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3839 Loon Ln 17-3517 PERMIT & (A)COUNTY OF SEMINOLE IMPACT FEE STATEMENT STATEMENT NUMBER: 17100007 BUILDING APPLICATION #: 17-10000796 BUILDING PERMIT NUMBER: 17-10000796 UNIT ADDRESS: LOON LN 3839 TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: SUBDIVISION: PLAT BOOK: PLAT BOOK PAGE: OWNER NAME: ADDRESS: 3.T/ I 3'f'A,90-S-- 3d'10 DATE: October 30, 2017 17-20-31-502-0000-2200 PARCEL: TRACT: BLOCK: LOT: APPLICANT NAME: PARK SQUARE ENTERPRISE LLC ADDRESS: 5200 VINELAND ROAD SUITE 200 ORLANDO FL 32811 LAND USE: WYNDHAM PRESERVE TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 3839 LOON LANE /WYNDHAM PRESERVE LOT 220 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 Single Family Housing 00 1.000 dwl unit 00 FIRE RESCUE N/A 00 LIBRARY CO -WIDE ORD Single Family Housing 54.00 1.000 dwl unit 54.00 SCHOOLS Single Family CO -WIDE ORD Housing 5,000.00 1.000 dwl unit 5,000.00 PA 00 LAW ENFORCE N/A 00 DRAINAGE N/A 00 AMOUNT DUE 5,759.00 STATEMENT %\t f fSIGNATURE: RECEIVED BY: PLEASE PRINT NAME) DATE: 1-7 NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. *** DISTRIBUTION: 1 -BLDG DEPT 3 -APPLICANT 2 -FINANCE 4 -LAND MANAGEMENT NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THE SEMINOLE COUNTY ROAD, FIRE/RESCUE, LIBRARY AND/OR EDUCATIONAL ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE 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, AND SHOULD REFERENCE THE COUNTY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THIS STATEMENT. THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST. CALL 407-665-7356. THIS INSTRUMENT PREPARED BY: GRANT11€iL0't, SEI1I'rJOLE COUNTYName: Michelle Vineland CLERK OF CIRCUIT COURT & COMPTROLLER on Address: 5200 Vineland Road Suite 200 Orlando, Florida 32811 BK 9053 P3 1095 (1P9s ) CLERK'S : 2018002114 RECORDED 01/05/2018 03:44:13 PM FEES 10. NOTICE OF COMMENCEMENT REC':ORDEDGBY hdevore, IJ Permit Number. Parcel ID Number. 17-20-31-502-0000-2200 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 220 Wyndham Preserve Plat Book 81 / Pages 93-102 3839 Loon Lane Sanford FL 32773 2. 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: Park Square Enterprises LLC 5200 Vineland Rd Suite 200 Orlando FL 32811 Interest in property: Fee Simple Fee Simple Title Holder (if other than owner listed above) Name: Address: 4. CONTRACTOR: Name: Park Square Homes Phone Number: 407-529-3000 Address: 5200 Vineland Road Suite 200 Orlando, Florida 32811 S. SURETY (If applicable, a copy of the payment bond Is attached): Name: N/A Address: N/A Amount of Bond: N/A 6. LENDER: Name: Fifth Third Bank Phone Number. Address: 5050 Kingsley Dr. MD: 1 MOC3J Cincinnati, OH 45227 7. Persons within the State of Florida Designated by Owner upon whom notice or other documents may be served as provided by Section 713.13(1)(a)7., Florida Statutes. Name: Phone Number. Address: 8. In addition, Owner designates of to receive a copy of the Lienors 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 TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART 1, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. W J" Signature of=w'; wner or L , or ers o Lessee's Authorized OMeer /P /Manager) Vishaal Gupta, Executive Vice President Prim Name and Provide Signatory's Tide/Office) State of County of '(' WL — ZTheforegoingInstrumentwasacknowledgedbeforemethis day of Sc. l O.r lA 20 by V, Cm' Who Is l ersonally kno me D OR Name of Pertan meting Wetement who has produced Identification 0 type of Identification produced; HELLE PARKISONPublic - State of Floridai3sion # GG 157861m. Expires Nov 5, 2021WaghNelbnalNotaryAtsn. C a CITY OF SANFORD r -_; - ,:: , BUILDING 8 FIRE PREVENTION PERMIT APPLICATION DEC - '1 2017 / /- '3ApplicationNo: / Documented Construction Value: S 3142.9 25, 00 Job Address: 3839 Loon Lane, Sanford FL 32771 (Lot 220) Historic District: Yes No Parcel ID: 17-20-31-502-0000-2200 Residential ® Commercial Type of Work: New 0 Addition Alteration Repair Demo Change of Use Move Description of Work: Construction of new single family residence Plan Review Contact Person: Michelle Parkison Phone: 407-529-3135 Fax: Name Park Square Enterprises LLC Street: 5200 Vineland Rd Suite 200 City, State Zip: Orlando, FL 32811 Title: Permitting Manager Email: mparkison0parksguarehomes.com Property Owner Information Phone: 407-529-3000 Resident of property? : No Contractor Information Name Park Square Homes/ Vishaal Gupta Phone: 407-529-3000 Street: 5200 Vineland Rd Suite 200 Fax: 407-529-3001 City, State Zip: Orlando, FL 32811 State License No.: CRC1330351 Architect/Engineer Information Name: Michael Thompson Phone: 407-734-1450 Street: PO Box 580937 Fax: City, St, Zip: Orlando, FL 32858 Bonding Company: Address: E-mail: dbec@engineer.com Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR. AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction!" I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools,'"" -"""11'6' 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. I rly Signature of Owner/Agent to Vishaal Print Owne 1,3•y- I Date N; ; •.,, MICHELLE PARKISON Notary Public — Stale of Florida Commission # GG 157861 My Comm. Expires Nov 5, 2021 Bonded t a oriel Noloy Aeon. to Me or Produced ID Type of ID Q1,14 Signature of Contractor/Agent Dhic Vishaal Gupta int Contractor ent's Name I 1 Signature of 1R%Q16 Sta4 ids Mi ntLLe rM" oJA.. e. _ Notary Public— Slate of i? Commission # GG 15 My Comm. Expires Nov Bonded thmuph Nalitird Nol Contractor/Agent is Personally Known to Me or Produced ID Type of 1D BELOW IS FOR OFFICE USE ONLY Permits Required: Building M Electrical Er Mechanical© Plumbing® Gas[] Roof Construction Type: Nl S Occupancy Use: (Z-;% Flood Zone: tT'CACkI Total Sq Ft of Bldg: 32%0 Min. Occupancy Load: t• l # of Stories: 7— NewNew Construction: Electric - # of Amps 2,00 Plumbing - # of Fixtures Z t Fire Sprinkler Permit: Yes No 1)J # of Heads APPROVALS: ZONING: I S UTILITIES: ENGINEERING: 0 'r- t"LAk-OFIRE: COMMENTS: Ok to construct single family home with setbacks and impervious area shown on plan. 38. 210 iAnf- Pemacola- A, G -P, Fire Alarm Permit: Yes No WASTE WATER: BUILDING: 45r-- Revised• June 30, 2015 Permit Application MC - '; 2017 CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: 11, 3 S i I Documented Construction Value: S 150,000.00 Job Address: 3839 Loon Lane, Sanford FL 32771 (Lot 220) Historic District: Yes No Parcel ID: 17-20-31-502-0000-2200 Residential ® Commercial Type of Work: New x Addition Alteration Repair Demo Change of Use Move Description of Work: Construction of new single family residence Plan Review Contact Person: Michelle Parkison Phone: 407-529-3135 Fax: Name Park Square Enterprises LLC Street: 5200 Vineland Rd Suite 200 City, State Zip: Orlando, FL 32811 Title: Permitting Manager Email: mparkisonO-parksquarehomes.com Property Owner Information Phone: 407-529-3000 Resident of property? : No Contractor Information Name Park Square Homes/ Vishaal Gupta Street: 5200 Vineland Rd Suite 200 City, State Zip: Orlando, FL 32811 Phone: 407-529-3000 Fax: 407-529-3001 State License No.: CRC1330351 Architect/Engineer Information Name: Michael Thompson Phone: Street: PO Box 580937 Fax: City, St, Zip: Orlando, FL 32858 Bonding Company: Address: 407-734-1450 E-mail: dbec@engineer.com 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: 51b Edition (2014) Florida Building Code Revised: lune 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. 141d Signature of Owner/Agent to Vishaal Print Owne J Signature of Contractor/Agent Dke Vishaal Gupta Tint Contractor ent's Name S' a re o otary-State o on Date Signature of Stat" 'da N r 1 Vit• . Notary Public - St a a of Florida MICHELLE PARKISON •• 11 • ; Commission # GG 157861 Notary public - State of Florida • y7 My Comm. Expires Nov 5, ZOZt Cornmlaslon # GG 157861 ' `:• acnM Ihw4 Narxmal NotwyAue. My Comm. Expires Nov 5, 2021 Ow e o a y no to Me or Contractor/Agent is Personally Known to Me or Produced ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas[] Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures, Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES: /2- ;Z WASTE WATER: ENGINEERING: COMMENTS: FIRE: BUILDING: Revised: lune 30, 2015 Permit Application r 1877-1 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: 3839 Loon Lane Property Owner: Park Square Enterprises, LLC Parcel identification Number: 17-20-31-502-0000-2200 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 2&007 FIRM adoption = finished floor elevation 24" above BFE (Ordinance 4360) Flood Zone: X Base Flood Elevation: N/A Datum: N/A FIRM Panel Number: 120294 0090 F Map Date: Sept. 28, 2007 The referenced Flood Insurance Rate Map indicates the following: The parcel is in the: floodplain floodway A portion of the parcel is in the: floodplain floodway The parcel is not in the: floodplain floodway The structure is in the: floodplain floodway The structure is not in the: floodplain floodway If the subject property is determined to be flood zone `A', the best available information used to determine the base flood elevation is: BP# 17-3517 Reviewed by: Michael Cash, CFM Date: December 11, 2017 Application for Paved Driveway, Sidewalk or If Walkway Including Right -of -Way Use & Fti°8 7- Landscaping in Right -of -Way www'santorrm'Bov 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 right-of-way. All requested information below as well as a current survey, site plan or plat clearly identifying the iow,rrnurtibelow. size and location of the existing right—of-way and use shall be provided or application could be delayed. Callesror.rouday 1. Project Location/Address: 3 O y Ke - 2. Proposed Activity: Driveway Walkway [—] Other: 3. Schedule of Work: Start Date Completion Date Emergency Repairs 4. Brief Description of work: Construction of new driveway for new single family residence This application is submitted by: Signature: z4l,-,- Address: 5200 Vineland Rd Suite 200 Orlando, FL 32811 Phone: (407) 529-3135 Fax: Print Name: Vishaal Gupta Email: mparkison@parksquarehomes.com Date: Maintenance Responsibilities/Indemnification The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the improvement installed under this Agreement. This shall include maintenance of the improvement and unpaved portion of right-of-way adjacent thereto. Requestor may, with written City authorization, remove said installation/improvement fully restoring the right-of-way to its previous condition. In the event that any future construction of roadways, utilities. stormwater facilities, or any general maintenance activities by the City becomes in conflict with the above permitted activity. the permittee shall remove, relocate and/or repair as necessary at no cost to the City of Sanford insofar as such facilities are in the public right-of-way. If the Requestor does not continuously maintain the improvement and area in accordance with previously stated criteria, or completely restore the right-of-way to its previous condition, the City shall, after appropriate notice, restore the area to its previous condition at the Requestofs 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 counc 1persons, 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 nghtof-way. I have read and understand the above statement and by signing this application I agree to its terms. Signature: „4 Date: Yy /7 Pre -pour Inspection by: Application No: Reviewed: Public Works 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. Date: Official Use Only Fee: Date: Date: Utilities Date: Approved: Engineering Date: Site Inspected by: Date: Special Permit Conditions: 1"Z. k 1 - Z011 November 2015 Row Ilse Driveway PCX LIMITED POWER OF ATTORNEY Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford, Seminole County, Winter Springs Date: 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): M ------The specific permit and application for work located at: 7 Street Address) Address) 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 y day obw 20X Z_, by Vishaal Gupta who is q(personally known to me or o who has produced as identification and who did (did not) take an tI Si n ure Notary Seal) 1mc,,Q l—o.r IG SdrJ MICHELLE PARKISON Print or type name t' ".'