang of busses and truss systems, we ANSI"ll Quality Criteria, OSS49 and SCSI Building Component 69N Perlis East BIM safety Information available from Truss Plats Institute. 21ll N Lee Street, Suite 312. Alexandria, VA 22314. Tamps, FL 36610 Job Truss Truss Type oty Ply Park Sq Hm/ 2091 Madrona A C / Tray T12483529 P2091AGT G1 HIP 1 1 Job Reference (optional) Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Fri Nov 10 11:25:22 2017 Page 1 ID. W)Dyiu2DwOr112xygntYl3zgvcy-T9Mg3vKouev2HcoOxkwy8A7Gd)1556N6nenADgyKblx 7." 124.0 15812 194-0 1-0-0 3.94 3-2.12 54-0 3-2-12 3-94 4x5 = 08 = Scale - 1:34.8 3x5 = 3x8 = 4x4 = 3x4 = 3x5 = LOADING (psf) SPACING- 2 0 CSI. DEFL. in loc) ude0 L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Ven(LL) 0.09 9.11 999 240 TCOL 10.0 Lumber DOL 1.25 BC 0.70 Vert(TL) 0.24 9-11 959 180 BCLL 00 Rep Stress Incr NO WB 0.23 Horz(TL) 0.08 7 n/a n/a BCDL 10.0 Code FBC2014rrP12007 Matnx-MS LUMBER - TOP CHORD 2x4 SP No.2 'Except' 4-5: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1428/0-8 .7=1429/0-8-0 Max Horz 2-77(LC 6) Max Uplift 2=-368(LC 6). 7-368(LC 8) PLATES GRIP MT20 2441190 Weight: 93 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3 1 oc purlins BOT CHORD Rigid ceiling directly applied or 8-012 oc bracing. FORCES. (Ib) - Max. Comp./Max Ten - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=2549/670, 3.4=2390/652, 4-5=2141/609. 5-6=2388/652, 6.7=-2548/670 BOT CHORD 2-11=-537/2222, 9-11=490/2139, 7-9-537/2221 WEBS 4-11=41/609, 5-9=-41/608 NOTES- 1) Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7-10; Vint-140mph (3-second gust) Vasd=108mph; TCOL-4.2psf; BCOL-3.0psf; h=15ft; B=45ft; L-24ft; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate gnp 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 368 lb uplift at joint 2 and 368 lb uplift at joint 7. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 185 lb down and 201 Ib up at 7-0-0, 95 Ib down and 105 lb up at 9-0-12, and 95 Ib down and 105 lb up at 10-3-4, and 185 lb down and 201 Ib up at 12-4-0 on top chord, and 321 lb down and 95 lb up at 7-0-0, 66 lb down at 9-012, and 66lbdown at 10-3-4. and 321 lb down and 95 lb up at 12-3-4 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, 4-5=-60, 5-8--60, 12-15=-20 Concentrated Loads (lb) Vert. 4=138(F) 5=138(F) 11=321(F) 9=321(F) 18=-95(F) 19-95(F) 20=41(F) 21=-41(F) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARNING - Verily assign parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERENCE PAGE 11111-7473 raw. 10id2/2015 BEFORE USE. will- Design valid for use onty wen MTak® Connectors This design is based only upon parameters shown, and is let an individual building component, net i a truss system. Before use, the building designer must verity ins appla:abiley of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or Chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MR fabrhcidion, storage, delivery, erection and bracing of trusses end truss systems, no ANSIrPII Quality Criteria, OSS49 and BCSI Building Component 6904 Parke Fast BKO Safety Information available from Truss plate Institute. 218 N Lee Street, Suite 312. Akxandna. VA 22314. Tamps, FL 36610 Job Truss Truss Type oty Ply Park Sq Hm/ 2091 Madrona A C / Tray T12483530 P2091AC-T G2 HIP 1 1 Job Reference loptionall Mid-Flonda Lumber, Ballow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Fri Nov 10 11:25.23 2017 Page 1 IDWjDyiuZDwOAl2xygntYl3zgvcy-xMw2HFLOWvumNaVSingOfaU7PYgaiFOIWjlGyKbhN 1- 0.0 4.94 9.0.0 10.4-014812 1t14-0 . 204-0 , 1- 0-0 4•Si4 4-2-12 14-0 4-2-12 4.94 1-0-0 Scale = 135.0 4x4 = 4x4 = 30 = 4x5 = 3x4 = 30 = 3x4 = 9- 0.0 104-0 194-0 i 9-0-014-0 9-0.0 Plate Offsets (X.Y)- (2.0-1-12.Edoe1. (7:0-1-12.Edael LOADING ( pso SPACING- 2-0-0 CSI. DEFL. in loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 021 Vert(LL) -0.10 9-17 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.63 Vert(TL) -0.28 9-17 >839 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.16 Horz(TL) 0.04 7 n/a n/a SCOL 10.0 Code FBC2014frPI2007 Matrix -MS Weight: 91 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-8 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-9-11 oc bracing. WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 2=833/0.8-0, 7=833/0-8-0 Max Horz 2-96(LC 11) Max Uplift 2=164(1-C 12), 7=164(LC 12) FORCES. ( Ib) - Max. CompJMax. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 2-3 =1237/470, 34=946/366, 4-5-794/359, 5.6=946/366, 6.7=12371470 BOT CHORD 2-11-350/1062. 9.11=154f794, 7-9=357/1062 WEBS 3-11-324/230.6-9=324/230 NOTES - I) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=4511; L=24ft; eave=4ft; Cat. II; Exp B; Encl.. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -14)-0 to 2-", Interior(1) 2.0-0 to 9-0-0. Exterior(2) 9-0-0 to 104- 0, Interior(1) 14-8-11 to 204-0 zone,C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL= 1.60 3) Provide adequate drainage to prevent water ponding 4) This truss has been designed for a 10 0 psf bottom chord live bad 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 164 lb uplift at joint 2 and 164 lb uplift at joint 7. 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 parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 0110-7473 ref. 100034015 BEFORE USE. Design valid for use only with MiTekS Connectors This design Is based only upon parameters shown, and is for on individual building Component. no 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 tress web and/or Chord members only. Additional temporary and permanent bracing is always required for stabarry, and to prevent Collapse with possible personal injury and property damage For general guidance regarding tits Is fabrication, storage. delivery, erection and bracing of trustees and truss systems, see ANSWIP11 Quality Criteria, OSS49 and SCSI Building Component 6904 Parke Fast Blvd Safety Information available from Titus Plate Institute. 218 N Lee Street, Suite 312. Alexandria, VA 22314. Tamps, FL 36610 Job Truss Truss Type Oty Ply Park Sq Hrnf 2091 Madrona A C / Tray T12483531 P2091AC-T G3 COMMON 1 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 Mi rek Industries, Inc. Fri Nov 10 11.25:24 2017 Page 1 ID VADyiuZDwOdl2xygntYl3zgvcy-PYUQUbL2QG9mWwyn39YOObClgXiy.Z1XOFyGHHtyKbiv 1-0-0 5,14 9.8.0 14-2.12 124.0 1-0-0 5-1-4 4-&12 44-12 5.14 1410 4x4 = Scale = 1.34.7 3x4 = Sx8 = 3x4 = 9m" 194-0 i 9-80 0." LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well L/d TCLL 20.0 Plate Grip DOL 1.25 TC 024 Vert(L-) 0.11 8-11 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.74 Vert(TL) 0.29 6-11 794 180 BCLL 00 Rep Stress Incr YES WB 0.19 Horz(TL) 0.04 6 n/a n/a BCOL 10.0 Code FBC2014frPI2007 Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=833/0.8-0, 6=833/0.8.0 Max Horz 2=-102(LC 10) Max Uplift 2=164(LC 12). 6=164(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=12191415. 3-4-913/326. 4-5=-9131326, 5.6=1219/415 BOT CHORD 2-8=286/1042, 6-8=304/1042 WEBS 4-8=129/497, 5-0=337/211, 3-8=337/211 PLATES GRIP MT20 244/190 Weight. 87 lb FT = 20% TOP CHORD Structural wood sheathing direly applied or 5-2-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vutt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCOL=3 Opsf; h=15ft, 8=4511; L-24f1; eave=oft; Cat II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0. Interior(1) 2-0-0 to 9-8-0. Exterior(2) 9-8-0 to 12-841 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 4) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 164 lb uplift at joint 2 and 164 lb uplift at joint 6 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AwARNING • Verity design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE AUI.7473 rev. I"JI 01S 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 budding designer must verity the applicability of design parameters and properly incorporate this design into the overall building design Bracing mox:eted is to prevent buckling Of individual truss web and/or Chord members Only. Additional temporary and permanent bracing is always required for nabbay, and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPI1 Quality Criteria. OSS49 and SCSI Building Component 6904 Parke Fast Blvd Safety Information available from Teas Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa. FL 36610 Job Truss Truss Type Oty Ply Park Sq HrtV 2091 Madrona A C / Tray T12483532 P2091AC-T G4 COMMON 1 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Fri Nov 10 11.25:25 2017 Page 1 10: W)DyiuZDwOd,2xygntYl3zgvcy-tk2oixMgBZHd84Xzdl3FmplrZx2olTYTc?gg9yKblu 5-1-4 9.8-0 14.2.12 18-11.8 1 ( 5.14 46.12 44-12 4.8.12 Scale = 1:34 3 04 = 3x4 = 5x8 = 3x5 = 9-8-0 18.11-8 r 941-0 9.3.8 r Plate Offsets (X.Y)- 12,0.1-12,Edoel. 17:0.4-0.0.3-01 LOADING (psf) SPACING. 2-0-0 CSI. OEFL. in loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 TC 0.24 Vert(L-) -0.12 7-10 >999 240 MT20 244/190 TCOL 100 Lumber DOL 1 25 BC 077 Vert(n.) -0.31 7-10 >738 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.19 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code FBC2014rrPI2007 Matrix -MS Weight: 85lb FT - 206A LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5.2-12 oc purlins. BOT CHORD 2x4 SP No 2 BOT CHORD Rigid ceiling direly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. (lb/Size) 6=745/0-3-8, 2=832/04W Max Horz 2.98(LC 11) Max Uplift 6=-126(LC 12), 2=162(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1216/418. 3-4=910/319, 4-5=909/329, 5.6=1212/424 BOT CHORD 2-7=328/1039. 6-7=31311034 WEBS 4-7=133/511. 5-7=337/199, 3-7=337/211 NOTES - I) 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=15ft; B=45ft; L-24ft; eave=oft; Cat. It: Exp B, Encl.. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-", Interior(1) 2-0-0 to 9-8-0, Exterior(2) 9.8-0 to 12-841 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL-1.60 plate grip D0L=1 60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcuffent with any other live loads. 4) • This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 126 lb uplift at joint 6 and 162 lb uplift at joint 2. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING - Varlly design pars mthws and READ NOTES ON TFMS AND INCLUDED AMTEK REFERENCE PACE M/I.7473 rev. 104"O1s BEFORE USE. Oesign valid for use only with MiTak® conneetors This design is based only upon parameters Hawn, and is far an individual building component, not a truss system Before use, tre building designer must verify the appl"bldy of design parameters and properly incorporate this design into the overall bunWng design. Bracing indicated is to prevent budding of individual truss web andfor card members only Additional temporary and permanent bracing is always required for stability are to prevent Collapse with possible personal injury and property damage. For general gui"nce regarding the - fabrx:ation, storage, delivery, erection and bracing of trusses and truss systems, nee ANSIrtP11 Quality CMerla, OS"g and SCSI Building Component 69M Parke East Bid. Safety ldomiatlon available from Truss Pete Institute, 218 N Lee Street. Suite 312, Alexandre, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq Hnt/ 2091 Madrona A C / Tray T12483533 P2091AG-T GS SPECIAL 1 1 JOD Reference o Clonal Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fn Nov 10 11.25:25 2017 Page 1 ID:%MDyiuZDwOr112xygntYl3zgvcy-tk2oixMgBZHd84Xzdt3FmplrOx4?I PhYTc?ggwKblu 5-14 941-0 1541-0 4 1&1t B 1-" 5-1.4 4-6-12 6.0-0 3.3.8 Scale = 1 34.4 04 = 3xS = Sx8 = 30 = 1 5x4 II LOADING (psf) TCLL 20.0 TCOL 10.0 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 0.52 BC 0.69 WB 0.45 Matrix -MS DEFL. in Vert(LL) -0.13 Vert(TL) -0.34 Horz(TL) 0.03 loc) Vdefl L/d 9-12 >999 240 9-12 >656 180 7 n/a n/a PLATES GRIP MT20 2441190 Weight, 94 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-14 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-4-6 oc bracing. REACTIONS. (lb/size) 7-738/0.3-8, 2=827/0.8-0 Max Horz 2.83(LC 11) Max Uplift 7=128(LC 12). 2=158(LC 12) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-3=1193/404, 3-4=895/317, 4-5=-909/309, 5-6=-1021/337, 6-7=-705/253 BOT CHORD 2-9-394/1018. 8-9=355/1065 WEBS 3.9-335/202, 4-9=-91/459, 5.9=366/157, 5-8=562/240, ". 389/1184 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; SCDL=3 Opsh h=15ft; B=45ft; L-24ft; eave=4ft; Cat II; Exp B; Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0. Interior(1) 2-0-0 to 9-8-0. Exterior(2) 9-8-0 to 12-8-0, Interior(1) 15-8-0 to 18-9-12 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate gnp 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 bad of 20 Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 128 lb uplift at joint 7 and 158 ID uplift at joint 2 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARNING • VarHy design panmafars and READ NOTES ON THIS AND INCLUDED MI iEx REFERENCE PAGE Ml1-7173 rw 10A13/2015 BEFORE USE. Design Gird for use only with MTelam 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 01 design parameters and properly incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of individual tons web and/or chord members only. Additional temporary and permanent bracing Is always required for atabday and to prevent Collapse with possible personal injury and properly damage For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPH Quality Crkena, OSS49 and SCSI Building Component eggs Parke Fast Blvd Safety Intormadon available from Tens Plate InstnNe, 210 N Lee Street. Suite 312. Alexandria, VA 22314 Tampa, FL 36610 Job Truss Truss Type Oty Pry Park Sq HrtV 2091 Madrona A C / Tray T12483534 P2091AC-T G6 SPECIAL 1 1 Job Reference tional Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Fri Nov 10 11:25:26 2017 Page 1 I D: WjDyiuZDwOAl2xygntYl3zgvcy-LxcBvGNJyIPUIE69AaaV10H2RLOt t GhiGIOMbyKbh 1-0-0 5.14 9-6-0 13.8-0 18.11-8 r-0-0 5-14 4-6-12 4-0-0 5-3-0 Scale = 1.34.4 4x4 = 3x5 = 5x8 = 3x4 = 1 5x4 II LOADING (psf) TCLL 20.0 TCDL 10.0 SCLL 0.0 ' SCOL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FSC2014frP12007 CSI. TC 0.36 BC 0.71 WB 0.40 Matrix -MS OEFL. in Vert(LL) -0 14 Vert(TL) -0.37 Horz(TL) 003 loc) I/defl Ud 9-12 >999 240 9-12 >617 180 7 n/a n/a PLATES GRIP MT20 244/190 Weight: 98 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-4 oc puriins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-0.0 oc bracing. REACTIONS. (lb/size) 7=738/0-3-8, 2=827/0-8-0 Max Horz 2=100(LC 12) Max Uplift 7=131(LC 12). 2=155(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=11951400, 3-4=886/308, 4-5=470/314, 5.6=948/324, 6.7=683/272 BOT CHORD 2-9=426/1022, 8-9=334/972 WEBS 3-9-340/211. 4-9=1231481, 5-9=-317/133, 5.8=465/206, 6-8=359/1056 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=4.2pst; BCDL=3.Opsf, h=15ft; 6=45ft; L=24ft; eave=oft; Cat. 11; Exp 8; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0.0 to 2-0-0. Interior(1) 2. )-0 to 9-8-0, Exterior(2) 941-0 to 12-8-0. Interior(1) 13-8-0 to 18-9-12 zone;C-C for members and forces 3 MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurreni 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 131 lb uplift at joint 7 and 155 lb uplift at joint 2. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Verify design parameters and READ NOTES ON TFOS AND INCLUDED AVTEK REFERENCE PAGE 11111-7473 i ov. 100=016 BEFORE USE. Deagn valid for use only with MiTalcm Connectors This design is based only upon parameters shown, and is for an individual Wading component, not a truss "am Before use, the Wilding designer must vadly the applicability of design parameters and property incorporne this design into the overall building design. Bracing indicated is to prevent ba:kluig of individual chordtrussweband/or members only Additional temporary and permanent bracing is always required for stability are to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication, garage, delivery, erectlen and braCrng of trusses and Wes Systems. see ANSVTPII Quality CntaAa, OSS49 and 13CSO Building Component 6904 Parke East Sh O Safety Information available from Truss Pate Institute, 216 N. Lea Street, Suite 312. Alexandria. VA 22314. Tampa. FL 36610 Truss Truss Type Ply Park Sq HrtV 2091 Madrona A C / Tray JJob 10ty I T12483535 P2091AC-T G7 SPECIAL 1 1 Job Reference(Optional) Mid -Florida Lumber, Bartow, FL 8.130 s Sep 15 2017 MTek Industries, Inc. Fri Nov 10 11:25 27 2017 Page 1 I D:w)DyiuZDwOAl2xygntYl3zgvcy-p79Z7cOxj8XLNOhMkH5krEg8fkjMmLgrxwUxu 1 yKbls 1-0-0 5.1.4 944 11$-0 18-11-8 1-0-0 5.1-4 4-6-12 2-04) 7-3.8 Stale = 1.34 4 04 = 3x4 = 5xS = 3x4 = LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2.0.0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Ina YES Code FBC2014frPI2007 CSI. TC 0.65 BC 083 WB 0.35 Matnx-MS DEFL. in Vert(LL) -017 Vert( TL) -0.43 Horz( TL) 0.04 loc) I/den Ud 7- 8 >999 240 7- 8 >526 180 7 n/a n/a PLATES GRIP MT20 244/190 Weight. 98 lb FT - 20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5.3-1 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 80T CHORD Rigid ceiling directly applied or 8-8-13 oc bracing. WEBS 1 Row at midpt 5.7 REACTIONS. ( lb/size) 7=739/0.3.8, 2= 826/0-8-0 Max Horz 2=128(LC 12) Max Uplift 7=136(LC 12), 2=150(LC 12) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1210/387, 3-4-899/280, 4-5=-873/322 BOT CHORD 2-8-450/1035, 7-8=326/865 WEBS 3.8 =336/214, 4-8=170/595. 5-8=295/158, 5.7=930/354 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-3.0psf; h=15ft; 8=45ft; L=24ft; eave=oft, Cat. II; Exp B; Encl.. GCpi=O 18: MWFRS (directional) and C-C Exterior(2) -1.0-0 to 2-", Interior(1) 240-0 to 9-8-0, Exterior(2) 9.8.0 to 1141- 0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10 0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 136 lb uplift at joint 7 and 150 lb uplift at joint 2. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies QWARNING • Verify design parameters and READ NOTES ON iFOS AND INCLUDED MITEK REFERENCE PACE M147173 rev, /aN3/20/5 BEFORE USE. Kamm, 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 budding designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevarChord o bucidagofindividualtrussweband/or 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 in* laureation. storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPN Quality Criteria. OSBa9 and SCSI Building Component 6904 Parke East Blvd. Safety Information available ham Truss Plate Institute. 218 N Lae Street. Suns 312, Alexandria. VA 22314. Tampa, FL 36610 Truss Truss Type Oty Ply Park Sq HrrV 2091 Madrona A C / TrayT12483536rP2b091AC-T G8 MONO HIP 1 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8 130 s Sep 15 2017 MTek Industries, Inc. Fri Nov 10 11:25:28 2017 Page 1 1D:WDyfuZDwOAl2xygntYl3zgvcy-HJjxKyPZUU(C?XGYI?dzNRNLR852Vn2 AaEUOUyKDIr 1-0-0 , 7.10-4 9$-0 14.3.12 18.11-8 1-" 7.10-4 1.9.12 4-7-12 4-7-12 4x4 = 3x4 = Scale = 1.33.3 15.4 II 3x5 = 1x4 11 5xS = 3x4 = LOAOING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Ina YES Code FBC2014/TPI2007 CSI. TC 0.52 BC 0.67 WB 0.41 Matrix -MS OEFL. in Vert(LL) -017 Vert( TL) -0.44 Horz( TL) 0.01 loc) VdeO Ud 7- 8 >761 240 7- 8 >300 180 7 n/a n/a PLATES GRIP MT20 244/190 Weight: 98 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-9 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ( lb/size) 7=517/0-3-0, 2=533/041-0, 9=515/0-3-8 Max Horz 2=156(LC 12) Max Uplift 7-90(LC 9). 2=52(1_C 12), 9=165(LC 12) Max Grav 7=547(LC 22), 2=533(LC 1), 9=515(LC 1) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=440/0. 3-4=-438/90, 4-5=-370/67 BOT CHORD 2-9=67/364. 8-9=-67/364, 7-8=116/344 WEBS 3-9=417/301, 5.7=483/173 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vuh-140mph (3-second gust) Vasd-108mph, TCDL=4.2psf: BCDL=3.Opsf; h=15ft, 8=45R; L=24R; eave=4ft; Cat. it: Exp B: Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2) -1-0.0 to 2-0-0, Interior(1) 2-0-0 to 941-0. Exterior(2) 9.8-0 to 13- 10-15 zone:C-C for members and forces 3 MWFRS for reactions shown; Lumber DOL-1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 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 beanng plate capable of withstanding 90 lb uplift at joint 7, 52 lb uplift at pint 2 and 165 lb uplift at joint 9. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 4. d, QWARN/ NG • Verify design parameters and READ NOTES ON TFOS AND INCLUDED MITEK REFERENCE PAGE Mll•1473 M. 10007/2016 BEFORE USE. Design valid for we only with Miralr® connectors. This design is based only upon parameters shown, and is for an indmdual budding component, not a truss system. Before use, me budding designer must vent' the applicability of design parameters and properly incorporate this design into the overall building design Bractng indicated is to prevent buckling of tnilmdual truss web and/or chord members" Additional temporary and permanent bracing is etwsys 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, sea ANSUTPII Quality Criteria, OSS4e and SCSI Building Component 6904 Parka East Bald. Safety Information available from Truss Plate Institute, 210 N Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610 Job Truss Truss Type aY PlyPark Sq Hm/ 2091 Madrona kC / Tray T12483537 P2091AC- T J3C JACK 4 1 Job Reference (optional) Mid - Florida Lumber, Bartow. FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Fri Nov 10 11:25:29 2017 Page 1 I D:VADyiuZOwOrli 2xygntYl3zgvcy-IWHJXI PBFon3ClgkstBCwtvdxYaPEJk7OEz2zwyKblq 1- 0-0 2.17.8 1- 0-0 2.11.8 LOADING ( ps, SPACING- 2-0-0 CSI. TOLL 20.0 Plate Grip DOL 1.25 TC 0.09 TCDL 10.0 Lumber DOL 1.25 BC 0.08 BCLL 00 ' Rep Stress Inv YES WB 0 06 BCDL 10.0 Code FBC2014/TP12007 Matrix -MP Soo 12 6 4 tx4 II 3x4 = DEFL. in (loc) I/de8 L/d Ven( LL) -000 5-6 >999 240 Vert(TL) - 0.01 5-6 >999 180 HOrz(TL) - 0 00 3 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No 2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/ size) 6=191/0-3-8, 3=65/Mechanical, 4=27/Mechanical Max Horz 6=61(LC 12) Max Uplift 3-24(LC 12), 4=-69(LC 12) Max Grav 6=191(LC 1), 3=65(LC 1), 4=55(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 260 (lb) or less except when shown Scale - 1 29 3 PLATES GRIP MT20 2441190 Weight: 22 lb FT - 206A Structural wood sheathing directly applied or 3-0-0 oc punhns, except end verticals Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10: Vul1=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL-3 Opst: h-15ft; B=45ft: L=2411, eave=oft, Cat. II; Exp 8: Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2)-0-11-8 to 2-0-8, Interior(1) 2-0-8 to 2-10-4 zone;C-C for members and forces S MWFRS for reactions shown; Lumber DOL=1.60 plate grip OOL=1.60 2) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrertt 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 24 lb uplift at joint 3 and 69 lb uplift at joint 4. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Verily design Parameters and READ NOTES ON lids AND INCLUDED MITEK REFERENCE PAGE 1161•7473 m. 1d4)32015 BEFORE USE. Design valid for use only with MTeIOp connectors This design is based only upon parameters shown, and is for an IndrAdual building component, not a truss system Before use, the building designer must verity the applicability of design parameters and properlya rnrporafm ethis designintoeoverallbuilding 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 ANSM11 Quality Cnterla, OSS49 and SCSI Building Component 6904 Parke East Blvd. Safety information available from Tens Plate Institute, 218 N Lee Street, Suite 312. Alexandria, VA 22314. Tamps, FL 36610 Job Truss Truss Type Oty Ply Park Sq HrfV 2091 Madrona A C / Tray T12483538 P2091AC-T J7 JACK 19 1 Job Reference (optional) Mid -Florida Lumber, Banow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc Fri Nov 10 11 25:29 2017 Page 1 ID:%MDyiuZDwOn12xygntYl3zgvcy4WHJXIPBFon3CpksiSCwtvUZYTJEJj7OEz2zwyKblq 140 7-0-0 1-0-0 7-0-0 Scale - 1.22 3 310 = 7-0-0 Plate Offsets (X.Y)— 12:Edge.0.0-41 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 069 Ven(LL) 012 4-7 >695 240 MT20 244/190 TCDL 10.0 Lumber DOL 1 25 BC 0.54 Ven(TL) -0.30 4-7 >276 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a SCOL 10.0 Code FBC2014/rP12007 Matrix -MP Weight: 24 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 64-0 oc punins. BOT CHORD 20 SP No.2 SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=181/Mechanical, 2=340/0-8-0, 4=89/Mechanical Max Horz 2=117(LC 12) Max Uplift 3-72(LC 12). 2-59(LC 12) Max Grav 3=181(LC 1), 2=340(LC 1). 4=129(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; VuIt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; SCOL-3.Opsf; h=15ft; 8=45ft; L=24ft, eave=oft; Cat. II; Exp 8; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1.0-0 to 2-", Interior(1) 2-" to 6-10-4 zone;C-C for members and forces S MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live bad 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 72 lb uplift at joint 3 and 59 lb uplift at joint 2. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING - VerNy dwign parameters and READ NOTES ON TWS AND INCLUDED "TEK REFERENCE PAGE 1110-7473 rev. 10iV V 01S BEFORE USE. Design valid for use only with MTek® Connectors This design is baud 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 rincorporata this design into the overall budding design. Brsong indicated is to prevent buckling of individual buss web anion chord members any. Additional temporary and permanent bracing is always rsquired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regaNug the fabrication, storage, dalwary, erection and bracing of wsses and truss systems, see ANSVTPII Quality CrbMa. OSS49 and SCSI Building Component 69W Parka East Bho Safety Information available from Truss Plate Institute, 218 N Lee Street. Suite 312. Alexandris. VA 22314 Tamps. FL 36610 Job Truss Truss Type Qty Ply Park Sq HrtV 2091 Madrona A C / Tray T12483539IP2091AC-T J7T SPECIAL 3 1 Job Reference (optional) Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Fri Nov 10 11:25:30 2017 Page 1 10:VADyiuZDwOrl"gntYl3zgvcy-EirhleQpO6vwE~Qf RTsSciynCzmzHdtjbVMyKDIp 2.7.8 7.0.0 1-0-0 2.7-8 4.4.8 Scale - 122.3 2%8 _ 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Vdefl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.86 Ven(LL) 0.19 6 >432 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.69 Vert(TL) -0.41 6 >205 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) 0.20 5 n1a n/a BCDL 10.0 Code FBC2014rrP12007 Matrix -MR Weight: 26 lb FT in 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-12 oc purlins. BOT CHORD 2x4 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied or 64)-0 oc bracing. 3.7: 2x4 SP No.3 REACTIONS. (lb/size) 4=169/Mechanical, 2=346/0.8-0, 5=107/Mechanical Max Horz 2=118(LC 12) Max uplift 4=61(1_C 12). 2=58(LC 12), 5=7(LC 12) Max Grav 4-169(LC 1). 2-346(LC 1). 5=126(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph, TCDL-4.2psf: BCDL=3.Opsf; h=15ft; B=45ft: L=24ft; eave=oft; Cat 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6-11-4 zone;C-C for members and forces 8 MWFRS for reactions shown: Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed 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 61 lb uplift at joint 4, 58 lb uplift at joint 2 and 7 lb uplift at pint S. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING - Vsrlry design parameters and READ NOTES ON THIS AND INCLUDED MUTEK REFERENCE PAGE MU•7472 rev. t"24015 BEFORE USE. Desgn valid fat use only with MITelda connectors. This design is based only upon parameters shown, and is for an individual building component, not i a truss system. Before use, the budding designer must venfy the applicability of design parameters and property incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of individual truss web and/or Cord members Only. Additional temporary and permanent bracing is always required for stabdey and to prevent rolepse with posabla personal injury and Property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss Systems, sae ANSIrtP11 Quality Criteria, OSS419 and SCSI Building Component 6904 Perke East Blvd. Safety Information avalebe from Truss Plate Institute, 210 N. Lee Street. Suite 312. Alexandria, VA 22344 Tampa, FL 36610 Job Truss Truss Type oy Ply Park Scl HrrV 2091 Madrona A C / Tray T12483540IP2091AC-T KJ4 JACK 2 1 Job Reference o tonal Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fn Nov 10 11:25:31 2017 Page 1 ID:gDyiuZDwOdi2xygntYl3zgvcy4uP4y_RRnP1ms7 7z7Ag?4?ukMDJIDgOsXS9lpyKblo 4-2.7 1.5-0 4-2-7 A A 6 4 1.Sx4 II 3x4 = Scale - 128 9 LOADING (pso SPACING- 2-" CSI. DEFL. in loc) Udeft Ud PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.39 Vert(LL) 0.05 5.6 955 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0 31 Ven(TL) 0.04 5-6 999 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.03 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MP Weight: 27 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 6=222/0-7-8, 3=77/Mechanical, 4=38/Mechanical Max Horz 6-63(LC 8) Max uplift 6=188(LC 8). 3=58(LC 5). 4=103(LC 8) Max Grav 6=222(LC 1). 3=77(LC 1), 4=80(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown Structural wood sheathing direly applied or 4-2-15 oc purlins, except end verticals. Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- 1) Wind ASCE 7-10; Vuf=14Omph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3 Opsf; h=15ft, 8=45ft; L=24ft: eave=4ft; Cal. 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 188 lb uplift at joint 6, 58 lb uplift at joint 3 and 103 lb uplift at joint 4. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 132 lb up at 1-6-12, and 132 lb up at 1-6-12 on top chord, and 88 lb up at 1-6-12. and 88 lb up at 1-6-12 on bottom chord The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, 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 Inerease=1.25 Undortn Loads (ptf) Vert 1-2=60, 2-3=60, 4-6=20 Concentrated Loads (lb) Vert: 7=71(F-36. 8=36) 8=4(F=2, 8=2) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 881 0 WARNING - VarKy design parameters and READ NOTES ON IMS AND INCLUDED WTEK REFERENCE PAGE 1161.7473 rov. 10Al2/201S BEFORE USE. Design valid for use only with MrTek® connectors This design is based only upon parameters shown, and is for an individual budding component, not a truss System Before use, the budding designer must venty the applicability of design parameters and property inrarpcirste this design into the overall D:dmg design. Bracing indicated is to prevent buckling of individual wss web antdtor chord members only. Additional temporary and pemunain bractng is sways required for stability and to prevent collapse wan possible personal injury and property damage. For general guidance regandug the fabrication. storage, delivery, sec on and bracing of trusses and truss systems, see ANSIRPII Quality Ceded&. OSB49 and BCSI Building Component 6904 Parke Fast Blvd Safety Itdownstlon avaitablermm Truss Pale Institute. 213 N Lee Street. Suite 312. Absandna. VA 22314. Tampa. FL 36610 Job Truss Truss Type Oty Ply Park Sq Hm/ 2091 Madrone A C / Tray Job T12483541 P2091AC-T KJ6 SPECIAL 1 Reference o tional Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc Fri Nov 10 11:25:31 2017 Page 1 10:WjDyiuZDwOAI2xygnty,3zgvcy-iuP4y_RRnPtms? 7z7Ag?4?gAMB iDDOsXS9lpyKblo 6.9-4 1.5.0 5.4.4 20 II LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 TCOL 10.0 Lumber DOL 1.25 BC 0.40 BCLL 0.0 Rep Stress Inv NO WB 0 00 BCDL 10.0 Code FBC2014/TP12007 Matrix -MR LUMBER - TOP CHORD 2x4 SP No 2 BOT CHORD 2x4 SP N0.2 'Except' 3-6: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. lb/size) 8=308/0-11-5, 4=172/Mechanical, 5=66/Mechanical Max Horz 8=88(LC 8) Max Uplift 8=217(LC 8), 4=105(LC 8). 5G47(LC 8) Max Grav 8=308(LC 1), 4=172(LC 1), 5-108(LC 3) FORCES. (lb) - Max. Comp./Max Ten - All forces 250 (lb) or less except when shown TOP CHORD 2-8=252/207 Scale - 1.30.9 OEFL. in (loc) Udell L/d PLATES GRIP Vert(LL) 0.19 5-6 >417 240 MT20 244/190 Vert(TL) -0.20 5-6 >402 180 Horz(TL) 0.18 5 n/a n/a Weight: 29 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 64)-0 oc purims, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VUR=140mph (3-second gust) Vasd-108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft, B=45ft; L=24ft, eave=4ft; Cat. II; Exp 8; 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 pal bottom chord live load nonconcurrent with any other live loads 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 217 lb uplift at joint S. 105 lb uplift at joint 4 and 47 lb uplift at joint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 122 lb up at 1-6-1, 92 lb up at 1-6-1. and 42 lb up at 4-4-0. and 10 lb down and 61 lb up at 4-4-0 on top chord, and 74 lb up at 1-6-12, 16 lb up at 1-6-12. and 79 lb up at 4-4-0, and 3 lb down and 7 lb up at 4 4-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD'CASE(S) Standard 1) Dead + Roof Live (balanced) Lumber Increase-1.25, Plate Increase=l 25 Uniform Loads (plf) Vert: 1-2-60, 2-4=60, 7-8=20, 5-6=-20 Concentrated Loads (lb) Vert. 7=7(F=4, 8=2) 3=69(F-34, 8=35) 9=1(F) 10=-3(F) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q • Verily design parameters and READ NOTES ON THIS AND INCLUDED aaTEK REFERENCE PAGE M11•7470 rev. 10A13/2015 BEFORE USE. WARNING KNOW Design valid for use only with WOW connectors This design is based only upon parameters shown, and is W an Individual building component, not a truss system. Before use. the building designer must verify the spplicabllty, of design parameters and property incorporate this design into the oversa inbuddingdesignBracingindicatedistopreventbucltldpofindividualtrussweband/or chord members only. Additional temporary and permanent bracing is always reQuinul for Ustiitdy, and to prevent collapse with possible personal injury and property damage. For general guidance regarding the lawicaton, storage. delivery. erection and bracing of trusses and truss systems, see ANStrrplt Quality Criteria. OSSdg and SCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Aexandna. VA 22314 Tamps. FL 36610 Job Ttuss Truss Type Dry Ply Park Sq Hnv 2091 Madrona A C / Tray T12483542 P2091AC-T KJ7 JACK 4 1 Job Reference (optional) Mid-Flodda Lumber, Bartow, FL. 8 130 s Sep 15 2017 MTek Industries, Inc. Fri Nov 10 11.25:32 2017 Page 1 ID:V4DyiuZDwOAl2xygntYl3zgvry•ASzSAKS3X)AdTSZJXrhvYHX4elXfRbpa4BCiaFyKDln 9.10.13 1 5-0 5.2.5 4 1-8 3 2x4 = 1x4 If 5 3x4 = Scale-1.21.9 5-2-5 4-8-8 LOADING (psf) SPACING- 2-" CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(L-) -0.03 6-7 >999 240 MT20 244/190 TCDL 10.0 Lumber OOL 1.25 BC 043 Vert(rL) -0.09 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.36 Horz(TL) 001 5 n/a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix -MS Weight: 42 lb FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-00 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=128/Mechanical, 2=511/0-11-5, 5=328/Mechanical Max Horz 2=118(LC 21) Max Uplift 4=55(LC 8), 2=109(1-C 8), 5=-47(LC 8) FORCES. (Ile) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=775/91 BOT CHORD 2-7=-151/708, 6-7-151/708 WEBS 3-7-0/275, 3-6=769/164 NOTES- 1) Wind: ASCE 7-10: Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=15ft; B-45ft; L-24ft: eave=off; Cat II; Exp B: Encl.. GCpi=0.18; MWFRS (directional); Lumber OOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20 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 55 lb uplift at joint 4, 109 lb uplift at joint 2 and 47 lb uplift at joint S. 6) Hanger(s) or other Connection device(s) shall be provided sufficient to support concentrated load(s) 43 lb down and 11 lb up at 1-6-12, 43 lb down and 11 lb up at 1-6-12. 