+.'. Nofu-yPublic— SlaleofFlorida b .` Cammis1 nIfGG157861 Notary Public -State ofF\t7rt A 7: My Comm. Expires Nov 5, 2021 yfir 1' `'` WX4WOn Ihw@uWWtic"A . Commission No. GCo 15(oP3U I My Commission Expires: I/- 5.01 Rev. 08.12) THIS INSTRUMENT PREPARED BY AND UPON RECORDING, PLEASE RETURN TO: R. Travis Retz, Esq. GODBOLD, DOWNING, BILL & RENTZ, PA 222 W. Comstock Avenue, Suite 101 Winter Park, FL 32789 Page 1 of 1 I Iillll IIIiI IIII! IHIi IIIII illll IIII Ilii GRANT MAL5Y? SEMINOLE COUNTY CLERK OF CIRCUIT COURT it COMPTROLLER BY, 8965 '35 144-1i7 (4F'as) CLERK'S : 20170783301 RECORDED 03/07/2017 09:40:533 AM DEED DOC TAX 525,116.00 RECORDING FEES f35.`.-0 i:E CORDED BY Wevore SPACE ABOVE THIS LINE FOR RECORDING DATA]- ---- SPECIAL WARRANTY DEED THIS SPECIAL WARRANTY DEED is made and entered into as of the 2"d day of August, 2017, by and between BRISSON INVESTMENTS, LLC, a Florida limited liability company, whose post office address is 27 North Summerlin Avenue, Orlando, FL 32801 Grantor"), to PARK SQUARE ENTERPRISES, LLC, a Delaware limited liability company, whose address is 5200 Vineland Road, Suite 100, Orlando, FL 32811 ("Grantee"). Wherever used herein, the terms "Grantor" and "Grantee" shall be deemed to include all the parties to this Special Warranty Deed and the heirs, legal representatives and assigns of individuals and the successors and assigns of corporations. The singular shall be deemed to include the plural, and vice versa, where the context so permits. WITNESSETH: THAT, for and in consideration of the sum of Ten and No/100 Dollars ($10.00) and other good and valuable considerations, the receipt and sufficiency of which is acknowledged by Grantor, Grantor hereby grants, bargains, sells, conveys and confirms unto Grantee all that certain real property together with the improvements thereon (hereinafter collectively referred to as the "Real Property") in Seminole County, Florida, more particularly described as follows: See Exhibit "A" attached hereto and incorporated herein by this reference. TOGETHER WITH all the tenements, hereditaments and appurtenances thereto belonging or in any way appertaining. TO HAVE AND TO HOLD the same unto Grantee in fee simple, forever. AND Grantor hereby fully warrants the title to the Real Property and will defend the same against the lawful claims of all persons claiming by, through or under the Grantor, but not otherwise; the foregoing subject to, real estate taxes or assessments for 2017 and the matters set forth on Exhibit "B" attached hereto and incorporated herein by this reference, all of which, by reference hereto, shall -not serve to reimpose same. Book8965/Pagel44 CFN#2017078301 http://officialrecordsbv.seminoleclerk.org/BrowserView/ Page 1 of 4 8/24/2017 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 - 0 Print Name:y Ae-esr- (n . pa?e Print Name: It. Travis Rentz STATE OF FLORIDA COUNTY OF ORANGE GRANTOR: BRISSON INVESTMENTS LLC, a Florida limited liability company By: (14 RoVerttkiss Authori epresentative Page 1 of 1 The foregoing instrument was acknowledged before me this 2 7 —day of July, 2017, by Robert Zlatkiss, as Authorized Representative of Brisson Investments LLC, a Florida limited liability company, on behalf of said entity. He is personally known to me or has-prodaced aaww.otMFF ra wI sMbs owMMg1&2M 6one e nw Nour Rb e adw rn Notary Public, State of FF66da Seal) Book8965/Page145 CFN#2017078301 http://officialrecordsbv.seminoleclerk.org/BrowserView/ Page 2 of 4 8/24/2017 Page 1 of 1 Exhibit "A" Legal Description Lots 3, 4, 5, 8, 9, 13, 14, 15, 46, 47, 50, 51, 55, 56, 57, 58, 93, 94, 95, 99, 100, 104, 105, 106, 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/Page146 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 1 l2). 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/Page147 CFN#2017078301 Page 4 of 4 http://officialrecordsbv.seminoleclerk.orgBrowserView/ 8/24/2017 zH STATE OF FLORIDA DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION CONSTRUCTION INDUSTRY LICENSING BOARD wu 2601 BLAIR STONE ROAD TALLAHASSEE FL 32399-0783 GUPTA, VISHAAL S PARK SQUARE HOMES 5200 VINELAND ROAD SUITE 200 ORLANDO FL 32811 Congratulations! With this license you become one of the nearly one million Floridians licensed by the Department of Business and Professional Regulation. Our professionals and businesses range from architects to yacht brokers, from boxers to barbeque restaurants, and they keep Florida's economy strong. Every day we work to improve the way we do business in order to serve you better. For information about our services, please log onto www.myfloridalicense.com. There you can find more information about our divisions and the regulations that impact you, subscribe to department newsletters and learn more about the Department's initiatives. Our mission at the Department is: License Efficiently, Regulate Fairly. We constantly strive to serve you better so that you can serve your customers. Thank you. for doing business in Florida, and congratulations on your new license! RICK SCOTT, GOVERNOR r4= W? - STATE OF FI rd DEPARTMEI' L T' PROFESS -10 CRC1330351 -,+ CERTIFIED RESI,Q,EN,TAU GUPTA, VISHAAL± S'o,#t; PARK SQUARE. O - E8i 850) 487-1395 DA BUSINESS AND REGULATION iED,Y' 07/28/2016 NTRA_CTOR IS CERTIFIED under the provisions or Ch.469 FS. Expirallondale : AUG.31. 2018 L160728000210D DETACH HERE KEN LAWSON, SECRETARY STATE OF FLORIDA DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION CONSTRUCTION INDUSTRY LICENSING BOARD CRC1330351 rhe RESIDENTIAL CONTRACTOR Named below IS CERTIFIED Under the provisions of Chapter 489 FS. Expiration date: AUG 31, 2018 GUPTA, VISHAAL S PARK SQUARE HOM 5200 VINELAND ROA SUITE 200 ORLANDO Fl ISSUED: 07/28/2016 1I 11l,. • o y SEQ # L1607280002100 i DISPLAY AS REQUIRED BY LAW 1I 11l,. • oy SEQ # L1607280002100 i A V CERTIFICATE OF LIABILITY INSURANCE FDATE(MMIDDMYY) 6/1/2017 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED, the policy(ies) must be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER Brown 6 Brown of Florida, Inc. 2290 Lucien way Suite 400 Maitland FL 32751 CAMTACT Julie HWHck PHONE (407)660-8282 a Halo oRIL . jEl" kwack@bborlando.com INSURERS AFFORDING COVERAGE NAIC 0 INSURERAvUnited Specialty Insurance Co. INSURED Park Square Enterprises, LLC, DBA: Park Square Homes 5200 Vineland Road, Suite 200 Orlando FL 32811 INSURERS 'Travelers Casualty Co. 41769 INSURER C Ameri sure Mutual Insurance Co 23396 INSURER D Navigators Specialty Insurance INSURER E: INSURER F: rnVFRAf:FC CFRTIFICATF NItMRFR-CL1753111504 REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR TYPE OF INSURANCEAPDL AUTHORIZED REPRESENTATIVE POLICY NUMBER POLICY EFF MMIDD POLICY EXP MMI LIMITS E COMMERCIAL GENERAL LIABILITY EACH OCCURRENCE S 1,000,000 A CIAIMSaAADE D OCCUR S DAMAGE TO RENTED 300,000 MED EXP one n) S ExcludedAIIIIZW7104106/1/2017 6/1/2018 PERSONAL 6 ADV INJURY S 1,000,000 GENL AGGREGATE LIMIT APPLIES PER. GENERAL AGGREGATE 3 2,000,000 POLICY D PRO- [] LOCJECT PRODUCTS . COMPIOP AGG $ 2,000,000 BI I PD adrdor Personal 6 Ad $ OTHER. AUTOMOBILE LIABILITY COMBINED SINGLE LIMIT S 1,000,000eaccident) BODILY INJURY (Per person) SxANYAUTOB ALL OBOWNED SCHEDeULED BA-BB637451-17-SEL 6/1/2017 6/1/2018 BODILY INJURY (Per accident) $ PreERTYDAMAG SNON -OWNED HIRED AUTOS AUTOS PIP-Besrc S 10,000 UMBRELLA UAB HOCCUR EACH OCCURRENCE S S'000'000 AGGREGATE $ 51000,000AXEXCESSUABCLAIMS -MADE Bna743932 DED I $ I RETENTIONS 0 S6/1/2017 1 6/1/2018 WORKERS COMPENSATION X PTAT ON - N AND EMPLOYERS LIABILITY YIN ANY PROPRIETORMARTNERIEXECUTIVE E.L. EACH ACCIDENT $ 2,000,000 C EXCLUDED? DOFFlCEryInNH) Mandatory In NIA NC2105269 6/1/2017 6/1/2018 E.L DISEASE • EA EMPLOYEE S 1,000,000 E.L DtSEASE -POLICY LIMIT $ 11000,000 M yes, describe under DESCRIPTION OF OPERATIONS below A Excess Liability SUN2710005 6/1/2017 6/1/2018 Each Occurrence $4,000,000 4M xs of $SM Aggregate $4,000,000 DESCRIPTION OF OPERATIONS I LOCATIONS I VEHICLES (ACORD 101, Additional Remarks Schedule, may be attached If more space Is required) Exess Liability - $SM RS of $9M Carrier: Navigators Specialty Insurance Company Policy N: IS17EXC810641IC Effective: 6/1/2017 to 6/1/2018 Limits: Each Occurence or Event - $5,000,000 CERTIFICATE HOLDER CANCELLATION 1988-2014 ACORD CORPORATION. All rights reserves. ACORD 25 (2014101) The ACORD name and logo are registered marks of ACORD INS025 Imma01n SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE City of Sanford P.O. Box 1788 THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. Sanford, FL 32772-1788 AUTHORIZED REPRESENTATIVE T D'Avanzo, CPCU, CPA 1988-2014 ACORD CORPORATION. All rights reserves. ACORD 25 (2014101) The ACORD name and logo are registered marks of ACORD INS025 Imma01n i Additional Named Insureds Other Named Insureds East Red Bug Road Development LLC Limited Liability Company, Additional Named Insured Park Square Dellagio, LLC Limited Liability Company, Additional Named Insured Park Square Enterprises, Inc. Corporation, Additional Named Insured Park Square Homes Doing Business As OFAPPINF (0212007) COPYRIGHT 2007, AMS SERVICES INC COMMENTS/REMARKS General Aggregate - $5,000,000 Products Completed Operations Aggregate - $5,000,000 Inland Marine Carrier: Amerisure Mutual Insurance Company Policy #: IM2105271 Effective: 6/1/2017 to 6/1/2016 Limit: Rented/Leased Equipment - $90,000 Max Limit Any One Item Deductible: 1,000 per Occurrence I OgREMARK COPYRIGHT 2000, AMS SERVICES INC. I REQUIRED INSPECTION SEQUENCE PARK SQUARE HOMES SFR -DETACHED Permit # Address: BUILDING PERMIT Min Max Inspection Description 10 10 Form board / Foundation Survey 10 Temporary Underground Power (TUG) Slab / Mono Slab Pre our 20 1000 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 REVISED: June 2014 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 MECHANICAL PERMIT Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final 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 FORM R405-2014 RECORD COPY FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot 220 Pensacola A RHG Bed4Bth3 Loft - N Builder Name: One Stop Cooling and Heating BUllp Street: 3839 Loon Lane Permit Office: City of Sanford City, State, Zip: Sanford, FL , 3 7 7 / Permit Number: # 1 7 - 3 5 1 7 s 4NFpROwner: Park Square Homes Jurisdiction: 691500 DDesignLocation: FL, Orlando County:: Seminole (Florida Climate Zone 2) O A JiG 1. New construction or existing New (From Plans) 9. Wall Types (3042.0 sgft.) Insulation Are 2. Single family or multiple family Single-family a. Concrete Block - Int Insul, Exterior R=4.1 1516.70 ft2 b. Frame - Wood, Exterior R=11.0 1278.00 112 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=11.0 247.33 ff2 4. Number of Bedrooms 4 d. N/A R= 112 10. Ceiling Types (1805.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1805.00 ft2 6. Conditioned floor area above grade (ft2) 2570 b. N/A R= ft2 Conditioned floor area below grade (ff2) 0 c. N/A R. ft2 11. Ducts R 1112 7. Windows(246.6 sgtt.) Description Area a. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 6 514 a. U -Factor: Dbl, U=0.55 107.58 ft2 SHGC: SHGC-0.22 b. U -Factor: Dbl, U=0.48 67.00 112 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.32 a. Central Unit 41.0 SEER:16.00 c. U -Factor: Dbl, U=0.58 64.00 ft2 SHGC: SHGC=0.25 13. Heating systems kBtu/hr Efficiency d. U -Factor: other (see details) 8.00 ft2 a. Electric Heat Pump 39.0 HSPF:9.00 SHGC: other (see details) Area Weighted Average Overhang Depth: 3.489 ft. Area Weighted Average SHGC: 0.256 14• Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (2570.0 sgtt.) Insulation Area EF: 0.900 a. Slab -On -Grade Edge Insulation R=0.0 1549.00 ft2 b. Conservation features b. Floor Over Other Space R=0.0 765.00 ft2 None c. other (see details) R= 256.00 ft2 15. Credits Pstat Glass/Floor Area: 0.096 Total Proposed Modified Loads: 71.99 PASSTotalBaselineLoads: 74.70 1 hereby certify that the plans and specifications covered by Review of the plans and Sr'4T this calculation are in compliance with the Florida Energy specifications covered by this t1#E Code. calculation indicates com licompliance V! pgiWly ugnM by Rslxl Rafael Izquierdo' iza-i«ft with the Florida Energy Code. Ar .o ti +ixr '•• 4: •..,'-„ O PREPARED BY: Datr.2o».,,.+o1s:,s:+s-05W Before construction is completed Z: DATE: this building will be inspected for a compliance with Section 553.908 I hereby certify that this building, s designed, is in co liance Florida Statutes. with the Florida Energy Code. COD WE'T¢ OWNER/AGENT: BUILDING OFFICIAL: 6 DATE:o DATE: Compliance re uires certification by a air handler unit manufacturer that the air handler enclosure qualifies as certified facto sealed in acco an with R403.2.2.1. Compliance requf arrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. Compliance with a proposed duct leakage On requires a Duct Leakage Test Report confirming duct leakage to outdoors, tested in accordance with Section 803 of RESNET Standards, is not greater than 0.030 On for whole house. 11/10/2017 11:51 AM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 FORM R405-2014 11/10/2017 11:51 AM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5 PROJECT Title: Lot 220 Pensacola A RHG Be Bedrooms: 4 Address Type: Lot Information Building Type: User Conditioned Area: 2570 Lot # 220 Owner: Park Square Homes Total Stories: 2 Block/SubDivision: WP of Units: 1 Worst Case: No PlatBook: Builder Name: One Stop Cooling and Heatin Rotate Angle: 0 Street: 3839 Loon Lane Permit Office: City of Sanford Cross Ventilation: No County: Seminole Jurisdiction: 691500 Whole House Fan: No City, State, Zip: Sanford , Family Type: Single-family FL, New/Existing: New (From Plans) Comment: CLIMATE IECC Design Temp Int Design Temp Heating Design Daily Temp Design Location TMY Site Zone 97.5% 2.5% Winter Summer Degree Days Moisture Range FL, Orlando FL_ORLANDO_INTL_AR 2 41 91 70 75 526 44 Medium BLOCKS Number Name Area Volume 1 Blockl 2570 23594.7 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 1 st Floor 1549 14405.7 Yes 2 1 1 Yes Yes Yes 2 2nd Floor 1021 9189 No 3 3 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R -Value Area Joist R -Value Tile Wood Carpet 1 Raised Floor 2nd Floor ---- --.- 121 ft2 11 0.29 0 0.71 2 Floor over Garage 2nd Floor ---- ---- 135 ft2 11 0.29 0 0.71 3 Slab -On -Grade Edge Insulatio 1 st Floor 162.5 It 0 1549 ff2 0.29 0 0.71 4 Floor Over Other Space 2nd Floor ---- ---- 765 ft2 0 0.29 0 0.71 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch Type Materials Area Area Color Absor. Tested Tested Insul. deg) 1 Gable or Shed Composition shingles 2019 f12 452 ff2 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 1805 f12 N N 11/10/2017 11:51 AM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5 FORM R405-2014 11/10/2017 11:51 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 5 CEILING Ceiling Type Space R -Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) 1 st Floor 30 Blown 1805 ft2 0.1 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below Space 1 W Exterior Frame - Wood 2nd Floor 11 44 6 9 0 400.5112 0 0.25 0.8 0 2 W Exterior Concrete Block - Int Insul 1st Floor 4.1 48 6 9 4 452.7 W 0 0 0.8 0 3 N Exterior Frame - Wood 2nd Floor 11 26 6 9 0 238.5112 0 0.25 0.8 0 4 N Exterior Concrete Block - Int Insul 1st Floor 4.1 19 6 9 4 182.0 ft2 0 0 0.8 0 5 E Exterior Frame - Wood 2nd Floor 11 44 6 9 0 400.5 112 0 0.25 0.8 0 6 E Exterior Concrete Block - Int Insul 1st Floor 4.1 54 6 9 4 508.7 ft2 0 0 0.8 0 7 S Exterior Frame - Wood 2nd Floor 11 26 6 9 0 238.5 ft2 0 0.25 0.8 0 8 S Exterior Concrete Block - Int Insul 1st Floor 4.1 40 0 9 4 373.3 ft2 0 0 0.8 0 9 Garage Frame - Wood 1st Floor 11 26 6 9 4 247.3 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 1st Floor None 39 3 8 24 ft2 2 Wood 1st Floor None 39 2 8 6 8 17.8 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 W 1 TIM Low -E Double Yes 0.48 0.32 15.0 ft2 1 ft0 in 1 ft0 in Drapes/blinds None 2 N 3 TIM Low -E Double Yes 0.48 0.32 4.0 1`12 1 ft 0 in 1 ft 0 in Drapes/blinds None 3 N 3 TIM Low -E Double Yes 0.48 0.32 15.0 ft2 1 ft 0 in 4 ft 0 in Drapes/blinds None 4 N 3 TIM Low -E Double Yes 0.48 0.32 6.0 ft2 1 ft 0 in 1 ft0 in None None 5 N 3 TIM Low -E Double Yes 0.48 0.32 6.0 112 1 ft 0 in 1 ft 0 in Drapestblinds None 6 N 4 TIM Low -E Double Yes 0.55 0.22 16.3 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 7 N 4 TIM Low -E Double Yes 0.55 0.22 16.3 112 6 ft 0 in 1 It 0 in Drapes/blinds None 8 N 4 TIM Low -E Double Yes 0.55 0.22 9.3 ft2 10 It 0 in 4 It 0 in None None 9 E 6 TIM Low -E Double Yes 0.55 0.22 32.7 W 1 If 0 in 1 ft 0 in Drapes/blinds None 10 E 6 TIM Low -E Double Yes 0.54 0.25 8.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 11 S 7 TIM Low -E Double Yes 0.48 0.32 15.0 112 1 ft 0 in 1 ft 0 in Drapes/blinds None 12 S 7 TIM Low -E Double Yes 0.48 0.32 6.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 13 S 8 TIM Low -E Double Yes 0.55 0.22 32.9 f12 1 It 0 in 11 110 in Drapes/blinds None 14 S 8 TIM Low -E Double Yes- 0.58 0.25 64.0 112 8 It 0 in 1 ft 0 in None None 11/10/2017 11:51 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 5 FORM R405-2014 11/10/2017 11:51 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 426 fie 384 ftz 56 ft 9.3 ft 1 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) 000408 2752.7 151.12 284.2 .367 7 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump Split HSPF:9 39 kBtu/hr 1 sys#1 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 16 41 kBtu/hr 1230 ctm 0.75 1 sys#1 HOT WATER SYSTEM System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.9 50 gal 70 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Cert # Company Name Collector Storage System Model # Collector Model # Area Volume FEF None None ff2 DUCTS v # Supply ---- Location R -Value Area Return ---- Air CFM 25 CFM25 Location Area Leakage Type Handler TOT OUT ON RLF HVAC # Heat Cool 1 Attic 6 514 11122 2nd Floor 128.5 ft Prop. Leak Free 2nd Floor --- ctm 77.1 ctm 0.03 0.50 1 1 11/10/2017 11:51 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 FORM R405-2014 11/10/2017 11:51 AM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 5 of 5 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Coolingjj ]] Jan He [X] Jan j( j] Feb X] Feb j ]] Mar fX] Mar j j rpr Ma May jXj Jun Jun jXj Jul Jul jX Au j ] Au[ jXj Se Sep jj OctEOct j Nov X] Nov j j Dec jX] Dec Ventin [ J Jan Feb X] Mar X) Apr l May Jun Jull Aug Se lX) Oct X) Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 11/10/2017 11:51 AM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 5 of 5 FORM R405-2014 Florida Department of Business and Professional Regulations Residential Whole Building Performance and Prescri tive Methods ADDRESS: 3839 Loon Lane Permit Number: Sanford, FL, MANDATORY REQUIREMENTS See individual code sections for full details. 0 401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law Section 553.9085, Florida Statues) requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit. The building official shall verity that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate compliance for the building. A copy of the EPL display card can be found in Appendix C. 0 R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.1 through R402.4.4. O R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. R402.4.1.1 Installation. The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance with the manufacturer's instructions and the criteria listed in Table 402.4.1.1, as applicable to the method of construction. Where required by the code official, an approved third party shall inspect all components and 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 5 air changes per hour in Climate Zones 1 and 2, and 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. O R402.4.2 Fireplaces. New wood -burning fireplaces shall have tight -fitting flue dampers and outdoor combustion air. O R402.4.3 Fenestration air leakage. Windows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot (1.5 Us/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 Us/m2), when tested according to NFRC 400 or AAMA/WDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site -built windows, skylights and doors. O R402.4.4 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than 2.0 cfm (0.944 Us) when tested in accordance with ASTM E 283 at a 1.57 psf (75 Pa) pressure differential. All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. 0 R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. 0 R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load. 0 R403.2.2 Sealing (Mandatory)AII ducts, air handlers, and filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts and plenum chambers, shall be constructed and sealed in accordance with Section C403.2.7.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria by post -construction or rough -in testing below. Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by either an energy rater certified in accordance with Section 553.99, Florida Statutes, or as authorized by Florida Statutes, to be "substantially leak free" by either of the following: 1. Post -construction test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. All register boots shall be taped or otherwise sealed during the test. 2. Rough -in test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25Pa) across the system, including the manufacturer's air handler enclosure. All registers shall be taped or otherwise sealed during the test. If the air handler is not installed at the time of the test, total leakage shall be less than or equal to 3 cfm 85 Umin) per 100 square feet (9.29 m2) of conditioned floor area. Exceptions: - ,, »; ,. ,• ,,, 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. 