64 lb down and 41 lb up at 4-4-12. 64 lb down and 41 lb up at 4-4-12, and 88 lb down and 68 lb up at 7-2-11, and 88 lb down and 68 lb up at 7-2-11 on top chord, and 6 lb down and 2 lb up at 1-6-12, 6 lb down and 2 lb up at 1-6-12. 18 lb down at 4-4-12, 18 lb down at 4-4-12. and 33 lb down at 7-2-11, and 33 lb down at 7-2-11 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead Roof Live (balanced) Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert, 1-4=60, 5-8=-20 Concentrated Loads (lb) Vert: 13=53(F=27, B=27) 14=4(F=2, 8=2) 15=10(F—S, B=5) 16=35(F=17, B=-17) 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 parameters and READ NOTES ON T 0S AND INCLUDED NITEK REFERENCE PAGE Nil-7473 ray. 1003/20I5 BEFORE USE. Design gird for use Only with Mfrelcm connectors This design is baud only upon parameters shown, and is for an individual budding component, net a truss system. Before use, the building designer must verify the applicability of design parameters and progeny 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 aWays required for stability and to prevent collapse with possible personal injury she property damage. For general guidance regarding the fatinci Lion, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria. OSB49 and SCSI Building Componem 6904 Perke East BNd Safety Information available ham Truss Plate Institute, 218 N I-" Street, Suite 31Z Alexandria, VA 22314 Tamps, FL 36610 Job Truss Truss Type Oty Ply HrrV 2091 Madrona A C / TrayFPaSq T12483543 P2091AC-T KJ7T SPECIAL 1 eference (optional) Mid-Flodda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Fri Nov 10 11:25.33 2017 Page 1 ID:W4OyiuZOwOnl2xygntYl3zgvcy-eHXgNgSiI 11U5JBV5YC84V48e9gFA4yjJrxF6hyKbim 1.5-0 3.7-13 6.7.9 9-10.13 1.5-0 3.7-13 2.11-12 3.3.4 7 3x4 II 3x5 = Scale - 1.23.2 3-7.13 6-7.9 9-10-13 r 3.7.13 2-11.12 3-34 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 125 TC 081 TCDL 10.0 Lumber DOL 1.25 BC 054 BCLL 0.0 Rep Stress Ina NO WB 0 24 BCDL 10.0 Code FBC20141TPI2007 Matrix -MS LUMBER - TOP CHORD 2x4 SP DSS BOT CHORD 20 SP OSS 'Except' 2-9, 2x4 SP No. 1D. 3-10, 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=48/Mechanical, 2=492/0.11-5, 6=343/Mechanical Max Horz 2=118(LC 8) Max Uplift 5=24(1-C 8). 2-99(LC 8), 6=54(LC 8) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3.12=279/0, 3.4-863/114 BOT CHORD 3-8=159/823, 7-8-160/827 WEBS 4-8-13/310, 4-7=910/176 DEFL. in (loc) Well Ltd PLATES GRIP Ven(LL) -0.25 9 >479 240 MT20 244/190 Vert(TL) -0.65 9 >182 180 Horz(TL) 0.22 6 n/a n/a Weight: 41 lb FT a 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h-15ft; B-45ft; L=24ft; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcufrent 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 24 lb uplift at joint 5, 99 lb uplift at joint 2 and 54 lb uplift at joint 6 1 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies QWARNING • Verflo design parameters and READ NOTES is rise Arno INCLUDED Mters REFERENCE at E Md build building component. BEFORE USE Design valid for use only with M(Takm connectors This design a based only upon parameters ahOwn, and U roc an individual buearlq 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 bubdnig aasngn Bracing indicated Is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing 13 always required for Stability and to prevent Collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, electron and bracing of trusses and truss Systems, see ANSVIPl1 Quality Criteria, OSS49 and SCSI Building Component 6904 Parke East Sari Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312. Alexandria, VA 22314 Tampa, FL 36610 b Truss Truss Type Oty Py Park Sq HnV 2091 Madrona A C / Tray rP2 T12483544 091AC-T V1 VALLEY 1 1 Job Reference (optional) Mid -Florida Lumber, Bartow. FL. 8 130 s Sep 15 2017 MiTek Industries. Inc. Fri Nov 10 11:25:34 2017 Page 1 10:%MjDyiuZDwOr112xygntYl3zgvcy-6T5Cb?TK3KOLjSjieGj NdidNaZDhvZstYVhpe7yKbll 6-11.3 12-3.3 13.3.3 11.3 54.0 1-0-0 415 = e T 3x4 fire lei Ix4 11 7 3x8 II LOADING (Psi) SPACING- 2-" TCLL 200 Plate Grip DOL 125 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Ina YES BCDL 100 Code FBC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No 3 OTHERS 2x4 SP No.3 SLIDER Right 2x4 SP No.3 1-7-10 Scale = 1.23.1 CSI. DEFL. in lot) Uden Ud PLATES GRIP TC 054 Vert(LL) -0.00 6 n/r 120 MT20 2441190 BC 0.33 Vert(TL) -0.00 6 n/r 120 WB 0.07 Horz(TL) 0.00 5 file n/a Matnx-S Weight 48 lb FT = 200A BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 12-3-3. lb)- Max Horzl-6l(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 1, 5, 7, 8 Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7 except 8=436(LC 1) FORCES. (lb) - Max Comp./Max Ten - All forces 250 (lb) or less except when shown. WEBS 2-8=2831133 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=4.2pst; BCDL=3.Opsf, h-15ft; 8=45ft; L-24ft; eave-4ft; Cat. II; Exp S; Encl.. GCpi=0.18; MWFRS (directional) and C-C Extenor(2) 0-7-9 to 3-7-9, Interior(1) 3-7-9 to 6-11-3. Exterior(2) 6-11-3 to 10-1-9 zone,C-C for members and forces tL MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psl bottom chord live bad nonconcurrent with any other live bads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 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) 1, 5, 7, 8. 1:6 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING - Var1ly, desk. penmenrs and READ NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGE 1101-703 rw. WIMO1S BEFORE USE. Design valid for use only with MITek® connectors This design is based only upon parameters shown, and is for an indrNdual building component, not a truss system Before use, the building designer must vent' the applicability of design parameters and property incorporate this design into the overall buildup design Bracing Indicated is to prevent buckkng of individual truss web andfor Nord members only Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal mlury and property damage For general guidance regarding the No fabrication. Conga, delivery, erection and bracing of trusses and truss systems, see ANSIfrPI1 Quality Crltm%. OS1349 and SCSI Building Component 6804 Parke East Blvd Safety Information available from Truss Plate InslitNe. 218 N Lee Street, Suite 312. Alenandna. VA 22314 Temps, FL 36610 Job Truss Truss Type oty Ply Park Sq Hrrd 2091 Madrona A C / Tray T12483545IP2091AC-T V2 VALLEY 1 1 Job Reference (optional) Mid -Fonda Lumber, 8anow, FL. 8 130 s Sep 15 2017 MfTek Industries. Inc. Fri Nov 10 11.25:35 2017 Page 1 ID:WjDyiuZDwOAl2xygntYl3zgvey-ageaoLUygeYCKduCzFcAw9d6zcGe 1 ROn9OMAayKblk 4-11-3 9.106 4.11-3 4-11.3 Scale = 1.18 0 4x4 = i 4 2x4 4 tx4 11 2x4 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(L-) n/a n/a 999 MT20 2441190 TCDL 100 Lumber DOL 1.25 8C 0.18 Ven(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014frPI2007 Matrix-S Weight: 32 ID 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. (lb/size) 1=157/9.10-6, 3=157/9-10-6, 4=374/9-10-6 Max Horz 1=-41(LC 10) Max Uplift 1=-34(LC 12), 3=-34(LC 12), 4=-48(LC 12) Max Grav 1=159(LC 21). 3=159(LC 22), 4=374(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown NOTES- 1) Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7-10: Vuh=1401nph (3-second gust) Vasa=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=15ft; B=45ft; L=24ft, eave=4ft, Cat II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-7-9 to 3-7-9, Interior(1) 3-7-9 to 4-11-3. Exterior(2) 4-11-3 to 7-11-3 zone;C-C for members and forces S MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL-1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psi bottom chord live bad 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) 1, 3, 4. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies w.e O WARNING - Verity design parameters and READ NOTES ON rNrS AND INCLUDED AOTEK REFERENCE PAGE MIA7473 rev. 10N3/201e BEFORE USE. Design valid for use only with AAiTeltm 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 incarporete this design into the overall budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary are permanent bracing rs 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 ANSrrPl1 Quality Criteria, OSBd9 and SCSI Building Comparison 6904 Parka Fast Blvd Safety Information available from Truss Plate Institute, 218 N Lee Street, Suds 312. Alexandria, VA 22314 Tampa, FL 36610 b Truss Truss Type Oty Ply Park Sq Hrn/ 2091 Madrona A C / Tray rP2 T12483546 091AC-T V3 VALLEY 1 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8 130 s Sep 15 2017 MTek Industries, Inc. Fri Nov 10 11:25:35 2017 Page 1 ID:%MjDyluZDwOrll2xygntYl3zgvcy-agesoLLygeYCKUuCzFcAw9fBzavve 1 C0n90MAayKbIk 2.113 5-10-6 2.113 2.11.3 3x4 = Scale 2 1.11.9 i 2x4 4 20 t 5.10-6 5.10.6 t Plate Offsets (X,Y)— 12:0.2.O.Edoel LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/den Ud PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 TC 0.11 Ven(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 SC 0.27 Vert(TL) rVa - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a SCOL 10.0 Code FSC2014/TPI2007 Matnx-P Weight: 16 lb FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-10-6 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=184/5-10-6, 3=184/5.10-6 Max Horz 1=-22(LC 10) Max Uplift 1-31(LC 12), 3--31(LC 12) 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. VuQ=140mph (3-second gust) Vasd=108mph, TCDL=4 2psf; BCDL=3.Opsf, h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces 3 MWFRS for reactions shown; Lumber DOL=1.60 plate grip OOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10 0 psf bottom chord live load nontoncurrent 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) 1, 3 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING • verity design parameters and READ NOTES ON INS AND INCLUDED NITEK REFERENCE PAGE N9.7473 rev. I &W4016 BEFORE USE. Design valid for use only with MlTalt® connectors. This design is based only upon parameters shown, and is for an individual budding component, not a truss system Before use, the budding designer must verify the applicability of design parameters and property tncorperate this design into the overall budding design Bracing md2ated is to prevent budding of individual WAS web andfor chord members only. Additional temporary and permanent bracing rs always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Is fabrication. storage. delivery, erection and bracing of trusses and truss systems, see ANSIRPII Quality Criteria, OSS49 and SCSI Building Component 89W Parke Fast BM Stymy Information available from Truss Plate Insidae. 218 N. Lee Street. Suite 31Z Alexandria, VA 22314 Tamps, FL 36610 Co O D to r TVv ' A CAA W (n D -4-4 o d V/ 50 - 0. m X rn d O N m. 0 V IIrcr m : r o y c c m m w a c o a m- ma m3 a(00 pa O uODooy yc n 9 wn C) : of.? as n? ate-,o °1_ A Z 0 3 am y N m 0 0 a2r H.0 m O am C< m y m y, .c m m N Z 00 av y r' m o , m 0 aao m o H M w n O y 3 ry d a`e = o" v y.mv oym Mtn yf y aw Cr n ? ma d oaQ N mom 20^ ON oNa00 mN" nH3 C N a7. 3Nym'N M y glnwa fa3-§ -ic, dorm m, 01 H m c-dno y y o Sro c 0@ 3 O d o m> > m a a o o a o@ , T H o 4. H 3' o = 4. c Z m av o y o 3 ' _. o Z Ho' o'.a0 ate 0 3 m 3 6 o Nam n D OI 7 m O y y m y m y y c Pr LA. ' rya 0 O l p N< m 0 A O O N 0? N Ul A a o a y N O 0 2y m 7 C •' N 0 pl y J = N O m m ON 0 Z m rc co. oo yyo, o m Dc O rc' a m 2 ^ c O 7 y O y=r m u im e 2 m m nv z A D` TOP CHORD Cx mp0 J • v mryi, n rnO mz IS. c» z mo 9 0 m C m o, cm,a m o mz(A y 7 .'a Ci Ny T a D w N ui N m v ' 2 = m `mod H rn CA m O A m o m roJ , C,rO C H O M m p co z o m < cr w v mm cm ao m co m fD rc M <,, m m to O A ID D C N N D y y y V =1 = N DJ to 0 m a Ir M m 1 O a m CA QM MCh A D 3 a 3 to ® a@ = X _ O o 70 z to m p p N O , „ r0 D 2 Z 3 o vLi N j 01 P 0. ODD N T D T .ZO) f N V 3 : 3 rn [Af a m m 1 m CA -O ``2. ro / 4v m m a x J V, i `G a m w m m 0 J J` ® 0 7 S. co m O o r'h m D @ N z q m ID m o m e m x. oQ IDz Mn Dm Z m m n N y C y x y 2 u, ? pfT C1.5 A a 7 m O CA mTOP CHORD O t0 m V Ol N A {'1 N G GD V p Vn A iJ N Q D 2 '"gym 4 H g c0 u Qg1 c v3c a i A mC C >'O 'o: A gk 2 Q3 f• nD C y o 4n< d<_' m J Ho 4 'm 3-8 ElNm m °-'J ma C301 = oma Fm mw82 40 doO 15 „• ao a3 J CrimCr Ew JH <$ ° mmm 3m b1mN 5 <G (D m ccd m3m WI mg = mo nac as '"_ >m =o m mn 3a Q ok mB m °'m fD ^ o 5 0 1J* m m' 4 O. J J O CL m 0o m Q Q N 1 m? J N m lb m gy m " a O N A $ N O 0 5` y Q $a ma ma d' mN m3 mc'" d Nm' Na cc-.o cQ T d ` mo $ m g -'" mN r 3.m n o d am 3H mR o o m oi'.3 = C_ O J Q m '' m J f N 7 O. Q C d J. O N ` m C m Q m o. J C Yl ..[ G ID cy mm mold 9q ? 'oc m mQ W' uoim do $ m2 m 01 m am4 n m'-o'= 5Q lD AJ C GJ1 mC Q YI a m J tsff w ... N J $C m C N H S 5 mrs mQa mN 3 o o'0 3y amp c do $m a co 3'2r a «$fin M4. O d' St a mm3 ^m mm m? Q? d mid umiS a 3A .eG a m'" r Qmc,m,. mm //i' Aa y yy 01 QQQ 3 ' S m C ii/ J o `" m m c oZ J$ m n ? a da $,cm Nn y o a, Zgg5 g.ua a m•. mc o. $ v m 5' c m N c o m tZila m m 03 m a C n cn aa; ;8 w n ,"3D d"; s' rom Sr Qm g c a1 mm4a _ J a N c c m o 3 _ N 3a o o ao p va o$ o a 3 (D N% J 4 9 4Z AND' !" 3 0 n v o A -• m a 5' to - o. Am m N d fASSSl_ ov F m m S m J ?m m m T O F R 2 m m N AN m 3 2 m J N m mf1 mf0 V m c O. J m J o 3 c oN 3' c4. m n NA mQ g a n m T A O nm m o c Q 3 N$ y fD cr l F RECORD COPY D; City of Sanford Building and Fire Prevention Product Approval Specifics orm Permit # # 17 3 5 5 Project Location Address SANFOFtO FPAR/ w As required by Florida Statute 553.842 and Florida Administrative Code 9N-3, please provide the information and product approval number(s) on the building components listed below if they are to be utilized on the construction project for which you are applying for a building permit. We recommend that you contact your local product supplier should you not know the product approval number for any of the applicable listed products. Be aware that windows, skylights, and exterior doors must be tested in accordance with the Florida Building Code, Section 1714.5. More information about Statewide Product Approval can be obtained at www.floridabuilding.org. The following information must be available on the jobsite for inspections: 1. This entire product approval form 2. A copy of the manufacturer's installation details and requirements for each product. Category/ Subcategory Manufacturer Product Description Florida Approval # include decimal 1. Exterior Doors Swinging Therma - Tru Single Door w/ sidelite FL8871.6 Sliding MI Windows and Doors Series 420 Alum SGD - 3 Panel FL 15332.9 Sectional Clopay Building Products 94rr40-W4 FL15279.20 Roll U Automatic Other 2. Windows Single Hung MI Windows & Doors Series GA 185 Aluminum SH FL 17499.2 Horizontal Slider Casement Double Hun Fixed MI Windows & Doors Series GA 185 Alum Picture Fixed FL15349.1 Awnin Pass Through Projected Mullions MI Windows & Doors 5764 Verical Alum Mullion FL 15353.2 Wind Breaker Dual Action Other June 2014 Category/Subcategory Manufacturer Product Description(including Florida Approval # decimal 3. Panel Walls Siding James Harding Bldg Products Hardie Panel FL13223.2 Soffits - Aluminum Coils, Inc Coils / Soffits FL12194.1 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4. Roofing Products Asphalt Shingles IKO Industries, LTD Asphalt Shingles / Cambridge FL7006.1 Underla ments Warrior Roofing 15 and #30 Roofing Felt FL2346.1 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shin les Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofinq 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 En ineered Lumber Railing Coolers/Freezers Concrete Admixtures Precast Lintels Insulation Forms Plastics Deck / Roof Wall Prefab Sheds Other 8. New Exterior Envelope Products Applicant's Signature Applicant's Name Please Print) June 2014 Florida Building Code Online Page 1 of 4 ui Professionalg SCIS Home I Log In I User Registration Hot Topics I Submit surcharge I stats & Facts i Puolecations I FBC staff I SCIS Ste Map I Links I Search I lori+a aDProduct Approval e i USER. Public user M-. U9C proAua A Menu > Propucc or ADOLcation Search > Application List > Application Detail FL # FL8871-R7 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Therma-Tru Corporation Address/Phone/Email 118 Industrial Drive Edgerton, OH 43517 419) 298-1740 nckw@rwbidgconsultants.com Authorized Signature Vivian Wright rickw@rwbldgconsultants.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 1. King, P.E. G Validation Checklist - Hardcopy Received Certificate of Independence FL8871 R7 COI (a) CERTIFICATE OF INDEPENDENCE.odf Referenced Standard and Year (of Standard) Standard Year ASTM D1929 1996 ASTM 02843 1999 ASTM D635 2003 ASTM E1300 1998 ASTM E84 2000 ASTM G26 s 1995 TAS 201, 202, 203 1994 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect FL8871 R7 Eouiv of STANDARDS (al.odf http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQWtDgty3Ij, Wak2nHrp... 9/18/2017 Florida Building Code Online Page 2 of 4 Sections from the Code Product Approval Method Method 1 Option D Date Submitted 10/13/2016 Date Validated 12/13/2016 Date Pending FBC Approval 10/21/2016 Date Approved 12/15/2016 Summary of Products FL # Model, Number or Name Description 8871.1 a. "ClassicCraft Rustic" Series 3'6 x 8'0 "Impact" Opaque Fiberglass Radius Top Single Door (X) - inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 II (a) INST 8871.1.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 8871.1 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 11 (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 it (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 "I" 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 11 (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 8871.4.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of "]" 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.S 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 FL8871 R7 II (a) INST 8871.S.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://v,nA w.floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDgty3Ij*Wak2nHrp... 9/18/2017 Florida Building Code Online Page 3 of 4 tti 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 Sidelite (OX or XO) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 I1 (a) INST 8871.6.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 8871.6 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 "]" 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. "FiberClassic" or "SmoothStar" 310 x 810 "Impact" Opaque Fiberglass Single Door with Series Sidelites (OXO) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 11 (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.Ddf 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 "3" 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", 60 x 8'0 "Impact" Opaque Fiberglass Double Door (XX) - ClassicCraft" or "ClassicCraR inswing or Outswing Rustic" Series Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 11 (a) INST 8871.8.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 8871.8 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.8.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. 8871.9 i. "FiberClassic", "SmoothStar", 6'0 x 8'0 "Impact" Opaque Fiberglass Double Door with ClassicCraft" or "ClassicCraR Sidelites (OXXO) - Inswing or Outswing Rustic" Series Limits of Use Installation Instructions Approved for use in HVHZ* Yes FL8871 R7 11 (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 (al EVAL 8871.9.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of "I" 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 88Ck Neil Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: SSO-487-1824 The State of Florida is an AA/EEO employer Copyright 2007-2013 State of Florida.: • EMjQ Statemem :. ACcessiblliry 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 reques4 do not send electronic mail to this entity Instead, contact the office by phone or by traditional mail. It 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 Oepartment with an email address If they have one. The emails provided may be used for official communication with the licensee. Sowevef 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: M0 Pa http://NArww.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQWtDgty3Ij Wak2nHrp... 9/18/2017 Florida Building Code Online Page 4 of 4 Credk, Card Sate http://www.floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDgty3Ij Wak2nHrp... 9/18/2017 THERMAITRU 0 THERMA TRU DOORS 1 1 6 INDUSTRIAL. DR., EDGERTON, OH 4351 7 SMOOTH STAR & FIBER CLASSIC FIBERGLASS SINGLE 'IMPACT" DOOR w/ "NON -IMPACT` SIDELITE INSWING / OUTSWING GENERAL NOTES 1. This product has been evaluated and Is In compliance wllh the Sth Edition (2014) Fbrtdo Building Code (FBC) structural requirements including the "High Velocity Hurricane Zone (HVHZ). 2 Product anchors shoo be as listed and spaced as shown on decals. Anchor embedment to base material stall be beyond wag dressing or stucco. 3. When used In the "HVHP the opaque door compiles with Section 1626 of the Florida Buldvg Code and does not require an Impact resistant covering. The ranimpacl sidegte must be protected with an impact resistant covering comMylrg with Section 1626 of the FBC. 4. When used In areas outside of the -HVHZ^ requiring wind borne debris protection the opaque door compiles with Section 1609.12 of the FBC and does not require an Impact resistant covering. the door panel meets missile level'0" and Includes Wind Zone 4 as dented in ASTM El996 and Section 1609.1.22 of the FBC. The non -Impact sidelles must be protected with an impact resktont covering complying with Section 1609.1I of the FBC. S. For 2u stud framing construction. anchoring of these units shag be the some as that shown for 2x tuck rnosonay construction. 6. Site conditions that deviate from the delch of this drawing require further engineering analysis by a licensed engineer or registered architect. 7. - Outswirg configurations using coastal sa Item 04 under active doors, and all silk used under the sldelles, meet water Infiltration requirements for 1WHZ". 8. lining configurations and oulswMg configurations using sill Item R5 under the door do not meet the water Infiltration requirements for the •HVHZ" and shag 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 overtrang to IN Is less than 45 degrees. TABLE OF CONTENTS DESCRIPTION I Typical elevations, design pressures t: general notes 2 Door panel delags (Smoolh slayPSHEEP# 3 Door panel details (Fiber classic) 4 Sidefile panel details 5 Horizontal cross sections 6 Vertical cross sections 7 Vertical cross sections Buck and home onchomg • 2X buck mosonry construction 9 Frame anchoring -1 X buck masonry construction 10 wIBComponents tl Glaring details I o of motcAals 54. 75' MAX. Ole. FRAME WIDTH — 37. 75' MAX. I5.50" MAX. FRAME VRDtH — —FRAME WIDTH 36. W MAX. _ 13.7S^ MAX. PANEL WIDTH —^I I PANEL WIDTH J m m x x Cd O O P P DOOTYPEsxW, In Z,DIMENSIO POSIfIVE 'fVEG 4TIVEr INSWING 54.75" x 98.00" 60.0 60.0 SMOOTH STAR OUTSWING 54.75" x 96.50" 65.0 65.0 INSWING 54.75" x 98.00" 60.0 60.0 FIBER CLASSIC OUTSWING S4.75" x 96.50" 65.0 65.0 See Sheet 10 for design pressure IYrilatbns. 0; 2 C'a an HOama U eri •; Z v o oia r°' 9mLW i mda0 IL LO i d ISXL- N.T.S. er: FL- 8871.E n_ LOF1 r---rAM M, Ml- L DETAIL A -A J 000 ANEL 000000000000000000000000000000000000000000000000000000000000, 000000000000000000000000000000000000000000000 00000 0-00000006 0000000000000000000000 0000000 0 0000000000000000000000 DETAIL A -A Panel reinforcement INTERIOR HORIZONTAL CROSS SECTION IQ2 4.07 TYP. 4 CORNERS OF PANEL 7 enmi EXTERIOR A V -1 fa V: A* z U 111, 1111 0 0 R'z* I list 7 9' 0oa INTERIOR 41 47 45 M— M 28. 86% OPEN AREA MAX. VERTICAL CROSS SECTION er: DWS MSI' 0FL_ 8Z71.6 .IO' 1, 4*K r, -.N 67 o in EXTERIOR 4K z I u zd;6 0 z 0-4 ff) INTERIOR 66 V g E z 0 ci a- I HoitizomrAL CROSS SECTION t4 67 0 4.or 4Z Typ 4 3 CORNERS OF PANEL CLClILLLdH T EXTERIOR INTERIOR L DErIf A.AI4 On"& 819K --- 60)DOOR PANEL Ln 000000 Z 0000000 000000000000000 C2 rn 040 000000000000000 0000000S 2 R 000000a, C3 67 w 00000000 66 000000000000000C2 z 0000000 00000000000000000000 0()() Ocs 000000000 0 0000001 00000001 00000000 000000028.86% OPEN 00000000 AREA MAX. —05122108 0000000 0000000065 N.T.S. 0000000 L, VERMAL CROSS SECTION a 00000000 r2 om GY-. OWS cw_ W(. LFS DETAIL AwA lv DROM W 03 Ponelfeinforcement FL-8871.6 00 13,75' MAX. PANEL WIDTH l 1 d 2 4 3 4 P 1 70 SIDE NEL 71 o I sldeete 7z mLEsldeero 7 7S eoTro u , sldeete r MAX. D.L.O EXTERIOR J INTERIOR v 1 HORIZONTAL CROSS SECTION 4 (Classic <ralt rR rustic) MAX. D.L: DRERIOR INTERIOR 2 HORIZONTAL CROSS SECTION q (Fiber classic) I' MAX. D.L: EXTERIOR INTERIOR 3 HORIZONTAL CROSS SECTION q (Smooth star) il 4i U. 4 49 \e 0 c zm U 23 E fo Z dd EXTERIOR INTERIOR EXTERIOR IGlfl/1141 v IG!1LULC41 v %/// i/ ` uir— s. Dws it ax er. LFS 3 4 VERTICAL CROSS SECTION 5 VERTICAL CROSS SECTION VERTICAL CROSS SECTION e"`"M NM; a 4 ( crall & rustic) 4 (Fiber classic) 4 (Smooth star) FL-8871.E c E a al A n C 13 O E' 9 81`% nla o.i'Di 3 V o N cova z Z INTERIOR 7O a m Wg19 Y 00. v OZ v 01 e'£W e .• 30: 18 EXTERIOR 1 M A g 0 EMS.IFYP.) c] i 4 HORIZONTAL CROSS SEC17ON i N $o Shownw/IXsub4mkc E 3I o 0 3 3 4 g 6 6 7 7 B m655 L 0.1s 6 b 7 7 L 0.I5" L SICSINK i — v 9 8 0 9 eN 8 9 q g E z a 70 p, INTERIOR o Nej 10 ip L INTERIOR Ia- a.. 2 V H N e W 2O'INQ O EXTERIOR 70 i z °u n 12 12 40 EXTERIOR 40 M 16 N M C are 05 22 08 1 srasr N.T.S. 9 L 11 14 E om BY. OWS m] C 601-Il1'MIN. 60 1-1/4'MIN. aac m LFS 3EMB. (IYPJ EMB. TIYP.) a 1 HORIZONTAL CROSS SECTTON 2 HORIZONTAL CROSS SECTION 3 HORIZONTAL CROSS SECTTON Outswtng shown - 6uwing 5 Outsvrirsg sh r+n - +g Outswirsg shown - inswing FL-8871.E 'oa also approved also approved also approved mm 0° S O EXTERIOR INTERIOR 1 VERTICAL CROSS SECTION 6 Z aPP( shed kwmn9 EXTERIOR INTERIOR O EXTERIOR J" "%/ INTERIOR 2 VERTICAL CROSS SECTION 6 Shoanw/Ixsub•buck EXTERIOR INTERIOR see general notes sheet I ul (a 4r water Inmkotb equlrements z= It m V't. g. con INTERIOR i' • p g N a^o 0 11111 o V u au; v V •Z moa 5 40 v m' 0: me T O I 60 a o $ E 3a m 3 VERTICAL CROSS SECnON 6 Outswtrlg cahlksurolion see general Mies sheel 1 0 0 or'HVHr water Infdlrotlon requiemenls a INTERIOR EXTERIOR see ggeneral notes sheet l or tVHr I.Infil.11on . requtements WO E e e• s0), ' z 4j 0 dw e' N• • ofrgGj „ u INTERIOR EXTER&I/i'11 Ps• 8 R o i 8 II zd i ZcjiEmL 4Y A zu: M ` o C °g doa C Cird4m of C I Ot ^ ` 8 fad22 E M M 8 70 9 8 c ur 70 9 EXTERIOR INTERIOR EXTERIOR INTERIOR g cF wIlnJ K 1 VERTICAL CROSS SECTION 2 VERTICAL CROSS SECTION O 7 Outswtng shown -Inswing 7 Shown w/ Ix sub -buck malsoapproved 3 VERTICAL CROSS SECTION 7 Outw" configuration bO a EXTERIOR INTERIOR EXTERIOR INTERIOR 70 70 INTERIOR EXTERIOR z 0 N i M M 20 21 z 9 70N 8 NI o T? >? 2 z nN--z u° v I o . o f •. v Iwc 05 22 08 z n wA N.T.S. v on ef: ows m OK sr: LFS ; 4 VERTICAL CROSS SECTION 1'5"N VERTICAL CROSS SECTION 6 VERTICAL CROSS SECTION 0RA1"N0 ND' m 7 Insving configuration 7 insw" configurallon 7 OulsvMg configuration FL-8871.6 ° o sn¢r Z of o II 7 a D II MASONRY f TYP. HEAD a I I OPENING JAMBS II II MULLIONWN IISEFERENERI ONLY I i II O 2X BUCK I I I I I I I I RUCK ANCHORING T FLZ1 Q• oven to lilt, z d o 01Onz ua •; TYP. HEAD n z ozu e° w MASONRY JAMBS 0OPENING zo I 3n n FRAME xzNO i 2XBUCK TYP. MULLION 7d v L• K I `; I F m TYP. SILL TYP, SILL O YY LLLo HINGE JAMS FRAME ANCHORING STRIKE JAM$ Masonry 2X buck conshuction CONCRETE ANCHOR NOTES:. 1. Concrete anchor locations of 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 fable: ANCHOR. ANCHOR MIN. •.: MIN: CLEARANCE MIN. CLEARANCE TYPE ' : SIIE EMBEDMENT TO• MASONRY TOADJACENT.: EDGE'::;.,:::. ANCHOR'.:•.: ITW 1/ 4" 1-1/4- r 4' TAPCONoELCO 1/ 4" 1-1/4" 1' 4' ULTRACON WOOD SCREW INSTALLATION NOTES: I. Maintain a minimum 5/8-edge distance, i-ena aisronce, a i-o.c. spacing on wood screws to prevent the splitting of wood. HINGE DETAIL LATCH R DEADROLT DETAIL s e a THIS ANCHOR REQ'D r ONLY WHEN DP > 60.0 PSF . to TYP. HEAD 3 1= MASONRY JAMBS OPENING O FRAME TYP. L L I X BUCK TYP' t, MULLION L K I I TYP. SILL TYP. SILLd,L t JI I HINGE JAMB CONCRETE ANCHOR NOTES: FRAME ANCHORING 1. Concrete anchor locations at the comers may be adjusted to maintain the min. Masonry Ix buck contstructlon 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" dimenston are not exceeded. 3. Concrete anchor table: ANCHOR MIN..:;' .:.: MIN. CLEARANCE.: W."CLEARANCE ANCHOR. TYPE .. EMBEDMENT.:::". TO MASONRY.:: ADJACENT:; SIZE.:..:. EDGE ..:'` ` ANCHOR' ITW o TAPCON 1/4' 1.1/4" 2" 4" VyUUu 3(;KtW 111VALLAIJUR NUln: 1. Maintain a mk*num 5ff edge distance, I' end distance, d 1' o.c. spacing of wood screws to prevent the splitting of wood. STRIKE JAMS LATCH i DEADSOUDETAIL HINGE DETAIL z° O o m 1I ,list V N 0 Z V g E i Zu q V tEZfu 3a U36m 8 x, 0 Cn ?6 2 2Uz2 m V1LUa0 t g? we Dws m ro8LFS o. 9- 11aa03 K 0 I 2 THRESHOlO 5.15' 1 S RESNOID outswirp standard 2.IP 7 4 IDELNEavo-am I /T GLASS 3/4" THK. NTE — GLASS I /6" TEMP. AIR SPACE 1 /8" TEMP. SWIGGLE GLAZING 24 SPACER GLAZINGDETAIL G I 3/P b.,4. ed 9bss 71I P rl A(t GLAZING DETAIL G2 I• irarAaled Platt q 5. 8T S THRESHOLD tr kp uuadprsl d E Y v trp MAX. DESIGN PRESSURE _ +/- 50 PSF I" THK. GLASS I / 8" TEMP. AIR SPACE I / 8" TEMP. GLAZING Cv W Ni 0 gpJ` c 080 4 ggggg E 30. V maa` 9 14 w: Z I O B E D S OE Jomb 7/I d' GLASS BITE GIAZI G IL GJ I/ TbssrAaledgWss 1 /2" THK. GLASS I /$" TEMP. AIRSPACE 1 / 8" TEMP. 25"STEEL INTERCEPT SPACER ct I— N. T.S. low we DWS vac. en LIFS FL-8871. 6 R JOFJJ N•,. II .1111. r v q : ! ca of n 11``` On o Z i oZug m09podm :a, elu of MATERIALS d co a. oW J co' o 0 0 a o w 0 eN j 8. cha U 0 o Zj o` RQ as z F Z j 0 anN h N NOTE: WOOD DOOR COMPONENTS: PINE (SG >= 0.42) z N — aie5122108 z s0a[: N. T.S. i owa up. pWS m cwc We. ; oMwm NO: a m FL- 8871. 6 °o o DESCRIPTION MATERIAL REM OESCRIP110N MATERIAL A 1X BUCK SG >= 0.55 WOOD 40 SMOOTH STAR DOOR -SEE DOOR PANEL DETAIL SHEEP FOR DETAILS- B 2X BUCK SG >= 0.55 W000 41 DOOR SKIN 0.072" THK. SMOOTH STAR = 6,000 PSI MIN. FIBERGLASSC MAX. 1 /4"SHIM SPACE WOOD 42 TOP RAIL SMOOTH STAR COMP. D I/ 4" X 2-3/4"PFH ELCO CONCRETE SCREW STEEL 43 LOCK STILE SMOOTH STAR WOOD/LVL E MASONRY - 3,000 PSI MIN. CONCRETE CONFORMING TO ACI 301 ORHOLLOWBLOCKCONFORMINGTOASTMC90CONCRETE44 HINGE STILE SMOOTH STAR W000 45 BOTTOM RAIL SMOOTH STAR COMP. F I/ 4" X 2-3/4"PFH ITW CONCRETE SCREW STEEL 46 PANEL REINFORCEMENT 0.023"THK. SMOOTH STAR STEEL H 3/ I b" X 3•I/4` PFH ITW CONCRETE SCREW STEEL 47 FOAM CORE NE POLYURETHANE I /4" X 2-I /4' PFH ITW CONCRETE SCREW STEEL 48 SIDEUTE SKIN SMOOTH STAR FIBERGLASS J 1/ 4" X 3.3/4' PFH ITW CONCRETE SCREW STEEL 49 LITE FRAME SMOOTH STAR PVC K I/ 4" X I-3/4" PFH ITW CONCRETE SCREW STEEL 57 FOAM CORE POLYURETHANE L q 10 X 2-1 /7' PFH WOOD SCREW I.I S' MIN. EMBEDMENT STEEL 58 SIDEITTE SKIN CLASSIC CRAFT) FIBERGLASS M q9 X 2•I /2" PFH WOOD SCREW STEEL 60 FIBER CLASSIC DOOR -SEE DOOR PANEL DETAIL SHEET FOR DETAILS N 2X MULLION SG >= O.SS W000 bl DOOR SKIN 0.13T' THK. (FIBER CLASSIC = 6,000 PSI MIN. FIBERGLASS 1 INSWING ADJUSTABLE THRESHOLD IS300AJ ALUM./WOOD 62 TOP RAIL FIBER CLASSIC COMP. 2 INSWING THRESHOLD IS300HP5 ALUM./COMP. 63 LOCK STILE FIBER CLASSIC W000/LVL 3 INSWING SELF ADJUST THERMAL BREAK THRESHOLD ISP30M ALUM./COMP. 64 HINGE STILE (FIBER CLASSIC WOOD 4 OUTSWING COASTAL THRESHOLD ALUM./WOOD 65 BOTTOM RAIL FIBER CLASSIC COMP. 5 OUTSWING STANDARD THRESHOLD ALUM./WOOD 66 PANEL REINFORCEMENT 0.023" THK. FIBER CLASSIC STEEL b INSWING THRESHOLD ALUM./COMP. 67 FOAM CORE POLYURETHANE NE DOORBOTTOM SWEEP VINYL 68 SIDEUTE SKIN FIBER CLASSIC FIBERGLASS 8 • JAMB PIN SG >= 0.42 WOOD 69 LITE FRAME (FIBER CLASSIC PVC 9 JAMB OAK SG >= 0.42 WOOD 70 SIDEIJTE - SEE SIDEUTE PANEL DETAIL SHEET FOR DETAILS 10 WEATHERSTRIP FOAM 71 SIDEUTE TOP RAIL COMP. I 1 HINGE STEEL 72 SIDEUTE STILE W000 12 If 10 X 3/4"PFH SCREW STEEL 73 SIDELITE BOTTOM RAIL COMP. 13 q9 X 3" PFH W000 SCREW STEEL LATCH STRIKE PLATE STEEL I S SECURITY STRIKE PLATE STEEL Ib q8 X 2•I/7' PFH SCREW STEEL 18 KWIKSET 200 SERIES PASSAGE LOCK STEEL 19 KWIKSET 600 SERIES DEADBOLT STEEL 20 INSWING SIOELRE SPACER FOR HP THRESHOLD 0814HPA PVC 21 INSWING SIOELITE SPACER FOR SELF ADJUST THRESHOLD 0814 PVC 22 OUTSWING SIDEUTE SPACER PVC 23 qb X 1-3/4- PFH SCREW LITE FRAME STEEL 24 GLAZING COMPOUND SILICONE 25 SEALANT SILICONE 26 q9 X 1" PPH SCREW LITE FRAME STEEL Florida Building Code Online Page 1 of 3 scis Nome I Lop in I user Registration ! Hot Top" Submit surcharge Scats & Facts ; Publications FSC stall F SCIS Site Map Links search lrda Product Approvaly*141i" USER: Public User tti,-.re°yes Product Approval Menu > ProAuQ or Aoolitabon searcn > AOOIi[atlon List > Application Detail FL # FL15332-R3 Application Type Revision Code Version 2014 Application Status Approved Comments Archived G Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsltlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Sliding Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered, Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Luis Roberto Lomas the Evaluation Report Florida License PE-62514 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2017 Validated By Steven M. Urich, PE GI Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Product Approval Method FLIS332 R3 COI FLCOI.Ddf Standard AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 Option D Year 2008 http://www.floridabuilding.org/pr/pr_app_dtl.aspx?pararn=wGEVXQwtDgtH8572gvd WId... 9/ 18/2017 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 SERIES 420 ALUMINUM SGD OXO 145-3/4"x80" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVH2:: No FLIS332 R3 11 08-00500D.Ddf Approved for use outside HVH2: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R3 AE 510807C.