11/10/2017 11:51 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 1 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) O R403.2.3 Building Cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. O R403.3 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105•F (41 •C) or below 55•F (13•C) shall be insulated to a minimum of R-3., R403.3.1 Protection of piping insulation. O 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 tum off the hot-water circulating pump when the system is not in use. O 8403.4.3 Heat traps (Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a downward and upward bend of at least 3'/2 inches (89 mm) in the hot water distribution line and cold water line located as close as possible to the storage tank. O R403.4.4 Water heater 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 140•F (38•C to 600C). R403.4.4.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main burner(s) of combustion types of service water heating systems to be turned off. 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. O 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. O 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. 11/10/2017 11:51 AM EnergyGaugeO USA - FlaRes2014 - Section R405.4.1 Com Page 2 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) O R403.6.1.1 Cooling equipment capacity. (continued) The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacture's expanded performance data shall be used to select cooling -only equipment. This selection shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry bulb temperature for the load calculation (or entering water temperature for water -source equipment), the blower cfm provided by the expanded performance data, the design value for entering wet bulb temperature and the design value for entering dry bulb temperature. Design values for entering wet bulb and dry bulb temperature shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space. Exceptions: Attached single- and multi -family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. When signed and sealed by a Florida -registered engineer, in attached single- and multi -family units, the capacity of equipment may be sized in accordance with good design practice. O R403.6.1.2 Heating equipment capacity R403.6.1.2.1 Heat pumps. Heat pumps sizing shall be based on the cooling requirements as calculated according to Section R403.6.1.1 and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load. R403.6.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.6.1. R403.6.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burners shall not be less than the design load calculated in accordance with Section R403.6.1. O R403.6.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. 2. A variable capacity system sized for optimum performance during base load periods is utilized. 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 55•F, and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40•F. O 8403.9 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 8403.9.3 and in accordance with ANSI/APSP-15. The energy requirements for portable spas shall be in accordance with ANSI/APSP-14. O R403.9.1 Pool and spa heaters. All pool heaters shall be equipped with a readily accessible on-off switch that is mounted outside the heater to allow shutting off the heater without adjusting the thermostat setting. R403.9.1.1 Gas and oil -fired pool and spa heaters. All gas- and oil -fired pool and space heaters shall have a minimum thermal efficiency of 82 percent for heaters manufactured on or after April 16, 2013 when tested in accordance with ANSI Z 21.56. Pool heaters fired by natural gas or LP gas shall not have continuously burning pilot lights. R403.9.1.2 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance with AHRI 1160, Table 2, Standard Rating Conditions -Low Air Temperature. A test report from an independent laboratory is required to 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. continuouslyOR404.1.1 Lighting equipment (Mandatory). Fuel as lighting systems shall not have 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" 8405.2.1 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. 11/10/2017 11:51 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 3 of 3 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 96 The lower the EnergyPerformance Index, the more efficient the home. 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft2) 7. Windows" Description a. U -Factor: Dbl, U=0.55 SHGC: SHGC=0.22 b. U -Factor: Dbl, U=0.48 SHGC: SHGC=0.32 c. U -Factor: Dbl, U=0.58 SHGC: SHGC=0.25 d. U -Factor: other (see details) SHGC: other (see details) Area Weighted Average Overhang Depth: Area Weighted Average SHGC: 8. Floor Types a. Slab -On -Grade Edge Insulation b. Floor Over Other Space c. other (see details) 3839 Loon Lane, Sanford, FL, 3A77/ New (From Plans) 9. Wall Types Insulation Area Single-family a. Concrete Block - Int Insul, Exterior R=4.1 1516.70 H2 b. Frame - Wood, Exterior R=11.0 1278.00 rig 1 c. Frame - Wood, Adjacent R=11.0 247.33112 4 d. N/A R= 112 10. Ceiling Types Insulation Area No a. Under Attic (Vented) R=30.0 1805.00 ft2 2570 b. N/A R= H2 Area c. N/A R= 112 107.58 11211. Ducts R ft2 a. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 6 514 67.00 112 12. Cooling systems kBiu/hr Efficiency 64.00 ft2 a. Central Unit 41.0 SEER:16.00 8.00112 3.489 ft. 0.256 Insulation Area R=0.0 1549.00 ft2 R=0.0 765.00 ft2 R= 256.00 H2 13. Heating systems a. Electric Heat Pump 14. Hot water systems a. Electric b. Conservation features None 15. Credits I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Co co pliant features. 1 Builder Signature4me: Address of New3F3 Date: City/FL Zip: 3}7) kBtu/hr Efficiency 39.0 HSPF:9.00 Cap: 50 gallons EF: 0.9 Pstat OD W. 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. 9v=p , . r_ 11/10/2017 11:51'AM `""` EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software-"" wow'"' Page 1 of 1 wrightsoft• Project Summary Entire House One Stop Cooling and Heating Job: Lot 220 Pensacola A RHG ... Date: Dec 18, 2014 By: MC 7225 Sardscove cool Sute 1. W irler Park FL 32792 Phore (407) 629.6920 Fax, (407) 629 - 9307 Web: wwwOreStopCoolirgmm Licerse. CAC032444 Project Information For: Park Square Homes 3839 Loon Lane, Sanford, FL Notes: Weather: Orlando Executive AP, FL, US Winter Design Conditions Outside db 44 OF Inside db 68 OF Design TD 24 OF Heating Summary Heatin0g4 Cooling Structure 20613 Btuh Ducts X70 Btuh Central vent (0 ctm) 0.28 Btuh none) 116 62 Humidification 0 Btuh Piping 0 Btuh Equipment load 25091 Btuh Infiltration Static pressure AHRI ref 7563302 Method Construction quality Fireplaces Simplified Semi -tight Summer Design Conditions Heatin0g4 Cooling 2704 93 OF ouame (ft3) 24801 21 Air charges/hour 0.28 0.15 Equiv. AVF (cfm) 116 62 Heating Equipment Summary 50 Make Trane Moisture difference 44 Trade TRANE Sensible Cooling Equipment Load Sizing Structure Model 4TWR60421-11 Bluh Static pressure AHRI ref 7563302 Btuh Central vent (0 clm) Summer Design Conditions 2836 Outside db 93 OF Inside db 75 OF Design TD 18 OF Daily range L 3746 Relative humidity 50 Moisture difference 44 grAb Sensible Cooling Equipment Load Sizing Structure 23764 Bluh Static pressure X30 Btuh Central vent (0 clm) Cond 4TWR60421-11 Btuh none) coil TEM6AOC42H41++TDR Blower 0 Btuh Use manufacturers data n Rate/swing multiplier 0.98 Equipment sensible load 28596 Bluh Latent Cooling Equipment Load Sizing Structure 2836 Bluh Heating input 910 Blu trtr^ Central vent (0 dm)m) Heating output 39000 Btuh @ 47°F Btuh none) Btuh Temperature rise 26 OF Equipment latent load 3746 Blah Equipment Total Load (Sen+Lat) Req. 0.75 SHR 32342 3.2 Btuh total capacity at Air flow factor 0.054 cfm/Btuh ton Cooling Equipment Summary Make Trane Static pressure 0.50 in H2O Static pressure Trade TRANE in H2O Space thermostat Cond 4TWR60421-11 0.89 coil TEM6AOC42H41++TDR AHRI ref 7563302 Backup: Efficiency 9 HSPF Efficiency 13.0 EER, 16 SEER Heating input Sensible cooling 30750 Btuh Heating output 39000 Btuh @ 47°F Latent cooling 10250 Btuh Temperature rise 26 OF Total cooling 41000 Btuh Actual air flow 1367 cfr^ Actual air flow 1367 ctrn Air flow factor 0.054 cfm/Btuh Air flow factor- 0.047 clm/Btuh Static pressure 0.50 in H2O Static pressure 0.50 in H2O Space thermostat Load sensible heat ratio 0.89 Capacity balance point = 33 OF Backup: Input = 7 kW, Output = 25142 Btuh, 100 AFUE Calculations approved byACCAto meet all requirements of Manual J 8th Ed.zk--t-- wrightsoft' 2017•NDw101137.,49 M•- -- -- RigN•Sute®Uriversal201818.004 RSU16202 Page t p'Lot 220 Persaoola A RHG Sed4BW Loft - N.rtp Calc - MI8 Frort Door laces. N wrightsot Right -J® Worksheet Entine House One Stop Cooling and Heating Job: lot 220 Pensacola ARHG Bed.. Date: Dec 18, 2014 By. MC 7225 Sardscove Cool. Sine 1. Wirier Park FL 32792 Phore: (407) 629 - 6920 Fax: (407) 629.9307 Web: wwKOr9StopCoolirg oom Licerse• CAOD32444 1 Room name Entire House CAFE 2 Exposed wall 3045 R 315 D 3 Room height 92 11 d 93 ft healbool 4 Room cimerdorks 1,0 x 128D ft 5 Room area 27043 1R 128.0 fP Ty ruc0on or Load number BWhV-*9 BOW) orperimeeller (D) BLA) perimeterter (11) Bluh) Heat Cod Gross WP/S Heat Cod Grass NiPIS Heat Cool 6 VN 12B -09N 0.097 n 231 2.79 401 386 890 1075 0 0 0 0 C 4A5-2ob 0.480 n 11.42 1353 15 0 171 203 0 0 0 0 W 13A-4ocs 0.143 n 3.40 2.85 451 451 1535 1287 102 102 348 292 12B Osw 0.097 a 231 279 239 208 479 579 0 0 0 0 11 4A5-2ob 0.480 a 11.42 3524 4 0 46 141 0 0 0 0 4A5-2Db 0.480 a 11.42 3524 15 0 171 529 0 0 0 0 4B5 -2m 0.480 a 11.42 39.18 6 0 69 235 0 0 0 0 4B5 -21b 0.480 a 11.42 3524 6 0 69 211 0 0 0 0 13A -4o s 0.143 a 3.40 2.85 181 115 393 329 0 0 0 0 4A5-2Db 0550 a 13.09 28.10 16 0 214 459 0 0 0 0 4A5.2ob 0550 a 13.09 16.89 16 12 214 276 0 0 0 0 4B5 -21b 0550 a 13.09 21.93 9 5 122 205 0 0 0 0 11DO 0.390 a 928 12.15 24 24 223 292 0 0 0 0 W 12B-Osw 0.097 s 231 2.79 401 401 925 1117 0 0 0 0 y 13A-4ocs 0.143 s 3.40 2.85 507 466 1587 1330 70 70 237 199 4A5.2Db 0550 s 13.09 13.38 33 27 428 437 0 0 0 0 Lam-((, 465.21b 0.540 s 1285 13.47 8 8 103 108 0 0 0 0 y 12B-Osw 0.097 w 231 2.79 239 218 502 607 0 0 0 0 4A5.2Db 0.480 w 11.42 3524 15 0 171 529 0 0 0 0 485-21b 0.480 w 11.42 3524 6 0 69 211 0 0 0 0 y 13A-406 0.143 w 3.40 285 372 275 937 785 121 88 300 252 4A5-2Db 0550 w 13.09 28.10 33 0 428 918 33 0 428 918 L( 4A5-2Dbd OS80 w 1380 20.98 64 45 883 1343 0 0 0 0 1-0 12C -09N 0.091 2.17 1.48 246 229 495 338 0 0 0 0 11 DO 0390 n 928 12.15 18 18 166 217 0 0 0 0 C 16B-30ad 0.032 0.76 1.75 1797 1797 1369 3143 0 0 0 0 F 19A•Obscp 0295 2.64 1.95 122 122 320 237 0 0 0 0 F 19C-19tscp 0.049 0.40 030 134 134 54 40 0 0 0 0 F 22A-wm 1.180 28,08 0.00 1542 163 4564 0 128 32 885 0 i 61 c) AED exanson 738 1 1 276 Envelope bssbWn 17595 17919 2198 1937 12 a) hlhhraton 3018 1196 317 126 b) Room verotabon 0 0 0 0 13 hlewdgains 0=4)arm@ 230 5 1150 0 0 Applianoesbttrer 3500 0 Subtotal (lines 6 b 13) 20613 237641 2515 2063 Less extemalload 0 0 0 0 Less Vardar 0 0 0 0 Redistribution 0 0 0 0 14 Submfal 20613 23764 2515 2063 Duct loads 1 220/6 231/ 4478 5535 229/ 23%j 546 481 r Total room bad I 25091 29299 30621 2543 Air required (dm) 1 1 1367 1367 1 167 119 Calailabons approved byACCAto meet all requirements of Manual J 81h Ed. via-wr`gP -s !