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.2 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OX, XO, XX 96"x80" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVH2: No FL15332 R3 II 08-00498D.odf Approved for use outside HVH2: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R3 AE 510805C.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.3 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OXO REINFORCED 145-3/4"x96" Limits of Use Installation Instructions Approved for use in HVH2: No FL15332 R3 II 08-022486.odf Approved for use outside HVH2: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R3 AE 512968B.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.4 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OX, XO, XX REINFORCED 96"x96" Limits of Use Installation Instructions Approved for use in HVH2: No FLIS332 R3 11 08-02249B.odf Approved for use outside HVH2: Yes Venfied By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R3 AE 512969B.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.5 SERIES 420 ALUMINUM SGO SERIES 420 ALUMINUM SGD REINFORCED XXX 143"x96" REINFORCED Limits of Use Installation Instructions Approved for use in HVH2: No FLIS332 R3 II 08-02250B.Ddf Approved for use outside HVH2: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party,: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R3 AE 5129708.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes I.S332.6 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OX, XO, XX ALUMINUM SGD 96"x96" Limits of Use Installation Instructions Approved for use in HVH2: No FLIS332 R3 11 08-00499D.Ddf Approved for use outside HVH2: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 510806C.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.7 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OXO 146"x96" ALUMINUM SGD Limits of Use Installation Instructions Approved for use in HVH2: No FL15332 R3 II 08-00501D.Ddf Approved for use outside HVH2: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports http://www. floridabuilding. org/prlpr_app_dtl.aspx?param=wGEV XQwtDgtH85 72gvd WId... 9/ 18/2017 Florida Building Code Online Page 3 of 3 Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 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.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62S14 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 530809C.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.9 SERIES 430/440 REINFORCED SERIES 430/440 REINFORCED ALUMINUM SGD XXX ALUMINUM SGD 143"x96" Limits of Use Installation Instructions Approved for use in 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 510810C.odf PRESSURE RATINGS Created by Independent Third Party: Yes Back Next Contact u • • 2601 Blerr Stone Road. Tallahassee FL 22399 Phone: 850.487-1824 The State of Florida is an WEED employer, Copyright 2007.2013 State of Florida. • • Pnvacv Statement :: ACCessibrhN Statement :: Refund Statement Under Florida taw, 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 8S0 487 1395. 'Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 45S, F.S. must provide the Department with an email address If they have one. The !malls provided may be used for official communication with the licensee However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which Can be made available to the public. To determine if you are a licensee under Chapter 4SS, F S., please dock DM. Product Approval Accepts: ME",®W-M- 99 8 Credh Card Safe http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH85 72gvdWId... 9/18/2017 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. 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. 8. 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 8. CONCRETE — MINIMUM COMPRESSIVE STRENGTH OF 3,192 PSI. C. MASONRY — STRENGTH CONFORMANCE TO ASTM C-90, GRADE N. TYPE 1 (OR GREATER). 0. METAL STRUCTURE: STEEL 18GA, 33KSI OR ALUMINUM 6063—T5 1/8' THICK MINIMUM I TABLE OF CONTENTS SHEET NO. DESCRIPTION 1 NOTES 2 ELEVATION 3 — 9 INSTALLATION DETAILS REV190NS 0ESCRFW9 WE APPROVE0 ADDED CHARTS 03/06/12 R.L. REVISED PER NEW TESTING 10/15/13 R.L. ADDED FLANGE INSTALLATIONS 12/06/13 R.L. REVISED INSTALLATION DETAILS 06/05/15 R.L. SIGNED: 1012712015 MI WINDOWS AND DOORSLLC 1R I I! 041///,// PARKWAYLAKESIDY FLOWER MOUND, TX 75026 J\5 9sGENSF 61 *= SERIES 430/440 XIX SGO*• 143" x 96" REINFORCED NOTES QTATO OF ;-fit i'/Fs;°1OR10Q: ORAWN: owc Ro. REV o8—00 503 D sulc o 1ENTS 02/23/09 1 OF 9 6' MAX - 6" MAX I L 17' MAX D.C. 96" MAX FRAME HEIGHT L 6' MAX 143"^MAX ^FRAME WIDTH SERIES 4301440 XIX SGD EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING t40.0PSF NONE SEE CHARTS #I AND I2 FOR OTHER UNITS RATINGS 6' MAX CiHARTOI I1 WHERE WATER INFILTRATION RESISTANCE IS REQUIRED SEE NOTE 9 SHEET I REVISIONS OESCJaPTION GATE APPNOVEO ADDED CHARTS 03/06/12 R.L REVISED PER NEW TESTING 10/15/13 R.L ADDED FLANGE INSTALLATIONS 12/06/13 R.L REVISED INSTALLATION DETAILS 08/05/15 R.L Design pressure chart (psi) Franc Single Panel and Total Frame VV40 (n) Height n) 30. 0 90 36. 0 1 108.00 42. 0 126. 00 47. 7 143. 00 Pos Meg Pos Nap Pos Neg Pos Nap U. 0 400 60.0 40.0 57.9 40.0 52.0 40.0 48.0 00. 0 40.0 600 400 546 40.0 489 400 1 450 92. 0 40.0 59.6 40.0 517 40.0 461 40.0 42.3 96. 0 40.0 566 40.0 49.0 400 437 40 0 40.0 CHART02 WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED SEE NOTE 9 SHEET 1 Design pressure chart (psQ Frame Single Panel and Total Frame VNdth (n) Height n) 30. 0 90. 00 1 36.0 106. 00 42. 0 126. 00 47. 1 143. 00 Pos Meg Pos Neg Pos Neg Pos Nep 4. 0 60.0 600 57.9 57.9 520 520 48 0 48 0 88. 0 60.0 60.0 54.6 54.6 489 48.9 45.0 45 0 92. 0 59.6 59.6 517 51.7 461 46.1 42.3 42.3 96. 0 556 566 490 49.0 43.7 43.7 40.0 40.0 CHART e3 Number of anchor toes lions required Frame Single Panel and Total Frame VNdlh (n) Height n) 30. 0 90. 0 36. 0 108. 0 42. 0 126. 0 47. 7 143. 0 H6S I Jamb H6S I Jamb H6S I Jamb H&S I Jamb 4. 0 6 6 7 6 8 6 9 6 s6. o 6 6 7 6 8 6 9 6 92. 0 6 6 7 6 8 6 9 6 96. 0 6 6 7 1 6 B 1 6 9 6 F. A. MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGO 143" x 96" REINFORCED ELEVATIONS 1 08-00503 NTS a'TE 02/23/09 s'w2 OF 9 SIGNED: 1012712015 REVISIONS 1/2' MIN. REV oEsomnoN OAK APPROVEO EDGE DISTANCE A ADDED CHARTS 03/06/12 R.L. 8 REVISED PER NEW TESTING 10/15/13 R.L. 1 3/8' MIN. C ADDED FIANCE INSTALLATIONS 12/06/13 R.L. WOOD FRAMING EMBEDMENT OR 2X BUCK 0 REVISED INSTALLATION DETAILS 06/05/15 R.L. BY OTHERS 1 3/8' MIN. 1/4' MAX. 1/4• EMBEDMENT SHIM SPACE MAX. -1 rSHIM SPACE INTERIOR 010 w00o 1/z' MIN. SCREW EDGE DISTANCE aoal I EXTERIOR INTERIOR a ' 110 WOOD SCREW El1 1 10 WOOD SILL TO BE SET IN A BED OF APPROVED SCREW SEALANT W000 FRAMING EXTERIOR OR 2X BUCK WOOD FRAMINGBYOTHERS JAMB INSTALLATION DETAIL OR 2X BUCK WOOD FRAMING OR 2X BUCK INSTALLATION BY OTHERS 1 3/8' MIN. EMBEDMENT 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION SIGNED: 1012712015 MI WI9000LAKEsoEWS D DOORS Y LLC `\ N\\\' tIkIILI0PARKWA FLOWER MOUND, TX 75028 `v•GEN,SF 9s SERIES 430/440 XIX SGO = * • o 5 # = NOTES 1. INTERIOR AND EXTERIOR FINISHES. BYOTHERS, 143E Ic TA REINFORCED NOT SHOWN FOR CLARITY FRAME INSTALLATION DETAILS 0 , TAT OF 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE oRAwN. owc No. RW jO'F •'O ORIOP •N DESIGNED INACCORDANCEWITHASTME2112 scuE NTS 01 02 23 09 08 T330F 9 O '/,/ss/OtiA T aG\\\ METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS 3/4- MIN. EDGE DISTANCE 1 /4" MAX. A ® A r SHIM SPACE 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 10 SMS OR SELF DRILLING SCREW I 3/4" MIN. EDGE DISTANCE I INTERIOR 10 SMS OR SELF DRILLING SCREWS SILL TO BE SET IN A OF APPROVEDSESEALANT METAL - STRUCTURE II=11 BY OTHERS I. 1 /4' MAX. I SHIM SPACE REVISIONS DESORPTION DATE APPROVED ADOED CHARTS 03/06/12 R.L. REVISEO PER NEW TESTING 10/15/13 R.L. ADOED FLANGE INSTALLATIONS 12/06/13 R.L. REVISED INSTALLATION DETAILS 08/05/15 R.L. JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGO 143" x 96' REINFORCED FRAME INSTALLATION DETAILS DRAWN: 01rc ND. F.A. 08-00503 VAX NTS IDA"' 02/23/09 1 S"EE74 OF 9 SIGNED: 1012712015 5111itIIICl 41 / VGENS .s 1TAT 6EOF •Etz aLv % 0 t` 0 i//lSS 0 A 11 G\ CONCRETE/ MASONRY BY OTHERS OPTIONAL I BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 3/16" TAPCON MASONRY/ CONCRETE BY OTHERS 2 1/2' MIN. I EDGE DISTANCE 1 1/4" MIN. a EMBEDMENT EXTERIOR 1 1/4" MIN. 1/4' MAX. EMBEDMENT r SHIM SPACE 21/2 ..'' EDGE DISTANCE ° 1/4' MAX. J SHIM SPACE 3/16" TAPCON 3/ 16" TAPCON v CONCRETE/MASONRY BY OTHERS INTERIOR ° SILL TO BE SET IN A BED OF APPROVED SEALANT 1 f 1 1/4" MIN. 14 • . . EMBEDMENT n. ., a' Q ' VERTICAL CROSS SECTION CONCRETE/MASONRYINSTALLATION 2 1/2" MIN, EDGE DISTANCE REVRIONS REV oESCRW IW DATE APPROVED A ADDED CHARTS 03/06/12 R.L. 8 REVISED PER NEW TESTING 10/15/13 R.1.. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. 0 REVISED INSTALLATION DETAILS 08/05/15 R.L. rJ e_•i _ K-- nEXTERIOR JAMB INSTALLATION DETAIL OPTIONAL I 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 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGO 143" x 96" REINFORCED FRAME INSTALLATION DETAILS DRAWN: ow No. F.A. 08-00503 SC^E NTS I DATE 02/23/09 1 SHEET OF 9 SIGNED: 1012712015 6\ Ill l li0 (// J 41 v ENs•s TTAttTE OF w0. Fip. . Z 0 R10P G'` 610NA',r1\ FOOD FRAMING OR 2X BUCK BY OTHERS 10 WOOD I SCREW 1 /2" MIN. yr EDGE DISTANCE ml 1 3/8• MIN. EMBEDMENT 1/4- MAX. SHIM SPACE EXTERIOR II II II II II II INTERIOR p10 w000l SCREW SILL TO BE SET INrSBEDofAPPROVED EALANT I WOOD FRAMING OR 2X BUCK BY OTHERS I 1 3/8" MIN. EMBEDMENT 1/2" MIN. EDGE DISTANCE 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 1 3/8" MIN. EMBEDMENT T- 1/2" MIN. EDGE DISTANCE 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS REV OCSCRF ON OATS I APPIWVEO A ADDED CHARTS 03/06/12 R.L. 8 REVISED PER NEW TESTING 10/15/13 R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. 0 REVISED INSTALLATION DETAILS 08/05/15 R.L. 1 /4" MAX. SHIM SPACE INTERIOR x - it a ai i EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGO 143" z 96" REINFORCED FLANGE INSTALLATION DETAILS DRAWN. am 140. F.A. 1 08-00503 sous NTS o' 02/23 09 1 S'w6 OF 9 SIGNED: 1012712015 I N 0 9,'iG p TTATT E OF ; o4: O'. P.'' NA 11E G` METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS 3/4" MIN. EDGE DISTANCE EXTERIOR 11, 1 —1- 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 OR 3/4 I MIN. LUNG EDGE DISTANCE 10 SMS OR SELF DRILLING l SCREWS 1 L TO BE SET IN BED OF PROVED SEALANT REMS"S OESCRIP110N WE APPROVEO ADDED CHARTS 03/06/12 R.L. REVISED PER NEW TESTING 10/15/13 R.I.. ADDED FLANGE INSTALLATIONS 12/06/13 R L. REVISED INSTALLATION DETAILS 08/05/15 R.L. 1/4" MAX. r SWM SPACE INTERIOR METAL STRUCTURE BY OTHERS EXTERIOR JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGO 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS ORAM OwO NO. F.A. 08-00503 Sc LE HITS 0 1E 02/23/09 1 SN6E1 7 OF 9 SIGNED: 1012712015 ftI to i CENS'9,P% TE OF 0 61 *= vim F• OR110,• A- CONCRETE/ 2 1/2 MIN. MASONRY r EDGE DISTANCE BY OTHERS 1 a 1 1/4" MIN. EMBEDMENT OPTIONAL 1X BUCK TO BE PROPERLY SECURED 1/7MAX. SHIM SPACEENOTE3 SHEET 1 3/16" TAPCON EXTERIOR 3/16" TAPCON -\ MASONRY/ CONCRETE BY OTHERS INTERIOR 1 1 /4" MIN. _ 1 /4" MAX. EMBEDMENT I I SHIM SPACE 2 1/2" MIN. EDGE DISTANCE ° INTERIOR i TAPCON . • ' CONCRETE/MASONRY aBYOTHERS SILL TO BE SET IN A BED OF APPROVED SEALANT 1 1/4" MIN. EMBEDMENT VERTICAL CROSS SECTION 2 1/2" MIN. CONCRETFIMASONRYINSTALLATION EDGE DISTANCE EXTERIOR OPTIONAL IX BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 REVISIONS REV OESCRWTION MTE I APPROVED A ADDED CHARTS 03/06/12 R.L. 8 REVISED PER NEW TESTINC 10/15/13 R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. 0 REVISED INSTALLATION DETAILS 08/05/15 R.L. J JAMB INSTALLATION DETAIL CONCRETEMASONRY INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, 8YOTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGO 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS DRAWN: ANC NO. F.A. 08-00503 WA'E NTS °" 02 23/09 1 S'w8 OF 9 SIGNED: 1012712015 1 5/8" MIN. EDGE GIST. TRIM INTERIOR MASONRY/CONCRETE BY OTHERS HOOK STRIP a 1 1/4' MIN. EMBEDMENT IX BUCK BY OTHERS, 1X BUCK TO BE MrL PROPERLY SECURED 3/16- EXTERIOR -'- PANEL INTERLOCK HOOK STRIP INSTALLATION MASONRY/CONCRETE METAL STRUCTURE BY OTHERS TRIM -,,, INTERIOR HOOK STRIP REVMVNS REV OESCRP110N GATE APPROVED A ADDED CHARTS 03/06/12 R.L. 8 REVISED PER NEW TESTING 10/15/13 RL. C ADDED FIJWGE INSTALLATIONS 12/06/13 R L. 0 REVISED INSTALLATION DETAILS 08/05/15 R L. 3/4' MIN. EDGE DISTANCE a S 10 SELF GRILLING SCREW 1/2' MIN. PANEL EDGE DISTANCE EXTERIOR INTERLOCK HOOK STRIP INSTALLATION METAL STRUCTURE INTERIOR TRIM 1 3/8• MIN. EMBEDMENT HOOK STRIP 1 SCR W000 SCREW4LJJEXTERIORPANEL INTERLOCK HOOK STRIP INSTALLATION 2X BUCK/WOOD FRAMING 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 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SOD 143" x 96" REINFORCED HOOK INSTALLATION DETAILS ORAWK OK NO. F.A. 08-00503 NTS 10ATE 02/23/09 SHE"9 OF 9 SIGNED: 1012712015 R I ILro i'% v•.OENs'9JI 0 VO7uTAT; t aEv O S A OR107: D JONA N?\\\ Florida Building Code Online Page 1 of 6 ProfessionafRe, . e acts Home E Lop In user Registration t Hot Topic E submit surcharge I stets 6 facts t Publications I FSC staff E SOS site Map I Link I Search rllxida r eie Product Approval r yy* t USER: Public User Lt zWr iegjtrn Product Approval Menu > PfpAYCL or Aooucauon search > Aoolication 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 C Product Manufacturer Clopay Building Products Company Address/Phone/Email 8585 Duke Blvd. Mason, OH 45040 513) 770-6062 mwesterfoeld@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 eouiv.odf FL15279 R4 Eouiv 20150319 - FBC - DASMA 115 eouiv.odf Product Approval Method Method 1 Option A http://v%rww.floridabuilding.org/pr/pr app_dti.aspx?param=wGEVXQvADgv3yVVKJZ1QR... 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 = a FL * Model, Number or Name 15279.1 001 W3-09 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/-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). 40 16 Page 1 / 8 0 0 Description 1-3/8" Double -skin Insulated EPS (exterior skin 27 ga. min.; interior skin 29 ga. min.) Single -Car (up to 9'0" wide) WINDCODE® W3 Garage Door Certification Agency Certificate FLIS279 R4 C CAC Letter with proof of contract and proof ofinspection.pdf FLIS279 R4 C CAC W3 Listing Intertek.odf Quality Assurance Contract Expiration Date O5/21/2028 Installation Instructions FL15279 R4 II 10165S-Revl2.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.2 002 W3-09 DSIE-7A471: G01SP, GR1SP, GD1LP, GR1LP, AR1SP, AR1LP, ED1SP, ED1LP, 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) WINDCODE® W3 Garage Door Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLIS279 R4 C CAC Letter with proof of contract and proof of inspection.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FLIS279 R4 C CAC W3 Listino Intertek.odf 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 FLIS279 R4 II 103952-Rev0l.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: 15279.3 003 W3-09 DSIU-1A171: 9130, Double -skin Insulated PUR (exterior skin 27 ga. min.; 9131, 9133, HDP13, HDPF13, interior skin 27 ga. min.) Single -Car (up to 9'0" wide) HDPL13, 7130, 7131, 7133, 8130, WINDCODES W3 Garage Door18131,8133 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 proof of inspection.odf FL1S279 R4 C CAC W3 Listino Intertek.pdf 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) WINDCODE® W3 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and Droof ofinspection.odf FL15279 R4 C GAG W3 Listino Intertek.pdf Quality Assurance Contract Expiration Date O5/21/2028 Installation Instructions FL15279 R4 II 101820-Revl3.Ddf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: http://www.floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZ 1 QR... 9/7/2017 Florida Building Code Online Page 3 of 6 Evaluation Reports Created by Independent Third Party: 15279.5 005 W3-16 DSIE-1A471: GO1SP, Gallery/Artistry/Expressions: 1-3/8" Double -skin Insulated GPISP, GD1LP, GR1LP, AR1SP, EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.) ARMP, ED1SP, ED1LP, 4132, 2132, Double -Car (9'2" up to 16'0" wide) WINDCODEB W3 Garage 6132, SFC38, MFC38 Door Limits of Use Approved for use in HVH2: No Approved for use outside HVH2: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-21 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof ofinsoection.odf FLIS279 R4 C CAC W3 Listino Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FuS279 R4 II 104028-RevOl.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.6 006 W3-16 DSI1J-1A171: 9130, 9131, 9133, HDP13, HDPF13, HDPL13, 7130, 7131, 7133, 8130, 8131, 8133 Double -skin Insulated PUR (exterior skin 27 ga. min.; interior skin 27 ga. min.) Double -Car (9'2" to 16'0" wide) WINDCODES W3 Garage Door Limits of Use Certification Agency Certificate Approved for use in HVH2: No FLIS279 R4 C CAC Letter with proof of contract and proof of inspection.adfApprovedforuseoutsideHVH2: Yes Impact Resistant, N/A FLIS279 R4 C CAC W3 Listino Intertek.odf 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 11 104168-Rev0l.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: 15279.7 1007 W3-16 PAN-2F153: 73, 1500, I Steel Pan (min. 25 ga.) Double -Car (9'2" to 16'0" wide) 75, 190, 84A, 94, 42, 48, 55, 42B, WINDCODEB W3 Garage Door 48B, SSS, 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-1F171: 4300, 4301, 4310, 4400, 4401, HOG, HDGL, HDGF, 66, 66G, 67, 67G, 68, SP200, SF200, SE200, 6200, 6201, 6203 Limits of Use Approved for use in HVH2: No Approved for use outside HVH2:: Yes Impact Resistant: No Design Pressure: +28 PSF/-29 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). Certification Agency Certificate FLIS279 R4 C CAC Letter with proof of contract and proof of inspection.pdf FLIS279 R4 C CAC W3 Listino Intertek.Ddf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 101308-Revl2:pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 2" Double -skin Insulated EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.) 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 of inspection.odf FL15279 R4 C CAC W4 Listino Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FLIS279 R4 lI 101652-B-RevII.Ddf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.9 009 W4-09 DSIE-1F471: GD2SP, Gallery/Artistry/Expressions: 2" Double -skin Insulated EPS 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) WINDCODEB W4 Garage Door HDGC, 6202, SFC68, MFC68 Limits of Use Certification Agency Certificate Approved for use in HVH2: No FLIS279 R4 C CAC Letter with proof of contract and proof Approved for use outside HVH2: Yes of inspection.Ddf Impact Resistant: No FL15279 R4 C CAC W4 Listino Intertek.odf Design Pressure: +28 PSF/-29 PSF Quality Assurance Contract Expiration Date http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZ 1 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 If 103969-B-RevO2.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, 9201, 9203, HDP20, HDPF20, HDPL20, 7200, 7201, 7203, 8200, 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). Double -skin Insulated PUP, (exterior skin 27 ga. min.; interior skin 27 ga. min.) 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 insoection.odf FLIS279 R4 C CAC W4 Listing Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 104183-RevOl.odf 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 Ridge/Brookstone Double Skin Insulated PUR (exterior skin 27 ga. min.; interior skin 27ga. min.) with Overlay Single -Car (up to 9'0" wide) WINDCODEO 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 insoection.odfApprovedforuseoutsideHVHz: Yes Impact Resistant: N/A FLIS279 R4 C CAC W4 Listino Intertek.odf Design Pressure: +28 PSF/-29 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 104456-RevOl.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: 15279.12 012 W4-09 PAN-2F151: 73, 1500, Steel Pan (min. 25 ga.) Single -Car (up to 9'0" wide) 7S, 190, 84A, 94, 76, 42, 48, 55, WINDCODE® W4 Garage Door 42B, 48B, SSS, 4RST, 6RST, 4RSF, 6RSF, 2RST, G05S, GD5SV, GRSS, GRSSV, AR5S, ARSSV, EDSS, ED5SV 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 Listino Intertek.odf Design Pressure: +25 PSF/-32 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 300159-B-Revl6.odf windborne debris regions. Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.13 013 W4-09 PAN-2F441: G4S, GS4, Gallery/Artistry/Expressions: Steel Pan (min. 24 ga.) Single- G4L, GL4, GD4S, GD4L, GR4S, Car (up to 9'0" wide) WINDCODEO W4 Garage Door GR4L, G4SV, GS4V, G4LV, GL4V, GD4SV, GD4LV, GR4SV, GR4LV, E4S, E4L, ED4S, ED4L, E4SV, E4LV, ED4SV, ED4LV, SS4, SL4, AMS, AR4L, SS4V, SL4V, AR4SV, AR4LV Limits of Use Certification Agency Certificate Approved for use in HVH2:: No FLIS279 R4 C CAC Letter with proof of contract and proof of inspection.odfApprovedforuseoutsideHVHz: Yes Impact Resistant: No FL15279 R4 C CAC W4 Listino Intertek.odf Design Pressure: +25 PSF/-32 PSF Quality Assurance Contract Expiration Date Other: The standard glazing available for this product OS/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for windborne debris regions. FL15279 R4 II 103486-B-RevO8.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=wGEVXQwtDgv3yVVKJZI QR... 9/7/2017 Florida Building Code Online Page 5 of 6 014 W4-09 SPO-2F449: 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: +2S PSF/-32 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 15279.15 015 W4-16 DSIE-1F171:4300, 4301, 4310, 4400, 4401, HOG, HDGL, HDGF, 66, 66G, 67, 67G, 68, SP200, SF200, SE200, 6200, 6201,6203 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25.5 PSF/-25.5 PSF Other: The standard glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. 15279.16 016 W4-16 DSIE-1F471: GD2SP, GR2SP, G02LP, GR2LP, AR2SP, AR2LP, ED2SP, ED2LP, 4302, HDGC, 6202, SFC68, MFC68 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25.5 PSF/-25.5 PSF Other: The standard glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. 1S279.17 017 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). Steel Pan (min. 24 ga.) with Overlay Single -Car (up to 9'0"wide) WINDCODE® W4 Garage Door Certification Agency Certificate FLIS279 R4 C CAC Letter with proof of contract and proof of inspection.odf FLIS279 R4 C CAC W4 Listino Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FLIS279 R4 II 103549-Rev06.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 2" Double -skin Insulated EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.) Double -Car (9'2" to 16'0" wide) WINDCODE® W4 Garage Door Certification Agency Certificate FLIS279 R4 C CAC Letter with proof of contract and proof of inspection.odf FL15279 R4 C CAC W4 Listino Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FLIS279 R4 II 101481-B-Revl3.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Gallery/Artistry/Expressions: 2" Double -skin Insulated EPS exterior skin 27 ga. min.; interior skin 27 ga. min.) Double - Car (9'2" up to 16'0" wide) WINDCODE® W4 Garage Door Certification Agency Certificate FLIS279 R4 C CAC Letter with proof of contract and proof of insoection.odf FLIS279 R4 C CAC W4 Listino Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FLIS279 R4 II 104029-B-Rev03.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Double Skin Insulated EPS (exterior skin 27 ga. min.; interior skin 27ga. min.) with Overlay Double -Car (up to 16'0" wide) WINDCODE® W4 Garage Door Certification Agency Certificate FLIS279 R4 C CAC Letter with proof of contract and proof of insoection.odf FLIS279 R4 C CAC W4 Listino Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FLIS279 R4 II 103046-Rev07.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.18 018 W4-16 DSIU-11`171: 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, WINDCODEO W4 Garage Door1820is8203 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 proof of contract and proof of insoection.odf FLIS279 R4 C CAC W4 Listing Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FLIS279 R4 I1 104162R_et pdf 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 W4-16 DSIUO-1K479: Canyon Double Skin Insulated PUR (exterior skin 27 ga. min.; Ridgie/ 9 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 proof of inspection.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FLIS279 R4 C CAC W4 Listino Intertek.odf 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 FLIS279 R4 II 1044S7-Rev02.odf windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc. comply with the impact resistant requirement for windbome 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-21F153: 73, 1500, Steel Pan (min. 25 ga.) Double -Car (9'2" to 16'0" wide) 75, 190, 84A, 94, 42, 48, 55, WINDCODEO W4 Garage Door 4RST, 6RST, 4RSF, 6RSF, GD5S, GD5SV, GRSS, GRSSV, ARSS, AR5SV, EOSS, EDSSV Limits of Use Certification Agency Certificate Approved for use in HVH2: No FLIS279 R4 C CAC Letter with proof of contract and proof of inspection.odfApprovedforuseoutsideHVH2: Yes Impact Resistant: No FLIS279 R4 C CAC W4 Listino Intertek.odf Design Pressure: +24 PSF/-24.5 PSF Quality Assurance Contract Expiration Date Other: The standard glazing available for this product OS/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FLIS279 R4 #I 101711-B-RevlS.odf 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 Q 'a' Back Ne=t 420Page l/89140 Contact Us :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: SSO487-1824 The State of Florida is an AA/EEO employer Copyright 2007-2013 State of Florida.:: Privacy Statement :- Acce551bllity 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 850.487.139S. "Pursuant to Section 45S.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 emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please clock here . Product Approval Accepts: 0 Crlydh Card Safe http:// www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVV KJZ 1 QR... 9/7/2017 0 01111110 0111 NIIDR S 1/ MRE ®1 vow 4 r prnaaLES ATE D[fatpl®1 SHEEP 1 OF 2 a 11/3D/07 ADDED EK1EI10ED IaroNls C01®a® CLMY, "KME% AND ow 10 AMm 4DA. z !NS 11 10 1 AWED 4F 12 AWED YAMIlha MtW 1111111113 D=M Zino HIM, N 10 IP4NED MOM VALL 14 1 12 REVED WIND SPED TABLE MDR ASLEI-10. OPTIONAL GLAZING MAY BE STANDARD OR IMPACT 1S • If ADDED IMPACT 116STANI ONIIDLL RESISTANT GLAZING. SEE SECTION B-B FOR DETARS. MAX STANDARD SIZE 5 42-1/2i16'. IMPACT av Oor ., Arwrm RESISTANT CLALNO a 2U- 'A1h1/6'. uolidi lA ANDa a6iidp A O41 OG IRD TIMID EOII W @IYlMCP OCR 0 IMW 1011f 1 11. A ` 0AIASYL am= 11DIm U= •a m M1i 1Aa wmH - IY-r eA,9c Car AVW!>D>•IIVQ DMalt ellmoc Raer ODM®KD 1AA1R1 AAST¢rwn a A15D AR1D,m. INDIL~9Po! M •' SD7 ti MEN= SEE SHEET TWO FOR IMPACT RESISTANT CONSTRUCTION DETAIL W AND STANDARD CONSTRUCT DETAIL "B"; TRACK AND JAMB DETAILS. 1v v SECTION A -A (SIDE VIEWKI 20 G CLY STEEL MraaI pM ii Li MN. MEAD STRIE—NGTH: 50 NSI 2 THICK 1 l 3 I T s d 12 GA. GALV. STEEL TOP ROLLER IL BRACKET ATTACHED W/0) a av 14AS e' SHEET METAL SHIP MAP .IOINIS. snm 14 GA CALV. ROUTE HINGE EACH MACE FASTENED TOEND STILES WITH (4) /14A5/e' SHEET METAL SCREWS AND (4) . 1/4'a3/4' SELF TAPPING SCREWS. SEE NEW '11'. If DENSITY POLYSTYRENE FOAM INSULATION 1-S/1e' THICK WITH VINYL IWRCETL BACKER (INSULATED MODELS ONLY) 3' TALL 20 GA GALv. STEEL U-BARS N 23 CA MIN. mGALV. SiSKIN A 2-1-2-1 PATTERN (I.E. TWO U-aA" WITH A BARED -ON PRIMMER. ON BOTTOM SECTION. ONE U-BAN ON NEXF AND A BUKED-ON POLYESTER SECTION. ). EACH U-BAR ATTACHED TOP COAT APPLIED TO BOTH WITH STBE1 3T/ . SELF TAPRNO SCREWS SIDES OF Sim S10N. LOCH !1 DO om wn M M®"0aA01 1m Im 1 f Lam 5 0 Ia<O w A as Mom am a on PA mcglQ WM 110m an ! Opi 01 Ydgf -0 BEAa1• iOt AO O maD Ap m m ADI m PI[ OmC aYWMaI n A YA/m lomawa AC AIR ym m m o m m G1f RLa A. Gb Aa RE I Am wmff Iw IV O O ATTT V MS(2) #14EL 5/0' SHEET METAL SCREWS. ALUMINUM EXTRUSION t VINYL WEATHERSTRIP. DESIGN LOADS: + 24.0 PSF e: -24.3 PSF TEST LOADS. + 36.0 PSF t -37.0 PSF Clopay MPC: PAN-2F153 OATDD Iwl 6OD1rm —OW—. Mt8'0'H W4 t1/3/97 amlmm4 CLASSIC AND CH RP STEEL PAN eseS OIIKE BLw. MAIN M DOUBLE -CAR, WIN +24 -24.5 PSF Illding Products MASON aH4eo4oJAcImOn (513) o- 4e0e Omm m MUVDc ga0a Vuh amw a w-ft" Al Iwft MWW B 101711 IBC MOVAL 15279 waMAa PAP" MIMS O OA O CA ue CLWASU-9111 a iai RmJ 16UfWmTpr Af9 1lfV SAMILACK mmW m Now ow • v uwn LAo famR w :. al0on 1-I aw atla m u0 wMr C MMMm mR®IDPW A 1W91 awACL =LROIor mabascwool calfa >D moos tfAm A rIl oaom wal0m fnll soot AMoffn a 11e am ( a." Mo. w IY mmR WAIN A OL ala a m r mhos (IM R0a0. I• MIN f I®IaO arm MOOR lIW t aNOM M IX Iw7f DO lOIOfD) 70 ILOA A 1Y91 W M" IORIIID1InA¢ MOQOIOI L/m 00 M01 7RV41E1 IWY AOOI 10 OWIM TWISI. A CAD® DUM Ilb ALSO WE DMIDIm TO MWWOAI M1001oI /ASIDW NO/m me awfawWua 9W MOACM R Mm M1g111 OD Ym IOl LA mm m MR %f0 OA OIV. [ Im RO IM fD OA WfY. Om MIOL !Il[s IMPACT RESISTANT ASSEMBLY DETAILS( DRAWING 10171 I SECTION B-B ( IMPACT -RESISTANT OLA2ING OPT10N1 Rfs 9 Mom AOD D MUL" 4011M MMlrNofOOIOMIIYo "am almI JIM am Am IMA4 1Os IIm OA Nam a Ifl&m10) 01/a 00 Mo Wo[ ComR to"aQl STANDARD ASSEMBLY DETULS DwAWINO 10171 1-B SECTION B-B (NON -IMPACT RESISTANT GLAZING OPTION non nWD Will Rv. Omm on O ml DAWA2 Mm MOW rim nva a MAlfmm WMII meow Ir1m0lM1 rIMMc aAaD LIM fu/.• MM (WAD W. Ra o wa ssa ®m 1 Aeeuc lllo AVAUSIL Alms R NA014K O"M m wart m CCf MSM M AM1m1MN MIM RC/gC M DIRa oom ealwlm w Mow04e1 Mm WO SD.SOM MQR M MID I" ADaAWmnf Or M nam. fa " as an effammot. om MIDaR Va. aupm 1A rw u* SHEET 2 OF 2 Irru a RIAom. /'11 ) Iina, mmvo m10mmo PA9001 t0[ ICI^II W 1(Latl NAA• OM0, nlmt FAS m 11 M OLV. allux HIM DOI MMai am TWO! OVOma IAOD® m DIDMO KM (q qiA fmwf , Imwinf 111!k i r o a iai tq 1n Ip' owR.va Y /0 Im "m 1m1 am aa1D1 WIm mm an MIIOM N! 11607mD® I Il M OmMI P M LRIMIO 91ILCYLVA omm OWL t llW If90NKDYM1 O M P1Or000104, Q aM1YD cal WM RSOfO OR 11"RO D CIO M Aawmm full et"WIT PAN* MO Im M WW LWaT a, M CrAlm MMm WEPOWIDA N=' TRACK coNnOURA7WN AWK THE DOOR OPDONO DOES NOT AFFECT THE WIND LOAD RATW OF DO DOOR. AMD oMoa V. sti MO RMRRclOP fD1AQfEf RQOMAL t-e/M' M00W f7 RMf T TrM 1Bltlti M. 1-1/r. 11 CA mv. nfa a" MOW. 4) Woo ov mf POI sm 1 00IIe oral r uuMON" I60Ylm DTVWAICK AM DA9 a dar. sRanA0fuAo¢r. VIM,A ." SOM on m, 7, T r mv. nm tAAaIn AM& MK 6 I 8 1l' v1MmA No nYnaui idol7r MmmDa Imo:/m mm om Ird mm fiva corona Ra01 DVU llol IW 0aauSPACM raK ID1R ocAa r am f- vr DESIGN LOADS: 424.0 PSF A - 24.5 PSF TEST LOADS: +3E.0 PSF A - 37.0 PSF Clopa ng Products LS OK ON 455Wp an 1 ( 513) 770-4100 UPC: PAN-2F153 W 4 r9 I s•ow . I OWN 1/ 3/97 CLASSIC AND CH RP STEEL PAN DOUBLE -CAR, 18 W +24/-24. 5 PSF I"vD M^ jAc C MWWBr1mv0AIA1Ron101711 vOs IBC o. o, e.. 00- All Nhb Florida Building Code Online Page 1 of 3 Ousiness e e .o e i t crr SOS Home I Log In I User Regrmtion ! Hot Topics I Submit Surcharge ! stats s Facts Publications I rsc stars ! acls site Map I Links I Search I Iixida pr0111"i Product ApprovalUSER: PUDIit User Product Aporoval Menu > Product or Application Search > Apolrcation List > Application Detail FL # FL17499-R1 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer MI Windows and Doors i Address/Phone/Email 6S0 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 i Certification Agency American Architectural Manufacturers Association Validated By Steven M. Urich, PE Validation Checklist - H Irdcopy Received I Referenced Standard and Year (of Standard) Standard AAMA 506 AAMA/WDMA/CSA 101/1.5.2/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/prlpr_app_dtl.aspx?param=wGEVXQwtDgtCUGgvj 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 52x72 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 - 18S SH (Fin) Imoact Approved for use outside HVHZ: Yes (2).Ddf Impact Resistant: Yes FL17499 R1 C CAC MI Windows - 185 SH (Fin) Imoact Design Pressure: +55/-55 (3).odf Other: R-PG55, Missile Level D, Wind Zone 3. Glass to be FL17499 R1 C CAC MI Windows - 185 SH (Flange) Imoact bedded in Pecora 896 sealant. (2).Ddf FL17499 R1 C CAC MI Windows - 18S SH (Flange) Imoact 5).Ddf Quality Assurance Contract Expiration Date 10/10/2018 Installation Instructions FL17499 R1 it 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)S-SIG 1-8A 52 1-8X84 R60(1009181.DdfApprovedforuseoutsideHVHZ: Yes • FL17499 R1 C CAC MI Windows - 185 SH (Fin) (10).DdfImpactResistant: No FL17499 R1 C CAC MI Windows - 185 SH (Fin) (9).odfDesignPressure: +60/-60 FL17499 R1 C CAC MI Windows - 185 SH (Flanae) (9).DdfOther: R-PG55 Quality Assurance Contract Expiration Date 10/09/2018 Installation Instructions FL17499 R1 II 08-02546A.Ddf Verified By: Luis R Lomas PE 62S14 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513322A.Ddf Created by Independent Third Party: Yes 17499.3 18S SH 36x84 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) Imoact 4).odfApprovedforuseoutsideHVHZ: Yes Impact Resistant, Yes FL17499 R1 C CAC MI Windows - 185 SH (Fin) Imoact (5) Done.DdfDesignPressure: +55/-55 Other: R-PGSS`, Missile Level D, Wind Zone 3. Glass to be FL17499 R1 C CAC MI Windows - 185 SH (Flanae) Imoact 3 f FL17499 Ri C CAC MI Windows - 185 SH (Flanne) Imoact bedded in Pecora 896 sealant. 