=- 2017•NDv10113749 AM RigN-Sute®UNversa12018180.04 RSU16202 Page 1 ptol 220 Pensacola A RNG Be64BVG Loh - Krup Calc = tvUB Frort Door tares: N F wrightsoft• Right -J® Worksheet Entire House One Stop Cooling and Heating Job: Lot 220 Pensacola A RHG Bed.. Date: Dec 18, 2014 By- MC 7225 Sardsco%e Court. Sute 1, W irter Park FL 32792 Ptore (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOreStopCoolirg com License: CA0032444 1 Room name DROP FAM 2 Exposed wall 0 11 13.0 A 3 Room height 93 11 heattool 93 11 heaVcool 4 5 Room timertsiorts Room area 5.0 x 5D fl 25.0 IF 135 x 17.0 B 2295 1F Ty Coristrumon U -value Or HTM Area (1F) Load Area (1) Load number BOrhW-*9 BtiihM or perimeter (11) BGrh) or penmeter (D) BWh) Heat Cool Grass N/P/S Heat Cod Gross N/P/S Heat Cool 6 t 12B -09N 0.097 n 231 2.79 0 0 0 0 0 0 0 0 GC 4A5.2ob 0.480 n 11.42 13.53 0 0 0 0 0 0 0 0 W 13A-4oc 0.143 n 3.40 2.85 0 0 0 0 0 0 0 0 12B-Osw 0.097 a 231 279 0 0 0 0 0 0 0 0 11 4A5.2ab 0.480 a 11.42 3524 0 0 0 0 0 0 0 0 4A5-2ob 0.480 a 11.42 3524 0 0 0 0 0 0 0 0 485.21b 0.480 a 11.42 39.18 0 0 0 0 0 0 0 0 4B5 -21b 0.480 a 11.42 3524 0 0 0 0 0 0 0 0 13A-4ocs 0.143 a 3.40 2.85 0 0 0 0 0 0 0 0 4A5.2Db 0.550 a 13.09 28.10 0 0 0 0 0 0 0 0 4A5.2ob OS50 a 13.09 16.89 0 0 0 0 0 0 0 0 4B5 -2b 0550 a 13.09 21.93 0 0 0 0 0 0 0 0 11D0 0.390 a 928 12.15 0 0 0 0 0 0 0 0 W 12B-Osw 0.097 s 231 279 0 0 0 0 0 0 0 0 13A-40ts 0.143 s 3.40 285 0 0 0 0 0 0 0 0 4A5.2ob 0550 s 13.09 1338 0 0 0 0 0 0 0 0 485-21b 0.540 s 12.85 1347 0 0 0 0 0 0 0 0 y/ 12B -09w 0.097 w 231 279 0 0 0 0 0 0 0 0 4A5-2ob 0.480 w 11.42 3524 0 0 0 0 0 0 0 0 4B5 -21b 0.480 w 11.42 3524 0 0 0 0 0 0 0 0 13A-40cs 0.143 w 3.40 2.85 0 0 0 0 121 57 194 162 4A5.2Db 0550 w 13.09 28.10 0 0 0 0 0 0 0 0 4A5-2Dbd 0580 w 13.80 20.98 0 0 0 0 64 45 883 1343 R 12C•Osw 0.091 2.17 1.48 0 0 0 0 0 0 0 0 D 11D0 0390 n 928 1215 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.76 1.75 0 0 0 0 0 0 0 0 F 19A-Obsgp 0295 2.64 1.95 0 0 0 0 0 0 0 0 F 19C•19tscp 0.049 0.40 0.30 0 0 0 0 0 0 0 0 F 22A -Mm 1.180 28.08 0.00 25 0 0 r 0 230 13 365 0 61 c) AED excursion 0 1 1 %6 Ernelope loss/gain 0 0 1442 2471 12 a) bttiltration 0 0 131 52 b) Room ventilation 0 0 0 0 13 Intemal gains: Omrpart@ 230 0 0 0 0 Applianoesbther 0 900 SubtDIaJ(lines 6b13) 0 0 11573 3423 Less exemalload 0 0 0 0 Lesstrarder 0 0 0 0 Redistribution 148 133 203 164 14 Subtotal 148 133 1776 3586 15 Ducl loads 1 220/ 230/ 32 31 22% 239/ 386 835 Total room bad I 1 180 164 2162 4422 Air required (dm) 10 8 1 118 206 Calculations approved byACCAto meet all requirements of Manual J 8th Ed. wr`ghts4 fp - 2017-NDv-10113749 Righ-SuleOUnversal201818.0.04 RSU16202 Page t p\Lol 220 Pensacola A RHG Bed48M Loh - N rup Calc = NUB Frorl Door laces: N fF wrightsofr Right -J® Worksheet Entire House One Stop Cooling and Heating Job: Lot 220 Pensacola ARHG Bed... Data: Dec 18, 2014 By. MC 7225 Sardscove Court, Sure 1, Wirter Park FL 32792 PFnre: (407) 629.6920 Fax: (407) 629.9307 Web: wwwOreStopCoohrg com Licerse: CAC032444 1 Room name FLEX FOY 2 E>posed wall 30.0 ft 6.0 ft 3 Room WgM 93 ft heaVOD01 93 ft heatk»d 4 Room dmeo ons 135 x 125 ft 65 x 185 ft 5 Room area 168.8 IF 1203 fF Ty C -aniclion U•value Or HTM Area (IF) Load Area (IF) Load number Btiuh4l n Btih" or perimeter (ft) Btuh) or perimeter (4) BUh) Heat Cool Grass WPIS Heal Cool Gras NPIS Heat Cod 6 y/ 128.0sw 0A97 n 231 2.79 0 0 0 0 0 0 0 0 C 4A5-2ob 0.480 n 11.42 1353 0 0 0 0 0 0 0 0 W 13A-40rS 0.143 n 3.40 2.85 37 37 127 106 0 0 0 0 129.0%v 0.097 a 231 2.79 0 0 0 0 0 0 0 0 11 4A5.2ob 0.480 a 11.42 3524 0 0 0 0 0 0 0 0 4A5-2ob 0480 a 11.42 3524 0 0 0 0 0 0 0 0 4B5-211) 0.480 a 11.42 39.18 0 0 0 0 0 0 0 0 4135.211) 0.480 a 11.42 3524 0 0 0 0 0 0 0 0 13A-4ocs 0.143 a 3.40 2.85 126 93 316 265 56 22 76 64 4A5-2ob 0550 a 13.09 28.10 16 0 214 459 0 0 0 0 4A5-2ob 0550 a 13.09 16.89 16 12 214 276 0 0 0 0 485-21b OS50 a 13.09 21.93 0 0 0 0 9 5 122 205 11 DO 0.390 a 928 12.15 0 0 0 0 24 24 223 292 W 128-09N 0.097 s 231 279 0 0 0 0 0 0 0 0 13A-4ocs 0.143 s 3.40 2.85 116 116 396 332 0 0 0 0 4A5-2ob 0550 s 13.09 13.38 0 0 0 0 0 0 0 0 4B5 -2b 0.540 s 12.85 13.47 0 0 0 0 0 0 0 0 y/ 1213-09w 0.097 w 231 2.79 0 0 0 0 0 0 0 0 4A5-2ob 0.480 w 11.42 3524 0 0 0 0 0 0 0 0 4B5-2lb 0.480 w 11.42 3524 0 0 0 0 0 0 0 0 13A -4o s 0.143 w 3.40 2.85 0 0 0 0 0 0 0 0 4A5 -20b 05W w 13.09 28.10 0 0 0 0 0 0 0 0 4A5.2obd 05W w 13.80 20.98 0 0 0 0 0 0 0 0 12C -09w 0.091 2.17 1.48 0 0 0 0 60 60 131 89 11 DO 0390 n 928 12.15 0 0 0 0 0 0 0 0 C 16B-30ad 0032 0.76 1.75 169 169 129 295 0 0 0 0 F 19A•Obscp 0295 2.64 1.95 0 0 0 0 0 0 0 0 F 19C-19axp 0.049 0.40 0.30 0 0 0 0 0 0 0 0 F 22A -Wm 1.180 28.08 0.00 169 30 843 0 120 6 169 0 6 c) AED excursion 118 43 Envelope loss/gain 2237 1615 721 607 12 a) Inlillralion 302 120 60 24 b) Room ventilation 0 0 0 0 13 Hamel gains: Occupants@ 230 0 0 0 0 Appliarloestto 01 0 SUVW (lines 6ID 13) 2539 1734 781 631 Lew exlemal bad 0 0 0 0 Lesstrarufer 0 0 0 0 Redistribution 266 214 781 631 14 Subtotal 2805 1949 0 0 151 Dud loads 1 22% 23% 609 454 229/ 231/ 0 0 Total room bad 3414 2402 0 0 Air repuired (dm) 186 112 0 0 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. Rigtt•Sule®Uriversal 201818.0.04 r{SU16202 2017-Nm,101137A9Page 3 p1Lot 220 Persac ola A RHG Bed4808 Loft- N.np Calc - M18 Frort Door laces. N wrightsofC Right -J® Worksheet Entire House One Stop Cooling and Heating Job: Lot 220 Pensacola A RHG Bed... Date: Dec 18, 2014 By. Mc 7225 Sardscove Cowl, Suite 1, W irter Park FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629.9307 Web: wwwOr eStopCoohrg.com License: CAOD32444 1 Room name H7 H2 2 Exposed well 0 fl 0 fl 3 Room height 93 fl heatbool 93 11 heaUcnd 4 Roan dmensions 125 x 35 11 12.0 x 4.0 It 5 Roan area 43.8 fF 48.0 1P Ty Cw ucbon U•value Or HTM Area (fly Load Area (f) Load number Btrh4R'F) Btrw or perimeter (II) Btrh) or perimeter (A) Btrh) Heat Cod Gross N/P/S Heat Cool Gross NIPS Heat Cod 6W/ 12B -09N 0.097 n 231 2.79 0 0 0 0 0 0 0 0 6 4A5.2ob 0.480 n 11.42 1353 0 0 0 0 0 0 0 0 W 13A-4ors 0.143 n 3.40 2.85 0 0 0 0 0 0 0 0 12191•O9w 0097 a 231 2.79 0 0 0 0 0 0 0 0 11 4A5.2Db 0.480 a 11.42 3524 0 0 0 0 0 0 0 0 4A5.2ob 0480 a 11,42 3524 0 0 0 0 0 0 0 0 4B5 -2b 0.480 a 11.42 39.18 0 0 0 0 0 0 0 0 485.21b 0.480 a 11.42 3524 0 0 0 0 0 0 0 0 13A-4ors 0.143 a 3.40 2.85 0 0 0 0 0 0 0 0 4A5.2ob 0550 a 13.09 28.10 0 0 0 0 0 0 0 0144A5.2ob 0550 a 13.09 16.89 0 0 0 0 0 0 0 0 485.21b 05W a 13.09 21.93 0 0 0 0 0 0 0 0 11DO 0390 a 928 12.15 0 0 0 0 0 0 0 0 W 128.0sw 0.097 s 231 2.79 0 0 0 0 0 0 0 0 13A•40rS 0.143 s 3.40 2.85 0 0 0 0 0 0 0 0 4A5.2ob 0550 s 13.09 1338 0 0 0 0 0 0 0 0 4B5-2lb O.540 s 12.85 13.47 0 0 0 0 0 0 0 0 12B -09w 0.097 w 231 2.79 0 0 0 0 0 0 0 0 4A5.2ob 0.480 w 11.42 3524 0 0 0 0 0 0 0 0 485-21b 0.480 w 11.42 3524 0 0 0 0 0 0 0 0 13A-40CS 0.143 w 3.40 2.85 0 0 0 0 0 0 0 0 4A5.2Db 0550 w 13.09 28.10 0 0 0 0 0 0 0 0 4A5.2obd 0580 w 13.80 20.98 0 0 0 0 0 0 0 0 1-0 12C -09w 0.091 2.17 1.48 0 0 0 0 112 94 203 139 11D0 0390 n 928 12.15 0 0 0 0 18 18 166 217 C 16B-30ad 0.032 0.76 1.75 0 0 0 0 0 0 0 0 F 19A•Obsm 0295 2.64 1.95 0 0 0 0 0 0 0 0 F 19C-19rsp 0.049 0.40 030 0 0 0 0 0 0 0 0 F 22A-Wn 1.180 28.08 0.00 44 0 0 0 48 0 0 0 6 0 AED exorrson 0 23 Envelope loss/gain 0 0 369 333 12 a) Infiltration 0 0 0 0 b) Room ventilation 0 0 0 0 13 h*malgains: Omupanls@ 230 0 0 0 0 Applianoesiblher 0 0 Sublotal (lines 6 ID 13) 0 0 369 333 Lessextemal bad 0 0 0 0 Lesstrarsler 0 0 0 0 Redisaibution 0 0 369 333 14 Subtotal 00 0 0 15 Dud loads 22°/ 23°/ 0 0 M 23°/ 0 0 Total roan bad 0 0 01 0 Air required (dm) 01 0 0 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 1 wrlgF teoTl 2017-NDv-101137:49 AECZ F59tt-SUte®thiversal 201818 O.04 RSU16202 Page 4 p Lo1220 Pensacola A RHG Bed4BBO Loft - N.n.p Calc = M1B Frort DDor laces N wrightsoft' Right -JO Worksheet Entire House One Stop Cooling and Heating Job: Lot 220 Pensacola ARHG Bed.. Date: Dec 18, 2014 By. MC 7225 Sardscove Court, Suite 1, Wirier ParK FL 32792 Phone (407) 629.6920 Fax (407) 629.9307 Web: www0reStopCoolirg tom license: CAOD32444 1 Room name KR LAUN 2 Exposed Hell 155 ft 105 4 3 Room height 93 ft heaftol 93 ft heaV000l 4 Room dmensorls 1.0 x 1905 fl 1.0 x 733 ft 5 Room area 1905 1F 733 fF Ty Conon U-1ralue Or HTM Area (112) Load Area (f) Load number BNhW--F) BGtfvftr) or perimeter (II) BWh) a mrimew (ft) Biuh) Heat Cod Gross NIPS Heat Cool Groes NIPS Heat Cod 6 128 svv 0.097 n 231 2.79 0 0 0 0 0 0 0 0 4A5-2Db 0.480 n 11.42 1353 0 0 0 0 0 0 0 0 W 13A-4ocs 0.143 n 3.40 2.85 144 144 491 411 98 98 332 279 12B -09N 0.097 a 231 2.79 0 0 0 0 0 0 0 0 11 4A5-2ob 0.480 a 11.42 3524 0 0 0 0 0 0 0 0 4A5.2ob 0.480 a 11.42 3524 0 0 0 0 0 0 0 0 4B5-2fb 0.480 a 11.42 39.18 0 0 0 0 0 0 0 0 4B5.2fb 0.480 a 11.42 3524 0 0 0 0 0 0 0 0 13A-4ocs 0.143 a 3.40 2.85 0 0 0 0 0 0 0 0 4A5-2Db 0550 a 13.09 28.10 0 0 0 0 0 0 0 0 4A5.2ob 0.550 a 13.09 16.89 0 0 0 0 0 0 0 0 485-21b 0550 a 13.09 21.93 0 0 0 0 0 0 0 0 11 DO 0390 a 928 12.15 0 0 0 0 0 0 0 0 W 12B -09w 0.097 s 231 2.79 0 0 0 0 0 0 0 0 13A-4ocs 0.143 s 3.40 2.85 0 0 0 0 0 0 0 0 4A5-2ob 0.550 s 13.09 1338 0 0 0 0 0 0 0 0 485.21b 0.540 s 12.85 13.47 0 0 0 0 0 0 0 0 12B -096v 0.097 w 231 2.79 0 0 0 0 0 0 0 0 4A5.2Db 0.480 w 11.42 3524 0 0 0 0 0 0 0 0 485.21b 0.480 w 11.42 3524 0 0 0 0 0 0 0 0 13A-4ocs 0.143 w 3.40 2.85 0 0 0 0 0 0 0 0 4A5.2ob 0550 w 13.09 28.10 0 0 0 0 0 0 0 0 4A5.2Dbd 0580 w 13.80 20.98 0 0 0 0 0 0 0 0 q 12C•OSIN 0.091 2.17 1.48 0 0 0 0 74 74 161 110 D 11 DO 0390 n 928 12.15 0 0 0 0 0 0 0 0 C 168 -Mad 0.032 0.76 1.75 0 0 0 0 0 0 0 0 F 19A4Dscp 0295 2.64 1.95 0 0 0 0 0 0 0 0 F 19C-19cscp 0.049 0.40 030 0 0 0 0 0 0 0 0 F 22A -cpm 1.180 28DB 0.00 191 16 435 0 73 11 295 0 6 c) AED ext ursion 107 60 Envelope loss/ n 926 304 788 329 12 a) Infiltration 156 62 106 42 b) Room venbWon 0 0 0 0 13 Internal gains: ODatpants@ 230 0 0 0 0 Applianmsttier 1200 500 Subiotal(lines 6to13) 1082 1566 894 871 Lessextemal bad 0 0 0 0 Lesstransler 0 0 0 0 Redistribution 0 0 118 107 14 Subtotal 1082 1566 1012 977 15 Dud loads 22°/ 23°/ 235 365 22'/023°/ 220 228 Total room load 1317 1931 1232 1205 Air required (dm) 72 90 1 67 56 Calculations approved byACCAto meet all requirements of Manual J 8th Ed. c • - w'-lght Curt- 2017 -Nov -101137:49 Ad& RigN-SUte®Uriversal 201818.0.04 RSU16202 Page 5 ptLo1220 Pensacola A RHG Bed4B70 Loft - Krup Calc = MIB Frort Door }aces: N wrightsoft• Right -J® Worksheet Job: Lot 220 Pensacola ARHG Bed.... Entine House Date: Dec 18, 2014 One Stop Cooling and Heating By: MC 7225 Sardscove Court Sute 1. W irter Park FL 32792 Phore: (407) 629 - 6920 Fax' (407) 629.9307 Web: www.0reStopCoolirg.com Uoerse: CAOD32444 1 Room name NEED NSTH 2 Exposed wall 165 n 60 4 3 Room height 93 tl heaVcool 93 11 heaVcool 4 Room dimerLsiOrLs 135 x 165 ft t.0 x 1143 D 5 Room area 222.8 W 1143 W TY W) Load Load number(BbuhW--9 Bbift" orperimeelor (4) Bbuh) orperimeetter (b) Bbuh) Heat Cool Gross NIPS Heat Cool Gross N/P/S Heat Cool 6 1q/ 128.Osw 0.097 n 231 2.79 0 0 0 0 0 0 0 0 G 4P5lob 0.480 n 11.42 1353 0 0 0 0 0 0 0 0 W 13AAm 0.143 n 3.40 2.85 0 0 0 0 0 0 0 0 12B-Os6v 