4).Ddf Quality Assurance Contract Expiration Date 10/17/2018 Installation Instructions FL17499 R1 II 08-02545A.Ddf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513321A.Ddf Created by Independent Third Party: Yes 17499.4 185 SH 5202 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).odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL17499 R1 C CAC MI Windows - 185 SH (Fin) (11).Ddf FL17499 R1 C CAC MI Windows - 185 SH (Fin) (12).DdfDesignPressure: +60/-60 FL17499 R1 C CAC MI Windows - 185 SH (Flange) Other: R-PG60 10).Ddf Quality Assurance Contract Expiration Date 10/08/2018 Installation Instructions FL17499 R1 II 08-02549A.Ddf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 RI AE S13327A.odf 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 HVH2: No FL17499 R1 C CAC APC(13363)E1729.01-109-47-RO 185 SH (FLG waiver).odfApprovedforuseoutsideHVH2: Yes Impact Resistant: No FL17499 R1 C CAC MI Windows - 185 SH (Fin) (13).Ddf 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 j Installation Instructions FL17499 R1 II 08-02550A.odf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513328A.odf Created by Independent Third Party: Yes 17499.6 18S Triple SH 11102 Fin Frame IG/SG Single Hung 110x72 Flange Frame IG/SG Single Hung Limits of Use Certification Agency Certificate Approved for use in HVH2: No FL17499 RI C CAC MI Windows - 185 SH Triole (Finl 3).odfApprovedforuseoutsideHVH2: Yes Impact Resistant: No FL17499 R1 C CAC MI Windows - 185 SH Triple (Fin) 4).odfDesignPressure: +50/-50 Other: R-PG50* FL17499 R1 C CAC MI Windows - 18S SH Triple (Flange) 3).odf FL17499 R1 C CAC MI Windows - 18S SH Triole (Flanne) 4).odf Quality Assurance Contract Expiration Date 10/20/2018 Installation Instructions FL17499 R1 11,08-02548A.odf Verified By: Luis R Lomas PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513324A.odf Created by Independent Third Party: Yes 17499.7 185 Twin SH 10602 Fin Frame IG/SG Single Hung 105x72 Flange Frame IG/SG Single Hung Limits of Use Certification Agency Certificate Approved for use in HVH2: No FL17499 RS C CAC MI Windows - 185 SH Twin (Fin) Approved for use outside HVH2: Yes 3).odf Impact Resistant: No FL17499 111 C CAC MI Windows - 185 SH Twin (Fin) Design Pressure: +45/-45 4).od Other: R-PG45 FL17499 R1 C CAC MI Windows - 185 SH Twin (Flanne) 3).odf FL17499 R1 C CAC MI Windows - 185 SH Twin (Flanne) 4).Ddf Quality Assurance Contract Expiration Date 10/20/2018 Installation Instructions FL17499 111 11 08-02547A.Ddf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 RS AE 513323A.odf Created by Independent Third Party: Yes Beds Hutt Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: BSO.487d824 The State of Florida is an AA(EEO employer. Coovnoht 2007.2013 State of Florida.:: Privacy Statement :: AceesSlblllry Statement • • $t(ynd StAtemen 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 mall. If you have any questions, please contact 850.487 139S. -Pursuant to Section 4S5.27S(1), Florida statutes, effective October 1, 2012, licensees licensed under Chapter 4SS, F.S. must provide the Department with an email address if they have one. The !Tads provided may be used for official communication with the licensee. Howevef email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 45S, F.S., please click here . Product Approval Accepts: MIME®®M Credi; Card Safe http://,ANvw. floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQ,,ArtDgtCUGgvj Qiz6BP... 9/7/2017 1,101 ES J THE PRODUCT SHOWN HEREIN IS DESIGNED AND 14ANLIFACTURED TO COMPI_Y WITH REUVIREMENtS OF IHE FLORIVA BUILDING CODE INCLUDING THE HVPZ. 2 , OOD FRAMI1NC AND MASONRY CPENINC• TO BE DESIGNEC AND ANCHORED TO PP.OPERLY TRANSFER ALL LOADS TO STRUCTURE FRAMING AND MASONRY OPENING IS THE RESPONSIBILIfv OF THE ARCHIIECI OR ENGINEER OF RECORD. 3. IX BUCK OVER MASOtJRY/CONC:REIE IS OPTIONAL. 4. WHERE SHIM OR RUCK THICKNESS IS LESS THA14 1-1/2' V1I14DOW UNITS MUST PE ANCHORED 1HROUCII TIIL FRAME IN ACCORDANCE WITH MAHUFACIURER'S PUDLISIIL'D IH;TA.LLATION INSTRUCTIONS. ANCHOPS SHALL BE SECURELY FASTENED DIRECTLY INTO MASONRY. CON:REIE OR OTHER STRUCTURAL SUBSTRATE MATERIAL. 5. WI IL"RE WOOD BUCK THICKNESS IS I-1/2" OR GREATER. DUCK SHALL BE-SCCURCLY FASTENED TO IAASO,'IRY, CCNCRETE OR OTHER SII?UCTUI?AL SUBSIRAIC. WINDOW UNITS MAY BE ANCHORED THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH MANUFACTURER'S PUBLISHCO INSIALL4fION INSIRL1C11ONS. 6. V,'IIER: IX BUCK IS 1401 U:;ED DISSIMILAR MATERIALS MUST BE SEPARAICD WITH AVPROVL"D COATING OR MFMBRANE. SELECTION OF COATING OR MEMBRANE IS THE P.ESPONSIRILITY OF IHE ARCHIICCT OR ENGIN ER OF RECORD 7. RUCKS SIi.4LL EXTEND BEYOND WItlDO \Y INTERIOR. FACE_ SO THAT FULL FRAME SUPPORT IS PROVIDED. 5. FOR FIN INSTALLATION SHIM AS NEEDED FOR FRAME INSTALLATION SHIM AS REOUIRED AT EACH ANCHOR LOCATION WITH LOAD OEARINC SHIM. SIIIM WIIEP.E SPACE OF 1/16' OR GREATER OCCURS MAXIMUM ALLOWABLE SHIM STACX TO BE 1 /4'. 9. SHIMS S144LL BE LOCATED, APPLIED AND MADE FROIA MATERIALS AND THICKNESS CAPABLE 01' SUSFAIN114G APPLICABLE LOADS. 10 WIND LOAD DURZATI.7N FACTOR CA= 1 6 WAS USED FOR WOOD ANCHOR CALCULATIONS 11. FRAME MATERIAL: EXTRUDED RIGID PVC. 12 U14I1S MUST BE GLAZED PER ASIM C1300-04/09, SEC SHEET 14 FOR CLASS DETAILS. 13 APPROVED IMPACT PROIEi.I+VE SYSTEM IS NO] P.EOUIRCD FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 14 FOR ANCHORING THROUGH FIN INTO WOOD FRAMING OR 2X BUCK USE '#8 WOOD SCREWS WITH SUCFICIENT LE14GTH TO ACHIEVE A 1 I/A' MINIMUM EMBEDMENI II170 SUBSTRATE. LO(.AIC ANCHORS AS SHOWN IN CLEVATJONS AND INSTALLATION OL"IAILS NFVISIDIK ' ACV DCSLI7'igN I DAIS 1IpRDKD I A l REVISED ANCHOR SPACING & CHARTS 1 07/tI..'20161 R L. 15. FOR ANCIORING TIIROUCII FRAME INTO WOOD I'RAMING OR 2Y. BUCK USE 110 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUDSIRAIC. LOCATE ANCHORS AS SIIO\Yt) 114 LLE'1AIIONS AND IYSJALLAUUN DLIAILS. 16. FOR ANCHORING THROUGH FRAME" INTO MASONRY/CONCRETC USE 3/16" TAPCONS WITH SUFFICIENT LENCTII 10 ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE V.ITII 2 1 /2" MINIMUM [LICE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 17. FOR ANCHORING iIIRDUGIf FRAME INTO METAL SIRUCTURC USE #10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACI IICVC 3 THREADS MINIMUM DE n?110 STRUCIURE INTERIUH WALL LOCAIE ANCHORS AS SHOWN IN ELEVATIONS AND 114STALLAIION DETAILS. 18 AI.I_ FASTENERS TO BE CORROSION RESISTANT. 19. INSIALLA11014 ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR I ANUI'ACIURER'S INSIALLAf10N INSIRUCTIONS AND A14CHORS SHALL N(Yl BE USED IN SU837RATES WITH STRE14GTHS LESS THAN THE MINIMUM SIRENGTH SPECIFIED BELOW: A WOOD: MINIMUM SPECIFIC GRAV9T( OF G=0.42 13. CONCREIE: MINIMUM COMPRES:iM: SIRENG IH OF ),000 PSI. C MAS014IRY: HOLLOW/IILLED BLOCK PER ASIM C90 Wiirl Fm=2,000PSI IAINIMUM. D METAL STRUCTURE: STEEL 18GA (l!4B") F1=33'KSl/FU=52KSI OR AI UMINUM 6063—T5 FU=30KSI .048" THICK MINIMUM I TABLE OF CONTEIITS 1 SHECI NO I DESCRIPTION I1INOTES 2 — A CLEVAIONS 5 — 13 INSTALLATION DETAILS 14 CO:r.,PONFNTS SIGNED. 0711212016 M650IWEST AR E) STREET GRATZ, PA 17030-0370 ter •GENS:9,p i SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"X84" NON -IMPACT NOTES 8AO•• ATVOF t' DRAwII. vw; ra. RIv 08 A SS OMAj1Ea0\ 502546sealeAscNTS12/09/14 1 OF 14 N FR HE 52" MAX FRAME 411DTII 2" Il.4X I G., --{ 2" MAX MAX O.C. I 1 L- P 15" MAX O.C. J l— q^ JSX 1JE HT I. Xr I % I 2' MAX 52" MAX FRAME WIDTH 15" 2" MAX MAX 0 C. I MAX 84" 1.14 r FRAME l I HEIGHT J J 4 X J 185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW EXTERIOR VIEW DESIGNER EXTERIOR VIEW FLANGE$ FINLESS INSTALLATION FLANGE FINLESS INSTALLATION WITHOUT FILLERS WITHOUT FILLERS SEE CHART I f FOR SMALLER UNITS REOUIRED ANCHORS SEE CHART II FOR SMALLER UNITS REQUIRED ANCHORS DESIGN PRESSURE RATING IMPACT RATING 60.0PSF NONE NOTES: I. MAXIMUM SASI'I SIZE 51" X 36". 2 MAX MUM SASII D L.O.' 47 5/8- X 32 1/2" 3 AL4kIMUM FL,F_0 0 I. 0 : i9 1 /4" X 45". BLOCK AND TACKLE BALANCE AT JAMBS NE4151DIN DESC6in1UN DATE I 4a:RWCD REVISED ANCHOR SPACING & CHARTS 07/11; 2015 R.I. CHART Alf UNITS INSTALLED WITHOUT FILLERS Numbor of anchor locations required Frame flame Width (In) 1d00 24.00 30.00 3&00 4200 4d00 $200 fYlpAf (In) Head Jamb Head Jamb Head J&mD Head Jamb Head Jamb Head Jamb Head J&mb 24 00 2 3 3 3 3 3 3 3 4 3 4 3 4 3 30.00 2 3 3 3 3 3 3 3 4 3 4 3 4 3 36.00 2 3 3 3 3 3 3 3 4 3 4 3 4 3 1200 2 4 3 4 3 4 3 4 4 4 4 4 4 4 40.00 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 5 60.00 2 5 3 5 3 5 3 5 4 5 4 5 4 5 00 2 5 3 5 3 5 3 5 1 5 4 5 4 5 72.00 2 6 3 0 3 6 3 6 4 e 4 6 4 6 70.00 2 6 3 6 3 8 3 6 4 6 4 D 5 6 0400 2 5 3 6 3 8 3 6 4 0 4 7 5 7 MI WINDOWS AND DOORS 650 :VEST MARKEI SfREEI GRATZ, PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"X84" NON —IMPACT FLANGE & FINLESS ELEVATIONS DIUWN: lYlG N0. N.G. 1 08-02546 Cvc NTS DA1c 12/09/14 `—""T2 OF 14 SIGNED: 0711212016 11k IILIo/i'' G E Ns: 9jp 100. ATOFOF Jv i/ SIONA j0 0` 1 FF HE 52` MAX FRAME WIDTH -- 2" MAY. __ 1G" MA:4 O.C. J f I r 15" MAI( O.C. I ,:l AME IGHT 61 X I 2' .v.X I Fr HE 52- t.1A:l FRAME YVIDTH — 2' MAY - 16' MAX 1 D.C. 16" MAX OO.C. 14. IAX AME iGHi 4 4 X p f 2' MAX 185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW EXTERIOR VIEW DESIGNER EXTERIOR VIEW FLANGES FINLESS INSTALLATION FLANGE d FINLESS INSTALLATION WITH FILLERS WITH FILLERS SEE CHART R2 FOR SMALLER UNITS REOUIRED ANCHORS SEE CHART 02 FOR SMALLER UNITS REQUIRED ANCHORS DESIGN PRESSURE RATING IMPACT RATING t60.OPSF NONE NOTES: I. MAXIMUM SASII SIZE 51" X 33". 2. M4'xIMUM SASIt O L O.. 47 8- X 32 1/2" 3. MAXIMUM FL;EO 0 1. 0 • 49 1 /4" X 45". HARDWARE BLOCK AND TACKLE BALANCE AT JAMBS 7 •nur,, ' 13ESCRMT1011 I DALE a,n^OVED REVISED ANCHOR SPAC:INC & CHARTS 07/11/2015 R.L. CHART #2 UNITS INSTALLED WITH FILLERS Number of anchor locatlone required From* Haight 11n) From* Width fin) 1800 2400 30.00 3600 42.00 4800 32.00 Head Jamb Head Jamb H*ad Jamb Head Jamb Hood JJ&mb Head Jamb Head Jamb 24.00 2 3 3 3 3 1 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 5400 2 5 3 5 3 5 3 5 4 5 4 5 4 5 60.00 2 5 3 5 J 5 3 5 4 5 4 5 4 5 61100 2 5 3 5 3 5 3 5 4 5 4 5 1 4 5 72.00 2 6 3 6 1 3 6 3 6 4 6 4 6 4 6 78.00 2 6 3 8 3 5 3 6 4 6 4 6 4. 6 8400 2 8 3 B 1 3 6 3 8 4 6 4 6 4 6 MI WINDOWS AND DOORS 650 WEST MARKET SIREEI GRATZ. PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"X84" NON —IMPACT FLANGE & FINLESS ELEVATIONS 131"O :,. D.7.. ND N.G. 08-02546 Cab NTS t" 12/09/14 16111113 OF 14 SIGNED: 0711212016 O\`\S IR IL 61////i AAt 5 * OF 14r 0'° F•:clOR10P• Sjs/ 0NA 110 0\ 52" MAX FP,A61E WIDTH 52" MAX FRAME WIDTH — 2" MAX - 0 I-- hVIX O.C. 1 2- MAX 2" MAX - 10" - MAX G.C. 1 2 MAX 2" i 10" MAX 10' MAX O.C. I O I off_ O / fJIMAXMAX FRAME FRAME HEIV.HI j I HEIGHT Q 185 ALUMINUM SINGLE HUNG WINDOW 1 165 ALUMINUM SINGLE HUNG WINDOW EXTERIOR VIEW DESIGNER EXTERIOR VIEW FIN INSTALLATION FIN INSTALLATION SEE CHART 03 FOR SMALLER UNITS REOUIRED ANCHORS SEE CHART M3 FOR SMALLER UNITS REQUIRED ANCHORS DESIGN PRESSURE RATING IMPACT RATING t60.OPSF NONE 1.101ES I MAXIMUM SASH SIZE 51" X .36". 2. IA-KJMUM SASH D.L.O.: 47 5/8' X 32 1/2". S. M-XiMUM fiXCD U.L.O: 49 1/4" X 45"_ HARDWARE SCHEDULE Rt'ismi , 01 SCRIP11014 M1E I 4P Mil REVISED ANCHOR SPACING k CHARTS 107/11!70161 R.L. CHART#3 Number of anchor locations required Rome Helght(In) Frame Width (In) 100 His Jambi", 71.00 S Jomb 3000 HAS Jamb 35.00 HAS Jamb 47.00 HAS Jamb 4A00 HAS Jamb 5E00 HAS Jamb 74.00 3 3 3 1 3 4 3 5 3 5 3 0 3 6 3 30.00 3 4 3 4 4 4 5 4 5 4 6 4 6 4 36.00 3 5 3 5 4 s 5 s 5 5 6 5 e 5 4100 3 5 3 s 4 5 s 5 e s e 5 4e.00 3 6 3 6 4 6 5 6 5 6 6 6 6 6 54.00 3 6 3 6 4 6 5 6 5 6 6 6 6 6 60.00 3 7 3 7 4 7 5 7 5 7 e 7 6 7 66.00 3 e 3 e 1 e s e 5 e 6 8 6 e noo 3 e 3 e e s e s e e e 0 e 7&00 1 3 1 9 1 3 1 9 1 4 1 B 151 B 1 5 19 8 9 8 9 84.00 1 3 1 9 1 3 1 9 4. B 1 5 1 B 1 5 1 9 0 9 a 9 SIGNED: 0711212016 oM60ESTIWAET5STREETGRATZ, PA 17030-0370 GEN,S, 9U+ ter 05 *= SERIES 185ALUMINUMSINGLEHUNGWINDOW52•"FIN NON - IMPACT FIN ELEVATION i'OFS:°( OR1DP o i``c01uwN: aM: NO. a[r G. 08 015480f A s OIIIn111E?\\`\ u ENTSn`t 12 09 14 14 WOOD FrA+IING OR 2Y BUCK Ut OTHERS BACKER ROD 6• APPROVED SEALANT EXTERIOR BACKER ROD APPROVED SEALANT WOOD FRAMING OR 2X BUCK By OHiCRS 1 /2" MIN EDGE DISTANCE 1 1/4' MIN EMP_EI?MElai I 1;'4" MAX '- SHIM SPACE po WOOD SCREW;' INTERIOR SILL TO BE SET IN A BED OF APPROVED STRUCTURAL SEALANT 1/4" MAK. SHIM SPACE 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 STRUCTI!RE BY OTHERS APPROVED SEALANT EXTERIOR BACKER ROD —, APPROVED \ SEALANT METAL STRUCTURE BY OTHERS 3/4' MIN EDGE DISTANCE 1,, n Mnx SHIM SPACE" I t0 S-45 OR SEL- DRILLING SCREW VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION INTERIOR SILL TO BE SET I..4.A BED OF APPROVED STRUCTI!RAI_ SEALANT 1/4" MA)(. 51IIM SPACE RLvssu.Nc ' JA Mt[ APPPOYM REVISED ANCHOR SPACING h CHARTS 07/11/2016 P.L. 1 1/4" MIN. 1/4" LW. EMBEDMENT SHIM SPACE i 1 MIN\ % INTERIOR N EDGE DISTANCE 10 WOOD \ J SCREW WOOD FRAMING OR 2X VUCK \ BACKER R iD EXTERIOR BY OTHERS & APPROVED SEAIAWT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 1/4` MAX. SHIM SPACE flo SIAS OP. SELF DRILLING INTERIOR SCREWS 3/4" MIN. EDGE DID+TANC)E_ EXTERIOR METAL —' STP,UCIURE RODBYOTiIERSBiN& APPROVEDROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 0711212016 M650WINDOWSD DOORS MARKET GRATZ, PA 17030-0370 r••GENS..,P SERIES 185 ALUMINUM SINGLE HUNG WINDOW z14• 0 5 •*= 52" X84" NON -IMPACT FLANGE INSTALLATION DETAILS 1YI7HOUT FILLERS q . AT OF DR- wa. IXOG NO. Rry i FS 'cf 0 RIOP; •O{+\ N.G.: 08 c02546 A i//SIpNA'iE\ NTS12/09/14 5 OF 14 4 2 I, 2" MIN. FNis e • EUCE DISTANCE FN OEK110104 CATE APPPMLD CONCREfC/1dAc.U111tY _ REVISED ANCIIOR SPACING h CNAWS 07/11/2016 P.L. BY OTHERS • '• ^ a OPIIONAL IX SUCK ' ° ^ 1 I/c" MIN. SEC NOTES 3 — 7 EMBEDMENT 1 1/4" I.itr1. SIICET 1 ',, — I EMBEDMENI 1 — MAX CONCRETE/MASONRY —SHIM $PACE 1/4" MAX. j E1Y OTHERS BACKER ROD SHIM SPACE APPROVED a SCAL"ll 3/16- TAPCON 3/1G" TAPCON •' ,° INTERIOR I 2 1 /2" i= EXTERIOR INTERIOR MIN. J EDGE v J DISTANCE t L— • \ BACKER ROD EXTERIOR APPROVED II II OPTIONAL I:( BUCK SCALAIJT Illyll SEE NOTES 3 — 7 SHEET I JAMB INSTALLATION DETAIL SILL TO BE SET CONCRETSWASONRY INSTALLATION BACKER POO . / IN A 2ED OF APPROVED et APPROVED t J !// STRUCTURAL SFALAHT S SEALAtJT OPTIONAL IX BUCK \ / 1i'1" •"•• NOTES 1 INTERIOR AND EXTERIOR FINISHES,BYOTHERS. SEC NOIE_ S HEFT 1 \ f r SHIM SPACE NOT SHOWN FOR CLARITY. Z PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 CONCRETE/MASONRY — ' LTI urHER; ^' SIGNED: 07/12/2016 MI WINDOWS AND DOORS 0%J111 IIIi// n • • 650 WEST MARKET STREET \\J\S.GE 4,,9/i// CRATZ. PA 17030-0370 r••\ SF; •+ SERIES 185 ALUMINUM SINGLE HUNG WINDOW _*• L/ 6 •it= 52"X84•' NON —IMPACT — FLANGE INSTALLATION DETAILS WITHOUT FILLERS DTATE pF VERTICAL CROSS SECTION ORlOCONCREIF/MASONRYINSTALLATION DRAWN: 1.0 REV i S s . G. ur+; asC 08-502546 A NTS 12/09/14 6 OF 14 I/2" MIN ECGE DISTANCE WOOD FRAMING 1I4' MIN OR 2r BUCK I i EL`c;E DISTANCE UY OTHERS 1 I/4" MIN METAL EMEEPME14T STRUCiURE M 0114ERS 1/4" MAX SHIM SPACE BACKER ROD -ter 1 f.• APPROVED 1/4" IAAti SEALANT SHIM SPACE AP RO.'ED SEALANT RIGID p0 WOOD ;CREti+ FILLER RIGID FILLER 410 SMS OR SEL- DRILLING 1 SCREW II y INTERIOR EXTERIOR ` K NACKER ROD N APPROVED ALANT NTWOOD FRAMING OR 2X RUCK DY ( 11HERS 1u 0 EXTERIOR JIB SILT. TO PE SET IN A BED OF APPROVED STRUCTURAL SEALANT 1/ 4" MAX. BACKER ROD SHIM SPACE & APPROVED r SEALANT VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATIM 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 METI STRUCTUF BY OT14EF INTERIOR VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION Rcu1SVAr> ' JA Dr"U."CN C11C y''PPOM1?D RCASED A14CHOR SPACING h CHARTS 07/1)/9016 P L. 1 1/4" MIN. _ 1/4' I.W. EMBEDMENT SHIM SPACE i t INTERIOR M114 IJEDGE \ DISTANCE \ % _. f-'IBA 10 WOCD \leat SLRCWMilWOOD FRAMING EXTERIOR OR2xDUCKBY OTHERS BACK- ROD RIGID fc kPPROVED FILLER SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION METAL I /.1" MAX. STRUCTURE SHI1A SPACL' BY OTHERS 10 sMs OR INTERIOR SELF DRILLING SCREWS 3/ 4" -— SILL TO 3E SET 114 A BCD OF MIN. EDGE DISTANCE APPROVED STRNCTURAL EXTERIOR SEALANT RIGID BACKER ROD 1/ 4• MAX. SHIM SPACE ILLER h APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 0711212016 MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 J\5 R L0 i 95 r••GEMy SERIES 185 ALUMINUM SINGLE HUNG WIIJD011 0,6125yt ••*= 52" X84" NON -IMPACT Elc' FLANGEINSTALLATIONDETAILSWITHFILLERSTATOFDR< 9M: v.1No REv tv` F•' fOR10*•' N. G.08 50c 546 scutNT pA1C S 12/09/14 7 OF 14 CONCRLZC/IAA_ QIIRY--"'- BY OTHERS • " OPTIONAL 1 •l BUCK SEC NOTES 3 - 7 SHEET 1 ` BACKER ROD - APPROVED SCAWNI RIGID FILLER 2 1,/2" MIN EDGE DISTANCE 4 1/4" M1N. EMBEDMENT i 1 I 1/4" MAX - SHIM SPACE 3/16" TAPCON EXTERIOR INTERIOR J SILL TO BE SET IN A BED OF 6nCKER F.:)p - . S A -PROVED \ OVED STRAPPUCTURALSTRUC SEALANT \ SEALANT OPTIONAL IX RUCK --- SEE NOIE 3 - 7 SHEET I SIIIM SPACC CONCRETE/MASONRY BY OTHERS VERTICAL CROSS SECTION CONCRET&MASONRY INSTALLATION 1 1/4" HIP1. EMBEDMENT CONCRETE/MASONRY BY OTHERS I. • a 3/16" TAPCON 0 a > 2 1/2" . MIN EDGE o DISTANCE RIGID FILLER Rcvlslac RN OFSCRm1:ON DATE Ampo6in A I REVISED ANCHOR SPACING k CHAR -IS 07/11/2016 PL. I OPTIONAL 1X DUCK SEE NOTES 3 - 7 SHEET 1 SIIIAI SPACE INTERIOR EXTERIOR BACKER ROD c APPROVED SEALANT JAMB INSTALLATION DETAIL CONCRETEMMASONRY 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 AS TM E2112 SIGNED: 07/12/2016 pesoWINDOWS DOORS S`R 11.L'o q,,/ KNDESTEF STREET GRATZ, PA 17030-0370 GENS •U+ j I0 5 4= SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"X84I NON -IMPACT FLANGE INSTALLATION DETAILS WITH FILLER 7AT OF i'OFS ;cl OR10P •per?\• DR<wN: uw, we. RLv 08- Oc 586OF A 7/S/if IT a uu NTS "'E 12/09/14 14 T ; 2' MIN EDGE DISTANCE OOD FP>MRJG OR V BUCK UY UIIIERS BACKER ROD —•' jtrAPPROVEDtJI 1/4" MAX. SEALANT SIIIM SPACE p10 WOOD SCREW dk INTERIOR I EXTERIOR UACKER ROD APPROVED SEALANT WOOD FRAUIr:G OR 2k PUCK BY OIIIErS METAL STRUCTURE - BY OT!•ERS APPROYL"D SEALANT EXTERIOR SILL Ti BF SET IN A BED OF APPROVED STRUCTURAL SEALANT BACKER ROC 1/'4" MAX. be APPROVE[ SHIM SPACE SFALANI 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 KITH ASTM E21 I2 METAL STRUCTURE BY OTHERS F 3/4° MIN I EDGE DISTANCE 1/4" MAX. SHIM SPACE IS OR SELF DRILLING SCREW INTERIOR VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION SILL TO BE SET IN A BED OF APPn^O`+ED STRUCTURAL SEALANI 1/4" MAX. SIIIM SPACE DESCRII'7>u1: I (WE AnnrU*R REVIS[D ANCHOR SPACING k CHARTS 07/11/2016 P.L. 1 1 /4" MIN. 1 /4" MAX. EMBEDMENT SHIM SPACE I INTERIOR 1r2" MIN EDGE DISIAIJL:E I \ 10 WOOD I ; :CREW k OR WOOD FRAMING OR 2X DUCK 1 BY OTHERS BACI(ER ROD APPROVED SUIIANI JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION r I /4" SHIM SPACE 10 sms OR INTERIOR SELF DRILLING SCREWS _ T-\%4mwal 4 1,;- MIN. rEOCE DISTANCE EXTERIOR 1 METAL BACKER ROD STRUCTURE A APPROVED BY OTHER'S SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 0711212016 Msso IWDOWESTMARKETS D DOORS STREET ft . L041///. GRATZ. PA 17030-0370 w•GENjge%t+ zz 0 5 k= SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"TION NON -IMPACT FItJLESS INSTALLATION DETAILS WITHOUT FILLERS O ( A t AT F•'c1OR1OP• \' j/'SS/ONA' I t b\\\ oR<wN QY: n0. FLV N.G. OB 502546 A 1• eA1[ NTS 12/09/14 9 OF 14 L 2 1/2" MIN EDGE DISTANCE CONCRLZE/MASOIIR'T — -- BY OTHERS `•\ 4 " e OPl n 1 1/4" MIN. SECSEE NOTNALES TX SUCK 3 - SUCK— ° EMBEDMENT Ia SHCCT 1 MAX UACKER ROC —'' 7 SHIM SPACE N APPROVED lirSEALANT 3/ 16" TAPCON 11 r — qli EXTERIOR I A1,- INTERIOR 3 — SILL TO BE SET BACKER, ROD )—l A ABED OF c APPROVED A PROVED STRUCTURAL SEALAIiT SEALANI OPTIONAL IX RUCK 1/ 4" MAX. SEE NOTE 3 — 7 , ' SHEET 1 SHIM SPACE CONCRETE_/IAASONRY UY OIHERS VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION 1 1/4' MIN EMBEDMENT CONCRETE/MASONRY DY OTHERS 3/16" TAPCON 2 1 /2" MIN. EDGE OI5-TA.NCE I v . o I 1 `\ EXTERIOR BACKER ROD d APPPOVED SEALANT JAMB INSTALLATION DETAIL CONCRET&MASONRY INSTALLATION PEM 406 InLvDFSUrnlowItartara11 A REVISED ANCHOR SPACING k CHARIS 107/11/20161 PL. OPIIONAL 1X RUCK SEE NOTES 3 - 7 SHEET I 1/4" MAX. SHIM SPACE INTERIOR 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: 0711212016 MI WINDOWS AND DOORS 0111llllll///,// O 650 WEST MARKET STREET GRATZ. PA 17030-0370 5 . VGEivv SERIES 185 ALUMINUM SINGLE HUNG WINDOW 0y6 5 *= 52LATIO NON —IMPACT FINLESS INSTALLATION DETAILS WITHOUT FILLER TAT OFDE ry Z1iisslONAI. N.G. 08-02546 A 1I11111110NTSeat12/09/14 `-1C1110 OF 14 i/2 MIN EDGE DISTANCE WOOD FRAMING OR 2Y BUCK UY OTI1ERS BACKER ROD -- I APPROVED 1.%4'• MAX. J SEALANT SATIN SPACE RIGID # 10 WOOD SCREW FILLER INTERIOR EXTERIOR BACKER ROD APPROVED SEALANT WOOD ,RAMING OR 2X BUCK BY C1111CLS MLIA STRU-:TURI BY OTHER. APPROVEI SEALAN' III--- ---+++--- S/4" MIN I L"UGE D151ANCE 1/4" 6IAX. SHIIA SPACE" RIGID J FILLER 410 SIAS OR SELF DRILLING EXTERIOR SCREW IrlAw ml INTERIOR SILL TO BE SET IN A BED OF APPROVED STRUCTURAL SEALANT 1/4- MAX BACKER ROD SHIM SPACE &, APPROVED SEALANT STRUCTURE BY OTHERS 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 VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION ALVIJOIC. ' NRN OFSLMFTON I MIE -PW'MD A Rc AtCD ANCHOR SPACING h i,NARi,"i 07/11/7016 RL. 1 1/4- MIN 1/4" MAX EMBEDMENT SHIM SPACE 1 /i2" / INTERIOR MIN EDGE DISTAIJCE r 110 WOOD SCREW A EXTERIOR WOOD FRAMIN;, Jl OR ZX BUCK BY OTHERS BACKER RO D S APPROVED RIGID J FILLER. SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION METAL STRUC1UP.E 1/4•• IAAX, BY OT,iERS SHIIA SPACE q 10 SIAS OR INTERIOR SELF DRILLING SCREWS 3/4" I SILL i0 BE SET MIN 1 NPIpIABL"D 01' EOCEAPPROVEDDISTANCE —1 J EXTERIOR STRUCTURAL 1 SEALANT RIGID `BACKER ROD 1/4" MAX SHIM SPACE FILLER % APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 071I Z2016 M650 IWESTDOW AND DOORSASTREET S11ft LW11110,'', N,p GRATZ. PA 17030-0370 r••G •U+ SERIES 185 ALUMINUM SINGLE HUNG WINDOW 0 5 #= 52"X84" NON —IMPACT jFINLESSINSTALLATIONDETAILSWITHFILLERS CIO. t>a<wI,• NO i c(0R1OP• ijS,ONAj1 ap`` 08 0 546 A scar. NTS eAv[ 12/09/14 1 S11EIT 11 OF 14 L y 2 1/2" MITI. ff EDGE DISTANCE CONCR_ TC /1,4ASQI1NY BY OTHERS n n 1 1/4" MIN. OPI)ONAL Ix BUCK " " ° EMBEDMENT SEC NOTES 3 - 7 - SI ICCT 1 7joUACKf.R ROD - SHIM SPACE i APPROVEDSCAANiLANi RIGID - y 11 3/ 16" TAPCON FILLER J'hl EXTERIOR J _I , _ INTERIOR C K- /- SILL TO DE SET BACKER. ROD I // APP BED 0; ROVED @ APPROVED % f / STRUCTURAL SEALANT \\\\ L 1 SEALANT O TIONALl IX BUC7 ^ MAX.. SHEET 1 \ T F SHIM SPACE CONCRETE/MAINRY UY OTHERS e VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION 1 1 /4" MI.N. EMBEV-ME141 CONCRETE/MASONRY DY OTHERS 3/16" TAPCON 2 1/2" MIN. EDGE DISIANCE I Rct7srlr IREVDFSCRm1pMIDAtE4A'WD0.2n A I REVISED ANCHOR SPACING k CHARTS 107/11/20161 PL CV I IONAL IX BUCK SEE NOTES 3 - 7 SHEET 1 Fi' 14"MAX, SHIM SPACE INTERIOR EXTERIOR BACKER ROD RIGID J h. APPROVED 5C FILLER ALAN T JAMB INSTALLATION DETAIL CONCRETEMASONRY INSTALLATION NOTES' 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS. NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH AS TM E2112 MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"X84" NON -IMPACT FINLESS INSTALLATION DETAILS WITH FILLER DRAWN (ftrt; I.Q. N.G. 1 08-02546 s""r NTS I Q"E 12/09/14 s121r12 OF 14 SIGNED: 0711212016 I ILI* f v •G EN' 41 94p 0 6 ••*= OTAT E OF 4 s,ONA 11 V' n18 :/coon Sr,REW 7/ 1 G" MII EDGE DISTAN WOOD FRAMING BY OTHERS 1/•1' MAX. SHIM SPACE I' rcwsadr.. ' olscm nol. OFi[ „aa_n RE'NISEC ANCHOR SPACING k CHARTS 07/11 /:10 161 P.L. wOOV FRAMING — _ 1/4" MAX Wt OTlIERS SHIM SPACE INTERIOR rl 1 t;4" / EXTERIOR LI EMBEDMENT / cI J I,L INTERIOR 4 ! ye w:sae —f SCREW IIIIII 7/, UIN EDGE DISTANCE EXTERIOR 7/ 16" MIN EDGE DISTANCE Ns a'uoD SCREW LFAMIII AGv 1 VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 1/ 4" MAX NOTES. 1 SHIM SPACE I INTERIOR AND EXTERIOR FINISHES, BY OTHERS, T NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 FRAMINGSIGNED: 0711212016 BY OTHERS Msso IWNOW AND DOORS IR II`/ o& AESTRKEISTREETGRATZ, PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 0 5 • * = 52" X84" NON -IMPACT FIN INSTALLATION DETAILS p : $ jp7 OF F•' O(ORIOP. oawRcam: 1.0. xtv N. G. 08-02546 A sS% • 7fillllll0\`\ LNTSL'A"E 12/09/IA S1Li113 OF 14 T2 3/ 16" 13/i6' IL,,_ i p FLANGE FRAME HEAD CM-1850I ALUMINUM 6063-TS .050• THICK 2 5/ 1 b --I 3 3 /8" L LT FLANGE FRAME SILL CM-18502 ALUMINUM 6063.T5.055• THICK 1 7/6' S 2 3/t6" FLANGE FRAME JAMB CM-185M ALUMINUM 6063-T5.050' THICK FINLESS FRAME SILL CM•08554 ALUMINUM 6063•T5.055' THICK 2 3/16' - V 1 FINLESS FRAME HEAD CM-18553 ALUMINUM 6063-TS 050' THICK 2 5/IC" 3 3 4 ' P FIN FRAME SILL CM-18509 ALUMINUM 6063-T5.055' THICK 2 3/ 16" I FINLESS FRAME JAMB CM-18513 ALUMINUM 6063-T5.050' THICK 2 3/ i 6" 2 5/16" FIN FRAME HEAD CM-18508 ALUMINUM 6063-T5.050• THICK 1 7/16" 2 3/8" 2 5/16" I 2 3/16" 1 3/A..71 2.. LnLlLI LOCK RAIL/STILE SASH BOTTOM RAIL MEETING RAIL FIN FRAME JAMB CM•18505 CM•18555 CM-18504 CM-18510 ALUMINUM 6063-T5.06T THICK ALUMINUM 6063•TS 050•THICK ALUMINUM 6063-T5.055• THICK ALUMINUM 6063 T5.050' THICK L r_ 3„6" GLAZING BEAD V-663 RIGID PVC .060' THICK I 15 /16" 5/f GLAZING BEAD V-185 RIGID PVC .050• THICK SASH STILE CM-18507 ALUMINUM 6063.T5.050' THICK REMSOM , I REV I DESCaRMN I MJE I A'ppov D I h I REVISCD MJGIOR SPACING k CHAR1$ 107/11j90161 RL 1 /8" ANN. - - 1 /8" ANN. METAL REIvFORCED 8111'1L SPACER EXTERIOR I* fr TERIOR 15/8" r SILICONE SEALANT I5ET11NGBLOCK -/ GLAZING DETAIL A 3/16" ,INN EXTERIOR INTERIOR 5/8" I SITE SALANE SEALANI SETTING I" BLOCK GLAZING DETAIL B MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW/ 52"X84" NON -IMPACT COMPONENTS N.G. 08-02546 NTS a'E 12/09/14 SIElT14 OF 14 SIGNED: 0711212016 Florida Building Code Online Page 1 of 3 tic, Business & Professional . h r SCIS Mome Log In I User Registration Hot Topics Submit Surcharge Stats 6 Facts Publications FBC Scarf SCIS Site Map Links Search ilxica a': Product Approval fi USER: Public User I. - P Product Approval Menu > Produtt or Aoel,ution Search > Aga igggr, JjZ > Application Detail FL # FLIS349-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 MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2S60 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Fixed Compliance Method Certification Mark or Listing Certification Agency American Architectural Manufacturers Association Validated By Steven M. Urich, PE O 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 11/18/2016 Date Validated 11/18/2016 Date Pending FBC Approval Date Approved 12/01/2016 Year 2008 2008 http://www.floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvd WIan... 9/7/2017 Florida Building Code Online Page 2 of 3 Summary of Products FL ?R IModel, 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 FL0349 R8 C CAC APC 12786.odf Approved for use outside HVHZ: Yes FLIS349 R8 C CAC APC 12787.odf Impact Resistant: No Quality Assurance Contract Expiration Date Design Pressure: +60/-60 04/03/2018 Other: CW-PG60 Installation Instructions FLIS349 R8 II 08-02357B.odf Verified By: Luis R. Lomas, PE 62514 Created by Independent Third Party: Yes Evaluation Reports FLIS349 R8 AE 513124B.odf Created by Independent Third Party: Yes 15349.2 i8S PW 159 x 54 Triple CHS Insulated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLIS349 R8 C CAC APC 15350.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 01/24/2021 Design Pressure: +SS/ -SS Installation Instructions Other: R-PG55 FLIS349 R8 II 08-02949.odf Verified By: Luis R. Lomas, PE 62514 Created by Independent Third Party: Yes Evaluation Reports FLi5349 R8 AE 513783.odf Created by Independent Third Party: Yes 15349.3 185 PW Impact 72 x 72 Insulated Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15349 R8 C CAC APC 15454.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: Yes 06/2S/2021 Design Pressure: +55/-55 Installation Instructions Other: FW-LC55, Missile Level D, Wind Zone 3. Glass FL15349 R8 II 08-02948.odf consisted of 5/32" tempered exterior - spacer - 5/32" Verified By: Luis R. Lomas, PE 62S14 annealed / 0.100 Solutia Saflex HP / 5/32" annealed. Glass Created by Independent Third Party: Yes was bedded in Pecora 896 silicone with 5/8" glass bite. Evaluation Reports FLIS349 R8 AE 513782.odf Created by Independent Third Party: Yes 15349.4 185 PW Impact 159 x 54 Triple CHS Insulated Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLIS349 R8 C CAC APC 8272.odf Approved for use outside HVHZ: Yes FLIS349 R8 C CAC APC 8273.odf Impact Resistant: Yes Quality Assurance Contract Expiration Date Design Pressure: +55/-SS 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.odf 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 FLIS349 R8 AE 512278B.odf Created by Independent Third Parry: Yes 15349.5 185 PW Impact 96 x 60 Insulated Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLi5349 R8 C CAC APC 7962.odf 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 FLIS349 R8 II 08-01613B.odf consisted of 5/32" annealed exterior - spacer - 5/32" Verified By: Luis Roberto Lomas 62SI4 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 512277B.odf Created by Independent Third Party: Yes 115349.6 1 185 PW Impact 173 x 61 Insulated Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15349 R8 C CAC APC 12136.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: Yes 10/28/2017 Design Pressure: +55/-SS Installation Instructions Other, FW-LC55, Missile Level D, Wind Zone 3. Glass FLIS349 R8 II 08-02947.odf http://www.floridabuilding.org/pr/pr_app_dtl.aspx?paratn=wGEVXQwtDgtH8572gvd WIan... 9/7/2017 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 FLIS349 R8 AE 513781.odf Created by Independent Third Party: Yes Back Hont Covet Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Prone: 650-487-1824 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 mall 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 4SS, F.S. must provide the Department with an email address If they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 45S, F.S., please click here . product Approval Accepts: r0a 99 a Credh Card Safe http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH85 72gvdWlan... 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 6063-75. 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 J6 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 DESCRIPRON DATE APPROVED REVISED INSTALLATION DETAILS DS/01/15 R.L. REVISED NAME AND ADDRESS 10/27/10 R.L. 15.FOR ANCHORING THROUGH FRAME INTO WOOD FRAMING OR 2X BUCK USE 010 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4' MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 16.FOR ANCHORING THROUGH FRAME INTO MASONRY/CONCRETE USE 3/16' TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 17. FOR ANCHORING THROUGH FRAME INTO METAL STRUCTURE USE #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 6063-75 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. MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ, PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON -IMPACT NOTES TABLE OF CONTENTS ONG No SHEET NO. DESCRIPTION J.L 08-02357 B 1 I NOTES soar NTS I MTE 09/03/14 1 SH- 1 OF 12 2 - 3 1 ELEVATIONS, CHARTS AND GLAZING DETAILS 4 - 12 1 INSTALLATION DETAILS L ROBERTO LOADS P.E. 1432 WOOOMAD RD LEWLSVILLE. NC 27023 434-0.0600 dI*mS*Nkmtf * m SIGNED: 1111512016 NJ\S G E IVS9/ice AyVo,61. t ST(,A(T rE OF ; oft r •. OR10 Luis R. Lomas P.E. FL No.: 62514 72 1/2" MAX FRAME WIDTH - 6" MAX -r-r 18- MAX O.C. -I 6" MAX L 18" / MAX O.C. 71 1/2" MAX FRAME HEIGHT REFER TO CHARTS SERIES 185 ALUMINUM FIXED WINDOW 1 & j2 EXTERIOR VIEW FOR NUMBER OF ANCHORS REQUIRED • 72 1/2" MAX FRAME WIDTH 1 6" MAX _ 18" MAX O.C. - 6" MAX 71 1/2" 18' MAX MAX O.C. FRAME T HEIGHT I REFER TO CHARTS SERIES 185 ALUMINUM FIXED DESIGNER WINDOW 1 & 82 EXTERIOR VIEW FOR NUMBER OF ANCHORS REQUIRED DESIGN PRESSURE RATINGJ IMPACT RATING t60.0PSF NONE NOTES. 1. MAXIMUM D.L.O.: 69 3/4' X 68 314' REVISIONS REV DESCRIVIION DALE APPROVED A REVISED INSTALLATION DETAILS 06/01/151 R.L. 8 REVISED NAME AND ADDRESS 10/27/16 R.L. CHART MI Number o/ anchors required (without rigid Mlle Frame Frame width 11n W Ighl 2400 30.00 36.00 42.00 49.00 4.00 60.00 6.00 72.60 fin) HAS a.D HAS amb HAS amb HAS amb HAS amb HAS amb HAS amb HAS amb HIS amb 24.60 2 2 2 2 3 2 3 2 3 2 4 2 4 2 4 2 5 2 30.00 2 2 2 2 3 2 3 2 3 2 4 2 4 2 4 2 S 2 J&CO 2 3 2 3 3 3 3 3 3 3 4 3 4 3 5 3 5 3 4L66 2 3 2 3 3 3 3 3 3 3 4 3 5 3 5 3 0 3 40.00 2 3 2 3 3 3 3 3 3 3 4 3 S 3 6 3 6 3 64.00 2 4 2 4 3 4 3 4 3 4 4 4 5 4 6 4 7 1 60.00 2 1 2 1 3 1 3 S 3 S 4 S S S 6 S 7 5 60.00 2 4 2 1 J 5 3 5 3 6 4 6 5 6 6 8 7 6 71.50 2 5 2 S 3 S J 1 6 1 6 4 7 S 7 8 1 7 7 7 CHART N2 Number o/ anchors required with rigid Oilers) Frame Frame width (in) Height 24.00 0.00 6.00 41.00 46.00 4.00 0.00 66.00 72.60 tin) HAS mD HAS Jamb HIS Pamirl HAS Jamb HAS amb HIS amb HIS amb HAS amb HAS amb 24.00 2 2 2 2 3 2 1 2 3 2 4 2 4 2 4 2 5 2 0.00 2 2 2 2 3 2 3 2 3 2 4 2 4 2 4 2 S 2 36.00 2 3 2 3 3 3 3 3 3 3 4 3 4 3 4 3 5 3 42.00 2 3 2 3 3 3 3 3 3 3 4 3 4 3 4 3 5 3 46.00 2 3 2 3 3 3 3 3 3 3 4 4 3 4 3 5 64 00 2 4 2 4 3 4 3 4 3 4 4 4 4 4 4 4 5 4 60.00 2 4 2 4 4 J 1 1 4 4 4 4 4 4 4 5 4 06.00 2 4 2 4 J 4 3 4 3 4 4 4 4 4 4 4 5 4 71" 2 S 2 5 s 1 S 3 1 5 3 5 4 5 4 S 4 S S S SEE SHEETS 4.7 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 FLANGE & FINLESS ELEVATION & CHARTS DRA11re DNG ND, J.L. 08-02357 SCALE NTS 09/03/14 1 SHM2 OF 12 L. ROBERTO LOMAS P E 1432 wOOOFORD RD LE WISVILLE. AC 2700 4N-Wa 0609 Ao S*&kmMv=m SIGNED: 11/15/2016 J S11R I li0,/!,// 0 6 oTATE OF •!et, Luis R. Lomas P.E. FL No.: 62514 71 I Fl HI 6- MAX —EI 72 1/2- MAX FRAME WIDTH — I18' MAX O.C. I 18 MAX O.C. 1/2' TAX AME IGHi 00 j REFER TO CHART 83 J SERIES 185 ALUMINUM FIXED WINDOW FOR NUMBER OF EXTERIOR VIEW ANCHORS REOUIRED 6" MAX 72 1/2' MAX FRAME WIDTH 6' MAX — 18" MAX O.C. —I 6' MAX j 1_ / 18' MAX O.C. 71 1/2' MAX FRAME j HEIGHT I l oo REFER TO CHART S3 --- FOR NUMBER OF SERIES 185 ALUMINUM FIXED DESIGNER WINDOW ANCHORS REQUIRED EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RA71NG 360.0PSF NONE NOTES: 1. MAXIMUM D.L.O.: 69 3/4' X 68 3/4' RE%r,XM DESG®nON DATE 'r- REVISED INSIALLATION DETAILS 06/01/15 1-1—L REVISED NAME AND ADDRESS 10/27/16 R.L CHART M3 Number of anehon required Inn Installation Frame Frame wldth (In) Might 24.00 30.00 2e.00 42.00 48.00 84.00 e000 00.00 72.50 In) HAS p&mbI HAS pamb HAS Jamb HAS Jamb HAS Jambi HAS Jamb HAS Jamb HAS amb HAS Jamb 24.00 3 3 3 3 4 3 4 3 4 3 S 3 S 3 6 3 30.00 3 3 3 3 3 3 4 3 4 3 4 3 S 3 S 3[ 833e.00 3 3 3 3 3 4 3 4 3 4 3 5 3 S 42.00 3 4 3 4 3 4 4 4 4 4 4 4 S 4 S 448.00 3 4 3 4 3 4 4 4 4 4 4 4 S 4 S 454.00 3 4 1 3 1 4 4 4 4 4 1 S 4 5 400S3S3S4S4S4S5SSSee.003S3 S 3 S 4 S 4 S 4 S S 6 S ST1.50 3 6 3 e 3 6 4 6 4 a4 6 S e S 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 R CHART DRANK: One ND. REV J.L. 08-02357 B srAL[ NTS 09/03/14 —3 OF 12 L ROSERTO LOMAS P.E. 14M WOODFORD RD LEWISVILLE. NC 27W J 434•Aee-0w marYs®trbnns0e oam SIGNED: 1111512016 5 1R I1C10 i EN`rF 9'r• SE • 17DATOFI OOA `1.G\ L. Luls R. Lomas P.E. FL No.: 62514 1/2" MIN. I EDGE DISTANCE WOOD FRAMING I 1 1/4" MIN. OR 2X BUCK EMBEDMENT BY OTHERS 1/4" MAX. BACKER ROD SHIM SPACE APPROVED SEALANT 110 WOOD SCREW EXTERIOR INTERIOR 110 WOOD SCREW RIGID FILLER BACKER ROD APPROVED 1/4" MAX. SEALANT r SHIM SPACE WOOD FRAMING 1 1/4" MIN. OR 2X BUCK EMBEDMENTBYOTHERS 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4' MIN. 1/4" MAX. EMBEDMENT r SHIM SPACE T_ _ T1/Y MIN. EDCE DISTANCE INTERIORI 10 WOOD SCREW vWOODFRAMING 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 r 3/4' MIN I EDGE DISTANCE 1/4' MAX B r SHIM SPACE I I10 SMS OR SELF DRILLING SCREW INTERIOR 10 SMS OR SELF DRILLING SCREW RIGID FILLER 1/4" MAX. C SHIM SPACE I11 3/4' MIN f-F EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 1/4" MAX r SHIM SPACE INTERIOR 10 SMS OR SELF DRILLING SCREWS METAL EXTERIOR STRUCTURE BACKER ROD BY OTHERS & APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION REVRIDNS REV DCSCRIPRON DATE APPROVED A REVISED INSTALLATION DETAILS 06/01/15 R.L. B REVISED NAME AND ADDRESS 1 10/27/16 1 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 MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ. PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT FINLESS INSTALLATION DETAILS WITHOUT FILLERS DRAWN: DrIG ND R J.L. 08-02357 sc-uE NTS I DALE 09/03/14 1 SMEE14 OF 12 L. ROHERTO LOMAS AE I43Y WOODFORD RD LE WISVILLE. NC 27023 13r-M-0609 mamasekbMsae cram SIGNED: 1111512016 GENs q i i 10 TATE OF w FS AL Luis R. Lomas P.E. FL No.: 62514 REVISIONS ' REV DESCRIPTION DATE APPROVED 2 1/2 MIN. A REVISED INSTALLATION DETAILS 06/01/15 R.L. EDGE DISTANCE B REVISED NAME AND ADDRESS 10/27/16 R.L. CONCRETE/MASONRY BY OTHERS 1 1/4" MIN. 1 1/4" MIN. EMBEDMENT OPTIONAL IX BUCK SEE NOTES 3 - 7 EMBEDMENT SHEET 1 o CONCRETE/MASONRY BACKER ROD 1/4' MAX BY OTHERS 1/4" MAX. APPROVED SHIM SPACE SHIM SPACE SEALANT OPTIONAL 1X BUCK o ISEENOTES3 - 7 SHEET 1 3/16" TAPCON EXTERIOR INTERIOR 3/16" TAPCON INTERIOR 3/16" TAPCON BACKER R00 k APPROVED SEALANT 1/4" MAX 2 1/2" OPTIONAL 1X BUCK SHIM SPACE MIN. SEE NOTE 3 - 7 EDGE o SHEET 1 DISTANCE EXTERIOR T CONCRETE/MASONRY BACKER ROD BY OTHERS b . 