0.097 a 231 2.79 0 0 0 0 0 0 0 0 114A5.2ob 0.480 a 11.42 3524 0 0 0 0 0 0 0 0 4A5-2ob 0.480 a 11.42 3524 0 0 0 0 0 0 0 0 485-21b 0.480 a 11.42 39.18 0 0 0 0 0 0 0 0 485.21b 0.480 a 11.42 3524 0 0 0 0 0 0 0 0 13A•4ors 0.143 a 3.40 2.85 0 0 0 0 0 0 0 0 4A5.2ob 0550 a 13.09 28.10 0 0 0 0 0 0 0 0 4A5.2Db 0550 a 13.09 1629 0 0 0 0 0 0 0 0 485.21b 0550 a 13.09 21.93 0 0 0 0 0 0 0 0 11 DO 0390 a 928 12.15 0 0 0 0 0 0 0 0 W 12B•Osw 0.097 s 231 2.79 0 0 0 0 0 0 0 0 13A-4ocs 0.143 s 3.40 2.85 153 121 411 345 56 48 163 136 4A5.2Db 0550 s 13.09 1338 33 27 428 437 0 0 0 0 485 -Ob 0S40 s 12.85 13.47 0 0 0 0 8 8 103 108 y/ 12B-Osv 0.097 w 231 2.79 0 0 0 0 0 0 0 0 4A5-2ob 0.480 w 11.42 3524 0 0 0 0 0 0 0 0 4B5 -21b 0.480 w 11.42 3524 0 0 0 0 0 0 0 0 13A-4ors 0.143 w 3.40 2.85 0 0 0 0 0 0 0 0 4A5.2ob 0.550 w 13.09 28.10 0 0 0 0 0 0 0 0 4A5.2Dbd 05W w 13,80 20.98 0 0 0 0 0 0 0 0 R 12C -096v 0.091 2.17 1.48 0 0 0 0 0 0 0 0 D 11DO 0390 n 928 12.15 0 0 0 0 0 0 0 0 C 16B•30ad 0.032 0.76 1.75 223 223 170 390 114 114 87 200 F 19A•Obscp 0295 2.64 1.95 0 0 0 0 0 0 0 0 F 19C•19tscp 0.049 0.40 0.30 0 0 0 0 0 0 0 0 F 22A -cpm 1.180 28.08 0.00 223 17 463 0 114 6 169 0 6 c) AED excursion 99 30 Ernelope low/gain 1472 1073 521 414 12 a) Inti trabon 166 66 60 24 b) Room %entlation 0 0 0 0 13 brtemalgains: Ooaupants@ 230 2 460 0 0 Appliarcesbther 0 0 SubIDW (lines6b 13) 1638 1598 581 438 Lessexlemal bad 0 0 0 0 Less Vardar 0 0 0 0 Redistribution 312 252 0 0 14 Subtotal 1950 1851 581 438 151 Dud loads 22°/ 23°/ 424 431 22% 23% 126 102 Total room bad 2374 2282 708 540 Air required (dm) 129 106 39 25 Calculations approved.bvACCA to meet all requirements of Manual J 8th Ed. wr`gFrrtsof'rt c Righl•Sute®Uriversa1201818.0.04 RSU16202 2017 -Nov -101137:49 Page 6 Plot 220 Pensacola A RHG Bed4Btr0 Loll - N.r1p NUCalc =B Frorl Door laces: N 9 wrighttsoft' Right -J® Worksheet Entine House One Stop Cooling and Heating Job: Lot 220 Pensacola ARHG Bed.. Date: Dec 18, 2014 By- MC 7225 Sardscove Cont, Suite 1. W irter Park FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOreStopCoolirg.com Licerse CAC032444 1 Room name lvwc WIC 2 Fwall 5.0 I1 285 8 3 Room height 93 If heaUmd 93 If heatk»d 4 5 Roomdimensons Room area 4A x 5A 11 20.0 1R to x 1125 It 1125 IF Ty Construction U -value Or HTM Area OF) Load Area (fF) Load number BbuhA 19 BbuhAl) or perimeter (11) BWh) or perimeter (D) Bbuh) Heat Cool Gross NIP/5 Heat Cool Gross N/P/S Heat Cool 6 W 12B -09w 0.097 n 231 2.79 0 0 0 0 0 0 0 0 4A5.2ob 0.480 n 11.42 13.53 0 0 0 0 0 0 0 0 W 13A-4ocs 0.143 n 3.40 2.85 0 0 0 0 70 70 237 199 12B-Osw 0.097 a 231 2.79 0 0 0 0 0 0 0 0 11 4A5.20b 0.480 a 11.42 3524 0 0 0 0 0 0 0 0 4A5-2ab 0.480 a 11.42 3524 0 0 0 0 0 0 0 0 4B5.2lb 0.480 a 11.42 39.18 0 0 0 0 0 0 0 0 486-21b 0.480 a 11.42 3524 0 0 0 0 0 0 0 0 13A-4ocs 0.143 a 3.40 2.85 0 0 0 0 0 0 0 0 4A5.2ob 0550 a 13.09 28.10 0 0 0 0 0 0 0 0 4A5.2ob 0550 a 13.09 16.89 0 0 0 0 0 0 0 0 485.211b 05W a 13.09 21.93 0 0 0 0 0 0 0 0 11 DO 0390 a 928 12.15 0 0 0 0 0 0 0 0 W 12B-Os6v 0.097 s 231 2.79 0 0 0 0 0 0 0 0 V613A4ocs 0.143 s 3.40 2.85 47 47 158 133 65 65 222 186 4A5.2ab 0550 s 13.09 1338 0 0 0 0 0 0 0 0 4135-21b 0540 s 12.85 13.47 0 0 0 0 0 0 0 0 12B -09w 0.097 w 231 2.79 0 0 0 0 0 0 0 0 4A5.2ob 0.480 w 11.42 3524 0 0 0 0 0 0 0 0 485-21b 13A-4ocs 0.480 0.143 w w 11.42 340 3524 2.85 0 0 0 0 0 0 0 0 0 130 0 130 0 443 0 371 4A5.2ob 0550 w 13.09 28.10 0 0 0 0 0 0 0 0 4A5.2obd 0580 w 13.80 20.98 0 0 0 0 0 0 0 0 12C -09N 0.091 2.17 1.48 0 0 0 0 0 0 0 0 11 DO 0.390 n 928 1215 0 0 0 0 0 0 0 0 C 168-30ad 0.032 0.76 1.75 20 20 15 35 109 109 83 190 F 19A-ObsM 0295 2.64 1.95 0 0 0 0 0 0 0 0 F 19C•19csop 0.049 0.40 030 0 0 0 0 0 0 0 0 F 22A -cpm 1.180 28M 0.00 20 5 140 0 113 29 800 0 61 c) AED excursion 12 68 Emelope bssbain 314 156 1785 879 12 a) Inbllrabon 50 20 287 114 b) Room ventilation 0 0 0 0 13 htemalgairls: Oowpants@ 230 0 0 0 0 Applianoesbitw 0 0 SubtotalQirles6ID13) 364 176 2072 992 Lessexlemal bad 0 0 0 0 Lesstrarder - _ 0 0 0 0 Redisbibubon 0 0 0 0 14 Subtotal 364 176 2072 992 15 Dud bads 22% IM 79 41 M 23°/ 450 231 Total room load 443 216 2522 1223 Air required (dm) 24 10 1 1 137 57 Calculations approved byACCAto meet all requirements of Manual J 8th Ed. w r`gFr tsoTt 2017-ND*101137:49 4M Riga-Suite®Uriversal201818.004RSU16202 Pagel p1Lot 220 Pensacola ARHG Bed4M Lob- N.rtp Calc = MJB Frort Door faces: N wrightsofr Right -J® Worksheet Job: Entine House Date: One Stop Cooling and Heating By. 7225 Sardscove Cont. Sate 1. W irter Park FL 32792 Phone: (407) 629.6920 Fax: (407) 629 - 9307 Web: wwwOr eStopCoolirg.com License: CAOD32444 Lot 220 Pensacola A RHG Bed.. , Dec 18, 2014 MC 1 Room name PWD STRt 2 Exposed well 0 11 0 fl 3 Room height 93 tl he VcW 93 8 heaUcool 4 Room dimensions 55 x 5.0 11 35 x 5.0 1f 5 Room area 275 IF 175 W Ty Consiruclion U -value Or HTM Area (1) Load Area (11) Load number BbjhW-'9 Bluh" or perimeter (11) Bluh) or perimeter (II) Bluh) Heal Cod Gross NIPS Heat Cool Gross N/P/S Heat Cool 6WI 1213-09w 0.097 n 231 2.79 0 0 0 0 0 0 0 0 C 4A5-2ob 0.480 n 11.42 1353 0 0 0 0 0 0 0 0 W 13A-4ocs 0143 n 3.40 225 0 0 0 0 0 0 0 0 12B -WN 0.097 a 231 279 0 0 0 0 0 0 0 0 11 4A5.2ob 0.480 a 11.42 3524 0 0 0 0 0 0 0 0 4A5.2ob 0.480 a 11.42 3524 0 0 0 0 0 0 0 0 4B5-2lb 0.480 a 11.42 39.18 0 0 0 0 0 0 0 0 485.21b 0480 a 11.42 3524 0 0 0 0 0 0 0 0 13A•4ocs 0.143 a 3.40 225 0 0 0 0 0 0 0 0 4A5.20b 0.550 a 13.09 28.10 0 0 0 0 0 0 0 0 4A5-2Db 0550 a 13.09 16.89 0 0 0 0 0 0 0 0 4B5 -21b 0.550 a 13.09 21.93 0 0 0 0 0 0 0 0 11 DO 0.390 a 928 12.15 0 0 0 0 0 0 0 0 W 128-Oswv 0.097 s 231 279 0 0 0 0 0 0 0 0 V613A-4ocs 0.143 s 3.40 2.85 0 0 0 0 0 0 0 0 4A5-2ob 0550 s 13.09 13.38 0 0 0 0 0 0 0 0 4B5 -21b 0.540 s 12.85 13.47 0 0 0 0 0 0 0 0 128.O9w 0.097 w 231 2.79 0 0 0 0 0 0 0 0 4A5-2Db 0.480 w 11.42 3524 0 0 0 0 0 0 0 0 485.2ib 0.480 w 11.42 3524 0 0 0 0 0 0 0 0 yJ 13A-4ocs 0.143 w 3.40 2.85 0 0 0 0 0 0 0 0 4A5.2ob 0550 w 1309 28.10 0 0 0 0 0 0 0 0 Lam_((', 4A5.2Dbd 0580 w 13.80 20.98 0 0 0 0 0 0 0 0 R 12C -09w 0.091 2.17 1.48 0 0 0 0 0 0 0 0 0 11 DO 0.390 n 928 1215 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.76 1.75 0 0 0 0 0 0 0 0 F 19A•0bsoa 0295 2 A 1.95 0 0 0 0 0 0 0 0 F 19C-19csCP 0.049 040 0.30 0 0 0 0 0 0 0 0 F 22A -gm 1.180 28.08 0.00 28 0 0 0 18 0 0 0 6 c) AED exwrson 0 0 Envelope loss/gain 0 0 0 0 12 a) Infiltration 0 0 0 0 b) Room wE MaUon 0 0 0 0 13 tr wnW gains: Occupants@ 230 0 0 0 0 Apoiancestf er 0 1 0 Subtotal (lines 61D 13) 0 0 0 0 Less eAemal load 0 0 0 0 Lesstrarder 0 0 0 0 Redoibution 103 93 0 0 14 Subtotal 103 93 0 0 1151 Duct loads 22 22 229/6 23°/ 0 0 Total room bad 126 115 1 01 0 Air required (dm) 7 5 0 0 Calculations approved by ACCA to meet all requirements of Manual J 81h Ed. wrlgF tsoTt- 2017-Nm,101137A9 At& Rigll-Sute®Uriversal2018180.04 RSU76202 Page 8 p1o1220 Pensacola A RHG Bed4B#G Loft - N n.p Calc = M18 Frort Door laces: N wrightsoft, Right -J® Worksheet Job: Lot 220 Pensacola ARHG Bed... Entire House Date: Dec 18, 2014 One Stop Cooling and Heating By: MC 7225 Sardscove Cowl, SU191, Wirier Park FL 32792 Phore (407) 629 - 6920 Fax: (407) 629 - 9307 Web wwwOr eSloDCoolir gtom Uoerse: CAOD32444 1 Room name AC2 BED2 2 Exposed well 9.0 ft 255 ft 3 Room heigN 9.0 fl heaUmol 9.0 ft heatbod 4 Room dimerlsons 5.0 x 9.0 ft 1.0 x 186.0 ft 5 Room area 45.0 W 186.0 IF Ty Corton U -value Or HTM Area (I) Load Area (I) Load number BbjhV-n BAn114R) or perimeter (ft) Bluh) or perimeler (ft) Bluh) Heat Cool Gross N/P/S Heat Cool Grass NIPS Heal Cod 6 W/ 121305w 0.097 n 2.31 2.79 81 81 187 226 0 0 0 0 f 4A5.2ob 0.480 n 11.42 1353 0 0 0 0 0 0 0 0 W 13AAors 0.143 n 3.40 2.85 0 0 0 0 0 0 0 0 VN 128.Osw 0.097 a 231 2.79 0 0 0 0 0 0 0 0 114A5.2d) 0.480 a 11.42 3524 0 0 0 0 0 0 0 0 4A5-2ob 0.480 a 11.42 3524 0 0 0 0 0 0 0 0 4135-21b 0.480 a 11.42 39.18 0 0 0 0 0 0 0 0 485.2111b 0.480 a 11.42 3524 0 0 0 0 0 0 0 0 13A-4ocs 0.143 a 340 2.85 0 0 0 0 0 0 0 0 4A5-2ob 0.550 a 13.09 28.10 0 0 0 0 0 0 0 0 4A5-2ob 0.550 a 13.09 16.89 0 0 0 0 0 0 0 0 4135-21b 0550 a 13.09 21.93 0 0 0 0 0 0 0 0 11 DO 0.390 a 928 12.15 0 0 0 0 0 0 0 0 W 12B -09w 0.097 s 231 2.79 0 0 0 0 122 122 280 339 13A-4ocs 0.143 s 3.40 2.85 0 0 0 0 0 0 0 0 4A5-2Db 0.550 s 13.09 1338 0 0 0 0 0 0 0 0 4B5 -21b 0,540 s 1285 13.47 0 0 0 0 0 0 0 0 y/ 128-09w 0.097 w 231 2.79 0 0 0 0 108 93 215 259 4A5.2ob 0.480 w 11.42 3524 0 0 0 0 15 0 171 529 4135.211b 0.480 w 11.42 3524 0 0 0 0 0 0 0 0 13A4ocs 0.143 w 3.40 285 0 0 0 0 0 0 0 0 4A5.2Db 0550 w 13.09 28.10 0 0 0 0 0 0 0 0 4A5-2obd 0580 w 13.80 20.98 0 0 0 0 0 0 0 0 12C -09v 0.091 2.17 1.48 0 0 0 0 0 0 0 0 11 DO 0390 n 928 12.15 0 0 0 0 0 0 0 0 C 168.30ad 0.032 0.76 1.75 45 45 34 79 186 186 142 325 F 19A-Oberp 0295 284 1.95 0 0 0 0 92 92 243 ISO F 19C-19cscp 0.049 0.40 030 0 0 0 0 0 0 0 0 F 22A -Wm 1.180 28.08 0.00 0 0 0 0 0 0 0 0 6 c) AED ex ursion 22 136 Envelope loss/gain 221 283 1052 1768 12 a) hthration 88 35 248 98 b) Room %entilalion 0 0 0 0 13 internal gains: Ooarparlts@ 230 0 0 1 230 Appliancesbtller 0 1 150 Subk)W (lines 6 ID 13) 309 318 1300 2247 Less ebenwlload 0 0 0 0 Less transfer 0 0 0 0 Redrstnbulion 309 318 0 0 14 Scblotal 0 0 1300 2247 15 Dud loads 22°/ 23% 0 0 22% 23°/ 282 523 Total room load0 0 1582 2770 Air required (dm) 0 0 86 129 Calculations approved byACCAto meet all requirements of Manual J 8th Ed. Ft- wr`ghtsof!- 2017 -Nov -101137:49 rA ""^- Fbgh-SUleO hiversal 2018 18.0.04 RSU16202 Page 9 p\Lot 220 Pensaoola A RHG 8ed48W Loft - N.np Calc = M18 Frort Door faces: N I wrightsoft' Right -JO Worksheet Entire House One Stop Cooling and Heating Job: Lot 220 Pensacola A RHG Bed... , Date: Dec 18, 2014 By: MC 7225 Sardscove Cool, Stile 1, W irter Park FL 32792 Phone. (407) 629 - 6920 Fax, (407) 629 - 9307 Web: wwwOreStopCoolirg com License: CAC032444 1 Room name BED3 BED4 2 Exposed wall 14.0 ft 175 11 3 Room height 9.0 D heatbool 9.0 ft heatbool 4 5 Roomcimensorls Room area 115 x 14.0 ft 161.0 fF 1.0 x 164.8 ft 164.8 M Ty ConsMiction U•value Cr HTM Area (f) Load Area (W) Load number Bhr114Mz-F) Burf14M or perimeler (D) Bvh) or perimeter (A) Baih) Heat Cod Groes WP/S Heat Cod Gross WP/S Heat Cool 6 t 12B•O9N O.097 n 231 2.79 126 111 256 310 27 27 62 75 GG 4A5-2ob 0.480 n 11.42 1353 15 0 171 203 0 0 0 0 W 13A•4ocs 0.143 n 3.40 2.85 0 0 0 0 0 0 0 0 12B-Osw 0.097 a 231 2.79 0 0 0 0 131 112 257 311 11 4A5.2ob 0.480 a 11.42 3524 0 0 0 0 4 0 46 141 4A5-2Db 0.480 a 11.42 3524 0 0 0 0 15 0 171 529 4B5.21b 0.480 a 11.42 39.18 0 0 0 0 0 0 0 0 485.21b 0.480 a 11.42 3524 0 0 0 0 0 0 0 0 13A-4ocs 0143 a 3.40 2.85 0 0 0 0 0 0 0 0 4A5-2Db 0.550 a 13.09 28.10 0 0 0 0 0 0 0 0 4A5.20b 0550 a 13.09 16.89 0 0 0 0 0 0 0 0 485-21b 0.550 a 13.09 21.93 0 0 0 0 0 0 0 0 11 DO 0390 a 928 12.15 0 0 0 0 0 0 0 0 W 12B-Osw 0.097 s 231 2.79 0 0 0 0 0 0 0 0 13A•4ocs 0.143 s 3.40 2.85 0 0 0 0 0 0 0 0 4A5.2ob 0550 s 13.09 1338 0 0 0 0 0 0 0 0 485-21b 0.540 s 1285 13.47 0 0 0 0 0 0 0 0 12B-OsIv 0.097 w 231 2.79 0 0 0 0 0 0 0 0 4A5-2ob 0.480 w 11.42 3524 0 0 0 0 0 0 0 0 485-21b 0.480 w 11.42 3524 0 0 0 0 0 0 0 0 13A-4ocs 0143 w 3.40 285 0 0 0 0 0 0 0 0 4A5 -20b 0550 w 13.09 28.10 0 0 0 0 0 0 0 0 4A5.2obd 0.580 w 1380 20.98 0 0 0 0 0 0 0 0 R 12C -09v 0.091 2.17 1.48 0 0 0 0 0 0 0 0 D 11 DO 0390 n 928 12.15 0 0 0 0 0 0 0 0 C 16B•30ad 0.032 0.76 1.75 161 161 123 282 165 165 125 288 F 19A-0bscp 0295 2.64 1.95 1 1 3 2 0 0 0 0 F 19C•190scp 0.049 0.40 030 0 0 0 0 109 109 44 33 F 22A -cpm 1.180 28A6 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 79 98 Emelope loss/ n 553 717 706 1474 12 a) Inlittration 136 54 170 68 b) Room ver11il0Uon 0 0 0 0 13 Inlemalgains Ocoiparlts@ 230 1 230 1 230 Appliarloesodw 150 150 Subtotal pines 6 b 13) 689 1151 877 1922 Lew external IDW 0 0 0 0 Less transfer 0 0 0 0 Redistnbubon 81 84 0 0 14 Subtotal 770 1235 877 1922 1151 DUCT bads 23% 167 288 22% 230/ 190 448 Total room bad 938 1523 1067 zm Air required (dm) 51 71 58 111 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wr1 gF tsoTt- 2017 -Nov -1011.37.49 Ad& Right-Sule®Uriversal201818.0.04 RSU16202 Page 10 p1loI220 Pensacola A RHG Bed4Bth3 Loh. N.rtp Calc = M18 Frort Door faces: N wrighttsof , Right -J® Worksheet Entire House One Stop Cooling and Heating Job: Lot 220 Pensacola ARHG Bed.. Date: Dec 18, 2014 By. MC 7225 Sardscove CouL Sole 1, W irter Park FL 32792 Ptore: (407) 629.6920 Fax: (407) 629 - 9307 Web: wwwOr eStopCDolirgmm Uoerse: CAOD32444 1 Room name BTH2 BTH3 2 Evosed will 9.0 4 15.0 it 3 Room height 9.0 Q heatbool 9.0 8 heaVcool 4 Room dmensons 9.0 x 55 11 55 x 95 it 5 Room area 495 1R 523 W Ty Const umn U -value Or HTM Area (t) Load Area (t) Load number Bb1h4 -9 BWh" or penmeter (1) BWh) or perimeter (11) 1311h) Heal Cod Cross N/P/S Heal Cool Gross N/P/S Heat Cool 6 VY 12B -09N 0.097 n 231 2.79 0 0 0 0 86 86 197 238 C 4A5-2Db 0.480 n 11.42 1353 0 0 0 0 0 0 0 0 W 13A-40CS 0.143 n 3.40 2.85 0 0 0 0 0 0 0 0 1213,09m 0.097 a 231 279 0 0 0 0 50 44 100 121 11 4A5.2ob 0480 a 11.42 3524 0 0 0 0 0 0 0 0 4A5-2Db 0.480 a 11.42 3524 0 0 0 0 0 0 0 0 4135-21b 0.480 a 11.42 39.18 0 0 0 0 0 0 0 0 4135.21b 0.480 a 11.42 3524 0 0 0 0 6 0 69 211 13A-4ocs 0.143 a 3.40 2.85 0 0 0 0 0 0 0 0 4A5.20b 0.550 a 13.09 28.10 0 0 0 0 0 0 0 0 4A5.2Db 0550 a 13.09 16.89 0 0 0 0 0 0 0 0 41215-20b 0550 a 13.09 21.93 0 0 0 0 0 0 0 0 11 DO 0.390 a 928 1215 0 0 0 0 0 0 0 0 W 128.O9w 0.097 s 231 279 0 0 0 0 0 0 0 0 13A-4ocs 0.143 s 3.40 2.85 0 0 0 0 0 0 0 0 4A5.2ob 0.550 s 13.09 13.38 0 0 0 0 0 0 0 0 41215.21b 0.540 s 1285 13.47 0 0 0 0 0 0 0 0 12121-0sw 0.097 w 231 279 81 75 173 209 0 0 0 0 4A5.20b 0.480 w 11.42 3524 0 0 0 0 0 0 0 0 485.211b 0.480 w 11.42 3524 6 0 69 211 0 0 0 0 13A-4oC: 0.143 w 3.40 2.85 0 0 0 0 0 0 0 0 4A5.2ob 0550 w 13.09 28.10 0 0 0 0 0 0 0 0 4A5.2Dbd 0580 w 1380 2D.98 0 0 0 0 0 0 0 0 R 12C -09w 0.091 2.17 1.48 0 0 0 0 0 0 0 0 0 11D0 0.390 n 928 1215 0 0 0 0 0 0 0 0 C 16&30ad 0.032 0.76 1.75 50 50 38 87 52 52 40 91 F 19A-Obscp 0295 264 1.95 19 19 51 38 0 0 0 0 F 19C-19csCP 0.049 0.40 030 0 0 0 0 25 25 10 7 F 22A -q n 1.180 28.08 0.00 0 0 0 0 0 0 0 0 6 c) AED ex ursion 71 21 Ernelope bargain 330 616 416 691 12 a) Inhltrabon 88 35 146 58 b) Room verlblabon 0 0 0 0 13 b11emalons: Omrpanis@ 230 0 0 0 0 Appliartmsh111er 0 0 Subtotal (fines 6ID13) 418 651 562 749 Less extemallow 0 0 0 0 Lestrander 0 0 0 0 Redsbibubon 0 0 0 0 14 Sublotal 418 651 562 749 15 Dud loads 22°/ 23°/ 91 152 229/ 239' 122 174 Total room bad 509 802 684 923 Air required (dm) 28 37 1 1 37 43 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. I. wr`ghtsoTt 2017 -Nov -101137.49 Riga-SuleOUriversal201818.0.04 RSU16202 Page 11 plot 220 Pereaeola A RHG Be&BItG Lop - Rr p Calc = M18 Frort Door tapes- N wrightsoft• Right -JO Worksheet Entire House One Stop Cooling and Heating Job: Lot 220 Pensacola ARHG Bed.. , Date: Dec 18, 2014 By: MC 7225 Sardscove Cour. SUte 1. W irter Park FL 32792 Phone: (407) 629 - 6920 Fax (407) 629 - 9307 Web: wwwOrteStopCoofrg.com License: CAOD32444 1 Room name LOFT OTB 2 Ettposed wall 17D ft 24.0 ft 3 Room Wght 9.0 ft heatbool 9.0 fl heatkrod 4 5 Room dimensions Room area 1.0 x 322.8 ft 3228 fl? 65 x 17S ft 1139 tF Ty C tbon W) Load mber BWMR n BWIt or perimeelar (D) Bluh) or perim eew (11) Bpih) Heat Cod Gross NIPSS Heat Cool Gross NIPS Heat Cod 6 kt_C 128.0sw 0.097 n 231 2.79 32 32 73 88 0 0 0 0 4A5.2ob 0.480 n 11.42 1353 0 0 0 0 0 0 0 0 W 13A-40rs 0.143 n 3.40 295 0 0 0 0 0 0 0 0 12B•Osw 0.097 a 231 279 0 0 0 0 59 53 121 146 11 4A5-2Db 0.480 a 11.42 3524 0 0 0 0 0 0 0 0 4A5.2ob 0.480 a 11.42 3524 0 0 0 0 0 0 0 0 4B5 -2b 0.480 a 11.42 39.18 0 0 0 0 6 0 69 235 485.21b 0.480 a 11.42 3524 0 0 0 0 0 0 0 0 13A-4ots 0.143 a 3.40 295 0 0 0 0 0 0 0 0 4A5.2ob OSS a 13.09 28.10 0 0 0 0 0 0 0 0 4A5.20b 0550 a 13.09 1699 0 0 0 0 0 0 0 0 4B5 -21b 05% a 13.09 21.93 0 0 0 0 0 0 0 0 11 DO 0390 a 928 12.15 0 0 0 0 0 0 0 0 W 1213-09N 0.097 s 231 279 122 122 280 339 158 158 364 439 13A•40cs 0143 s 3.40 285 0 0 0 0 0 0 0 0 4A5 -20b 05W s 13.09 1338 0 0 0 0 0 0 0 0 4135-211b 0S40 s 1295 13.47 0 0 0 0 0 0 0 0 12B-Osw 0.097 w 231 279 0 0 0 0 0 0 0 0 4A5.20b 0.480 w 11.42 3524 0 0 0 0 0 0 0 0 4B5 -2b 0.480 w 11.42 3524 0 0 0 0 0 0 0 0 13A•4ocs 0.143 w 3.40 2.85 0 0 0 0 0 0 0 0 4A5.2ob 0550 w 13.09 28.10 0 0 0 0 0 0 0 0 4A5-2obd 05W w 1390 20.98 0 0 0 0 0 0 0 0 R 12C -09w 0.091 217 1.48 0 0 0 0 0 0 0 0 I -D 11 DO 0390 n 928 1215 0 0 0 0 0 0 0 0 C 16B•30ad 0.032 0.76 1.75 323 323 246 564 114 114 87 199 F 19A•Obscp 0295 294 1.95 0 0 0 0 9 9 24 18 F 19C-19rsoa 0.049 0.40 030 0 0 0 0 1 1 0 0 F 22A -q- 1.180 28DB 0.00 0 0 0 0 0 0 0 0 6 c) AED ex ursion 96 46 Envelope loss/gain 599 895 664 991 12 a) Infiltrabon 166 66 234 93 b) Room ventilation 0 0 0 0 13 Irdemalgains: Omxrpartfs@ 230 0 0 0 0 Appliartcesbtlter 450 0 Subtotal (lines 61013) 765 1410 898 1084 Less exlemalload 0 0 0 0 Less transfer 0 0 0 0 Redistnbution 228 234 0 0 14 Subtotal 992 1644 898 1084 15 Dud loads 216 383 22% M 195 a% Total room bad 1208 2027 1093 1336 Air required (dm) 66 95 1 1 60 62 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. wrlgl tsol't' WgF1•Suile®Uriversa1201818.004 RSU16202 2017-Nov-1011.3749Page 12 p\LoI 220 Persamla A RHG Bed4BM Loft- N.n) Calc." Frort DDor faces: N wrightsofr Right -J® Worksheet Entire House One Stop Cooling and Heating Job: Lot 220 Pensacola A RHG Bed .. Date: Dec 18, 2014 By. MC 7225 Sardscove Cool, Sole 1, Wirier Park FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web wwwOreStopCoolirg.tom License- CAC032444 1 Room name WIC3 WIC4 2 Exposed well 11D N 0 A 3 Room height 9.0 It heatkrwl 9.0 11 heaU000l 4 Room dimertsorts 55 x 55 A 75 x 5.0 111 5 Room area 303 fP 375 tF Ty Cortstrucbon U•value Or HTM Area (W) Load Area (W) Load number BWhW-n or perimeter (b) 131uh) or perimeter (II) B6rh) Heal Cool Gross NIPS Heat Cod Crass NIPS Heat Cool 6 121211213-09N.O 0.097 n 231 2.79 50 50 114 138 0 0 0 0 4A5.2ob 0.480 n 11.42 1353 0 0 0 0 0 0 0 0 W 13A40cs 0.143 n 3.40 2.85 0 0 0 0 0 0 0 0 12B-Osw 0097 a 231 2.79 0 0 0 0 0 0 0 0 11 05.2bb 0.480 a 11.42 3524 0 0 0 0 0 0 0 0 4A5-2ob 0.480 a 11.42 3524 0 0 0 0 0 0 0 0 4E5 -2b 0.480 a 11.42 39.18 0 0 0 0 0 0 0 0 485.201 0.480 a 11.42 3524 0 0 0 0 0 0 0 0 13A-4ocs 0.143 a 3.40 2.85 0 0 0 0 0 0 0 0 4A5 -20b 05W a 13.09 28.10 0 0 0 0 0 0 0 0 4A5-2ob 0550 a 13.09 16.89 0 0 0 0 0 0 0 0 4B5 -21b 0550 a 13.09 21.93 0 0 0 0 0 0 0 0 11 DO 0390 a 928 12.15 0 0 0 0 0 0 0 0 W 12B -09e 0.097 s 231 2.79 0 0 0 0 0 0 0 0 13A-4ocs 0.143 s 3.40 2.85 0 0 0 0 0 0 0 0 4A5-2ob 0.550 s 13.09 1338 0 0 0 0 0 0 0 0 485.2lb 0.540 s 12.85 13.47 0 0 0 0 0 0 0 0 yJ 1213.09w 0.097 w 2.31 2.79 50 50 114 138 0 0 0 0 4A5.2ob 0.480 w 11.42 3524 0 0 0 0 0 0 0 0 4135.21b 13A-4ocs 0.480 0.143 w w 11.42 3.40 3524 2.85 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5.2ob 4A5.2obd 0550 0580 w w 13.09 13.80 28.10 20.98 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 R 12C -09N0.091 2.17 1.48 0 0 0 0 0 0 0 0 1--D 11DO 0390 n 928 12.15 0 0 0 0 0 0 0 0 C 1613.30ad 0.032 0.76 1.75 30 30 23 53 38 38 29 66 F 19A•0bscp 0295 2.64 1.95 0 0 0 0 0 0 0 0 F 190-19tsoa 0.049 0.40 030 0 0 0 0 0 0 0 0 F 224tpm 1.180 28.08 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 24 4 Envelope loss(gain 252 305 29 61 12 a) Infiltration 107 42 0 0 b) Room ventilation 0 0 0 0 13 Internalgains: Occupants@ 230 0 0 0 0 Appliartoesbto 0 0 Subtotal (lines 6 ID 13) 359 348 29 61 Less external bad 0 0 0 0 Lesstransfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 359 348 29 61 Dud loads 1 22°/ 23% 78 81 22°/ 23°/ 6 14 r Total room load 437 429 35 76 Air required (dm) 24 20 2 4 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 1W 2017 -Nov -1011.3749 A&K Rtghl-SUte®Uriversal201818.0.04 RSU16202 Page 13 plot 220 Pensacola A RHG Bed412106 Lott - N.np Cale = M18 Frorf Door laces N wrightsoftDuct System Summary Entire House One Stop Cooling and Heating Job: Lot 220 Pensacola ARHG ... Date: Dec 18, 2014 By. MC 7225 Sardscove Cout Sine 1, W irler Park FL 32792 Pt ore: (407) 629 - 6920 Fax (407)629-9307 Web: www.OreSlopCoolirg com Uoerse- CAOD32444 For: Park Square Homes 3839 Loon Lane, Sanford, FL Heating Cooling External static pressure 0.50 in H2O 0.50 in H2O Pressure losses 0.16 in H2O 0.16 in H2O Available static pressure 0.34 in H2O 0.34 in H2O Supply / return available pressure 0.170/0.170 in H2O 0.170/0.170 in H2O Lowest friction rate 0.149 in/10011 0.149 in/10011 Actual air flow 1367 cf n 1367 cfrn Total effective length (TEL) 228 ft Name Design Ruh) Htg cfm) Clg Clm) Design FR Diam in) H x W in) Duct Mab Actual Ln (ft) Ftg.Egv Ln (ft) Trunk BED2 C 2770 86 129 0.209 7.0 Ox 0 VIFx 37.4 125.0 s16 BED3 c 1523 51 71 0.219 6.0 Ox 0 VIFx 29.9 125.0 st6 BEN c 2369 58 111 0.239 6.0 Ox 0 VIFx 17.0 125.0 s17 BTW c 802 28 37 0.217 4.0 Ox 0 VIFx 31.9 125.0 st6 B11-3 c 923 37 43 0.251 4.0 Ox 0 VIFx 15.4 120.0 st7 CAFE h 3062 167 119 0.193 7.0 Ox 0 VIFx 36.5 140.0 st3 DROP h 180 10 8 0.208 4.0 Ox 0 VIFx 33.1 130.0 st5 FAM C 4422 118 206 0.175 8.0 Ox 0 VIFx 44A 150.0 st3 FLEX h 3414 186 112 0.149 8.0 Ox 0 VIFx 68.1 160.0 st4 Krr c 1931 72 90 0.195 6.0 Ox 0 VIFx 34.3 140.0 s13 L+u" h 1232 67 56 0.191 4.0 Ox 0 VIFx 42.6 135.0 st5 LOFT C 2027 66 95 0.287 6.0 Ox 0 VIFx 13.6 105.0 st2 GED h 2374 129 106 0.152 7.0 Ox 0 VIFx 59.0 165.0 st4 STM h 708 39 25 0.170 4.0 Ox 0 VIFx 44.5 155.0 st4 Mwc h 443 24 10 0.155 4.0 Ox 0 VIFx 53.9 165.0 st4 MWIC h 2522 137 57 0.162 7.0 Oxo VIFx 50.4 160.0 st4 OTB c 1336 60 62 0.232 5.0 Ox 0 VIFx 26.3 120.0 st7 PWD h 126 7 5 0.189 4.0 Ox 0 VIFx 40.2 140.0 st5 WC3 h 437 24 20 0.223 4.0 Ox 0 VIFx 32.3 120.0 st6 WIC4 C 76 2 4 0.267 4.0 Ox 0 VIFx 12.3 115.0 st7 1 -Wri'ghtSOft• - 2017-Nov10119750 A ...