1 1/4" MIN. APPROVED EMBEDMENT JAMB INSTALLATION DETAIL CONCRETEIMASONRY INSTALLATION 2 1/2" MIN EDGE DISTANCE VERTICAL CROSS SECTION CONCRET&MASONRY INSTALLATION SIGNED: 1111512016 MI WIND DOORS, LLC1R oWw. MARKETSGRATZ, PA 17030,•GENSF• 9+% l( 0 7 i' NOTES: SERIES 185 ALUMINUM FIXED WINDOW 0 5 I. INTERIOR AND EXTERIOR FINISHES. BY OTHERS. NOT SHOWN FOR 73" X 72" NON -IMPACT CLARITY FINLESS INSTALLATION DETAILS WITHUT FILLERS TAT OF 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 i'c S 'cCDRAWpWONo. REV O RM"' J.L. 08--0 2E357 B Yi7jr ONA 11E`\ a1EWALENTS 09/03/14 5 OF 12 L. ROBERTO LOWS P E. 14M RIDOOFORD RD LEWISVILLE, NC 270M Luis R. Lomas P.E. FL No.: 62514IJI-6C -OW9 n%MS@ b Spsam RLNSIONS 1/2" MIN. REV OESCRIRIION DATE AWROVEO EDGE DISTANCE 3/4" MIN A REVISED INSTALLATION DETAILS 06/01/15 R.L. WOOD FRAMING I 1 1/4' MIN METAL EDGE DISTANCE B REVISED NAME AND ADDRESS 10/27/16 RL OR 2X BUCK BY OTHERS EMBEDMENT STRUCTURE BY OTHERS 1/4' MAX. SHIM SPACE 1/4' MAX. I BACKER ROD SHIM SPACE BACKER ROD APPROVED APPROVED RIGID FILLER SEALANT RIGID FILLER SEALANT 10SMS OR 10 WOOD SCREW SELF DRILLINGSELF SCREW EXTERIOR EXTERIOR INTERIOR INTERIOR 10 SMS OR 10 WOOD SCREW SELF DRILLING SCREW BACKER ROD RIGID FILLER BACKER ROD RIGID FILLER APPROVED 1/4" MAX. APPROVED 1/4" MAXSEALANTSHIMSPACESEALANT SHIM SPACE WOOD FRAMING OR 2X BUCK 1 1/4" MIN. METAL STRUCTURE NOTES: BY OTHERS EMBEDMENT BY OTHERS , 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS. NOT SHOWN FOR CLARITY. 3/4" MIN 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE 1/2" MIN. EDGE DISTANCE DESIGNED IN ACCORDANCE WITHASTME2112 EDGE DISTANCE VERTICAL CROSS SECTION VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4" MIN 1/4" MAX. EMBEDMENT I r SHIM SPACE j- IN. RIGID FILLER 1/2" M EDGE DISTANCE 110 WOOD" SCREW WOOD FRAMING EXTERIOR OR 2X BUCK OTHERS BACKER ROD APPROVED SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 1/4" MAX. SHIM SPACE RIGID FILLER 3/4' MIN. INTERIOREDGEDISTANCE JID SMS OR SELF DRILLING SCREWS METAL EXTERIOR STRUCTURE BACKER ROD BY OTHERS & APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 1111512016 MI WIND DOORS, LLC 1R II` q'/i/,/ oww MNDK ET J\S 9,I+% GRATZ, PA 17030 v,•GENS SERIES 185 ALUMINUM FIXED WINDOW*• TONSIMPACTE`FINLESS 7LL X VATNINSTALLATIONDETAILSWITHRIGIDFILLERSq0 OF J.L. 08 02357 B G Luis R. Lomos P.E. FL No.: os NTS DATE 09/03/14 OF 12 L. ROBERTO LOMAS P.E. 1u32 KOODFORD RD LEMSVILLE. NC 27023 31-W-0609 r0o W@*bMMpe tom RMSONS ' REV DESCRIPTON DATE APPROVED 2 1/2" MIN. A REVISED INSTALLATION DETAILS 06/01/15 R.I. EDGE DISTANCE I B REVISED NAME AND ADDRESS 10/27/16 R.L. CONCRETE/MASONRY BY OTHERS 1 1/4" MIN. 4 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 I BUCK RIGID FILLER SEE NOTES 3 - 7 SHEET 1 RIGID FILLER 3/16" TAPCON EXTERIOR INTERIOR 3/16" TAPCON INTERIOR 3/16- TAPCON BACKER ROD APPROVED RIGID FILLER 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 n 1 1/4- MIN. Dh SEALANT Q. EMBEDMENT JAMB INSTALLATION DETAIL 4. a e CONCRET&MASONRYINSTALLATION 2 1/2- MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION SIGNED: 1111512016 MI WINDOWS AND DOORS, LLC V111111I1r/r7j7L 650 W. MARKET ST. GRATZ, PA 17030 S !' 0 N`J NOTES' CEN&' •+% SERIES 185 ALUMINUM FIXED WINDOW1.INTERIOR AND EXTERIOR FINISHES, BY OTHERS, Oy6125 k NOT SHOWN FOR CLARITY. 73" X 72" NON -IMPACT 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE FINLESS INSTALLATION DETAILS WITH RIGID FILLERS TATp. TATE OF DESIGNED IN ACCORDANCE WITH ASTM E2112 i O • , ii•S` ;cfDRAWN: DWc No. o8 REV B QF110P G``\ s ONA 11E\` srwEE NTS DOE SoEE35709/03/14 7 OF 12 L. ROBERTO LOMAS P E. 14W 11tlOOFORD RD LEVRSVILLE. NC 27023 Luis R. Lomas P.E. FL No.: 62514434•6CR•0609 Alomaspbbmasmeam WOOD FRAMING OR 2X BUCK BY OTHERS BACKER ROD k APPROVED SEALANT BEHIND FLANGE 1/2' MIN. EDGE DISTANCE 1 1/4' MIN. F EMBEDMENT 1/4" MAX. SHIM SPACE 110 WOOD SCREW METAL STRUCTURE BY OTHERS BACKER ROD do APPROVED SEALANT BEHIND FLANGE I -I- 3/4- MIN. 1/4- MAX SHIM SPACE 10 SMS OR ELF DRILLING REW REVISIDNS REV DESCRFWN DATE APPROVM A REVISED INSTALLATION DETAILS 06/01/15 R.L. B REVISED NAME AND ADDRESS 1 10/27/16 R.L. EXTERIOR EXTERIOR INTERIOR INTERIOR 110 SMS OR 110 WOOD SCREW SELF DRILLING SCREW BACKER ROD k RIGID FILLER BACKER ROD & RIGID FILLER APPROVED SEALANT 1/4" MAX. APPROVED SEALANT BEHIND FLANGE SHIM SPACE BEHIND FLANGE 1/4" MAX Frr If SHIM SPACE NOTES: WOOD FRAMING 1 1/4' MIN METAL I. INTERIOR AND EXTERIOR FINISHES, BYOTHERS. OR 2X BUCK STRUCTURE NOT SHOWN FOR CLARITY. BY OTHERS EMBEDMENT BY OTHERS 2.PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 3/4- MIN I 1/2' MIN EDGE DISTANCE EDGE DISTANCE VERTICAL CROSS SECTION VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION WOOD FRAMING OR 2X BUCK INS7ALLATION 1/4" MAX 1 1/4" MIN. 1/4" MAX SHIM SPACE EMBEDMENT SHIM SPACEr 1/2' MIN. 3/4" MIN. INTERIOR EDGE DISTANC EDGE DISTANCE SIGNED: 1111512016 INTERIOR MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. v++1IIIIIii, i 0,// i GRATZ, PA 17030 v•GEfVSF.9f 110 WOOD 110 SMS OR SCREW SELF DRILLING SERIES 185 ALUMINUM FIXED WINDOW 0,.6126 *=_ SCREWS 73" X 72" NON —IMPACT t WOOD FRAMING OR 2X BUCK EXTERIOR METAL EXTERIOR FLANGE INSTALLATION DETAILS WITHOUT FILLERS 0: TATE OF .w ZOR104:• BY OTHERS BACKER ROD k STRUCTURE By OTHERS BACKER ROD do DRAWN. DwG ND REV J.L. 08-0022T357 B+aG iiO.e•• APPROVED SEALANT APPROVED SEATNGEBEHINDBEHIND La1E NTS09/03/14 8 OF 12 JAMB INSTALLATION DETAIL JAMB INSTALLATION DETAIL L RMRTOLOMASP.E WOOD FRAMING OR 2X BUCK INSTALLATION METAL STRUCTURE INSTALLATION 1432WOODFORDRDLEWISVILLE.NC27023 Luis R. 625mos P.E. FL No.: 62514 N,60 9 IADnw*kbnt&vee RLVIslo l REV DESCRIPTION DATE APPROVED 2 1/2" MIN A REVISED INSTALLATION DETAILS 06/01/15 RL EDGE DISTANCE B REVISED NAME AND ADDRESS 10/27/16 R.L. CONCRETE/MASONRY BY OTHERS 1 1/4" MIN. 1 1/4" MIN EMBEDMENT OPTIONAL 1X BUCK EMBEDMENT SEE NOTES 3 - 7 SHEET 1 o CONCRETE/MASONRY BACKER ROD & 1 4 MAX. OTHERS 1/4" MAX. APPROVED SEALANT SHIM SPACE o I 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 dL APPROVED SEALANT BEHIND FLANGE OPTIONAL 1X BUCK 1/4" MAX SHIM SPACE 2 1/2" SEE NOTE 3 - 7 EDGE SHEET 1 DISTANCE EXTERIOR CONCRETE/MASONRY BACKER ROD do BY OTHERS e 1 1/4" MIN. APPROVEDSEALANT EMBEDMENT BEHIND •• a NGE JAMB INSTALLATION DETAIL 4 eA CONCRET0A41SONRYINSTALLATION a 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRET&MASONRY INSTALLATION SIGNED: 1111512016 MI WIND DOORS, LLC II` o, 9,/' oWw. MnDK ST.`\\J\S a GRATZ, PA 17030 v,•GENSe••+ NOTES: SERIES 185 ALUMINUM FIXED WINDOW tM-TAT 1. INTERIOR AND EXTERIORFINISHES, BYOTHERS, 73" X 72" NON -IMPACT VCO)F NOTSHOWNFORCLARITYFLANGEINSTALLATIONDETAILSWITHOUTFILLERSw 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE i'` FS DESIGNEDINACCORDANCEWITHASTME2112DRAWNoweNO. REV J. L. 08-02357 a 1'i1S/ONA`1Et\\ SCALENTS — 09/03/14 S"En9 OF 12 41111111110 L ROSERTOLOWSRE 1432WOODFORORDLEMSVaLE NC2702J Luis R. Lomas P.E. 434• 666-0609 Nbffw*k awSpsc&" FL No.: 62514 WOOD FRAMING OR 2X BUCK BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE 1/2' MIN. EDGE DISTANCE 1 1/4" MIN. EMBEDMENT 1/4" MAX. SHIM SPACE RICID FILLER 10 WOOD SCREW EXTERIOR INTERIOR 10 WOOD SCREW RIGID FILLER BACKER ROD & APPROVED SEALANT 1/4" MAX BEHIND FLANGE f SHIM SPACE WOOD FRAMING 1 1/4" MIN. OR 2X BUCK EMBEDMENT BY OTHERS771 TFz1/2' MIN EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4" MIN. 1/4" MAX. EMBEDMENT SHIM SPACE RIGID FILLER 1/2" MIN. EDGE DIStANC INTERIOR I 110 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 nmsRN1s , REV DESCRIPTION DATE APPROVED 3/4" MIN A REVISED INSTALLATION DETAILS 06/01/15 R.L. METAL r^ EDGE DISTANCE STRUCTURE B REVISED NAME AND ADDRESS 10/27/16 R.L. BY OTHERS 1/4" MAX. SHIM SPACE BACKER ROD & APPROVED SEALANT RIGID FILLER BEHIND FLANGE 10 SMS OR SELF DRILLING SCREW 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 RIGID FILLER 3/4' MIN. INTERIOR EDGE DISTANCE 110 SMS OR SELF DRILLING SCREWS METAL EXTERIOR STRUCTURE BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 11/15/2016 MI WIND DOORS, LLC1RoWw. MNDKET LOWl GRATZ, PA 17030 OEN'rF • 6SERIES185ALUMINUMFIXEDWINDOW*• 73" X 72" NON-IMPACTSaVATFLANGEINSTALLATIONDETAILSWITHRIGIDFILLERS0OF W, nFS;C(pR100: DRAWN: owc No REV Ge• 08 57 a Luis R. Lomas P.E. FL No.: as scv.E DATE sNEnNTS09/03/14 10 OF 12 L. ROBERFOLOA.ASPE 1132WOODFORORDLEMSVRLE.NC27023 43w-w-0609 dbmsoebmespecom CONCRETE/MASONRY BY OTHERS OPTIONAL IX BUCK SEE NOTES 3 - 7 SHEET I BACKER ROD & APPROVED SEALANT BEHIND FLANGE EXTERIOR BACKER ROD & APPROVED SEALANT BEHIND FLANGE OPTIONAL 1X BUCK SEE NOTE 3 — 7 SHEET 1 CONCRETE/MASONRY BY OTHERS 2 1/2 MIN. EDGE DISTANCE a 1 1/4' MIN. a a •' EMBEDMENT 1/4- SHIM SPACE RIGID FILLER 3/16' TAPCON INTERIOR 3/16" TAPCON RIGID FILLER 1/4' MAX. SHIM SPACE T 1 1/4" MIN. EMBEDMENT CONCRETE/MASONRY BY OTHERS OPTIONAL IX BUCK SEE NOTES 3 — 7 SHEET 1 3/16" TAPCON T4' 1 1/4" MIN. EMBEDMENT e. e. .. A 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION 2 1/2" MIN. EDGE DISTANCE I a REVISIONS ' REV DESCRIPTION DATE APPROVED A REVISED INSTALLATION DETAILS 06/01/15 R.I. B REVISED NAME AND ADDRESS 1 10/27/16 R.I. 1 /4" MAX. SHIM SPACE r RIGID FILLER INTERIOR EXTERIOR T BACKER ROD & APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL CONCRETEAMASONRYINSTALLATION SIGNED: 1111512016 MI WINDOWS DOORS, LLC Ilk 0, ///, NOTES 1.INTERIOR AND EXTERIOR FINISHES, BYOTHERS. MnDK s . L NOT SHOWN FOR CLARITY. GRATZ, PA 17030 v •'(',ENS'.'9pIt . _ SERIES 185 ALUMINUM FIXED WINDOW2PERIMETERANDJOINTSEALANTBYOTHERSTOBE 0 6 >t = DESIGNED /NACCORDANCE WITH ASTME2I12 73" X 72" NON -IMPACT 0 FLANGE INSTALLATION DETAILS WITH RIGID FILLERS 1I , TAT OF ls D"w* J. L08—O/E2E357D11L ND RE' B C( O RI'D zi/ 7S7pNA 11F,1\\O scuE a1E NTS09/03/14 11 OF 12 L ROBERTO LOMAS P.E. Luis R. Lomas P.E. I432 WOODFORD RDLEWISVILLE, NC 27023 FL No.: 62514 4344W-0609 Mwnrrs@*bn%&sps cam APPROVED SEALANT BEHIND FIN 1 1/4' MIN. EMBEDMENT p6 WOOD WOOD SCREW FRAMING BY OTHERS J—_ 1/4' MAX SHIM SPACE WOOD FRAMING —I 1/4" MAX 3/8' MIN j BY OTHERS SHIM SPACE EDGE DISTANCE p6 WOOD INTERIORSCREW INTERIOR I I EXTERIOR 1/4' MAX I r SHIM SPACE 3/8' MIN EDGE DISTANCE 6 WOOD WOOD SCREW FRAMING APPROVED 1 1/4' MIN. BY OTHERS SEALANT EMBEDMENT BEHIND FIN VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4" MIN. EMBEDMENT APPROVED SEALANT BEHIND FIN EXTERIOR 3/8' MIN EDGE DISTANCE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION REVISIONS REV DESCRIPTION DATE APPROVED A REVISED INSTALLATION DETAILS 06/01/15 RL. B REVISED NAME AND ADDRESS 10/27/16 R.L. NOTES: I. INTERIOR AND EXTERIOR FINISHES, BYOTHERS. NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE KITH 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: pWC Np J.L. 08-02357 CAU NTS IDOE 09/03/14 1 SEE" 12 OF 12 L. ROBERTO LOM4S RE 14M WOODFORD RD LEWISVILLE, NC 27023 434.6"-OW9 cam SIGNED. 1111512016 ENSF'9'P_ M._TATP04F' M, Qltz O i1`'cLOR1 P g j0NAj1`` Luis R. Lomas P.E. FL No.: 62514 Florida Building Code Online Page 1 of 3 Ilei r rr PRegulation:. LTF SCIS Home Lop In User Registration ! Hot Topics Submit Surcharge Stats & Facts Publications FBC Staff SCIS Site Map Unks search U. d Product Approvalb rx uuua USER: Public User Lt+:4+Au':m Product Aooroval Menu > Product or Aooliutron Search > Anohcatmn List > Application Detail FL # FUS353-112 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@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Mullions Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer G Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Luis R Lomas, PE the Evaluation Report Florida License PE-62514 Quality Assurance Entity National Accreditation & Management Institute Quality Assurance Contract Expiration Date 12/31/2017 Validated By Steven M. Urich, PE G Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Product Approval Method FL15353 R2 COI FLCOI.odf 1710.5.3 Method 2 Option B http://www.floridabuilding.orglprlpr_app_dtl.aspx?param=wGEVXQwd)gtH8572gvd WIS... 9/7/2017 Florida Building Code Online Page 2 of 3 Date Submitted Date Validated Date Pending FBC Approval Date Approved 06/15/2015 06/1S/201S 06/21/2015 08/19/2015 FL # I Model, Number or Name Description 15353.1 15764 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS353 R2 II 08-01448A.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 FLIS353 R2 AE 512072A.odf 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 FL1S353 R2 II 08-01439A.odf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62S14 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R2 AE 512063A.odf span: 83" Created by Independent Third Party: Yes 115353.3 15765 1 Horizontal Aluminum Mullion I Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS353 R2 II 08-01449A.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 512073A.odf span: 104-1/4" Created by Independent Third Party: Yes 1 15353.4 I S765 I Vertical Aluminum Mullion I Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 11 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.odf span: 83". Created by Independent Third Party: Yes 115353.5 1 CM-18514 I Vertical Aluminum Mullion I Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS353 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 FLIS353 R2 AE 512066A.odf length - 83". Created by Independent Third Party: Yes 115353.6 1 CM-18520 I Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 11 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.odf span - 104-1/4" Created by Independent Third Party: Yes 115353.7 1 CM-18523 I Horizontal Aluminum Mullion I Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 11 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 FLIS353 R2 AE 512076A.odf span - 104-1/4". Created by Independent Third Party: Yes 15353.8 CM-18531 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS353 R2 11 08-01443A.odf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 http://www. floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH8 5 72gvd WI S... 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.odf span - 83" 1 Created by Independent Third Party: Yes 115353.9 1 CM-18532 I Horizontal Aluminum Mullion I Limits of Use Installation Instructions Approved for use in HVH2: No FL15353 R2 II 08-01453A.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.odf 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 HVH2: 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 y1S353 R2 AE 512068A.odf span: 83" Created by Independent Third Party: Yes 153S3.11 CM-18534 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVH2: No FL15353 R2 II 08-01454A.odf Approved for use outside HVH2: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant, Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R2 AE 512078A.odf span: 104-1/4". Created by Independent Third Party: Yes Badt Nutt Contact us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850.4117-IM 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 mall to this entity. Instead, Contact the office by phone or by traditional mall. If you have any questions, please contact 8S0.497.139S. '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 !malls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wiSh to Supply a personal address, please provide the Department with an email address which can be made available to the public. TO determine It you are a licensee under Chapter 455, F.s., please clock here . Product Approval Accepts: iTE-70 H a Credit Card Sale http://w A,w.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvdWIS... 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 INDMDUAL 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 = WI + W2 2 REV I DESCRIP110N DATE APPR(WED A I REVISED INSTALLATION DETAILS 06/10/15 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.1 DESCRIPTION NOTES CONFIGURATIONS AND DP CHART INSTALLATION DETAILS DRAWN V.L. MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 5764 — VERTICAL MULLION 83" MULLION SPAN GENERAL NOTES oWc ND SME NTS Im'E 01/11/12 08-01439 sNEET 1 OF 3 SIGNED: 0611112015 I E SM4,' P OTATE OF A"ORIOP 40NA'tE\\\\ 107 3/8" COMBINED WIDTH WI -jr- W2 - 83" 1 FRAME HEIGHT WINDOW WINDOWILA, MULLION SPAN) L 107 3/8' COMBINED WIDTH WI -I[- W2 83' 1 FRAME L HEIGHT WINDOW MULLION SPAN) 1 1 107 3/8" COMBINED WIDTHF_ W1 -II^ W2 83" 1 1 WINDOW FRAME HEIGHT WINDO WINDO MULLION J SPIN) IL1 1 1 WI-II-W2- 107 3/8' COMBINED WIDTH Desi n pressure ratio s Mullion span (in) Tributary width (in) 18.13 25.50 38.00 42.00 18.00 52.13 2&00 130 0 130.0 130.0 13D 0 130.0 130.0 37.38 130.0 130.0 127.2 127.0 127.0 127.0 49.63 1207 94.3 77.9 73.8 72A 72.0 62.00 710 52.2 39.7 35.9 334 32.3 65.63 59.6 43.7 33.0 29.6 27.4 26.3 72.00 44.9 32.7 24.4 21.8 19.9 19 0 84.00 28.1 20.3 15 0 13.2 11.9 11.3 LARGE AND SMALL MISSILE IMPACT, LEVEL D, WIND ZONE 3 DIMENSIONS IN CHART ARE FRAME DIMENSIONS AND DO NOT INCLUDE FLANGE 107 3/8" COMBINED WIDTH W1 -Ir W2 FRAME Lw IDow HEIGHT MULLION SPAN) I F_ 107 3/8' COMBINED WIDTH W1 -II~ w2 BY 1 J WINDOW / FRAME HEIGHT WINDOW /JWINDOW MULLION SPAN) 1 1 1 w 1--I F-- w2 107 3/8' COMBINED WIDTH RLw DESORPTION I DATE I -ROVED IAIREVISEDINSTALLATIONDETAILSI06/10/t5 I R.L. 107 3/8' WIDTH FCOMBINEDW, -I W2 83- 1 1 WINDOW WINDOW F HEIGHT WINDO f MULLION r SPAN) 1 1 A. APPROVED CONFIGURATIONS MULTIPLE UNITS MAYBE MULLED TOGETHER AS LONG AS COMBINED WIDTH DOES NOT EXCEED 107 "'AS SHOWN HEREIN. uesign pressure rating (psq wan revar o Lion Mullion span (In) Tributary 18.13 125.50 width (in) 36.00 42.00 48.00 52.13 25.00 130.0 130.0 130.0 130.0 130.0 130 0 37.38 13091 130.0 127.2 127.0 127.0 127.0 49.63 120 7 943 77.9 73.8 72.1 7ZO 62.00 92.4 700 53.3 48.1 44.8 434 65.63 800 58.6 44.2 39.7 367 35.3 72.00 603 439 32.8 292 267 25.5 04.00 377 273 20.1 17.7 16.0 1 15.1 LARGE AND SMALL MISSILE IMPACT, LEVEL D. WIND ZONE 3 DIMENSIONS IN CHART ARE FRAME DIMENSIONS AND DO NOT INCLUDE FLANGE. wi -II-- W2 107 3/8' COMBINED WIDTH MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 5764 - VERTICAL MULLION 83" MULLION SPAN APPROVED CONFIGURATIONS AND RATING CHARTS AWN. I DND N0. I RI V.L. 08-01459 suuE NTS wrc 01/11/12 s-2 OF 3 SIGNED: 0611112015 UM 01 oO,• AT E OF c1OR101l• `4#'' i%SIONA 11'e: r- No'MT' - HIM -A 2 1/2" MIN EDGE DISTANCE MASONRY/CONCRETE BY OTHERS 1 1/4" MIN. EMBEDMENT 1/4" TAPCON SECT5796 0.84E CLIP OPTIONAL REBAR MT000022 CLIP SECT5764 MULLION 110 WOOD SCREW i 1 3/8' MIN. EMBEDMENT WOOD FRAMING/ 1/2" MIN. 2X BUCK EDGE BY OTHERS DISTANCE VERTICAL CROSS SECTION MASONRYAANCRETE AND WOOD FRAMING INSTALLATION NOTE, CLIPS MAY BE USED IN MASONRY/CONCRETE OR WOOD FRAMING SUBSTRATE. 3.261" I 1.375" MT000022 CLIP 16GA (063) GALVANIZED STEEL I-- 2.140" —1 I 12Ell —L 5" SECT5764 MULLION ALUMINUM 6005-T5.125" THICK 0 688" 1.531 " RF-185.2 REBAR 16 GA (062) GALVANIZED STEEL REVISONS RN DESCROPON DATE APPROVED A REVISED INSTALLATION DETAILS 06/10/15 RL. 3.750" 1.000" 0.375' 0 422" j 2.032" 2.875" 0" 0.84T 3. a.000" SECT5796 CLIP 2X 00.210" FOR CONCRETE INSTALLATION ALUMINUM 6063-TS .125" THICK 3.750' 2.189' — 1.0 0' 0.375' 0.843" I 1.562" 2X m0 2IO" 1.5I62" DJ SECT5796 CLIP FOR WOOD FRAMING INSTALLATION ALUMINUM 6063- T5.125'THICK SIGNED: 06111/2015 MI WIESTNDOWS AND DOORS 511 I 650 T STREET PA 17030-0370 RLo GRATZ, • GENg+% 0 6 *= Ej 5764 — VERTICAL MULLION*• 83" MULLION SPAN INSTALLATION DETAILS AND COMPONENTS TAT OF ` O. . 4. reS;[ pR10T:;i'\•• DRAwNDwcND. RA 08Aj40NA 11 a\ 501T439wuaDATENTS01/11/12 3 OF 3 Florida Building Code Online Page 1 of 3 Professional Regulation li ifii::7R ii'rii •:r• t 'rii.'e'. SCIS Home I Log In I User Registration 1 Mot Topics I Submit Surcharge I Stats & Facts Publications I FBC Stall I SCIS Site Map I Link Search Hoa Product Approval USER: Public Userdbpr Product Approval Menu > Product or Apolcation 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 2 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. R Validation Checklist - Hardcopy Received Certificate of Independence FL13223 R3 COI RIO - Certificate of Indeoendence.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 Eavivalencv Sioned.odf http://www. floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDgvRk6bsvZ66FC... 9/7/2017 Florida Building Code Online Page 2 of 3 I V 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 08/17/201S 08/26/201S 09/07/201S 10/16/201S 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 11 ER RIO-2556-1S Panel metal-wood.odf FL13223 R3 II ER RIO-2578-15 Panel to Furrina.odfApprovedforuseoutsideHVHZ: Yes FL13223 R3 II Install Cempanel 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.odf FL13223 R3 AE ER RIO-2578-15 Panel to Furrino.odf R3FL13223 AE NOA 15-0122.04.odf Created by Independent Third Party: Yes 13223.2 HardlePanel Siding fiber -cement panel siding Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL13223 R3 11 ER RIO-2556-15 Panel metal-wood.odf FL13223 R3 II ER RIO-2578-15 Panel to Furrina.odfApprovedforuseoutsideHVHZ: Yes FL13223 R3 Il Install HardlePanel Sidina.odfImpactResistant: Yes Design Pressure: N/A FL13223 R3 11 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.odf FL13223 R3 AE ER RIO-2578-15 Panel to Furrino.odf 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 I1 ER RIO-2556-15 Panel metal-wood.odf FL13223 R3 11 ER RIO-2S78-15 Panel to Furrina.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL13223 R3 II Install Prevail Panel Sidina.odf 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.odf FL13223 R3 AE ER RIO-2578-1S Panel to Furrino.odf FL13223 R3 AE NOA IS-0122.04.odf Created by Independent Third Party: Yes Contact lls :: 2601 Blair Stone Road. Tallahassee Fl. 32399 Phone: 850487-1824 The state of Florida is an AA/EEO employer. Coovnaht 2007.2013 State of Florida. •: Pmacv Statement :. Accessibility Statement .: Refund Statemem Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 8S0.487.139S. "Pursuant to Section 455.27S(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 4SS, F.S., please dick here . Product Approval Accepts: rim ksp a http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvRk6bsvZ66FC... 9/7/2017 Florida Building Code Online Page 3 of 3 Credit Card Safe http://www.floridabuilding.orglprlpr_app_dtl.aspx?pararn=wGEVXQvADgvRk6bsvZ66FC... 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. PREPARED BY: RONALD I. OGAWA & ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX RONALD 1.OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714292-2602 714-847-4595 FAX PROJECT: RIO-2556-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1.888-542-7343 info@jameshardie.com EVALUATION SUBJECT HardiePanel® Siding James Hardie Product Trade Names covered In this evaluation: HardiePane* Siding, Cempanie* 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 maximum design 3-second gust wind'speed to be resisted by an assembly of HardiePanel (Cempanel. Prevail Parcel) siding fastened to wood or metal training with nalls or screws REFERENCE REPORTS: 1. Imertek Report 3057913 (ASTM C1 i86) Material properties HardiePanel Siding 2. Ramtech Laboratories Report.IC-1270A4 (ASTM E330) Transverse Load Test, S116' Thick by 48 inch wide HardiePanel Siding installed on 2X4 Heuer 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 omtxriter with a 6d common galvanized nail A. Ramtech Laboratories, Inc. Report 10868-97/1475 (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'mch head diameter by 15 inch long ring shank nail S. Ramtech Laboratories. Report IC-1054-89 (ASTM E330) Transverse Load Test. 1/4' Thick by 48 inch wide HardiePanel Siding installed on 20gauge Metal studs spaced at 16 inches on center with a No 6 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 48 inch wide HardiePanel Siding installed on 20gauge Metal studs spaced at 24 inches on center with a No 8 X 1 in. long X 0.323 In head diameter ribbed bugle head screw 7. Ramtech Laboratories, Report 11149-98/1554d (ASTM E330) Transverse Load Test, 1/4' Thick by 48 inch wide HardiePanel Siding installed on 20gauge Metal studs spaced at 16 and 24 inches on center with a ETBF 0.100 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, 5116' Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fr wood studs spaced at 24 inches on comer with a 6d common galvanized nail 10. Ramtech Laboratories, Inc. Report 10868-9711475 (ASTM E72) Racking Shear Test, WI 6* Thick by 48 inch wide HardiePanel Siding installed on 2X4 Group III SG-0.36 wood studs spared at 16 aches on center with a 4d. 0.091 inch shank by 0.225 inch head diameter by 1.5 inch long ring shank nail 11. Ramtech Laboratories Report IC-1057-89 (ASTM E72) Racking Shear Test, 5/16' Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 16 and 24 inches on center with a No 8 X 1 in. long X 0.323 in head diameter ribbed bugle head screw 12. Ramtech Laboratories Report 11284-99/1580 (ASTM E72) Racking Shear Test, 5/16' Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced of 16 and 24 inches on cerder Kith a ET3F 0.100 in. knurled shank X 1.5 in. long X 025 in. head diameter pin fastener P.G Pz i)icyl:9 2412 y STATESTATEF11; c JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com TEST RESULTS: Table 1a, Results of Transverse Load Testing RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2556-15 fastener Spacing in.l Alklwrdble Frame Ultimate Design Thickness Width Spacing Perimeter Feld Load Load' Report Number Test Age in.) m.) Frame T in.) Supports Supports Fastener T PSF) PSF IC-1270-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 16 6 6 6d common 149 49.7 IC-1270-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 16 4 4 6d common 236 78.7 IC-1271-94 Ramtech 03125 48 2X4 wood Hem -Fir 24 16 6 6d common 94 31.3 IC-1271-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 24 4 1 4 6d common 143 47.7 10868-9711475 Ramtech 0.3'125 48 2X4 wood, SG a 0.36 16 4 8 4d, 0.091 in. shank X 0.225 in. 90 30.0 HD X 1.5 in. long ring shank nail Min. No. 20 gauge X 3.625 in. X Min. No 8 X 1 In. long X 0.323 In IC 1l)54 89 Rttrtttech 0.25 48 1.375 in metal stud 16 6 6 head diameter ribbed bugle 169.9 56.8 head screw Min. No 8 X 1 in. long X 0.323 in IC-1055.89 Ramtech 0.25 48 No. 20 gauge X 3.625 in XMin20 24 6 6 head diameter ribbed bugle: 91 a 30.61. in metal stud head screw ET&F 0 100 tn. knurled shank X 11149.98/1554d Ramtech 03126 48 Min. No. 2020 gauge X 3.625 In. X 24 4 8 1.5 in. long X 0.25 in. head 170 56.7 1. in metal stud diameter pin fastener Min. No. 20 gauge X 3.625 in. X ET&F 0.100 in, knurled shank X 11149.98/1554d Ramtech 0 3125 48 1.375 in metal stud 16 4 8 1.5 in long X 0.25 WL head 101 33.7 diameter pm fastener 1. Allowable Load is the Ultenate Load d[vtded by a Factor of safety of 3. 2 HardiePanel Siding complies with ASTM C 1186, Standard Specification for Grade it,. Type A Non -asbestos Fiber -Cement Hat Sheets. Table tb, Shear Values Allowable Loads In Pounds Per Uneal Foot for Panel Shear Walls' 2 Fastener Spacing irl.1 Frame Ultimate Allowable Thickness Width Spacing Perimeter Field Load' Load, Report Number TestAgency in.) in.) Frame Type in ) Supports Supports Fastener T If IC- 1273-94 Reattach 0.3125 48 2X4 wood Hem -Fir 16 6 6 6d common 603.8 201.3 IC- 127394 Ramtech 0.3125 48 2X4 wood Hem -Fir 16 4 4 6d common 698.8 232.9 IC- 1274-94 Ramtech 03125 48 2X4 wood Hem -Fir 24 6 6 6d common 460.0 153.3 IC- 1274-94 Ramtech 0.3125 48 2X4 wood Hem -Fr 24 4 4 6d common 637.5 212.5 10868- 97/1475 Ramtech 03125 48 2X4 wood, SG a 0.36 16 4 8 0." m. shank X in. 595, 4 t98.5 HD X 1.5 in lon nit shank nail hankMin. No 20 gauge X 3 625 in. X Mn No 8 X 1 in. long X 0.323 in IC 1057 89 Ramtech 0.25 48 16924 6 6 head diameter ribbed bugle 9900 123.8 1.375 in metal stud head screw ET& F 0.100 in knurled 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 0.100 tn. knured shank X 11284 99/t 580 Rtuntech 0.3125 48 Min. No 20,gauge X 3.625 in. X 24 4 8 1.5 m. long X 0.25 in. head 1060.0 132.5 1 375 in metal stud 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 3. In the steel framed assemblies the allowabo for le in seedd Table average load at 1/8 Inch net deflection .`\1t1tttO^ / Q ; GARS IF! Cq,; 9 24121,-- ' STATE RONALD 1. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #"3 HUNTINGTON BEACH, CA 92649 714-292-2602 714-8474595 FAX PROJECT: RIO-2556-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com DESIGN VW14D LOAD PROCEDURES: Fiber -cement siding transverse load capacity (wind bad capacity) is determined via compliance testing to transverse load national test standards. Via the transverse bad testing an allowable design bad is determined based on a factor of safety of 3 applied to the ultimate test load. Since the allowable design bad is based on factor of safety of 3, allowable design beds on fiber -cement siding correlate directly to required design pressures for Allowable Stress Design, and therefore should be used with oombination loading equations for Allowable Stress Design (ASD) By using the combination loading equations for Allowable Stress Design (ASO), the tested allowable design bads for filer -cement siding are aligned with the wand speed requirements in ASCE 7- 10 Figure 26.5.1A, Figure 26.6-1S. and Figure 26.5-1C. For this analysis, to calculate the pressures in Tables 3. 4, and 5, the load combination will be in accordance with ASCE 7-10 Section 2.4 combining nominal loads using allowable stress design, load combination 7. Load combination 7 uses a bad factor of 0.6 applied to the wind vebdty pressure. Equation 1, q6=0.00256•K,'Ka K.Y (ref. ASCE 7-10 equadon 30.3-1) q, , velocity pressure at.height z K, . velocity pressure exposure coefficient evaluated at height z Ka . topographic factor K, . wind directionally factor V , basic wind speed (3-second gust MPH) as determined from [2012 IBC, 2014 FBC) Figures 1609A, S. or C: ASCE 7-10 Figures 26.54A, B; or C Equation 2, V--V, (rot. 201218C d 2014 FSC Section 1602.1 dorrAkn,a) Via , ultimate design wind speeds (3-second gust MPH) determined from 12012 IBC. 2014 FBCI Figures 1609A, B, or C: ASCE 7.10 Figures 26.5-1A, B•orC Equation S. p=q,•(GCdGCo) (ref. ASCE 7-10 equation 30.6.1) GC, , product of external pressure coefficient and gust-eHect factor GC, , product of internal pressure coefficient and gust -effect factor p , design pressure (PSF) for siding (allowable desgn load for siding) To determine design pressure, substitute q, into Equation 3, Equation 4, p=0.00256•K,•Kn•K,•V,a•(GCo GC,) Allowable Stress Design, ASCE 7-10 Section 2.4.1, load combination 7 Equation 5, 0 6D + 0.6W W. ASCE 7-10 section 2.4.1. load combination 71 0 . 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, p- = 0.61p) Equation 7, p_, = 0.6'10.00256'K= Ka'Ka'V,a1'(GC, GC,,)I Equation 7 is used to populate Table 3, 4, and S. To determine the allowable ultimate basic wind speed for Hardie Siding in Table 4 solve Equation 7 for V,Q, Equation 8, VA = (pd0.6'0.00256'K4 f(e'K,•(GCo-GCp))as Applicable to methods specified in Exceptions 1 through 3 of 120121BC, 2014 FBC) Section 1609.1.1.. to determine the allowable nominal design wind speed (Vesd) for Hardie Siding In Table 4 apply the conversion formula below, Equation 9, Vd = V. • (0.6)sa (ref. 2012 IBC 6 2014 FBC Section 1609.3.1) Vam . Nominal design wind speed-(3-second gust mph) (W.. 2012 IBC d 2014 FBC Section 1602.1) Table 2, Coefficients end Constants used in Determining V and p, K= Was Zone 5 Height (ft) Exp B Exp C Exp 0 K. Ka GC GC 0.15 0.7 0.85 1.03 h560 1 0.85 1.4 0.18 20 0.7 0.9 1.08 1 0.85 1.4 0.18 25 0.7 0.94 1.12 1 0.85 1.4 0.18 30 0.7 0.98 1.16 1 0.85 1.4 0.18 35 073 1.01 1.19 1 0.85 1.4 0.18 40 0.76 1.04 1.22 1 085 1.4 0.18 45 0.785 1.065 1 1.245 1 0.85 1.4 0.18 50 0.81 1.09 1.27 1 0.85 14 0A8 55 0.83 1.11 1.29 1 0.85 1.4 0.18 60 0.85 1.13 1.31 1 0.85 1.4 0.18 100 0.99 126 1.43 h>601 1 1 0.85 1.8 0.18 fG %'•' a 24121 •' 9 • Z'lnrc CO A N\<' RONALD 1. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET 5443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-8474595 FAX PROJECT: RIO-2556.15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com Table 3, Allowable Stress Design - Component and Cladding (CEC) Pressures (PSF) to be Resisted at Various Wind Speeds -'Wind Exposure Category B. Wind S 3-secondgust) 100 105 110 115 120 130 140 150 160 1 170 180 190 200 210 Height (it) B B B 8 B 8 8 B 8 B B B B B 0.15 14.4 15.9 17:5 19.1 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 63.7 20 14.4 15.9 17.5 19.1 20.8 24.4 28.3 32. 5141.5 37.0 41.7 46.8 52.1 57 8 63.7 25 14.4 15.9 17.5 19.1 20.8 24 4 28.3 32.5•37.0 41.7 46.8 52.1 57.8 63.7 30 14.4 15.9 17.5 19.1 20.8 24.4 28.3 32.5-37.0 41.7 46.8 521 57.8 63.7 35 15.4 16.6 18 2 19.9 21.7 25.4 29.5 33.9•38.6 43.5 48.0 54.4 60.2 66.4 40 15.7 17.3 19.0 20.7 226 26.5 30.7 35.340.1 45.3 50.8 56.6 62.7 69.1 45 16.2 17.9 19.6 21.4 23.3 27.4 31.7 36.4 46.8 52.5 58.5 64.8 71.4 50 16.7 18.4 20.2 22A 24.1 28.2 32.7 37.6 42.8 48.3 54.1 60.3 66.8 73.7 55 17.1 18.9 20.7 226 24.7 28.9 33.6 38.5 43.8 49.5 55.5 61.8 68.5 75.5 100 6 2 . 31. 33.8 4 .3 50.2 57.6 6 .5 4.0 82.9 924 10 .4 112.9 Table 4, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category C. Wind S 3-secondgust) 100 105 110 115 120 130 140 150 160 1 170 180 190 200 210 Height ft C C C C C C C C C C C C C C 0-15 17.5 19.3 21.2 23.2 25.2 29.6 34.4 39.5 44.9 50.7 56.8 63.3 70.1 77.3 20 18.6 20.5 22.5 24 6 26.7 31.4 36.4 41.8 47.5 53.7 60.2 67.0 74.3 81.9 25 19.4 21.4 23.5 25.6 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.6 85.5 30 20.2 22.3 24.5 26.7 29.1 342 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 28.4 30.9 36.3 42.0 48.3 54.9 62.0 69.5 77.4 85.8 94.6 45 22.0 24.2 1 -26.6 29.1 31.6 37.1 43.1 49.4 56.2 63.5 71.2 79.3 67.9 96.9 50 22.5 24.8 27.2 29.7 32.4 38.0 44.1 50.6 57.6 65.0 72.9 81.2 89.9 99.2 55 22.9 25.2 27.7 30.3 33.0 38.7 44.9 51 S 58.6 662 74.2 627 91.6 101.0 60 4 4 4 1 100 32.6 35.9 39.4 43A 46.9 55.0 63.8 73.3 83.4 44.1 105.5 117.6 130.3 143.8 Table S. Allowable Stress Design • Component and Cladding (C3C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category 0, Wind Speed(3•second ust 100 105 110 115 120 130 140 150 160 170 180 190 200 210 Height (it) D 0 D D D D D D D D D D D D 0-15 21.2 23.4 25.7 28.1 30.6 35.9 41.6 47.8 54.4 61.4 68.8 76.7 85.0 93.7 20 22.3 24.6 27.0 29.5 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 89.1 98.2 25 23.1 25.5 28.0 30 6 33.3 39.0 453 52.0 59.1 66.8 74.9 83.4 924 101.9 30 23.9 26.4 29.0 31.6 34.5 40.4 46 9 53.8 61 3 69.2 77.5 86.4 95.7 105.5 35 24.5 271 29.7 325 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 56.8 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 E2.7 102.7 113.3 50 28.2 28.9 31.7 34.6 37.7 44.3 51.3 58.9 67.1 75.7 84.9 94.6 104.8 115.5 55 26.6 29.3 32.2 35.2 38.3 45.0 52.2 59.9 68.1 76.9 86.2 96.1 106.4 117.4 60 1 100 37.0 40.8 44.7 48.9 53.2 62.5 72.5 83.2 94.6 106.8 119.8 133.4 147.9 163.0 Tables 3.4. and 5 are based on ASCE 7.10 and consistent with 4he 2012 IBC. 2012 IRC and fhe 2014 Florida Building Code X011t11O11iClIf/l//1/1''''/'''' i 2412 y '• STA E P *'A RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET t1443 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)8 0`\`\`\ 111OGtg7 r'r/, i, Q; SIFIC 2012IBC, 2014 F8C 2012 IBC, 2014 F8C G • ; 2412 _ l 1 9' STATE CiS • Q F;;P' G\`\ j'-.••• RED f!llltll f111\\\\\ Coefflebms used In Table 6 calculations for V. Nlowable, Ultimate Design Wind. Speed, 3-second gust mph) Allowable, Nominal Design Wind, Speed, 6A 3-second gust mph) Applicable to methods specified in (2012 IBC. 2014F8CISeelm 1609. t.1, as determined 1201218C, 2014 FBCI Figures 1609A. B. or C. spedll dn Except, through 301(20,218C. 2014 FBCI Section 1609. 1.1. Wind exposure category Wind exposure category Siding r. Product Product Thickness inches) Width inches) Fastener Type Fastener Spacing Frame Type Stud Sparing incites) Building Height'-' feet) B C D B C D aka O Load PSFy Facp 8 cxD C END 0 Ka w CCo I GCS HardiePaneYA 5/18 48 lid common 6 2X4 wood Hem - Fir 16 0. 75 186 168 153 144 130 118 49.7 0.7 0.95 1.03 tt160 1 0.85 1.4 0.18 20 186 164 149 144 127 116 49.7 0.7 09 1.00 1 0.85 1.4 0.18 25 186 160 147 144 124 114 49.7 0.7 0.94 1.1 11 0.86 14 0.78 30 186 157 144 144 121 112 49.7 0.7 0.98 1.16 1 0.85 1.4 0.18 35 182 154 142 141 120 110 49.7 0.73 t.01 1.19 1 0.85 14 GAS 40 178 152 141 138 118 109 49.7 0.76 1.04 122 1 0.85 1A 0.11 45 175 ISO 139 136 117 108 497 0.786 1.065 1.245 1 0.85 1.4 0.18 50. 172 149 138 134 115 107 49.7 0.81 1.09 127 1 0.85 JA 0.18 55 170 147 137 132 114 106 49.7 0.83 1.11 129 1 0.85 1.4 0.18 60 168 146 136 130 113 105 49.7 0.86 1.13 1.31 1 0.85 1.4 OAF 100 139 124 116 108 96 90 49.7 0.99 126 1.43 h>60 1 10.85 18 018 HardiePanel® 5116 48 common 4 2X4 wood Heat - Fir 16 0- 15 233 212 192 181 164 1 149 78.7 0.7 0.85 1.03 h960 1 0.85 IA 0.18 20 233 206 188 181 159 146 78.7 0.7 0.9 1.08 1 0.65 1.4 0.18 25 233 201 185 181 156 143 78.7 0.7 0.94 1.12 1 0.85 1.4 0.18 30 233 197 181 181 153 140 78.7 0.7 0.28 1.16 1 085 1.4 0.16 35 229 194 179 177 151 139 78.7 0.73 1.01 1.19 t 6.85 AA 0.18 40 224 192 177 174 148 137 78.7 0.76 1.04 1.22 t 0 d5 1.4 0.18 45 220 189 175 171 147 136 1 -76.7 0.785 1.065 d.245 1 Oe5 4 018 50 4 187 173 3 145 134 78.7 0.81 11.09 1.27 1 0.65 1.4 Is 55 274 185 172 166 144 133 78.7 0.93 t.t1 129 t 0AS t.4 0.18 60 212 184 171 164 142 132 78.7 0.a5 1.13 131 1 0.85 1.4 0.76 100 1 175 155 146 136 120 113 78.7 0.99 126 1.43 h>60 t I o.65 1.e I o.,e HardiePanel® 5116 48 6d 6 2X4 wood Hem - Fir 24 0. 15 147 134 121 114 103 94 31.3 0.7 0.85 1.03 h160 1 0.85 14 0.16 20 6.7 130 119 32659 101 92 313 0.7 0.9 1.08 1 0.85 14 0.18 25 7 127 116 5 98 90 313 0.7 0.24 1.12 1 us 1.4 0.16 30 147 124 114 114 96 89 313 0.7 OM1.16 1 0.65 1.4 0.18 35 144 123 113 112 95 87 313 0.73 1.01 1.19 1 Fes 1.4 0.16 40 141 121 112 109 94 86 31.3 0.76 1.04 1.22 0.85 1.4 o.,e 45 139 119 110 108 92 86 31.3 0.7e5 1.085 1245 1 0.95 AA 0.18 50 137 118 109 106 91 85 313 0.61 1.09 1.27 t 0.95 1.4 0.18 55 135 117 108 105 91 84 31.3 0.83 1.11 129 1 O.eS 1.4 0A8 60 134 116 108 103 90 83 313 0.85 113 1.31 t 1085 1.4 0.18 100 111 98 92 86 76 71 313 0.99 1.26 IA3 ha60 1 0.85 1.8 0.11e HardiePanel® 5/16 48 common 4 2X4 wood - Hem - Fir 24 0.15 182 165 150 141 128 116 1 47.7 0.7 0.85 1.03 hs60 1 0.85 1.4 018 20 182 160 146 141 124 113 47.7 0.7 0.9 1.00 1 0.85 14 0.18 25 182 157 144 141 121 Ill 47.7 07 ON 1.12 1 0.85 1.4 0.18 30 182 154 141 141 119 109 47.7 0.7 Us 1.16 1 085 1.4 018 35 178 151 139 138 117 IN 47.7 0.73 101 1.19 1 0.85 1.4 0.18 40 174 149 138 136 116 107 47.7 0.76 1.04 1.22 t 095 1.4 0.18 45 172 147 136 133 114 IN 477 0.785 1.065 1245 1 0.85 1.4 018 50 169 146 135 131 113 105 47.7 081 1.09 127 1 0.65 1.4 0.18 55 167 144 134 129 112 104 47.7 0.93 1.11 29 1 015 1.4 0.18 60 165 143 133 126 111 103 47.7 0.85 1.13 1.31 1 0.66 1.4 0.18 100 137 121 114 106 94 88 47.7 0.29 126 1.43 hHO 1 0.85 1.8 0.16 HaMtePaneNA 5/16 4d, 0.091 in. shank X 0.225 in. HD X 1. 5 in. long ring shank nail 4 edge 8 field 2X4 wood SC34. 36 16 0.15 144 131 119 112 101 92 3oA 0.7 066 1.03 hs6o 1 0.85 14 0.18 20 144 127 116 112 98 90 300 0.7 0.9 1.08 1 0.95 1.4 0.18 25 144 124 114 112 96 88 30.0 0.7 0.94 1.12 1 0.85 1.4 o.18 30 144 122 112 112 94 87 30.0 07 0.98 1.16 1 015 1.4 0.18 35 141 120 Ill 109 93 86 30.0 0.73 141 1.19 1 045 1A 0.18 40 138 118 109 107 92 85 300 0.76 1.04 1.22 1 0.85 1.4 0.18 45 136 117 108 105 91 84 30.0 0.785 1.065 1.245 1 0.95 14 0.18 134 116 107 104 89 83 30.0 0.8t t O9 127 1 0.65 1.4 0.18 132 114 106 103 89 82 30A 083 1.11 L29 1 0e5 1 0.16 60 131 113 105 101 88 82 30D 0.95 1.13 1.31 1 0.85 1.4 0.18 00 108 96 90 94 74 70 30.0 1 0.99 126 1.43 lh-601 1 0.85 1.8 0.18 RONALD I.OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET 9443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO.2556-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-MB-542-7343 info@Jameshard)e.com Q';: 'Rt IFICq• '9 2012 IBC, 2014 FBC 2012 IBC, 2014 FBC 2 412 Allowable, Ultimate Design Wind, Speed, Allowable, Nominal Design Wmd, Speed, 1 vw , V.m STA E F Q 3-second gust mph) 3-second gust mph) OR10;: • App6ceweamdnods Applicable to methods ap 0114 FBCI Seam ' throug; Exceptions ' rrrsl REQ G •`• determined 1tu1609.1.1. es Sedan2014FB160CJCISe12012IBC, 2014 FBCJ Figures 1609A S. or C. Coefficlems used.in Table 6 calculations for V- Wind exposure category Wind exposure category Siding IC, Product Stud Building ade Product Thickness Width Fastener Fastener Frame Spacing Heighe- B C D B C 0 Design chinches) inches) Type Spacing Type inches) feet) Load PSF) Fsp B 6cp C Ex9 D ICn Ki GC. GC. 0-15 198 180 163 153 139 126 66.6 0.7 0.85 103 hs60 1 0.85 1.4 0.1e Min. No8 X 20 198 175 159 153 135 123 566 0.7 0.9 1.06 1 0.85 1.4 0.1e 25 198 171 157 153 132 121 36A 0.7 0.94 1.12 1 0.85 1.4 0.181in, long X Min. No. 30 198 167 154 153 130 119 56.6• 0.7 0.98 1.16 1 0.160.323 in 20 gauge 35 194 165 152 ISO 128 118 56.6 0.73 1.01 1.19 1 4 0.18headX3.625 40 190 162 150 147 126 116 we 0.76 1.04 122 1 4 0.16HardiePanelt1/4 48 diameter 6 in. X 16 45 187 161 148 145 124 115 56.6 0 785 1.065 1245 1 0.18ribbed 1.375 in 50 184 159 147 143 123 114 566 0.81 109 1.27 1 1.1.4 a 0.18bugleheadmeted 55 182 157 146 141 122 113 58.6 0.83 1.11 129 1 4 0.16studscrews 60 ISO 156 145 139 121 112 56.6 0.85 1.13 1.31 1 d 0.181001491321241151029656.6 0.99 126 1.43 hs60 1 6 018 0.15 146 132 120 113 102 93 30 6 07 0.85 1.03 h560 1 0.85 1.4 0.16 Min. No 8 20 146 126 117 113 99 91 30.6 0.7 0.9 1.0e 1 0.85 1.4 0.18 25 146 126 115 113 97 89 30.6 0,7 0.94 1.12 1 OA5 1.4 0.18 1 in. long X Min. No. 30 146 123 113 113 95 88 30.6 0.7 0.98 1.16 1 0.85 1.4 018 0.323 in 20 gauge 35 143 121 112 110 94 86 306 0.73 1.01 1.19 1 OA5 1.4 0.18heaX3.625 40 140 119 110 108 93 85 306 0.76 1.04 122 t 0.85 IA 0.18HardiePanel® 114 48 diameter 6 imX 24 45 137 118 109 106 91 85 30.6 0.785 1.065 1245 1 0.85 14 018ribbed 1.375 in 50 135 117 108 105 90 84 30.6 0.61 1.09 127 1 OAS 1.4 0.18buglehead metal 55 116 107 104 90 83 30.6 0.83 1.11 1.29 1 o.e5 1.4 0.18studscrews 60 132 115 106 102 89 82 30.6 OAS 1.13 1.31 1 0.85 1.4 0.18 100 109 97 91 85 75 70 30A 0.99 126 1.43 h>60 1 0.85 1.6 0.18 ETaF 0-15 198 180 163 153 139 127 W.7 07 085 1.03 h960 1 0.85 14 0.18 20 198 175 160 153 135 124 56.7 0.7 0.9 1.08 1 085 14 0.18 0.100 in 25 198 171 157 153 132 121 56.7 0.7 0.94 1.12 1 0.86 1.4 018 knurled Min. No. 30 198 167 154 153 130 119 56.7 0.7 0.96 1.16 1 0.85 1.4 0.10 shank X 20 gauge 35 194 165 152 150 128 118 56.7 0.73 101 1.19 t 0.85 1.4 0.187.5 m. long 4 edge X 3.625 40 190 163 150 147 126 116 56.7 0.76 1.04 1.22 1 0.85 1.4 0.18HardiePanel 5/16 48 X in. 8 field in. X 16 45 187 161 149 145 124 115 56.7 0.785 1.065 1.245 1 0.85 1.4 0.18headhead1375in 50 184 159 147 143 123 114 56.7 0.81 1.09 1.27 t 0.85 14 0.18diametermetal 55 182 157 146 141 122 113 56.7 0.83 1.11 1.29 1 0.85 1.4 0.18 Pin stud 60 180 156 145 139 121V96 56.7 085 1.13 1.31 1 0.85 1.4 0.16 fastener= 100 149 132 124 115 102 56.7 0.99 126 1.43 h-60 1 0.85 1.6 FIS 8F 015 153 139 126 118 107 33.7 07 0. 85kl.245 h560 1 0.85 1.4 0.18 20 153 135 123 118 104 33.7 0.7 0.9 1 0.95 1.4 0.18 0.100 in. 25 153 132 121 118 102 33.7 0.7 0.94 1 0.85 1.a 01eshankknurled Min. No. 30 153 129 119 11e 100 33.7 0.7 0.98 1 0.85 1.4 018X20gauge 35 150 127 117 116 99 33.7 0.73 1.01 1 0.95 1.4 0.181.5 in long 4 edge X 3.625 40 147 125 116 114 97 90 33.7 0.76 1.04 1 0.85 1.4 0.18HardiePanel® 5/16 48 X in. B field in. X 24 45 144 124 115 112 96 89 33 7 0 785 1.065 1 0.65 1.4 0.18headneed1375in 50 142 122 113 95 88 33.7' 081 1.09 1 OAS 1.4 0.18 diapin metal 55 140 121 113 94 87 33.7 0.83 1.11 1.29 1 0.85 1.4 0.18 pin stud 60 139 120 112 M89 93 87 33.7 0.85 1.13 1.3' 1 0.85 1.4 0.18 fasten? 100 115 102 95 79 74 33.7 0.99 126 1.43 h>' o 1 0.85 1.8 0.1e I. Strews shall penetrate me metal iraming at least mree tuft (meads 2. Knurled shank pins shall penetrate the metal framing at least 1/4 inch. 3. Building height = mean roof height (in feet) of a building, except that eave height shall be used for roof angle O less than or equal to 10° (2-12 roof slope). 4. Vult = the ultimate design wind speed (3-second gust mph) as determined by 12012 IBC. 2014 FBCJ Figures 1609A, 1609B, or 1609C; ASCE 7-10 Figures 26.5•IA. 26.5-18, or 26.5.1C. 5, Vasd - the nominal design wind speed applicable to methods specified in Exceptions 1 through 3 of 12012 IBC, 2014 FBCJ Section 1609.1.1. 6. The wind speeds in (2012 IBC, 2014 FBCJ Figures 160K 1609E and 1609C are ultimate design wind speeds, Vull, and shall be convened in accordance with (2012 IBC, 2014 FBCJ Section 1609.3.1 to nominal design wind speeds, Vasd, when the provisions of the standards referenced in 12012 IBC, 2014 FBCJ 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 C&C Pan 1 and Pan 3: Ka=1, Ka=0.85, GC,=1.4 (h560), GCp 1.8 (h>60), GCp--0.18. 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 HARDIE-V BRAND FIBER-CEMENT-PANELS TO WOOD FURRING SOLUTIONS JAMES HARDIE BUILDING PRODUCTS, INC. 10901 ELM AVEN UE FONTANA; CA 92337 TABLE OF CONTENTS PAGE COVER PAGE EVALUATION SUBJECT 2 ' EVALUATION SCOPE 2 EVALUATION PURPOSE, 2' REFERENCE REPORTS I 2 TEST RESULTS 2 TABLE 1A, RESULTS OF TRANSVERSE LOAD TESTING 2 TABLE 1 B, ANALYSIS OF ALLOWABLE LOAD FOR #8 SCREW AT 10- O.C. 2 JUSTIFICATION OF USING THE RESULTS ON LIGHT GAUGE STEEL FRAMING . _ _ . r - 2 , r DESIGN WIND LOAD PROCEDURES 3:. TABLE 2, COEFFICIENTS AND CONSTANTS USED IN DETERMINING•VAND p 4 TABLE1, ALLOWABLE STRESS, DESIGN C&C PRESSURES EXPOSURE B' 4 :. TABLE 4, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE.C. 4 TABLE'5,ALLOWABLE STRESS OESIGN C8C'PRESSURES EXPOSURE.0 4 TABLE;6. ALLOWABLE WIND SPEED (MPH)*FOR HAROIEPANEL SIDING 5.6. AS PRODUCT EVALUATOR, THE UNDERSIGNED CERTIFIES THAT THE -LISTED PRODUCTS ARE •IN COMPLIANCE LMITH THE REQUIREMENTS OF THE ASCE 7-10. THE 2014 FLORIDA BUILDING CODE, AND THE 2012 INTERNATIONAL BUILDING CODE. ' PREPARED BY: RONALD 1. OGAWA &ASSOCIATES. INC. 16835 ALGONQUIN STREET 0443- HUNTINGTON BEACH, CA92649 714-292-2602 _ 744-647-4595 FAX Z ' STI ' % u RONALD 1. OGAWk ASSOCIATES, INC. 16M ALGONOUIN STREET 0443 HUNTINGTON BEACH. CA92649 m 714.292-260T (F) 714-"7-45% PROJECT: PJO-2573-15 EVALUATION SUBJECT HardisPanol9 Siding Jam& Haidle Product Trade Names covered In Mls evaluation: HamieparwfSSr&hg, Caoparfa®Sidirg. PreraO°' ParW Sctip EVALUATION SCOPE: ASCE 7-10 2014 Marl" RuDMrq Code 20t2IrCtcns5mW bulift Code 20t2trmnaiir:al Reddm&ol Code EVALUATION PURPOSE: The e: aycis is m demo" ate ffmAT m design S wawW Oust abtd spoad m be resisted by an esaembty of HanWanN (Cemoanat, Prav21 PAM) sidep tactoned m .road famines an eCMt xd or mesas tmft&q ,* h nab orsoews. REFERENCE REPORTS: 1. acwtok Report 102024383C00-MA. Tnmwso bw lost as FladbPw*L TEST RESULTS: Table Is. Ramm of Tranaverue Load Taalhtg Frans Faatem t&muw Aft able Teat Ttidaw" Spedng Spaaq FaConerType. Load 0es'•RnLaw Raw Number IeL1 1MAm Oki Froma T mt. n.l and Ditwnarom PSF) Tsp) Film: Mooe 10202a363CO04014 tr&enek 0.3125 46 2X4 wood ah• 3W Vdd'Dy 3'5- 1B 6 No. 0 X 125• tong A 0.323• HD 160.7 43.6 Pull tmou;h rtraaunwideSPFkaftd5bedbugleMadcaws 102024363C004101A Irdanest 01125 46 2X4 wo 1 04 314• 99M by 3.S' 16 a No. 6 X 12V"X 0.32r NO 131 A 3.6 peso flrrouglt' vddo SPF tuning ribbed bugle Mad screws 1020243SBCOO.001A Idlwak 03125 46 2X4 wood ales, 3M• aft br 3.S 16 12 1e0. a X 12+" long X 0,32Y HD 108.1 3s 4 PLM thoughwideSPFblob" rifted bugle hood sacra 10.+02a363000 OgIA 1.taefJet 0 3125 46 2X4 iio00 irA4 3M' v*x by 3.5• 18 6 O.t W stank X 0215' HO x 1.5, 147.E 492 PA tmouip f mc:uraI274 wide SPF tuning Ilea" ring awnk real t02020Gk'0401A InborteL 02125 46 woos awe. Sp• tUM by SS' 24 6 No. a X 125, W a X 0.325 HD 27.6 pry 4lrbuga rtractursw120SPFhairgn=W bugle head saewe 1. As ftmw its were hosoto on Gang vAmm Pe 4n:mn 'ado bw trarxng Inemtws. 2. 'to -m"- toa0 is datem kied Irmo usi-ste tasd &Maas by a factor at swely of 3. 3. Har"PorM Si3ing &oayMiea wilt ASTM C1166, Sfamard SPeelrrJon tbrG.'aW it. 1pye A Mon•saae=f bfr:.ClllCd Fla: Shoots. Table tb. Analysis of AOowable Load for as Screw at 10' O.C. a6 Screw Shad. Faxww sou (n a 12 to Frame fig. 16 16 18 FasterwTne, awfttT o.ae 1.33 1.11 Aloowaola lW lea! 436 3s 4 U.2 Ir Msual taste:w bad (b. 36A 472 a3.t The tasaar bud for a6 aaew at tit O.C. was faladmad as tree awvage a'. me tes: news (a r ark 12' Q.C. The 430raale lead tar ad sasw a1 sue sawing of 10' O.C. 6tb harag can tw calaAsled by iaeMd auV as reacts of woe t&tenet at 6' arts 12' O.C_ afnx tale tests had sa.-tt failure mode W. Castem pul Woualt bum orb Parbls.As crowd in aw table. an "mabie bad Wait wvwx Imlalod at W O.C. to wood haing orb 36.8 pat Justification of U&" the Rasulb an Ught Gouge Stoat Fremfng to eta aumjeo mmrgumian, al faatetwm wren attaaw m turtip only. 40 vmeater tle furrilp is at adwd to wofd or noel tra.'nitg efts nol lWaa tree Pralied engineers MAPMM4 to amure trio kr.m ansamtem and bamNg memebets to love suaoem bad repasts a. OGAW, t1• 'G ......... N • 1 1 STATE' f FSSION AL RONALD L OGAVAASSOCIATES, INC. 16835 ALGONOUN STREET *A43 MJNTINGTON BEACH. CA 92649 1)714292.2607: (F) ?14-6474595 PROJECT: RIO.2576.15 DESIGN WIND LOAD PROCEDURES: Fear-carcem Sorg Car .WN IOW trapadf7 twM Toad egadM b 6etaroiod w a m ila ce tasa4 m uwwsma toed nrJond ma C fwiw c. Vo Me mrionm me uwnc an aftwaya onvm Ioao is oatam ftd based an a Mcm at safety of 3 aPPftd mine uunato all bed. Equation 1, gP0,00258'KMf.'i(,M (W. ASCE 7-10 eq=bn 39—%1) 0.. -Wb v— at hood z K . vdwrj Prusm ejvnL" coamdem evsduatad a fright, K. . wrillrapticL-M Equation 2. K . WW deadiarWRf too" V , calf ah0 CPeW (S.omim We MPlq as deafeNned nom 2017 IBC F,p,aaa ION& 8. or C: ASCE 7.10 RVA" U.S•1& B. or C V-V. pet 201218C Soc*n 160.10efimde s) V. , Nlimale dedpn wind apoaal (Saemla putt mom mmmima0 tram 221218C Fig=$1609A, 9. or C: ASCE 7.10 Fip%ao 26.S1A. S. or C Equation 3. P`W(GC„ wj (e(. ASCE 7.10 agwlion 30.6.1) GC.. onsoua of wurnal P "w" corwam end gwAfiaa faeaor GC.. Fosua of frderrrt Preaaure coemomm and was -ow facu r P . design proe— (PSF) for sidmp (s -aoie 0aaprl load far aiecrp) To doa m ish dearpn vossam, ars whm q, fdo Equation 3. Equation t. P'0.0mwb •Ks rwV.' (GCrGl+I AOowable Straw OC34M ASCE 7.10 Seotan 2e.1. toad eomalna.ion 7 Equation a. 0.60. 0.6W pet. ASCE 7.10 section 24.1. bed CorWhs: on 7) 0. dead bad. w , waro load To determine me A6owatde Sues De*a Pressne, mX(Y the bed faadrfor W (wlrrd) eom Eq:rerbn a to P (oeson p essam) ooto:7tkm0 hom equWar I Equation a, p., • 0-m Equation T. P,,,, • 0.6 0.o025e•K'K.'K'V.''IGC.A".C.1] Egte,orf 71s wad fa poptrtsb Tiara 314. and a To oemrmkw the ee=.aore unrlaae ce11c wfn0 speed for Hat" Siding In Thob 6. sate Eq aSatr 7 for V. EquWon 6. V. `(RJ0.6'000256'K'K,'.'(GC,•GC 1re A,W42Ole to melhWs tpsdWin Erxp6onl 1 oft igh 3 of 2012 /9C Sawan s6oD./.1_ to 0Clermmi ne me avowaafe nornirrl desioo wend speed fve3d) farmf6e SWIP In Tack 6. 0=11 me aurlers'an ft mwb below. Equation a, V_ • V. • (ajar' pet. 201218C Seelon I60C.3.1) NoCwW design "late Weed (3-"Cond oust Moto (m .:012 tot Section 1602./) RONALO 1. OGAWAASSOCIATES. INC. 16935 ALGONOUIN STREET 0443 HUNTINGTON BEACH. CA 92649 T) 714-202-2602: (F) 714-1147-4595 PROJECT: RIO.2578-15 Table 2. Cosllklerds and ConWMa used In Davnnlnlnp V and p, rn-mp 0Mm O 1100® d m_n 1 6=QC7:61<Si17 Table 3. AOowable Shaaa Oazlgn - -ppol l and Cladding (C6.C) Praewna (PSF) to be Resisted at Vattas Wind Spaeds - Wind Exposure Category a. . S mil•®EZk E J i E{l! mmaxw mosummmalm Elsa= MEMMMMEM 11M Emu= Nm7fm mtuaQ EkL==!a= MEMIM fZa•lr1•!"'T TQ E3• I Ei S S f1F 6t616LiF onummmElt MEW311111 IMAM INEELilzmEmmum Table 4. AOwwble Sias Design - Component and Cladding (C4C) Prosauraa (PSF) to be Reslihd d Vadous Wind SpaWs - YAM Egmwm Category C,: y . Vo small (3•611=ea 0=1 1100 1 tt 11 1 t 1 1• 1 1 1Y0 I+e nl c 0.1 t 1 1 2 2 2 2 9.6 3aa 39. a,9 l3.3 0,1 20 18.6 20 22S 24.6 3f.a 36a 1. a .., 3. 70.2 0 49 8l. 25 19 a 2/ 4 275 8 6 0 13 6 a: a G2. O. 7.4 65 30 202 2L3 24. 26, 29.1 3t2 155 41 7% 65.5 73.0 809 dig 2 JI 330 2a.2 7r'S 0 S Au.9 3 G0,2 b . 42.3 81A 40 21. 23. 2G. 28a•4 856 9s.0 a5 220 11 242, 26.8 2s,1 31.6 3 .1 3A - 79 a 2 1 3 0 .9 so 2•2..6 2 324 aa,t 6 1,.b 65.0 2 0 4".2 Zr, 3 3] a,9 6 . 56.6 86 a. b2,7 91, tOl a, a! 100 1 .326 1 .356 1 .294 43.1 46.9 1 •55.0 1 -0,6 1 = 3 ] 1 434 1 44.1 1 105,5 1 -117.6 1 7302 7a3 6 Table 6. AOewatdo Saves Design • CoreMWMU and Cladding (C&C) Prossulas (PSF) to be Restated at Various Wind Spbem • Wind Exposure Category D. • . lnd softo13•aaowc cum 100 105 11 11 - 1.20 1 1 150 1 1, 1e0 15 I Ne :mB D O 0 0 0 0 O 0 0 a1 21 2 23.4 26./ 6 . A at. 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I0NA (( H O am W REPORT NUMBER: 102024363COO-001A 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 PRODUCT EVALUATED: HardiePanek9 EVALUATION PROPERTY: Transverse Load Testing Report of HardiePaneIS tested in accordance with ASTM E330-2002/20U, Standard Test Method for Structural Performance of Exterior -Windows, Doors, Skylights and Curtain Walls by Uniform Static Air Pressure Difference BTATNF e S' F RIOP 1_/0NAL EN,t1`I This report is for the exclusive use of lntertek's t7ent and is proodded pursuant to the agreement be:hreen lntertek and is Client. Jntert-eks responslbility and liability are limited to the terms and conditions of the agreement. Imerrek assumes no liabliity to any party, other than to :he Client in accordance with the agreement, for any loss, expense or damage occasioned by the use of this report Only the Client is authorized to copy or distribute this repot and then only In Its en:Ire:y. Any use of the Intertek name or one of Its marls for the sale or advertisement or the Nested material, product or service mast first be approved in writing by Intertek. The observations and test results in this report are relevant only to the sample tested This report by isJl does no: Imply tha: the material, pr oduc: , or service is or has ever been under an I, it cerd5 ation program. James Hardie Building Products, Inc. Report No. 102024363C00.001A 1 Table of Contents April 30, 2015 Page 2 of 7 1 Table Of Contents...............................................................................................................2 2 Introduction........................................................................................................................ 3 3 Test Samples..................................................................................................................... 3 3.1. Sample Selection........................................................................................................ 3 3.2. 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 Appendix A Transverse Load Test Data.....................................................................17 Pages RevisionSummary ............................................................................................................ 1 Page Intertek 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. Qb Hardie Panel Vertical Siding JamesHardie EFFECTIVE SEPTEMBER 2013 INS1ALLAT10N REOUIREMENTS RESIDENT;L SINGLE FAh1QY ONLY - PRIMED & COLORPLUs- PRODUCTS Visit vray.iameshardie.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 OTM4 PRODUCTS OUTSIDE AN HZ100 LOCATION WILL VOID YOUR WARRANTY. TO DETERMINE WHICH HARDIEZONE APPLIES TO YOUR LOCATION, VISIT WWW.HARDIEZONE.COM OR CALL 1-866-942-7343 (866 9HARDIE) STORAGE & HANDLING: Store flat and keep dry and covered prior to installation. Installing siding wet or saturated may result in shrinkage at butt joints. Carry planks on edge. Protect edges and comers from breakage. James Hardie is not responsible for damage Mused by improper storage and handling of the product. saimm CUTTING INSTRUCTIONS OUTDOORS , INDOORS 1. Position cutting slation so that wind will blown dust arty from user 1. Cut only using score and snap, or shears (manual, efectrlc or pneumatic). andothers in working area. 2 Position cutting station in well-ventdated.area 2. Use one of the folming mel hods: a. Best I. Store and snap II. Shears (manual, electric or pneumatic) - NENER use a power saw indoors b. Better. I. Dust relic" ciplar saw egiXed wllh a - NEVER use a circular saw blade inat does not tarry the Hudidliade saw.' blade fradernark HardieStade• sally blade and HEPA vacuum extraction NEVER dry sweep — Use wet suppression or HEPA Vacuum c. Good: 1. Dust reducing circular m. vO a HardieBlacle saw blade only use for low to modarata c bra Important Nate: For maximum pnXection (bsrest respirable dustp oduclion), James Harde recommends aWdys using'Bes'-W tutting methods vftm feasbla. W nespiraiors can be used in oagtmction with above twtung practices to tuner reduce dust exposures. Additional exposure information is avaiiaa'e tardb torn to help you determine the frost apprr:priate cutting medod for your job requlements. ti mic ern still exists about exposure levels oryou 0 the above pracloes, you should allays cansut a ciielif ed industrial hygienist or contact James Hardie for further information. soM105 GENERAL REQUIREMENTS: These instructions to be used for residential single family inslallations•ony. For Commercial / Multi -Family installation requirements go to www JamesHardieCornmercial.com HardiePanela vertical siding can be installed over braced wood or steel studs spaced a maximum of 24" D.C. See genemal fastening requirements. Irregularities in framing and sheathing can minor through the finished application. James Hardie recommends installing HardiePanel on a capillary break (rainscreerVfurring) as a best practice. Information on installing James Hardie products over foam can be located in JH Tech Bulletin 19 at www. iamehardie.com A water -resistive barrier is required in accordance with local building code requirements. The % ater-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. 00 NOT use HardiePanel` vertical sidingg in Fascia or Trim applications. Some application are not suitable for ColorPlus. Refer to ColorPlus section pa a 3. DO NOT use stain, oil/alkyd base paint, or powder coating on James Hardie®Products. For larger projects, 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 TreatmentFastenerRequirements • 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 ColorPlus- Finish) (fig. 2). HardiePanel Vertical Siding Installation • Horizontal Joints - Provide Z-flashing at all horizontal joints (fig. 3). Framing must be provided at horizontal and vertical edges for nailing. Figure 2 Figure 3HardiePanelverticalsidingmustbejoinedonstud.. Double stud may be required to maintain minimum edge " cuter 'Ve "r water -resistive baser Y re q g / • . _X 4 stud ( r_ 2 , 4 scud water resistive vat rcvstive nailing distances. t ~- bailer barrier upper panel Figure 1 stud r_ water -resistive if^ tnI4apbarrier Caulk IsheathingHardiePanelBattenJoint "H" Joint C, o vertical siding water-resisu ve barrier keep nails 2 a 4 stud rdI,r .—lower 3/8' min. O O penal from panel edges — plate u Figure 4 3/8' leave appropriate gap between Recommendation when imT panels, then caulk' inscalling Sierra E. piovide Caulk Joint a double stud et panelImoderatecontactNotaoolhcabletoColorPlus• Finish) joints q avoid railing keep fasteners 2' Apply caulk in accordance with caulk through gloom. away from corners I manufacturer's written application instructions. I For additional information on HardheWraDTF4 Weather Barrier, consult James Hardie.at 1-866-4Hardie or www.hardiewraD.com WARNING: AVOID BREATHING SILICA DUST James Hardiel products contain respirable crystalline sews, which is known to the Slate of California to cause cancer and is considered T/ IPAC end NOSH to be a cause of cancer from some occupational sources. Breathing excessive amounts of resorrab,e silica dust can also cause a disabling and pa entialy fatal kmg disease called sdross, an7 has been baked with oMer diseases. Some saaties suggest smoking mayincrease inese risks. During instillation or nendiing: (t) n7r< m outdoor areas; vain ample ventilation: p use filler cement shears la cutting or, where inert feasible, use a Hardio8ladc i sea blade and dusl-roduang circular saw alle0ed to a HEPA vacuum: 3) wam others in ue imm,ate area, (4) wear a rxo0ety-fitted, MOSH-approved dust mast, or respirator (e.g N-955) in accordance with aapllraole government regulations and manufacturer irtSuuclions to hxtner limit respiable stla exposures Dunne clezn-up, use H=P4 vacuums or wet cleanuo mehods - never dry sweep. For further wonnation, refer to our unstalation restrictions an c Maternal Safety Data Shect atailante at wow fameshardie.com or by calling', -800-9HARDIE (i-80rr942-73431 FAILURE TO ADHERE TO OUR wARraNGS, MSDS, AND pdSTALLATIOU d sTlIUCT10NS MAY LEAD TO SERIOUS PERSONAL INJURY OR DEATH. rorcnm HS1236 - P1/3 1/13 A >o CLEARANCES Install siding and trim products in Maintain a minimum 1" Maintain a minimum 1" - 2" clearance At the juncture of the roof and vertical Maintain a 1/4" compliance with local building code 2" clearance between between James Hardie products and decking material. surfaces, flashing and counterflashing shall be installed per the roofing clearance between the bottom of James requirements for clearance between James Hardie° manufacturer's instructions. Provide a 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. I I the roofing and the bottom edge of the Do not caulk gap. Figure 5 stud 6' min. I foundation Maintain a minimum 1" gap between gutter end caps and siding & trim. Figure 9 siding gutter acid end cap siding deck material Do not bridge floors with HardlePanel° siding. Horizontal joints should always be created between floors pig.10). Water. Resistive ; 9ardw Figure 10 Horizontal I \ Trim r Sheathing fascia HardiePanel• BLOCKED PENETRATIONS Penetrations such as hose bibs and holes 1 34' or larger such as dryer vents should have a block of trim around point of penetration. V- r siding and tnm. Figure 8 I I Refer to fig. 3 on page 1. KICKOUT FLASHING Because of the volume of v6ater that can pour down a sloped roof, one of the most critical flashing details occurs where a F""''"B roof intersects a sidewaft. The roof must be flashed with step Faod flashing. Where the roof terminates, install a kickout to deflect water away from the siding. It is best to Install a self -adhering membrane on the wall before the subfascia and trim boards are nailed in place, and then come back to install the kickout. Figure 11, lOckout Flashing To prevent water from dumping behind the siding and the end of the roof intersection, install a "kickout" as required by IRC code R905.2.8.3 : `...flashing shall be a min. of 4' high and 4" wide." James Hardie recommends the kickout be angled between 1000 - 110* to maximize water deflection Figure 1 1 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 vrater, 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 Senices 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). Vig. 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 Countersunk, fill & add nail Figure A Figure B do not under drive nails oo NOTSTAPLE 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 drlven 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.. it 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 - P2/3 8113 A- >o, CAULKING For best results use an Elastomenc 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 manufacturer's written instructions. Note: OSI Quad as well as some other caulking manufacturers do not allow tooling. DO NOT Caulk nail heads when using ColorPlus products, refer to the ColorPlus touch-up section CUT EDGE TREATMENT PAINTING Caulk, paint or prime all field cut edges. DO NOT use stain, oiValkyd base paint, or powder coating on James Hardie® Products. 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 ColorPlus products. recommended. Do not paint when wet For application rates refer to paint manufacturers specifications: Back rolling is recommended if the siding is sprayed. COLORPLUS° TECHNOLOGY CAULKING, TOUCH-UP & LAMINATE Care should be taken when handling and cutting James Hardie@ ColorPlus® products. During installation use a wet soft cloth or soft brush to gently wipe off any residue or construction dust left on the product, then rinse with a garden hose. Touch up nicks, scrapes and nail heads using the ColorPlus® Technology touch-up applicator. Touch-up should be used sparingly. If large areas require touch-up, replace the damaged area with new HardiePanelm siding with ColorPlus Technology. Laminate sheet must be removed immediately afterinstallation 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 touch-up over fastener heads for smooth ColorPlus products - primed panel recommended for ColorPlus panel applications that require fasteners in the field, it is acceptable to use touch-up over fasteners for Cedarmill and Stucco panel only, but correct touch-up application is important. Some colors may show touch-up when applied over fasteners. Trim is recommended to cover joints when appropriate. PAINTING JAMES HARDIE• SIDING AND TRIM PRODUCTS WITH COLORPLUS° TECHNOLOGY When repainting ColorPlus products, James Hardie recommends the following regarding surface preparation and topcoat application: Ensure the surface is clean, dry,, and free of any dust, dirt, or mildew Repriming is normally not necessary 100% acrylic topcoats are recommended DO NOT use stain, oiValkyd base paint, or powder coating on James Hardiem Products Apply finish coat in accordance with paint manufacturers written instructions regarding coverage. application methods, and application temperature RcCOMION: In accorfta vA1h.I0PES Evaluation Report ESA-1844, Hard0aneW venial sn9ng is recognized as a suitable almnate to to specified in: the 2006.2009, 2 2012International Residential Code for One -and Tva-Family Oveldngs and the 2006, 2009. & 2012 Intemalaral Buildup Code. Har?ieNrW vertkal sld:rg Is also recognized for application in the follmr:ng: City of Los Angeles Research Report No. 24862, Stale of Florida listing R.0889, Dade County, Florida NOA No. 02.0729 02. US. Dept of HUD Matenafs Release 1263c, Texas Department of Insurance Product Evalr don EC-23, Gty of. New York MEA 223.93-A1, and California rSA PA•019. These documents should also be consulted for additional information omcernrg the. sui,axhry of this product for specific a4imbons. 2013 James Hardie Building Products. All rigtrts reserved. TM, SM, and ® denote trademarks or registered trademarks of Additional Installation Information, James Hardiereclnology Limited @ Is a registered Warranties, and Warnings are available at Ja meSHardl e trademark of James Hardie Technology Limited. www.jameshardie.com MO HS1236 - P3/3 6/13 MIAMI-DADE MTAMI-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 ADMINISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.t=_ov/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 rriay immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is detennined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: "Hardie", "Cem" and "Prevail" Planks and Panels Fiber Cement Siding and Soffit APPROVAL DOCUMENT: Drawing No. PNL, PLK & SOFF, titled "HardiePanel, CemPanel, Prevail Panel; HardicPlank, CemPlank Prevail Lap Siding; HardieSofftt, CemSoffit Panel; Installation Details Wood/Metal Stud Construction", sheets I through 12 of 12, dated 04/24/2013, prepared by the manufacturer, signed and sealed by Ronald I.Ogawa, P.E., beating 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 mantifacturer'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 1.710.9.2 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 expiratiou 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 entirely. 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 t/ 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 vy Carlos M. Uh•cra, P.E. NOA No. 15-0122.04 MIAMI•DADECOUNTY Expiration Date: May 1, 2017 Approval Date: April 9, 2015 03 f301 S rani I 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 Inter tek 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 Guider 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 I. None. F. STATEMENTS 1. Statement letter of code conformance to the 51h edition (2014) FBC issued by Ronald - I. Ogawa & Associates, Inc., dated 10/26/2014, signed and sealed by Ronald I. Ogawa, P.E. O3 /301Zd l5 Carlos M.._ Utrera, P.E. Product Control Exaininer NOA No. 15-0122.04 Expiration Date: May 1, 2017 Approval Date: April 9, 2015 k: - 1 m l WALL WALL LENGTH Stud Spacing at 16" O.C. B. lxj M?7 B F-= Nails at 16" O.C. (typ.) 31W Minimum Edge Distance DET&kL-6 Sheathing fastener, as described in Note 1 Panel fastener, as described in Note 2 ZOZ7-41/ r HardiePanel, Cempanel, Prevail Panel Siding r . pradw Card ! Water -resistive barrier per Florida Building Code Section 14042 5/8" thick / 5 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 tames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code. SEE DETAIL A PO lk /5 ply APA rated d sheathing in noe with Florida Code Section resistive r per Florida ng Code n 1404.2 X 4" S-P-F od Studs HardiePanel, SECTCempanel, Prevail Panel Siding PRODUCT DESCRIPTION Hardiepanele, C.ernpaneM, & Prevail® Panel Siding materials are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade It, Type A and meeting the requirements of the Florida Building Code. PANEL DIMEN_S_IONS Width Length Thickness 4 8,9,10' 5/16" DESIGN PRESSURE RATING Installation Design Pressure Wood Studs -76 Psf Impact Resistant — Planks installed over 518" thick / 5 Ply APA rated plywood sheathing HARDIi PANE CEMPANEL._PR : QIL_PANEL SIDING 1NST/LLATTON DE A{W irrslallation shall be done in conformance with this Notice of Acceptance, the manufacturersinstallationrecommendations, and the applicable sections of the Florida Building Code. Wood studs where HardiePanel, Cempanel, Prevail Panel Siding will be installed shall bedesignedbyanEngineerorArchitectpertheFloridaBuildingCodeandtherequirements of this N.OA sheathing shall be attached to the studs inNote1] 5/8" thick / 5 ply APA rated plywood accordance with Florida Building Code Section 23223. APA rated plywood sheathing supporterThesidingpanelsshagbeinstalledoverSWthick / 5 plybyaminimumof2"X4" S-P-F wood studs spaced a maximum of 16" O.C. Note 21 The siding panel fastener shall be a 2' long, 0.22T head diameter, 0.092" shankdiameter, corrosion resistant siding nail; the fasteners shag be spaced at 6" O.C. at panel edgesandintermediatestuds; the fasteners shall be driven through the 51W thick / 5 ply APA rated plywood sheathing into wood studs located at 16" O.C. Fasteners shall have a minimum edge distance of IV'and a minimum clearance of 2" from corners. Creator. E. Gonzales HARDIEPANEL, CEMPANEL„ PREVAIL PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 DAG NO A I I PNL-PLKSOFF 1/ =1'-0 I Date: 4/24/2013 `srrrfr 1 OF 12 Fastener Spacing per FloridaBuildingCodeSection2322.3 I. a - e meow* wi* ft F1a+da 6w. Caaw PROJDtJCL BEvtSd:D - as oompirimg rb 077 Fb7o ri- i77 ,Ja-c"' 7"z7 roaea Cennd Fastener Spacing per Florida Building Code Section 2322.3 I I• Cladding Framing Sheathing F.... l S ONAL r..._... Sri FRAMING NOMINAL 2" X 4" S-P-F WOOD STUDS 16" O.C. FASTENED FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD AREWITH3-1/2" 16d COMMON NAILS (2 PER TOP AND NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE AHEATFIING NOMINAL 5/8" THICK / 5 PLY APA RATED PLYWOOD ° HARDIEPANEL, CEMPANEL, PREVAIL PANEL SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA INSTALLATION DETAILS WOOD STUD CONSTRUCTION BUILDNG CODE SECTION 23223 CLADDIKG James Hardie Building Products, Inc. THE PANEL IS FASTENED WITH 2• LONG, 0.223 HEAD DIAMETER, 0.092" SHANK DIAMETER, CORROSION o 10901 Elm Avenue RESISTANT SIDING NAILS, PLACE NAILS 6" O.C. AT Fontana, CA 92337 PANEL EDGES AND INTERMEDIATE STUDS Phone: 909-356-6300 see FSCM NO DM NO Fax 909-427-0634 A PNL-PLK-SOFF Creator. E. Gonzales "scue 1" =1'-0" T. Date: 424/2013 s ET 2 OF 12 i WA i WALL LENGTH Stud Spacing at 16" O.C. SEE DETAIL A T 5/8" thick /5 ply APA rated fplywood sheathing fastened F to metal studs as desun'bed in Note 1 Bkuldi Cove Water -resistive iE >!>J^ i•v NO, j barrier per Florida Building Code STATE p Section 14042 Il u eiPromi4'mtrei .. 0}, F(0R Q `20ga, 35/8"X 1-s/s" i• I ; I _^ ' • l Metal Gstud i _ `s ONA rrr' r HardiePanel, S.FC_DQNJ0. Cempanel, B I Prevail Panel 318" Minimum Edge Distance Nails at 6" O.C. (typ.) Siding D_F_TA!LA_ Sheathing fastener, as described in Note 1 titE ID . r> de Panel fastener, as described in W 6 Note 2 HardiePanelO Siding Water -resistive barrier per Ar6V/S!"thick Florida Building Code Section 1404.2 APA rated ing fastened to metal studs as described in Note 1. 9 20ga, 3-5/8" X 1-5/8" Metal C-stud The wall and soffd frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code. 1&0DLIC_T_DE%: RIPTiOF( HardiePaneW, Cempanel®, & Prevail® Panel Siding materials are nonasbestos fiber-cemerd 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" DESIGN eMuU 3 RATING Installation Design Pressure Metal Studs -104 psf Impact Resistant — Panel installed over 5/8" thick / 5 ply APA rated plywood sheathing HARD!EI 1_EL,_CEMPANEL,_PIZEVAIL PANEL SIDING 1NSTALL iTION D_EiA!L._SAllinstallationshallbedoneinconformancewiththisNoticeofAcceptance, 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 11 5/8" thick / 5 ply APA rated plywood sheathing shall be attached to metal studs at 6"oc at panel edges and all intermediate supports using a No.8-18, 0.315" head diameter 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 3-5/8" X 1-5/8" Metal C.Studs spaced a maximum of 16" O.C. Note 2) The siding panel fastener shall be a minimum No. 8-18, 0.315" head diameter X 1-5/8" long' ribbed bugle head screw ("or screw shall have at least 3 full threads penetrating.metal framing); the fasteners shall be spaced at 6" O.C. at panel edges and intermediate studs; thefastenersshallbedriventhroughthe5/8" thick / 5 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 OWG NO I REV Fax 909427-0634 A PNL-PLK-SOFF Creator. E. Gonzales SCALE' 1r2"=1'-0" Date: 4/24=13 is — Creator 3 OF 12 I 6.00in. PRODUCT REvlSM as a,m0yiltg wills the Fbgda Da 3lr Fspi on Date ' ' 7 A 4gr1 *—)Oi dc ProdW Cneda II I' I II I• I 6. 00in. I I I,l II I• I I I PRauqmvisf a> a wrath tre Fltt r Aeeape+ Alm Doe , By ttadtte . 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 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 SHEAT1i NA NOMINAL5/8" 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 CLADD[ NG • 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 Cladding I I I / I I / Framing II I' I Sheathing II I, I II II I I, I I.I OGA IIIItt++ I • I I' I , .. S .. _ I I I I • o. 121 I STATE OF...... 2 0NA1- + FOR METAL NOT PART,F THISAPPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FORD WOODSTUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY ESELOADS)RE HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 y, FSCM NO owo No Phone: 909-356-6300 PNL-PLK-SOFF Fax 909-427-0634 A Creator. E.Gonzales SCALE1" = 1-0" Date: 4/242013 SHEET 4 OF 12 1 at 1 T'4 M- WALL LENGTH SEE DETAIL A as coli With *e Fbe& Dy i I ° "Will 6 f•= 3/4" Minimum Edge Distance QFTA14A PR / yieg with Ptexids coa N t5 ?2.Oft Sheathing fastener, as described in Note 1 Nails at 16" O.C. (typ.) Siding fastener, as described in Note 2 HardiePlank, Cemplank, Prevail . Lap Siding Water -resistive barrier per Florida Building j Code Section 1404.2 5/8" thick / 5 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 compriance with the Florida Building Code. i- PRODUCT DESCRIPTION HardiePlank®. Cemplank®, & Prevailelll Plank Lap Siding materials 5/8" thick 15 ply APA are nonasbestos fiber -cementproductstestedinaccordance withratedplywoodASTMC1186GradeIt, Type A and sheathing in meeting the requirements of theaccordancewithFloridaBuildingCode. Florida Building Code Section 2322.3 PANEL P-(MENSLONS water-resis&e Width Length Thickness N,,, barrier per Florida S9..11T 12' 5116" Builtng Code Section 14042 DF-SIGN PRESSURES NG r 2r X 4" S-P-F Installation Design Pressure Wood Studs Wood Studs -92 psf Lap Siding Impact Resistant - Planks installed over 5/8" thick / 5 ply C TI 1-1/4" fall X 5/16" APA rated plywood sheathing thick starter strip H.,4 tDIJtP_LA.N.ICLC.EN(PLANK,.PREy 4.14W SID_INGJNSYAI,ul710N D T,A1LSAllinstallationshallbedoneinconformancewiththisNoticeofAcceptance, the manufacturer'sinstallationrecommendations, and the applicable sections of the Florida Building Code. Wood studs where HardiePlank, Cemplank, Prevail Lap Siding will be installed shall be designed by anEngineerorArchitectpertheFloridaBuildingCodeandtherequirementsofthisN.OA1] 5/8" thick / 5 ply APA rated plywood sheathing shall be attached to the studs in accordanceNote with Florida Building Code Section 2322.3. Planks shall be applied horizontally commencing from the bottom course of the wall with 1-iW wide laps at the top of the plank such that the exposure area of each plank is:5 8-1/4" vertically. Note 2] The siding fastener shall be a 2-1/Z long, 0.223" head diameter, 0.092" shank diameter, corrosion -resistant siding nail; The siding is fastened 5 8-1/4" O.C. vertically and 16"D.C.o izontall , fasteners are driven into wood studs through 5/8" thick / 5 ply APA rated plywood sheathing, eeeneareplacedintheoverlappingareaapproximately3/4" 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 aminimumofZ%4" S-P-F wood studs spaced a maximum of 16" O.C. Fasteners shall have a minimum edge distance of 3/9 . Crerator. E. Gonzales HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 No A I I PNL-PLK-SOFF Date: 4/24R013 IsHEr 5 OF 12 Fastener Spacing per Florida Building Code Section 2322.3 0.75in asoanptyi gwiil tEeFlbri a awlEwscoft T.KBy ade Pn duet Castrai sa.25in. 16 in. OC Cladding I • Framing I Fastener S cinPa 9 per Florida I Sheathing Building Code Section 2322.3 I • I / ERAMNG_ 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 518" THICK / 5 PLY APA RATED PLYWOOD SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA BUILDING CODE SECTION 2322.3 C_LADDf I G. PIANKS.OVERLAP 1-1W THE EXPOSURE IS 18-1/4" 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 p a, IodOe • I ,,, .S . + r No. 121 STATE OF FsSIOA..L ti'? ot lot FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND F VI`O 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:909.35"300 FSCMNO MG NO AE Fax 909-427-M44 A PNL-PLK-SOFF 1 Creator. E. Gonzales SCALE 1" = 11-0" Date: 4/24/2013 SHEET 6 OF 12 WALL HEIGK O.C. WALL LENG SEE PRODUCT D - L— _O. Stud Sparing at 16 O.C. DETAILA HardiePlankO, Cemplank®, and I - I ick /$ pbAPA Prevail® Plank Siding materials r- 1 rated plywood are nonasbest fiber -Dement sheathing fastened products tested in accordance with metal studs ASTM C1186 Grade II, Type A and described in Note 1 meeting the requirements of the Florida Building Code. It I ae oaie'ptyiorg aieL i6t17<o•iids Water -resistive 7 barrier per Florida pl ANIC DIMENSIONS i ' F BudWidth CodedthLength Thickness 1Section 14042 S 9-1/2" 12' 5/161• Y t' 1'*,dna Coabsl ' i ii I z i 20ga, 3-5/8" X 1-5/8" DESIGN P ESSU E RATING Metal C-stud Installation Design Pressure s - u • F F - HardiePlank. Metal Studs -92 psf mplank, Prevail SS O ""-•-• •G t Lap Skiing Impact Resistant- 3/ 4" Minimum Edge Distance Nails at 16" O.C. NAL C11 Planks installed over 518" thick / 5 ply g ( typ•) . gg 1-1/4' tall X 5/16• APA rated plywood sheathing thickstarterstripjET& 11_ A Sheathing fastener, as described in Note 1 PRobvcr it -VOED afc tgptro g Vtetrlartls S Siding fastener, as described in Note 2 psi I C.arredHardiePlank, Cemplank, Prevail Lap Siding Water - resistive barrier per Florida Building Code Section 1404.2 5/ 8" thick /5 ply APA rated plywood sheathing fastened to - metal studs as described in 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 compliance with the Florida Building Code. HARDIEPLANK CEMPLANKPREVAILLAP SIDING_ INSTALLATION QU&IJS$ 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 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 1l 5/8" thick / 5 ply APA rated plywood sheathing shall be attached to metal studs at 6"oc at panel edges and all intermediate supports using a No.8.18, 0.315" head d'rameterx 1-1/4' long bugle head screw Planks shall be applied horizontally commencing from the bottom course of the wall with 1-1/4' wide laps at the top of the plank such that the exposure area of each plank is 5 SAX vertically. Note 21 The siding fastener shall be a minimum No. 8-18, 0.315" head diameter X 2-1/4' long' bugle head screw over metal studs ("or screw shall have at least 3 full threads penetrating metal framing); The siding is fastened s 8-1/4" O.C. vertically and 16" O.C. horizontally; fasteners are driven into metal studs through 5/8" thick 15 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 20ga. Nominal 3-5/8" X 1-5/8" Metal C-studs spaced a maximum of 16" O.C. Fasteners shall have a minimum edge distance of 3/8". HARDIEPLANK, CEMPLANK,, PREVAIL LAP SIDING INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 Phone. 909.356-6300 SaE FSCM No Fax 909-427-0634 A PNL-PLK-SOFF Creator. E. Gonzales Skue 1/2" -1'-0" Date: 4/24/2013 1 SHEET 7 OF 12 as cawoyi * wilt &C Elands Ammp t rro /73!/.•G i T t, J a>s rroa 58.25in. FWLMIIIG NOMINAL 20 GAUGE 3-5/8" 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 15 PLY APA RATED PLYWOOD SHEATHING TO METAL STUDS AT 6" OC AT -PANEL EDGES AND ALL INTERMEDIATE SUPPORTS USING A NO.8-18, 0.316' HEAD DIAMETER X 1-1/4' LONG BUGLE HEAD SCREW CLADDING PLANKS OVERLAP 1-1/4" THE EXPOSURE IS 5 8.1/4" 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. OC---i / Cladding II I I Framing J6.00inT OC I • I I Sheathing I RE I ' I r 'r`- OGA J cx iYin vim ww Elam Cv4 I ' I . 121 Ac... '• J ATE OF • Oh'AL FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue 9 Fontana, CA 92337 Phone: 909-356.6300 ° V4 "o Fax 909-427-0634 A PNL-PLK-SOFF 1 Creator. E. Gonzales SCALE 1" =1'-0" Date: 424=13 SHEET 8 OF 12 WALL 1 RE—TA!49 WALL LENGTH Stud Spacing at 16' O.C. e 1 1 1 3/8" Minimum SEE DETAIL A 1 2" X 4" S-P-F Wood Studs HardieSoffd, Cemsoffit AtZLjj-U0-0--B. Nails" C. (typ.)r17 REVLSM Distance • a yv* wok do Fb" we coft h PndW Cwd offit fastener, as escribed in Note 1 HardieSoffit, Cemsofft Minimum 2" X 4" S-P-F Wood Studs The wall and soffit frames are to be designed by `he Architect or Engineer of Record In compliance with the Florida Building Code. pi30AU9- 1_DES4ZRIP?I1CN HardieSoffitO & CemsoffittV materials are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade 11. Type A and meeting the requirements of the Florida Building Code. SOFFrT DIMENSIONS Width Length Thickness N 8' 1/4" AJ~$ 1GN PFZF,SS_IJI;EJ2AT_1NG Installation Design Pressure Wood Studs -70 psf No. 4 21 STATE OF HARDI. F,S_O_FF_ITCQVIS_O.FFI7 PANLL RLAIST}1A-TJO DE_T,L_\IL_S 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 Z%4" 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" O.C. Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" from comers. PRODUCTREVUED aR awo* ine .M me Fkride euflft Go* orxyrM ft No f 3, Product coa aoi HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION ascw W James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 PNL-PLK- SOFF Creator E. Gonzales IscAW 12" =1'-o" I Date:4#242013 9OF12 REV 4.00in.1 - t • PRcbverREV1S® - PRODQJCrarE lsw g wb * e Floods a; complyiM wilh die Flaeids Aare ib i • AAwaoe o, c -Exomdonsae. r n r7 - FRAML G 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 CLADDING ' THE SOFFIT IS FASTENED WITH 2" LONG, 0.223" HEAD DIAMETER, 0.092" SHANK DIAMETER, CORROSION RESISTANT SIDING NAILS, PLACE NAILS 4" O.C. AT PANEL EDGES AND INTERMEDIATE STUDS i Cladding Framing, No.Zz121 k STATE OF = - SS/ONA\ 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) HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 1D901 Elm Avenue Fontana, CA 92337. FSCM NO DWS NO Fax 909-427-0634 A PNL-PLK-SOFF Creator. E. Gonzales SCALE 1"=1'-0" Date: 4/24/2013 SHEET 10 OF 12 1 ALL LENGTI Stud Spacing at 16' O.C. o`_ 1 1 1 i I WALL iEIGHT i I•' i I I DET 9&A Nails at 6" O.C. (typ) 3/8" Minimum Edge Distance fastener, as ribed in Note HardieSoffit, Cemsoffit 20ga, 3-5/8" x 1-51T Metal Crstud LThe wall and soffit frames are to be designed by the Architect or Engineer SEE PiZODUCL DESCEZIPT_l10U HardeSoffi* & CemsoffitO materials DETAILA are nonasbestosliber-cement products tested in accordance with ASTM C1186 Grade 11, Type A and meeting the requirements of the Florida Building Code. 20ga, 3-5/8" X 1-518" SOFFIT D1MEtJSI0N- S Metal C stud Width Length Thickness 4, 8' HaroieSoffit, DESLGN PRESSURE RAT1f G Cemsoirrt Installation Design Pressure i. Metal Studs -55)Df r ii 1.0 GA = SE,CTIQN MODUCFREVISED- MODUCIrREVI SM W eon*lyicv whb dw Flaids sF •••: _ As " moyn wo do Iilaeir Daum Caft Acarptamon b r3- rl a; 0 21 1 • Ae x nae !Is%A9 : -p 3 p , OF )' wna. N c PacoAea _'F;'-. OR,B P • taw. +.. -_-'-••---•----' 1A13AIES_ O_FFIT.CEMSOFF_IT gNEL IN.S_TALIAI:ION n AILS 's aL EN/r/ Jrrtt, All installation shall be done in conformance with this Notice of Acceptan!S h(Snuiaeturer'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 3-5/8" X 1-5/8" Metal C-studs spaced a maximum of 15' O.C. Note 1] The soffit fastener shall be a minimum No. 8-18, 0.315" head diameter X 1-1/4' long` ribbed bugle head screw Cor 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. HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 of Record in compliance with the Fax 909-427-0634 A Florida. Building Code. Creator. E•Gonzales. saua' 1rz"=1'-0" OVJG NO REV PNL- PLKSOFF 1 1 Date: 4rz412013 1 SHEET 11 of 12 6.00in. io.uum. Cladding Framing 6.0I0in. . I• PBCDUCr REVLSM s Mwjyxq..pi 6C fb%b PRODu r NE&D Ob AWA mix" DeftirO&dcoula a: 09 ' FLOO' 5: fL:LA N NOMINAL 20 GAUGE 3-5/8" X 1-50' STEEL STUDS 16" O.C. FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD AREFASTENEDWITH5/8° WAFER HEAD SCREWS (2 PER TOP AND BOTTOM CONNECTION) NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESELOADS) 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 X 1-1/4' LONG CORROSION RESISTANTRIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 James Hardie Building Products, Inc. FULL THREADS PENETRATING THE METAL FRAMING), PLACE 10901 Elm Avenue SCREWS V, O.C. AT PANEL EDGES AND INTERMEDIATE - o - Fontana, CA 92337 STUDS Phone: 909-356-6300 SIZE FSCM NO DWG NO REV Fax 909-427-0634 A PNL-PLK-SOFF 1 Creator. E. Gonzales SCALE V =1,.W Date: 4/2412013 SHM 12 OF 12 Florida Building Code Online Page 1 of 2 Prz*ssional Regulafion 1 Fla. SC15 Home I Lop In I User Registration ; Hot Topics F Subadt Surcharge Stats & Facts ; Publications FaC Stall SCIS Site Map ! Links search lorida r a-s Product Approval 4F <; USER: Public User C!'?=, . Product 6ROroval Menu > Produtt or AppL[a0on Search > Application LKt > Application Detail FL # FL12194-RS Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Aluminum Coils, Inc. Address/Phone/Email 5001 West Knox Street Tampa, FL 33634 813) 249-9743 grahman@aluminumcoilsinc.com Authorized Signature Gareth Rahman grahman@aluminumcoilsinc.com Technical Representative Paul Frost Address/Phone/Email S001 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 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 G Validation Checklist - Hardcopy Received Certificate of Independence FL12194 RS COI ALC15001.2 Evaluation Report 2014 FBC 04 T4 Soffits - FINAL.odf 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=wGEVXQwtDquk24AUC°/02fE... 9/7/2017 Florida Building Code Online Page 2 of 2 LVA 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 11 ALC15001.2 Evaluation Report 2014 FBC 04 T4 Soffits - FINAL.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Zachary R. Priest PE-74021 Design Pressure: +80/-90 Created by Independent Third Party: Yes Other: See Evaluation Report for limits of use. Evaluation Reports FL12194 RS AE ALC15001.2 Evaluation Report 2014 FBC 04 T4 Soffits - FINAL.odf Created by Independent Third Party: Yes Beck Nerzt Contact us :: 2601 Blair Stone Road- Tallahassee FL 32399 Phone: 8So-487-1824 The State of Florida Is an AA/EEO employer Cooydaht 2007-2011 State of Florida.:: Privacy Statement :: Accessibility erat.m.nr :: Refund Statement Under Florida law, email addresses are public records. If you do not want your !-mall address released In response to a publ.c•n!cords request, do not send electronic mall to Nis entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.407 1395. -Pursuant to Section 45S.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F 5 must provide the Department with an email address If they have one. The emalls provided may be used for official Communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F S., please dick here Product Approval Accepts: 2 r = Q Credit Card Safe http://www. fl oridabuilding.org/pr/pr_app_dti.aspx?param=wGEVXQwtDquk24AUC%2fE... 9/7/2017 CREEK Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 TECHNICAL SERVICES, LLC (813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE 5T" EDITION (2014) Manufacturer: ALUMINUM COILS, INC. Issued June 6, 2017 5001 West Knox Street Tampa, FL 33634 813) 249-9743 www.aluminumcoilsinc.com Manufacturing: Tampa, FL Quality Assurance: PRI Construction Materials Technologies (QUA9110) SCOPE Category: Panel Walls Subcategory: Soffits Code Sections: 1404.5.1, 1710.9.4 Properties: Wind Resistance REFERENCES Entity 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 61G20-3. 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. C R E E K ALUMINUM COILS, INC Soffits TECHNICAL SERVICES, LLC PRODUCT DESCRIPTIONS 3/8" F-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum F-channel. See Appendix D for dimension drawings. 3/8" J-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum J-channel. See Appendix D for dimension drawings. Fascia Preformed nominal 0.019-inch thick, 3105 H-14 aluminum fascia. See Appendix D for dimension drawings. 16" 04 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit P,anels 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 in2Ain.ft for the 'center vent' configuration. See Appendix D for dimension drawings. 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 5"' Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. 111111111/t,, R- pR c 2017.06.06 No 74021 15:48:16 04'00' 3 STATE OF .' P Zachary R. Priest, P.E. Registration No. 021 ONA``, 1111111 O gana ation No.ANE9641Florid CERTIFICATION OF INDEPENDENCE CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. APPENDICES 1) APPENDIX A — Approved Systems (8 pages) 2) APPENDIX B — Installation Drawings (12 pages) 3) APPENDIX C — Design Wind Loads(4 pages) 4) APPENDIX D — Dimension Drawings (4 pages) ALC15001.2 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. CREEK TECHNICAL SERVICES, LLC APPROVED SYSTEMS ALUMINUM COILS, INC Soffits Appendix A The following notes shall be observed when using the assembly tables below. 1. Maximum Design Pressures (MDP) were calculated using a 1.5:1 margin of safety per FBC Section 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-incho.c. Fastener Fastener Location Location 1 1 b. 12" T4 Soffit— 4-inch o.c. Fastener Fastener Fastener Fastener Location 1 Location 1 Location 1 Location 1 c. 16" 04 Soffit —16-inch o.c. Fastener Fastener Location Location i 1 ALC15001. 2 FL12194-R5 Page 1 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 d. 16" 04 Soffit — 8-inch o.c. Fastener Location Fastener Fastener Location 1 ALUMINUM COILS, INC Soffits Approved System Numbers and Definitions 12F-# Approved Systems for 124nch Overhang with F-Channel 12J-# Approved Systems for 124nch Overhang with J-Channel 16F-# Approved Systems for 16-inch Overhang with F-Channel 16J4 Approved Systems for 16-inch Overhang with J-Channel 24F-# Approve Systems for 24-inch Overhang with F-Channel 24J-# I 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 psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment Max. One (1) min. 3/8-inch head dia. nail, One (1) min. 3/8 x 3/8-inch One (1) min. 1 3/4-inch long x. 0072-inch dia. x min. 3/16- 12F-1 16-inch Wood min. 1.25-inch embedment spaced Wood crown staple spaced 16-inch inch head dia. trim nail 40.0 24-inch o.c. O.C. spaced 36-inch o.c. Max. Three (3) min. 3/4-inch x 1/4-inch One (1) min 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x 0.072-inch dia. x min. 1/4-inch 4812F-2 16-inch Wood crown staples in diamond pattern Wood crown staple spaced 8-inch o.c. head diatrip nail spaced 48- 64.2 spaced24-inch o.c. and securing each panel lap inch o.c. 12F- 3 Max. One (1) 14 ga. 5/8 inch long T nail One ( 1) min 3/44nch x 1/4-inch One (1) min. 1 3/44nch long x 0. 072-inch dia. x min. 1/4-inch 48 16- inch Masonry spaced 8-inch o.c. Wood crown staple spaced 8-inch o.c. head dia. trip nail spaced 48- 64.2 and securing each panel lap inch o.c. ALC15001. 2 FL12194-R5 Page 2 of 8 This evaluation report is provided for Stale of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 12-inch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Attachment Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Three (3) min. 3/4- inch x 1/4-inch crown One (1) min. #8 x 1/2-inch One (1) min 3/4-inch x One (1) min. 1 3/4-inch long x 12J-1 Max. Wood staples in diamond long x 3/8-inch head diameter Wood 1/ crown staple 0.072-inch dia. x min. 1/4-inch 48 16-inch pattern spaced 24- screw spaced 16-inch o.c. pinchspaced 8-inch o.c. head dia. trip nail spaced 48- 64.2 inch o.c. connecting soffit to J-channel inch o.c. Approved Systems for 16-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 16F-1 Max. Masonry One (1) 14 ga. 5/8-inch long T nail Wood 1-inch leg staple spaced max. 0.072-inch diameter finishing nail with min. 3/16- 353.3 12-inch spaced max. 8-inch o.c. 44nch 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- 353.3 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 1.254nch embedment spaced 24- Wood crown staple spaced 16-inch 3/16-inch head dia. trim nail t25.6 inch o.c. O.C. spaced 36-inch o.c. Three (3) min. 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long 16F-4 Max. Wood crown staples in diamond pattern Wood One (1) min 3/4-inch x 1/4-inch x 0.072-inch dia. x min. 1/4- 27 16-inch spaced 24-inch o.c. crown staple spaced 8-inch o.c. inch head dia. trip nail 36.1 spaced 48-inch o.c. ALC15001.2 FL12194-R5 Page 3 of 8 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. ECREEKTECHNICALSERVICES, 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 Fascia Cap Attachment Attachment One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 16F-5 Max. Masonry One (1) 14 ga. 5/8-inch long T nail Wood 1-inch leg staple spaced 4-inch 0.072-inch diameter finishing nail with min. 3/16- 343.3 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- 343.3 spaced 16-inch o.c. lap inch head spaced 16-inch o.c. Approved Systems for 16-inch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate J-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment Three (3) min. 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch 16J-1 L16inch Wood crown staples in diamond pattern Wood One (1) min 3/4-inch x 1/4-inch long x 0.072-inch dia. x 23.5 spaced 24-inch o.c. crown staple spaced 8-inch o.c. min. 1/4-inch head dia. trip 31.4 nail spaced 48-inch o.c. ALC15001.2 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 Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga.1/4-inch Nominal 1x2 crown x 1-inch leg No.2 SYP staple spaced Three (3) 18 ga.1/4- anchored to 12-inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. inch crown x 1-inch rafter with one each panel lap inch crown x 1-inch 0.072-inch diameter 24F-1 12-inch Wood leg staples in 1) min. 2.25- Wood leg staple spaced 8- finishing nail with min. 801-90 diamond pattern inch x 7d ring One (1) min. 1.75-inch inch O.C. 3/16-inch head spaced spaced 164nch o.c. shchinch ailshanknail x 0.072-inch diameter 12-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 801 24F-2 12-inch Wood smooth shank rafter with one Wood leg staple spaced 8- finishing nail with min. 76.6 roofing nail spaced 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. 3/16-inch head spaced 16-inch o.c. inch ring shank x 0.072-inch diameter 12-inch o.c. nail 24-inch o.c. finishing nail with min. 3/16-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 801 24F-3 12-inch Masonry inch long T nail rafter with one Wood leg staple spaced 8- finishing nail with min. 76.8spaced8-inch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. 3/16-inch head spaced inch ring shank x 0.072-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 State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Apoendix A Approved Systems for 24-inch overhang with F-Channel Walt 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. 1.754nch x Max. inch crown x 1-inch rafter with one 16-inch o.c. securing inch crown x 1-inch 0.072-inch diameter 24F-4 16-inch Wood leg staples in 1) min. 2.25- each panel lap Wood leg staple spaced 8- finishing nail with min. 801-60 diamond pattern inch x 7d ring inch o.c. and securing 3/16-inch head spaced spaced 16-inch o.c. shank nail One (1) min. 1.75-inch each panel lap 16-inch o.c. 24-inch o.c. x 0.072-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 Attachment Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment One (1) 18 ga.1/4-inch crown x 1-inch leg staple securing the Nominal 1x2 nailer of each female No.2 SYP lock or spaced One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. One (1) 14 ga. 5/8- anchored to 16-inch o.c. securing inch crown x 1-inch 0.072-inch diameter 24F-6 16-inch Masonry inch long T nail rafter with one each panel lap Wood leg staple spaced 8- finishing nail with min. 801-60 spaced 8-inch o.c. 1) 7d x 2.25- inch o.c. and securing 3/16-inch head spaced inch ring shank One (1) min. 1.75-inch each panel lap 16-inch o.c. nail 24-inch o.c. x 0.072-inch diameter finishing nail with min. 3/16-inch head spaced 4-inch o.c. ALC15001.2 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 pso Batten J-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Nominal 1x2 No.2 SYP scabbed between rafters with One (1) 18 ga.1/4- one (1) min. 2.25- inch crown x 1-inch 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 ratter securing each panel One (1) 18 ga.'%- One (1) min. 1.75-inch Max. rafter with one x 1-inch leg into the end of the lap inch crown x 1-inch x 0.072-inch diameter 24J-1 12-inch men. 2.25- slaters in diamond batten or two (2) Wood leg staple spaced finishing nail with min. 260 ininch 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 loe- 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 (2) lap Wood 8-inch o.c. and finishing nail with min. 353.3 inch R 7d ring pattern spaced 16- min. 2.25-inch x 7d securing each panel 3/16-inch head spaced shank nail inch o.c. ring shank nails 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. ECREEKTECHNICALSERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B INSTALLATION Note - Refer to the APPROVED SYSTEMS section of this report for additional installation details of a selected system and maximum design pressures limitations. System No. Installation Detail Mtn. 3/8" head din. nail with min. 14' enyngemem.tfor wood eubeLtate) or min. o.097" Ella. T-nnJl or aLub notl with min. SW engagement(tor concrete ox block nubn-.r,1Le) , el,aced na noted thous. FASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) 12F-1 & 12F-3 F" CHANNEL Hood, concr6to or lilcvk, Hiil STAPLE SOFFIT TOV., FASCIA BOARD #T50 1' F 3/8" X 3/8" STAPLE 16" O.C. FASCIA LIP 1 /4" PAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALC15001.2 FL12194-R5 Page 1 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. MCREEKTECHNICALSERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail rK-TV O1 ` SOFFIT STAPLE OPEN RARER 1 3/4- x 1/4" ' DIAMOND PATTERN CROWN STAPLES rDETAIL USING A DIAMOND a/V KTVEOI : TAwus PATTERN FACIA BOARD / FASCIA CAP 12F-2 3/4" X 1/4" CROWN FACIA BOARD B" 1-3/4" TRIM NAIL STAPLE ON CENTER 1-3/4" TRIM NAJL PAINTED S.S. T—'F* CHANNEL CAN BE PAINTED S.S. 48" FASCIA CAPINSTALLEDWITHTHED.C. NAILING FLANGE UP OR3/4" X 1/4" DOWN CROWN STAPLE SOFFIT-max- 12-inch span W000 SOFFIT SUBSTRATE SOFFIT &FASCIA DETAIL ALC15001.2 FL12194-R5 Page 2 of 12 This evaluation report is provided for State of Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail OPEN RAFTER 2/0SK SOFFIT STAPLE GIST f ' DIAMOND PATTERN i,,,. DETAIL FACIA BOARD ! ,r„„ eT vtcs , 3/4' X 1/4' CROWN STAPLE -24- ON CENTER USING A DIAMOND PATTERN FASCIA CAP 12J-1 rJ—CHANNEL 3/4' X 1/4' CROWN STAPLE 'a' ON CENTER 1-3/4' TRIM NAIL FACIA BOARD 1-3/4' TRIM NAIL PAINTED S.S. screwed to soffit with one(1) NB x PAINTED S.S. 48" FASCIA CAP 1/2" x 3/8" head O.C. diameter screw, 3/4' X 1/4' 16• o.c. CROWN STAPLE SOFFIT —max. 12-inch span. SOFFIT WOOD OR BLOCK SOFFIT & FASCIA SUBSTRATE DETAIL ALC15001.2 FL12194-R5 Page 3 of 12 This evaluation report is provided for Stale of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 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 Yet' CROWN STAPLE OPEN RAFTER FASCIA BOARD IV Br, S/6' I•NCS 16F-1 SOFFIT & FASCIA 16F-5 DETAIL FASCIA CAP: REFER 10 SOFFIT i FASCIA DETAX 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 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of arty product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor impy'warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. MCREEKTECHNICALSERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail Min. 3/6" head dia. nail with min. 1WI engagement(for woc4 substrate) or min. 0.091" dia. T-nail or stub nail with min. 5/8" ongagement(for concrete or block substrate), spaced an noted above. FASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) 16F-3 F" CHANNEL Wood, Concrete or Block Wall STAPLE SOFFIT TO FASCIA BOARD #T50r3/8" X 3/8" STAPLE 16" 0. C. FASCIA LIP 1 /4" PAINTED S.S. 1 .3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALC15001.2 FL12194-R5 Page 5 of 12 This evaluation report is provided for Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, 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 7rrTVE01 SOFFIT STAPLE OPEN RAFTER 3/4• x/a• i i DIAMOND PATTERN 1 DETAILuCROWNSTAPLES USING A DIAMOND aiw KIWMI S w.ES i PATTERN FACIA BOARD 11i FASCIA CAP 16F-4 3/4- X 1/4- CROWN FACIA BOARD 8' 1-3/4- TRIM NAILr_'F* STAPLE ON CENTER 1-3/4- TRIM NAIL PAINTED S.S. CHANNEL CAN BE PAINTED S.S. 48- INSTALLED WITH THE FASCIA CAP D.C. NAILING FLANGE UP OR3/4' X 1/4' CROWN STAPLE 50FFR— max. 16-inch opan SOFFIT SSUB°STRATE SOFFIT & FASCIA DETAIL ALC15001.2 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. ECREEKTECHNICALSERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I J' TRIM MAR FASCIA 80ARD PAIN1 TED .S. FAS[ IA [AP SOFFIT 194' CROWN STAPLE OPEN RAFTER FASCIA BOARD 1" rl' CROWN STAPLES SOFFIT S FASCIA USING A DIAMOND OETAIL 16F- 2 8 PATTERN; REFER TO SOFFIT STAPLE 16F- 6 DIAMOND PATTERN DETAIL FASCIA CAP; REFER 10 SOFFIT i FASCIA DETAIL 8" f' [ HANNEL 3/ 8 SOFFIT: MAX. It' I SPAN 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 SOFFIT STAPLE 015T DIAMOND I DETAILiE PATTERN FACIA BOARD IV KTWMNSTAFM / N / 3/4' X 1/4' CROWN STAPLE '24' ON CENTER USING A DIAMOND PATTERN FASCIA CAP 16J-1 3/4' X 1/4' CROWN 1-3 4 TRIM NAtISTAPLE .B ON CENTER FACIA BOARD CHlWN0. 1-3/4' TRIM NAIL PAINTED S.S. PAINTED S.S. 48' FASCIA CAP O.C. 3/4' X 1/4' CROWN STAPLE SOFFIT -max. 16-inch span SOFFIT WOOD OR BLOCK SOFFIT & FASCIA SUBSTRATE D ETAI L ALC15001.2 FL12194-R5 Page 8 of 12 This evaluation report is provided for Stale of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I t- TR01 NAIL FASCIA BOARD PAWTED S.S. I• af- CROWN FASCIA CAP STAPLES SOFFIT USING A DUIMON PATTERN: REIER TO 1-a- CROWN STAPLE SOff. T STAPLE DIAMOND PATTERN DETAIL I t' TRIM NAIL FASCIA BOARD PANTED S.S. SOFFIT & FASCIA DETAIL 24F- 1 8 24F4 1'4' CROWN STAPLE - FASCIA [ AP: REFER TO SOfflt i FASCIA / \ DETAIL NominalMat' SYP 3 81 BallenAnchoredtoSOFFIT: MAX. 24' f• fMANNEL Rafters vilh one 10 I I RingShankNailatWOOD SUBSTRATE every Rafter / SOFFIT STAPLE DIAMOND PATTERN ALC15OO1. 2 FL12194-R5 Page 9 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G2O-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 TRIM NAIL FASCIA BOARD PAgriEO SS. 1- 1' SMOOTH SHANK FASCIA CAP ROOF NAILS SOFFIT 1' rj' CROWN STAPLE 1 I' TRIM NAR FASCIA BOARD PAWTED S.S. SOFFIT & FASCIA 24F- 2 & DETAIL 24F- 5 1' 4* CROWN STAPLE fA5[ IA [AP; REFER ED SOFFIT t FASCIA DETAIL Nominal t'ar SYP Batten Anchored to Semi; MAX. ZV F- CHANNEL Rafters wgh one 7d Ring Shank Nag at every Rafter 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. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 TRW NAIL fA5[IA BOARD PARITED S.S. ILGA i- T-NAILS I FASCIA CAP SOFfIT VV I'a1' CROWN STAPLE 1 I- TRIM NAIL FASCIA BOARD PARITED S.S. SOFFIT & FASCIA DETAIL 24F-3 & 24F$ 1'4CROWN STAPLE FASCIA CAP, REFER TO SOFFIT t FASCIADETA0. Natalnal I'a2' SYP Batten Anthored to SOFfIf; MAX. 2L' f- CHANNEL Rafters with one 7d Ring Shank Nail at every Rafter MASONRY 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. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 f' 1RD1 NAIL FASCIA BOARD PAINTED S.S. 1'x%' CROWN-- ROWN FASCIA CAP STAPLES SOFfIIUSINGAOIAMOIIO PATTERN; REFER IO 1' - CROWN STAPLE SOFFIT STAPLE CANTILEVERED DIAMOND PATTERN RAFTER DETAIL FASCIA BOARD 1 t• TRRt NAIL SOFFIT & FASCIA PAINTED S.S. DETAIL 24J-1 & 1'xJ' CROWN STAPLE 24.J-2 FASCIA CAP; REFER TO Soffit 1 FASCIA DETAIL / Nondnal t' x 2' SYP Dsnm! 9+ \ Cabbed between raven and SOFFIT; MAX. IA' 3/8'1 MHANNEL secured with one (t) 7d ring I hank Dill Straight-naRed through the raft Into the and W000 SUBSTRATE of the batten or Iwo (2) 7d ` ring spank naft be-na0ed on \ — tlUer aide or the banern at Ure battenrtaRer 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 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 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 cat culations are based on an effective wind area of 10-ft2 or less. 5. Topographic factors such as escarpments or hills have been excluded from the analysis. 6. Wind directionality factor, Kd = 0.85 7. V,,,, 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 Stale of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Desi n Wind'Pfe6suresfor Soffits in'Ekoosure B - - - Buildiri - g. - TYPe Zone ' • Mean'- Roof..:_; Hei M= ft Basic Wind S' eed' hm" 120; 130• "_ 140 150:; 200 _ y Enclosed 4 20 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 25 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 30 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 40 18.3 21.5 24.9 28.6 32.5 36.7 41.2 45.9 50.8 50 19.5 22.9 26.5 30.5 34.7 39.1 43.9 48.9 54.1 60 20.5 24.0 27.8 32.0 36.4 41.1 46.0 51.3 56.8 Negative Loads) 5 20 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 25 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 30 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 40 22.6 26.5 30.7 35.3 40.1 45.3 50.8 56.6 62.7 50 24.1 28.2 32.8 37.6 42.8 48.3 54.1 60.3 66.8 60 25.3 29.6 34.4 39.5 44.9 50.7 56.8 63.3 70.1 Enclosed 4 20 10.8 12.7 14.7 16.9 19.2 21.7 243 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4 Positive Loads) 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 5 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 1 32.9 1 36.4 _] ALC15001.2 FL12194-115 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Desi ri Wu1d,Pr6sgQreS for Soffits in,Ez 0osure C Building TYP? ; Zorie: Mean Hei Fit• ft y - :Basic WindrS" eetl_ m ' ii 120 130 140 150 1.60>' '; r_ 170= 180 = - 190• 200 '• Enclosed 4 20 21.7 25.4 29.5 33.8 38.5 43.5 48.7 54.3 60.2 25 22.6 26.6 30.8 35.4 40.2 45.4 50.9 56.7 62.8 30 23.6 27.7 32.1 36.9 41.9 47.3 53.1 59.1 65.5 40 25.0 29.4 34.1 39.1 44.5 50.2 56.3 62.7 69.5 50 26.2 30.8 35.7 41.0 46.6 52.6 59.0 65.8 72.9 60 27.2 31.9 37.0 42.5 48.3 54.6 61.2 68.2 75.5Negative Loads) 5 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 40 30.9 36.3 42.1 48.3 54.9 62.0 69.5 77.5 85.8 50 32.4 38.0 44.1 50.6 57.6 65.0 72.9 81.2 89.9 60 33.6 39.4 45.7 52.5 59.7 67.4 75.5 84.2 93.2 Enclosed 4 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0. 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4 Positive Loads) 5 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 1 16.8 19.7 22.9 26.3 29.9 33.7 37.8 1 42.1 46.7 60 1 17.4 20.5 23.7 27.2 31.0 35.0 39.2 1 43.7 48.4 ALC15001.2 FL12194-R5 Page 3 of 4 This evaluation report is provided fdr State of Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Desi 'n Wind'Presstares"for Soffitsin_Ex- osureD- _ -- - Building Type. Zone. Mean: Roof: _ Hei hY ff Basic Wind'S- eed m-'h - - -• . . i ___ _ 120.`. ' ' 130 j1A0:_: _ 5150-; =_ 160-,.••, 170- r Enclosed 4 20 26.0 30.5 35.4 40.6 46.2 52.2 58.5 65.2 72.2 25 27.0 31.6 36.7 42.1 47.9 54.1 60.6 67.6 74.9 30 1 -27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.5 40 29.4 34.5 40.0 45.9 52.2 58.9 66.1 73.6 81.6 50 30.6 35.9 41.6 47.8 54.3 61.3 68.8 76.6 84.9 60 31.5 37.0 42.9 49.3 56.1 63.3 70.9 79.0 87.6 Negative Loads) 5 20 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 89.1 25 33.3 39.1 45.3 52.0 59.2 66.8 74.9 83.4 92.4 30 34.5 40.4 46.9 53.8 61.3 69.2 77.5 86.4 95.7 40 36.2 42.5 49.3 56.6 64.4 72.7 81.5 90.9 100.7 50 37.7 44.3 51.4 58.9 67.1 75.7 84.9 94.6 104.8 60 38.9 45.7 53.0 60.8 69.2 78.1 87.6 97.6 108.1 Enclosed 4 20 16.7 19.5. 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1 Positive Loads) 5 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1 ALC15001.2 FL12194-R5 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notity CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. RIIIIIIIIIIIIIIiR ECREEKTECHNICALSERVICES, LLC 318" F-Channel 3/8" 318" J-Channel ALC15001.2 1.- 3/4" --) 1/8" HEM T 7 3/4' FL12194-R5 ISOMETRIC VIEW 3/8' PROFILE ISOMETRIC VIEW 3/E' PROFILE ALUMINUM COILS, INC Soffits Appendix D 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 611320-3. The manufacturer shall notiy CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. ECREEKTECHNICALSERVICES, LLC Fascia 3/4" 7/81, 1/8" HEM 6"FASCIA 7" BLANK 1/4" 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. ECREEKTECHNICALSERVICES, LLC 16" 04 Soffit 0 I2T TYP 18" BLANK: 3:./ 8 PROFILE Ir•-"a• n6d000 00 00000 000 0000 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 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. IWIIIIIIII CREEK TECHNICAL SERVICES, LLC 12" T4 Soffit 3 1/8" 1 7/8" 3 1/8" 7/8" 3 1/8" 5/16" 1/2" 1/2" 1/2" 1/1" 1/2" 0 u' rvP o nsTVP 13.75" BLANK 3/8" PROFILE n600luon 00 r aq ooao a a o a END OF REPORT ALUMINUM COILS, INC Soffits Appendix D ALC15001.2 FL12194-R5 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Florida Building Code Online Page 1 of 3 Business 6 4 • g .• ' iFiiiiiiP .v... acts Home lop In I User Registration Hot Topic Submit Surcharge Slats 6 Facts ; Publications FSC Stall SCIS Site Map Links search dbpa ProductApproval r USER: Public User r Product Aooroval Menu > Product or Aoollution Search > _AQQLQhen ust > Application Detail FL # FL7006-R9 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 IKO Industries, Ltd 40 Hansen Road South Brampton, NON -US L6W 3H4 708) 496-2800 Ext200 rmetzOOI@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 rmetzOOI@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 U 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.aspa?param=wGEVXQwtDgse7mYBd2b3K6... 9/7/2017 Florida Building Code Online Page 2 of 3 6w.q Product Approval Method Method 1 Option A Date Submitted 06/28/201S Date Validated 06/30/201S Date Pending FBC Approval Date Approved 07/06/2015 SummarV of Products FL tF 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 .odfApprovedforuseoutsideHVHZ: 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 .odf Quality Assurance Contract Expiration Date 12/31/2020 Installation Instructions FL7006 R9 II IKO-133-02-01 Letter - Installation Instructions for FBC FL7006.odf Verified By: Duc T Nguyen 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: 7006.2 Hip and Ridge 12 Cap 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- 201S .odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL7006 R9 C CAC FM Letter - ASTM d3462 letter - S 6 15.odfDesignPressure: N/A Other: FL7006 R9 C CAC FM Letter - ASTM E 108 letter - 5 3 15 .odf Quality Assurance Contract Expiration Date 12/31/2020 Installation Instructions FL7006 R9 II Hip and Ridoe 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 6S034 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- 2015 .odfApprovedforuseoutsideHVHZ: 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 - S 3 15 .odf Quality Assurance Contract Expiration Date 12/31/2020 Installation Instructions FL7006 R9 If IKO-133-02-01 Letter - Installation Instructions for FBC FL7006.odf FL7006 R9 II Roofino-Products-Leading-Edoe-Plus- Aoolication-EN(11.pdf 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=wGEVXQwtDgse7mYBd2b3 K6... 9/7/2017 Florida Building Code Online Page 3 of 3 Limits of Use Approved for use in HVHi: 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 d3161 letter - 4- 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 1S .odf 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: Back Nest Contact Us :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: BSO-487-1824 The State of Florida is an AA/EEO employer. Coovrioht 2007-2012 State of Florida.:: Privacy Statement •: Accessibility Statement :. Refund Statement Under Florida law, email addresses are public records. If you do not want your 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 Section 45S.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address d they have one. The !mails provided may be used for official communication with the licensee. however email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please dick b=. Product Approval Accepts: r Ckedi; Card Safe• http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgse7mYBd2b3 K6... 9/7/2017 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 manufacturer's application instructions and applicable code. In the event the instructions conflict, these instructions shall govern. Statement of Independence: PRI Construction Materials Technologies and/or Duc T. Nguyen, FL P.E. do not have nor plan to acquire a financial interest in any company manufacturing or distributing products for which the test reports are issued. Signed: / Signed: Brad Grcybovdski Duc T.M u en Managing Director Florida R-6VS ered Professional Engineer 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, U.C. 6412 Badger Drive Tampa, FL 33610 Tel, 813.621.5M Fax- 813.621.5B40 e-mail: materialstesling@^mt.com WebSie• httpJhwvw.pricmt.00m 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 Lil t' -•I •-- I•— t• t-tIr' 1-tQ•' ` V — t-I11,\HnL= T f— SEALING STRIP — — — 611C 1/2' I frt/8' IN NAILS 00 NOT NAIL INTO OR ABOVE THE SEALING STRIP PRI Construction Materials Technologies, LLC 6412 Badger Onve Tampa, FL 33610 Tel: 813-621.SM Fax: 813.621.5840 e-mail. matedalsteshng@pkint coin WebSite: ht0:1Amw.pdcmLcom 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". 631 NAILING - STEEP SLOPES APPLICATION Use six nails as shom. NAIL LINE PROPER APPLICATION REOUIRES THAT THE NAILS PENETRATE BOTH THE OVERLAY AND UNDERLAY PORTIONS OF THE SHINGLE PRI Construction Materials Technologies, LLC 6412 Badger Drive Tampa, FL 33610 Tel 813-621.SM fax. 813.621.5840 a -mail: materialstesbng@pncmLcom WebS1te' http:/Mww.pricmLtorn 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. mm) TAPM cur PRI Construction Materials Technologies. LLC. 6412 Badger Drive Tampa, Fl. 33610 Tel: 813.621.5M Fax- 813-621.5B40 email. materialstesting@pricmt.com WebSite- httpJAvww.pricmt.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 131/4" (1000 mm x 336 mm) IKO Leading Edge Plus strip is perforated lengthwise for separation into two (2) shingles. Take one IKO Leading Edge Plus strip and fold flat at perforation to separate. 3. Take one of the separated shingles 39 3/8" x 6 5/8" (1000 mm x 168 mm) and remove approximately 20"(500 mm). Install this shingle on the lower left corner of the roof deck, granule side up, with the factory installed sealant adjacent to the eaves. The shingle should overhang the rake edge and eaves by a nominal 1/4" (6 mm) minimum. Fasten the shingle to the roof deck with nails located 3" to 4" (75 mm to 100 mm) from the eave edge and 1" (25 mm) in from each end. 4. Take the leftover 20" (500 mm) piece shingle. Rotate the piece and align it vertically up the rake edge with the factory installed sealant adjacent to the outer edge of the roof. The shingle should overhang the rake edge by a nominal 1/4" (6 mm) minimum. Fasten the shingle to the roof deck with fasteners located 3" to 4" (75 mm to 100 mm) from the rake edge and 1" (25 mm) in from each end. 5. Repeat Steps 3 — 4 for the right lower corner of the roof deck. NAILING: Use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with at least 3/8" (9 mm) diameter heads, long enough to penetrate through plywood or 3/4" (20 mm) into boards. Use 4 nails per shingle placed 3" to 4" (75 mm to 100 mm) from the eave edge and approximately 1" and 13" (25 mm and 330 mm) in from each end. 6. Apply full-length IKO Leading Edge Plus shingles to the remaining eave edges of the roof deck. Install the shingles granule side up with the factory applied sealant adjacent to the eaves. The shingles should overhang the rake edge and eaves by a nominal 1/4" (6 mm) minimum. Fasten the shingles to the roof deck with nails located 3" to 4" (75 mm to 100 mm) from the eave edge, 4 nails 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. PR Construction Matenals Technologies, LLC 6412 Badger Drive Tampa, FL 33610 Tel. 813-621.5M Fax: 813.621.5840 e-mail- materialstesting@pncmLcom WebSite: ht 1hWw.pdcmt.aom Florida Building Code Online Page 1 of 2 Pf'ofestional Regulatian" L O aCIS Nome I log In IUser Registration Mot Topic Submit surcharge Scats 6 Facts F Publications FSC Stall ( SCIS Site Map Links Search e Product Approval USER• Public User Product Approval Menu > Prpduet Or Aoo6cauOn search > Application List > Application Detail FL # FL2346-RS Application Type Affirmation Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Address/ Phone/Email Authorized Signature Technical Representative Address/ Phone/Email Quality Assurance Representative Address/ Phone/Email Category Subcategory Compliance Method Testing Lab Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence W Warrior Roofing Manufacturing 3050 Warrior Road. Tuscaloosa, AL 35404 205) 553-1734 Ext 11S Steven@WarriorRooring. net Steven Crew Steven@WarriorRooring. net Steven Crew 3050 Warrior Road Tuscaloosa, AL 35404 205) 553-1734 Ext1024 Steven@WarriorRoofing. net Steven Crew 3050 Warrior Road Tuscaloosa, AL 35404 205) 553-1734 Ext 1024 Steven@ Wa rriorRoofcng. net Roofing Underlayments Test Report PRI Construction Materials Technologies, LLC Keystone Certifications, Inc. 10/ 05/2019 Jesus Gonzalez, P.E. 0 Validation Checklist - Hardcopy Received FL2346 ' RS COI PRI CMT Cert of Indeoendence.odf Referenced Standard and Year (of Standard) Standard Year ASTM 0226 2006 ASTM D4869 2005 Equivalence of Product Standards Certified By 211 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/pr_app_dtl.aspx?pararn=wGEV XQwtDgtOc8bnSknRps9... 9/7/2017 Florida Building Code Online Page 2 of 2 Documentation from approved Evaluation or Validation Entity OYes ONo (D N/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 HVH2: Yes FL2346 RS II Installationinstructions.odf Approved for use outside HVH2: 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 1Sw and 30w roofing felt ASTM D 4869 Tested Limits of Use Installation Instructions Approved for use in HVH2: No Approved for use outside HVH2: Yes FL2346 RS If Installationinstructions.odf Verified By: PRI Construction Materials Technologies, LLC Impact Resistant: N/A Test Reports Design Pressure: N/A Other: Primary roof covering should be installed FL2346 RS TR 15w Test Reoort.odf FL2346 R5 TR 30w Test Reoort.odf immediately after felt. Roofing felt is not intended to be an unprotected weathering surface. Beck Ne[t Contact Us :: 2601 Blair Stone Road Tallahassee FL 3 W Phone, 8S0.487-1824 The State of Florida is an A/VEEO employer. Coovrieht 2007.2011 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statern.nr 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 mall. 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 45S; F.S. must provide the Department with an email address If they have one. The !Tads provided may be used for official communication with the licensee. However email addresses are public record If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 45S, F.S., please click here . Product Approval Accepts: Cred'II Card Safe http://www.floridabuil ding.org/pr/pr_app_dtl. aspx?param=wGEVXQwtDgtOc8bnSknRps9... 9/7/2017 r , p. WARRIOR® ROOFING MANUFACTURING P. 0. BOX 40105 • TUSCALOOSA, AL 35404 • PHONE (205) 553.1734 • FAX (205) 553.1755 i 193 LEROY ANDERSON ROAD • MONROE. GA 30655 • PHONE (770) 207-0695 • FAX (770) 207-0775 323 DEVELOPMENT AVENUE • CHAMBERSBURG, PA 17201 • PHONE (717) 709.0323 • FAX (717) 709-MY 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 aminimum of two inches as you move up the valley to ids ireprop,4water shedding. 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. 1 CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION q Application No: Documented Construction Value: $r) lOn Jagounclhc.rr P JobAddress: . P li 1 1(,( Historic District: Yes Noo Parcel ID: ResidentialP1 ommercial Type of Work: New Addition Alteration Repair Demo Change of Use Move Description of Work: Plumbing. New Residential Construction Plan Review Contact Person: Khrissy or Jamie Title: Cleri al Phone: 407- 323-7515 Fax: 407-323-8954 Email: info a i-orlando.c dn Property Owner Information NameLII 1fi1*-'(- Phone: Street: 1 Resident of property? City, State Zip: Contractor Information Name Advantage Plumbing, Inc. Phone: 407-323-7515 Street: PO Box It 17 Fax. 407-323-8954 City, State Zip: Sanford, FL 32772 State License No.: CF-CO57881 Architect/Engineer Information Name: Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: Mortgage Lender: Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, bollers, heaters, tanks, and air conditioners, etc. FBC 1053 Shall be inscribed with the date of application and the code in effect as of that date: 50 Edition (2014) Florida Building Code Revised: June 30, 2015 Penait Application EQ$Q: In addition to the requirements of this permit, there may be additional restrictions applicable to die property that may be found in the public records of this county, and them 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 consftclion 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. Sipatme ofowoeditmt Dam man 0vma/A8 is Name Si®oat ue of Nomry-Stage of Florida Due Owner/Agent is Personally Known to Me or Produced ID Type of ID 1/16/18 si8atma of C*0&Ut dAsxt Dam A. Ttroanm SnkM Priet CariaaetodAgmn'a Nmne 6/18 9 gaae re of otay sa GPM Date ct Nt3TARY PUBLIC STATE of FIORIGA Cofmo GG13SM 9' Expires W112021 Contractbr/Agent is X Personally Known to Me or Produced ED Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas Roof [] Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONNG: UTILITIES: WASTE WATER ENGINEERING: FIRE: BUILDING: COMMENTS: RcvbodL June 30.201S Pumit ADphad= CITY OF SANFORD a BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: $ Job Address: Historic District: Yes No Parcel ID: - Residential,Commercial Type of Work: New.CJ Addition Alteration Repair Demo Change of Use Move Description of Work: Ski —r t I r 117 -- Plan Review Contact Person: Phone: Fax: Name Street: City, State Zip: Title: Email: Property Owner Information Phone: Resident of property? : Contractor Information Name Phone: 8/3-9/17.3 4u3 CA-193 2L Street: IQ3 4 9. " Fax: City, State Zip Tn mnn FI 3 State License No.: f j 3 uus yo Architect/Engineer Information Name: Phone:, Fax: Street: City, St, Zip: E-mail: Bonding Company: Mortgage Lender: Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation hascommencedpriortotheissuanceofapermitandthatallworkwillbeperformedtomeetstandardsofalllawsregulatingconstruction 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 Permit Application Revised: June 30. 2015 there may be additional restrictions applicable to this property that may beNOTICE: In addition to the requirements of this'perntit, fou nd in the public records of this county. and there may be additional -permits requited from other governmental entities such as water _ management districts, state agencies, or federal agencies. _ of permit is verification that i w13. ill notify the owner of the property of the requ irements of Florida Lien Law, FS ; s required The City of Sanford requires payment of a plan review fee at the time of p Acceptance p ermit submittal. A copy of the executed contract q current ICC Valuation.Table in effect at the time the permit is issued, intoordertocalculateaplanreviewchargeandwillbeconsideredtheestimatedconstructionvalueofthejobatthetimeofsubmittal. The actual construction value will be figured based charges t e cu accordance with local ordinance. Should heln the e ' tts issuedred off the executed contract exceed the actual co credit will be applied to your permit fees w perm FIDAV T: I certify that all of the foregoing informatio an accurate and that all work will OWNER'S AFbedoneincompliance with all applicable laws regulating construction toid Signature of Owner/Agent Date ' = r_0o Agent _ Print Contractor/Agent's Name Print Owner/Agent's Name ' gh ( lDate (j Date signature q,n state punpd: O'Clair Signature of Notary -State of Florida a T yr? CoJminfsslon # GOWN x IWI October 15'2021 Mobil 101 Pe sonContractor/Agent is ally Known to-.l Re' Owner/ Agent is Personally Known to Me or - produced ID _ Type Produced ID . Type of ID BELOW IS FOR OFFICE USE ONLY Roof • e uired: Building[] El ctrical Mechanical plumbing[] Gas[]Zoee: PermitsRqFloodConstruction Type , Occupancy Use: total Sq Ft of Bldg: Min. Occupancy Load: - of Stories: Plumbibg = # of Fixtures _ New Construction: Electric.- # of Amps y - - - eads Fire Alarm Permit:' Yes • No Fire Sprinkler Permit: Yes[] No # of H _ APPROVALS: ZONING: UTILITIES: WASTE WATER: ENGINEERING: FIRE: BUILDING: COMMENTS: Permit Application Revised: June 30, 2015 CONTRACT AGREEMENT - WYNDHAM PRESERVE SERVICE SIZE SQ FT A/C SYSTEM PRICE PLAN 10-kW HEAT 240V, 60A 6,663.00 BARCELONA 200A 2392 5-TON AC 240% SOA 10-kW HEAT 240V, 60A 6,667.00 CARNIVAL 200A 2402 5-TON AC 240% 50A SO -kW HEAT 240V, 60A 8,477.00 CYPRESS 200A 3449 5 TON AC 240V, 50A 10-kW HEAT 240V, 60A 6,992.00 GLASTONBURY 200A 2798 S-TON AC 240V, 50A 8-kW HEAT 240V, 50A 5,740.00 MADRONA 200A 2091 4-TON AC 240V, 40A 8-kW HEAT 240V, SOA 5,455.00, MARGATE II 200A 1966 4.-TOMAC 240V, 40A 8-kW HEAT 240% 50A 5,701.00 MELBOURNE 200A 2107 4-TON AC 240V, 40A 5-kW HEAT 240% 35A 4,279.00 MILAN 200A 1349 3.TON AC 240% 30A 10-kW HEAT 240% 60A 6,281.00 PEMBROOKE 200A 2570 5-TON AC 240V, 50A 10-kW HEAT 240% 60A 6,616.00 PENNSACOLA 200A 2570 5-TON AC 240V, 50A DATE: CONTRACTOR/OWNER: DATE: l EDMONSON ELECTRIC:.-_-„- • r.-rrs +•••,•crr..+.ew.a•a—n:cncww•.. rc =—r- . :awn..— .vr... •Var—J>W..a.a sa..Tt-r=•SfA•l:.iai.q..IR 1034 Skipper Road • Tampa, FL 3 13 -Phone(8[ long ceN case Iaos<oaX I813)910-8546 • www.EdmonsonE ectric.com CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No. Documented Construction Value: S 5138 Job Address: 2623 Flycatcher Way Historic District: Yes No Parcel ID: Lot 230 Residential ® Commercial Type of Work: New ® Addition Alteration Repair Demo Change of Use Move Description of Work: Install new 3.0 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 Property Owner Information Name Park Square Homes Phone: 407-529-3000 Street: 5200 Vineland Rd #200 Resident of property? City, State Zip: Orlando, FL 32811 Contractor Information Name One Stop Cooling & Heating, LLC Phone: 407-975-2762 Street: 7225 Sandscove Court Fax: 407-629-9307 City, State Zip: Winter Park FL 32792 State License No.: CAC 032444 Architect/Engineer Information Name: Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: Mortgage Lender: Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be Inscribed with the date of application and the code In effect as of that date: 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 be done in compliance with all applicable laws re Signature of O%mcr/Agem Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID ing information is accurate and that all work will g 96structipn and zoning. h- 2/19/2018 Kevin Stine Print Contractor/Agent's Name Signature Date KELLY WEBSTER Notary Public - State of Florida Commission M FF 978034 My Comm. Expires Apr 4, 2020 Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Construction Type: Occupancy Use: Total Sq Ft of Bldg: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No APPROVALS: ZONING: ENGINEERING: COMMENTS: q Gas Roof 4 Flood Zone: of Stories: Plumbing - # of Fixtures of Heads Fire Alarm Permit: Yes No UTILITIES: FIRE: WASTE WATER: BUILDING: i t Revised: June 30. 2015 Permit Application UNIVERSAL ENGINEERING SCIENCES Consultants In: Geotechnical Engineering a Environmental Sciences Geophysical Services a Materials Testing a Threshold Inspection Building Code Administration, Compliance Inspection & Plan Review 3532 Maggie Blvd, Orlando, FL 32811 - P: 407.423.0504 - F: 407.423.3106 Client: Park Square Homes 5200 Vineland Road, Suite 200 Orlando, FL 32811 UES Project No: 0110.1700817.0000 Workorder No: 9354148-1 Report Date: 02/01/2018 UES Technician Samuel Castellanos Date Tested 01/30/2018 Project: Wyndham Preserve, House Lot Testing East Lake Mary Boulevard & Brisson Avenue South, Sanford, Seminole County, FL 32773 Type of Test: Area Tested: Residential House Pad, House of 23U Field: ASTM D-2937 Drive Cylinder Method Material: Fill Laboratory: ASTM D1557 Modified Proctor Reference Datum: 0 = Bottom of Footing Hand Auger Borings: Location of Auger Borings: Center of lot Was Building Pad Staked: N Depth of Waterable Below Grade: N/A Borings Terminated 2 Feet Into Native Ground? N Number of Locations: 1. Depth of Each Boring: 7.00 Unsuitable Soils: 0-3' Brown/tan sand; 3-5' light brown sand; 5-7' brown/gray sand Laboratory Test Results: Were unsuitable soils encountered: N Organic Content; N/A Moisture Content: N/A Samples Obtained: N Should Material be Removed: N/A In -Place Density Test Repolrt The tests below meet the 95% minimum compaction requirement. Test No. Location of Test Range Maximum Density pcf) Optimum Moisture N Field Dry Density pcf) Field Moisture Soil Compaction Pass or Fail 1 North Footing 0-1 ft 106.8 10.6 104.3 11.0 98 Pass 2 East Footing 1-2 It 106.8 10.6 103.2 10.7 97 Pass 3 South Footing 1-2 ft 106.8 10.6 105.8 10.3 99 Pass 4 NE Side of Pad (TOF) 1-2 ft 106.8 10.6 106.1 10.6 99 Pass 5 1 SW Side of Pad (TOF) 2-3 ft 1 106.8 1 10.6 1 107.5 1 11.2 101 Pass Remarks: (TOF)0 = Top of Fill 2623 Flycatcher Way This testing coven the house pad only. Pod and deck areas were not induded in this study, these items can only be tested as they are ConsttuCled. Please notify us in the event you With us to lest pool subgrade and baddill. This item has been electronically signed and sealed by Manuel Irizarry, using a Digital signature. Pnnted copies or this document are not considered signed and sealed and the signature must be venbed on any electronic copies If you have any questions. please do not hesitate to contact the signor or Liz Naranjo (extension 23134). Sincerely. Universal Engineering Sciences, Inc. COA No. 00000549 Manuel Irizarry f * &sale 2018.02.06 aya*a a 161:25:55 ot eFFF+!!!-05'00' uluun Manuel Irizarry, P.E.. M E.C.E. Sr. Project Engineer -Construction Svcs STATE OF FLORIDA Professional Engineer No. 81510 To establish a mutual protection to Universal's clients, the Public and ourselves, all reports am submitted as confidential property of our clients and authorization for publication of statements, conclusions or extracts from or regarding Universal's reports is teserved pending our written approval. Page 1 l 3 sS T cA-- Lr v l DESCRIPTION AS FURNISHED: Lot 230, WYNDHAM .PRESERVE; os recorded in Plat Book 81, Pages 93 through 102 of the Public Records of Seminole County, Florido. BOUNDARY FOR/CERTIFIED TO: Park Square Enterprises, LLC- (a Delaware 'Corporation); Winderweedle, Haines, Ward do Woodman, PA; Attorneys' Title Insurance Fund; Bank of America LOT Z36 i 11 24.80' as0' L r4 tj O O O LOT 2J1 h so, LOT 237 _LOT ?38 N 8r43'03' E i 62.00' !`' LOT 230 24'40' IJ.3'' & SD' d ted -110, 17.0' t 50 FORMLTDARD FOUNDATION fif. TOP OF FORM FORM AVOME 28.33' 6.SD• r I36.33' 25.20' 25.20, 10' URLESMI, ea)N 89'43'03`' E 62.00' O to OOh tor 220 ti 52.50' P.C. SETBACKS AS FURNISHED FROM - 25'(•) REAR • 20' SIDE 5' (40' LOT) 7,5' (60' LOr) 73' 23'L077FL YC4 TCHL' R IVA YSIDESTREET . 25(80' h 73' LO» 15' (40' LOT) (50' PRIVATE ROM) 23' FROM SETBACK CAN 8E REDUCED TO 20. ON CERTAIN LOTS. NO MORE "M PLOT PUW AREA CALCULATIONS OF (2) INSUCCESSION ATON AT , AND 25' A MINIMUM TOTAL LOT AREA 7,130 t SQUARE FEET PROPOSED • FINSH. 10 $POT GRADE ELEVATIONS FLATWORK ON/OFr LOT - TOTAL t SQUARE FEET FLATWORIE • ' PER DRAINAGE PLANS DRIVE 40J/ 110- 513 t SQUARE FEET FOUNMTION/PAD Z.484 t SOUARE FEET f -- PROPOSED DR MCE FLO'N j WALKS 68/3.0. 378E SQUARE FEET REVt PATI° tJ5 t SQUARE FEET LOT GRADING TYPE A SOD 3,0631262 - 4,225 t SQUARE FEET POOL PROM PORCHDECK 84 t SQUARE FEET PROPOSED F. F. PER PLANS - 26.5' Q .•I.yIC FRONT 9OE1)MK AND SWMT LOCAMSI TAKCI MOM P1AW PPR DECK D °rCUDIT • WT MO v Fi= FEET CRUSENMEYER- SCOTT & ASSOC,' INC. - LAND SURVEYORS t®D - %[ A M7 540D E COLONIAL DR. ORLANDO. FL 32607 i : r T vaMRR00 LD[ rot(407)-277- 3232 FAX (407)-856-14J8 Im s 1P. . Oct PD[ PAC. . raw t• rv01[ [av er[ 1. 17K U1001471 a DOC /tAOI EOIII7 71NT 110 [tI1KT IQZU M iTA1D1Ra 0/ r111C7fY S[ rO1M N 7ME rIAAM LOUD d ILG • rOal0/ MO OSVATDIE PSDN671bYL aAh[TaD AIp w-OtT a OWI01 Y.f) r1aM• NN.rAA/M om[ MsaW/T ro l6MOT Qao[7. now. 374= TKAt : csi[ lesson w . 4aIL L wm a== Law Za%grDK SPUn E AND ONOao WOW UN. DO aA%[Y 10P O+. CO M Ar MOT Yaa at u . ysOu V n[ •7n Mrs • ra•sy'N• IK SWKr W TIm11Mm IIgN tIrIL Na1WfbO•MSCm m IIC L7aK1P4 /1QIf w7 07N0 I rMR1aN6 at : Matt, 1a11a.DDcx.oury a u[Oi011f art Ar1[CT tlq rPVDaT. IpT. . r® Nr Or COIOEOOrr rtx . 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