•..., RIgh1•Srile®Uriversa1201e 18.0.04 RSU16202 Page 1 pILol220 Persaoola ARHG Bed4BW Loll- N.r p Calc = M16 Frort Door laces: N Name Trunk Type Htg CIM) Clg Cim) Design FR Veloc fpm) Diam in) H x W in) Duct Material Trunk st1 Peak AVF 956 795 0.149 684 16.0 0 x 0 VinIFIX 0 st2 Peak AVF 411 572 0.209 728 12.0 0 x 0 V nl Flx st6 PeakAVF 189 258 0.209 583 9.0 0 x 0 VinIFIX s12 st7 Peak AVF 157 219 0.232 629 8.0 0 x 0 VnIFIX st2 st4 Peak AVF 515 311 0.149 656 12.0 0 x 0 VinIFIX st3 st3 Peak AVF 872 726 0.149 816 14.0 0 x 0 VinIFIX st1 st5 Peak AVF 84 69 0.189 614 5.0 0 x 0 VinIFIX st1 Name Grille Size (in) Htg Clm) Clg CIM) TEL ft) Design FR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Matl Trunk rb2 Ox 0 1367 1367 0 0 0 0 Ox 0 MR wrightsotFt• _ - - - 2017 -Nov -10113750 _ RigN-SU199Uriversal20181SAW RSU16202 Paget ACC% ...p Lol 220 Pensacola A RHG Bed4Btlfl Loll - N.np' Cale =NUB Froii Dour lice N ' " — W Ducts stem multi orientation report Job: 220 Pertsacola ARHG ... wrightsoft' Date: Dec 18, 2014 Entire House By. Mc One Stop Cooling and Heating 7225 Sardscove Cont. Stile 1. W irrer Park FL 32792 Rene: (407) 629 - 6920 Fax: (407) 629.9307 Web: wwwOreStDpCoolirg.com License: CAC032444 For: Park Square Homes 3839 Loon Lane, Sanford, FL Group 1: (N, NE, E, SE, S, SW, W, NW) Duct Namev I+ N ',' I NE)-. F g CFM ', eg Sire. ' 9m CFM Sim Sire ` . CFM,+i Sim . i Sim v I eg•CFM 4 Size-' size SupIf ' Branches w. ' i• - n r-:,f t l.. .. t :, m il"; ,,,. BED2 109 c 12x8 7 120 c 12x8 7 129 c 12x8 7 120 c 12x8 7 BED3 111 c 12x8 6 86 c 12x8 6 71 c 12x8 6 96 c 12x8 6 BEN 90 c 12x8 6 101 c 12x8 6 111 c 12x8 6 98 c 12x8 6 BTH2 28 h 12x8 4 34 c 12x8 4 37 c 12x8 4 33 c 12x8 4 B7rH3 37 h 12x8 4 41 c 12x8 4 43 c 12x8 4 38 c 12x8 4 CAFE 167 h 12x8 7 1 167 h 12x8 7 167 h 12x8 7 167 h 12x8 7 DROP 10h 12x8 4 10h 12x8 4 10h 12x8 4 10h 12x8 4 FAM 138 c 12x8 8 198 c 12x8 8 206 c 12x8 8 175 c 12x8 8 FLEX 186 h 12x8 8 186 h 12x8 8 186 h 12x8 8 186 h 12x8 8 Krr 102 c 12x8 6 91 c 12x8 6 90 c 12x8 6 93 c 12x8 6 LAUN 67 h 12x8 4 67 h 12x8 4 67 h 12x8 4 67 h 12x8 4 LOFT 107 c 12x8 6 96 c 12x8 6 95 c 12x8 6 98 c 12x8 6 MBED 173 c 12x8 7 136 c 12x8 7 129 h 12x8 7 138 c 12x8 7 MBTH 44 c 12x8 4 39 h 12x8 4 39 h 12x8 4 39 h 12x8 4 MWC 24 h 12x8 4 24 h 12x8 4 24 h 12x8 4 24 h 12x8 4 MW IC 137 h 12x8 7 137 h 12x8 7 137 h 12x8 7 137 h 12x8 7 TB 60 c 12x8 5 62 c 12x8 5 62 c 12x8 5 60 c 12x8 5 PW D 7 h 12x8 4 7 h 12x8 4 7 h 12x8 4 7 h 12x8 4 IC3 24 h 12x8 4 24 h 12x8 4 24 h 12x8 4 24 h 12x8 4 IC4 4 c 12x8 4 4 c 12x8 4 4 c 12x8 4 4 c 12x8 4 ly Trunks 1 956 h 16 956 h 16 956 h 16 956 h 16 569 c 12 563 c 12 572 c 12 566 c 12 270 c 9 260 c 9 258 c 9 270 c 9 7 191 c 8 207c 8 219c 8 199c 8 4 515h 12 515h 12 515h 12 515h 12 872 h 14 872 h 14 872 h 14 872 h 14 84 h 5 84 h 5 84 h 5 84 h 5 Return Branches 2 1367 c 12x24 0 1367 c 12x24 0 1367 c 12x24 0 1367 c 12x24 0 Friction Rates Heaft FR 0.149 0.149 0.149 0.149 lCooling FR 0.149 0.149 0.149 0.149 wrightsoft• Fligh-Siite®lhiversal2018180.04 RSU16202 14CC- ...p\Lot 220 Pereaeola A RHG Bed4BB0 Loft - N rte Calc - NUB Fror1 Door faces- N 2017-NDY-10113730 Page 1 a • ' 0 • For: Park Square Homes 3839 Loon Lane, Sanford, FL Duct Name S SW NW Bw CFM Size Size CFM Size PW Size CFM flog Size Size CFM Size size pply Branches BED2 111 c 12x8 7 123 c 12x8 7 126 c 12x8 7 113c 12x8 7 BED3 119c 12x8 6 96 c 12x8 6 74 c 12x8 6 95 c 12x8 6 BEEN 87 c 12x8 6 110c 12x8 6 121 c 12x8 6 105 c 12x8 6 BTH2 28 h 12x8 4 35 c 12x8 4 36 c 12x8 4 30 c 12x8 4 BTH3 37 h 12x8 4 44 c 12x8 4 47 c 12x8 4 40 c 12x8 4 CAFE 167 h 12x8 7 167 h 12x8 7 167 h 12x8 7 167 h 12x8 7 DROP 10h 12x8 4 10h 12x8 4 10h 12x8 4 10h 12x8 4 FAM 139 c 12x8 8 131 c 12x8 8 147 c 12x8 8 169 c 12x8 8 FLEX 186 h 12x8 8 186 h 12x8 8 186 h 12x8 8 186 h 12x8 8 KIT 103 c 12x8 6 95 c 12x8 6 92 c 12x8 6 93 c 12x8 6 L UN 67 h 12x8 4 67 h 12x8 4 67 h 12x8 4 67 h 12x8 4 LOFT 108 c 12x8 6 100c 12x8 6 97 c 12x8 6 98 c 12x8 6 MBED 161 c 12x8 7 131 c 12x8 7 129 h 12x8 7 143 c 12x8 7 MBTH 41 c 12x8 4 39 h 12x8 4 39 h 12x8 4 39 h 12x8 4 MWC 24 h 12x8 4 24 h 12x8 4 24 h 12x8 4 24 h 12x8 4 MWIC 137 h 12x8 7 137 h 12x8 7 137 h 12x8 7 137 h 12x8 7 TB 60 c 12x8 5 65 c 12x8 5 68 c 12x8 5 63 c 12x8 5 PWD 7 h 12x8 4 7 h 12x8 4 7 h 1 12x8 4 7 h 12x8 4 IC3 24 h 12x8 4 24 h 12x8 4 24 h 12x8 4 24 h 12x8 4 IC4 4 c 12x8 4 4 c 12x8 4 4 c 12x8 4 4 c 12x8 4 ply Trunks 1 956 h 16 956 h 16 956 h 16 956 h 16 575 c 12 598 c 12 593 c 12 568 c 12 280 c 9 275 c 9 257 c 9 258 c 9 7 188 c 8 222 c 8 239 c 8 212 c 8 4 515h 12 515h 12 515h 12 515h 12 872 h 14 872 h 14 872 h 14 872 h 14 84 h 5 84 h 5 84 h 5 84 h 5 etum Branches 2 1367 c 12x24 0 1367 c 12x24 0 1 1367cl 12x241 0 1 1367 cl 12x24 1 0 richon Rates Heabng FR 0.149 0.149 i 10.149 1 1 0.149 oling FR 0.149 0.149 1 10.149 1 1 1 0.149 11 z017 -Nov -10113750wightsoft' F4phl-Su1e91.1riversa1201818004 RSU16202 Pape z 40M...plot 220 Persacola A FIHG BedaBtlO Loft- N.rnp Calc. M18 From Door faces N y _ For: Park Square Homes 3839 Loon Lane, Sanford, FL Duct Name Largest Smalest Reg CFM lisp Size Dict Size Reg CFM Reg Size DW Size SupplyBranches BED2 129 c 12x8 7 109 c 12x8 7 BEDS 119C 12x8 6 71 c 12x8 6 BED4 121 c 12x8 6 87 c 12x8 6 BTH2 37 c 12x8 4 28 h 12x8 4 BTH3 47 c 12x8 4 37 h 12x8 4 CAFE 167 h 12x8 7 167 h 12x8 7 DROP 10h 12x8 4 10h 12x8 4 FAM 206 c 12x8 8 131 c 12x8 8 FLEX 186 h 12x8 8 186 h 12x8 8 KIT 103 c 12x8 6 90 c 12x8 6 LAUN 67 h 12x8 4 67 h 12x8 4 LOFT 108 c 12x8 6 95 c 12x8 6 MBED 173 c 12x8 7 129 h 12x8 7 MBTH c 12x8 4 39 h 12x8 4 MWC 4 h 12x8 4 24 h 12x8 4 MW IC 137 h 12x8 7 137 h 12x8 7 TB c 12x8 5 60 c 12x8 5 PW D h 12x8 4 7 h 12x8 4 IC3 4 h 12x8 4 24 h 12x8 4 IC4 c 12x8 4 4 c 12x8 4 I Trunks 1 56 h 16 956 h 16 98 c 12 563 c 12 80 c 9 257 c 9 7 39 c 8 188 c 8 4 15h 12 515 h 12 72 h 14 872 h 14 h 5 84 h 5 slum Branches rb2 1367 c 12x24 0 1367 c 12x24 0 nction Rates Heatin FR 149 0.149 ling FR D.149 0.149 wrightsoft• Riglt-SUtteOLkiversal201818.0.04 RSU16202 ACO .. p%Lot 220 Persaoola A RHG Bed4Bth3 Loft- N.np Calc a Mt8 rrort Door taces: N 2017 -Nov -10113730 Page 3 9 Static Pressure and Friction Rate Job: Lct220 Pensacola ARHG... wri htsoft Date: Dec 18, 2014 Entire House By: MC One Stop Cooling and Heating 7225 Sardsoove Coot Sate 1. Wirier Park FL 32792 Phore: (407) 629 - 6920 Fax. (407) 629 - 9307 Web wwwOreStopCoolirg oom License: CAOD32444 For: Park Square Homes 3839 Loon Lane, Sanford, FL External static pressure Pressurelosses coil Heat exchanger Supply diffusers Return grilles Filter Humidifier Balancing damper Other device Available static pressure Measured length of run -out Measured length of trunk Equivalent length of fittings Total length Total effective length Supply Ducts Return Ducts Heating in H2O) 0.50 0 0 0.03 0.03 0.10 0 0 0 supply ft) 25 43 160 Heating in/100ft) 0.149 0.149 OK OK Cooling in/100ft) 0.149 0.149 Cooling in H2O) 0.50 0 0 0.03 0.03 0.10 0 0 0 Return ft) 0 0 0 Supply 11 A --20,4X--35, 11 G=5,11 M=20,11 J=15,11 M=20,11 G=5,1A--35, 11 Gam: Total EL=160 Return TotalEL=0 OK OK W rightsoft' 2017-NDv-10113751 - - FGgN-Sute®Urivenal201818.004 RSU16202 Pape 1 A .. plot 220 Pensacola A RHG Sed4BN Loft - N.rw Calc =NUB Fror1 Door taces: N - FORM R405-2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot 220 Pensacola A RHG Bed4Bth3 Lott - N Builder Name: One Stop Cooling and Heating Street: 3839 Loon Lane 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 joists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. - . - - ._*— - .. . W Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 11/10/2017 11:51 AM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 8x4 24 cfm EF1 = 50 CFM Fan - EF2 = 80 CFM Fan EF3 = 1;10 CFM -Fan EFL1 = 50 CFM Fan EFL2 = 80 CFM Fan EFL3 = 110 CFM Fan VTR = Vent to Roof VTW = Vent to Wall DV = Dryer Vent RV = Ranae Vent Lineset Chase Condensate OT = Thermostat 18/8 SRB = Small Reduction Box LRB = Large Reduction Box FBB = Feld Built Box Job M Lot 220 Pensacola A RHG Bed4Bth... Performed by MC for: Park Square Homes 3839 Loon Lane Sanford, FL 1ST GAn STUE I—TANI I wN EF1 VTW OPTIOt METE One Stop Cooling and Heating 7225 Sandscove Court, Suite 1 Winter Park, FL32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 www.OneStopGooling.com Scale:1 :106 Page 1 Right -Suite® Universal 2018 18.0.04 RSU16202 2017 -Nov -10 11:40:10 cola A RHG Bed4Bth3 Loft - N.rup v ay r Z. CTI J 9 V Scale:1 :106 Page 1 Right -Suite® Universal 2018 18.0.04 RSU16202 2017 -Nov -10 11:40:10 cola A RHG Bed4Bth3 Loft - N.rup I 2ND 8x4 ,FI="=4EF II ,. 8x4 BED2 37cfm VTR W uC3 24cfm Job #: Lot 220 Pensacola A RHG Bed4Bth... Performed by MC for: i Park Square Homes 3839 Loon Lane Sanford, FL ZONE DAMPER 16" DAMPER 1 ST FLR 12" DAMPER 2ND FL 12" BYPASS 8x4 43 cfm One Stop Cooling and Heating 7225 Sandscove Court, Suite 1 W inter Park, FL 3 279 2 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 www.OneStopCooling.com Scale:1 :106 Page 2 Right -Suite® Universal 2018 18.0.04 RSU16202 2017 -Nov -10 11:40:10 00la A RHG Bed4Bth3 Loft - N.rup 1 SRB1 10x8 129chn Sup er 6" 10x6 71cfm 10 lid__--_ o 14„ BED3 I I OPT T 10x6 III x110. 95ctm/ II 1367c(m II LRB2 16 .\ 12" I LOFTr 8 ' 6 110x6 E3 9 I 1162 C(m OPT- 12T 12 j 15,. I 12" AC2 I I I I I I I I LRB1 G I upR er 8x4 4l SR62I- WIC4- Gf I \ II I IL•••' O 10-x1 / I 6'_JlOTB BTI -13111Cfm 10x6 01= BED4 Job #: Lot 220 Pensacola A RHG Bed4Bth... Performed by MC for: i Park Square Homes 3839 Loon Lane Sanford, FL ZONE DAMPER 16" DAMPER 1 ST FLR 12" DAMPER 2ND FL 12" BYPASS 8x4 43 cfm One Stop Cooling and Heating 7225 Sandscove Court, Suite 1 W inter Park, FL 3 279 2 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 www.OneStopCooling.com Scale:1 :106 Page 2 Right -Suite® Universal 2018 18.0.04 RSU16202 2017 -Nov -10 11:40:10 00la A RHG Bed4Bth3 Loft - N.rup 4yu c",c 41le 14DI-b ir-.r Pj,,tAMO1 rJ(., beZle7^1476 AFV Signature Z, RRCORD COPY MAZ 3f 3 A 3.4 1.34 W 4 Aq'V 2 4 \ hu 'kt' V- 71 h VYrLi C,. o. , i,. RECORD COPY DESCRIPTION AS. FURNISHED: Lot 220, WYNDHAM PNESERVE, 'as recorded in Plot Book 81, Pages 93 through •-102 of the: Public Records of Seminole County, Florida. PLOT PLAN. FOR/CERTIFIED TO: ' Park Square Enterprises, LLC (a Delaware Corporation); Winderweedle, Haines, Ward & Woodman, PA; Attorneys' Title Insurance Fund; Bank of America LOT 2i6* 1 3p '17 - S'51 -1 NI DATE_L(L$4(_V_ Ok to construct single family home with setbacks and impervious area shown on plan. 38.2.`/0 cv-?. Fe.IS0.Co\ a— A', CrR CA Lj O O O LOT 221 SETBACKS. AS FURNISHED FRONT - 25'(•) REAR 20' SIDE - 5' (40' LOT) - 7.5' (60' LOT) 10' (75' LOT) SIDE STREET - 25' (60' & 75' LOT) 15' (40' LOT) 25' -FRONT SETBACK CAN 8E REDUCED TO 20' ON CERTAIN LOTS. NO MORE THAN 2) IN SUCCESSION AT 20' AND A MINIMUM OF (2) IN SUCCESSION AT 25' PROPOSED - FINSHED SPOT GRADE EUVAT10tIS PER DRAINAGE PLANS G PROPOSED DRAINAGE FLOW LOT GRADING TYPE A PROPOSED F.F. PER PLANS - 27.3'. Q LOT 227 N 8943'03" E • 60.00' 32.00' LOT 220 10.00' 14.0 taxa o 14.7 PROPOSED RESIDENCE PENSACOLA - A C GARAGE RIGHT LOT 228 I 32.00' 10.00' LQ a 1 -LOT 219 O O~ r4 a 10.00' 14.0' 6.50' o ENTRY ^ TD 12.7' 20.7' 10.00' DRIVE II 25.00' 10' UTIUTY ESMT 5' CONC STOW LOON LANE 50' PRIVATE R/1W ) P.C. Or LOT 219 52.50' N 89°43'03" E 60.00' PLOT PLAN ONLY PLOT PLAN AREA CALCULA77ONS NOT A SURVEY FLATWORK ON/OFF LOT - TOTAL t SQUARE FEET DRIVE 4001710- 510 t SQUARE FEET WALKS 41/ 300- 341& SQUARE FEET SOD 4,250/.250 - 4,500 & SQUARE FEET. NOM FROM SIDEWALK AND STREET LOCATION TAKEN FROM 6,900 & SQUARE FEET FLATWORK' FOUNDATION/PAD 7,975 t SQUARE FEET REAR PATIO 117.* SQUARE FEET FRONT. PORCH DECK 97 & SQUARE FEET POOL DECK N/A t SQUARE FEET LANS PROVIDED BY CLIENT • NOT nELD VERMED CRUASENffL'YTR—SCOTT c ASSOC, INC.' — LAjVD SURVEYORS . Lam_ P PLAY LEGM_ PAL. PDLW DM 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 r rRID TYP. LM TYPICAL Nam%' I.P. IR In" RIPE IRDN RDD PAC.P= cc POINTW W REVOM C R'VAIIFEPatlRD< tni01IND CAIRVATLRL 1. 7NE W®l7 MNO ODES NEREIIY CE W MAT TNS =VEY MILTS THE 8T4NMW OF MOM SETT AOM BY INC rLmaA &W" O/ CA C enle NDIAMDR RAM RADIAL PRoiE55IONAt SUIIVEYDRS AND AaPPARs RA LSLAPTSR W-77 PLOR W ADUPOSTR47M 000E PWRAANr M SOMCK 47zo27. FLORIDA STATULS set LIL . Vr IR. dnD 4595 NA NphRADIAI t UNLESS EYBOSSkD WIN SLRVEYOn STON47URE AND ORWWM. RAM SM TMS SURVEY MAP OR CORD ME NOT YUJI). RM Rd CMD V.P. VITZ DDR I TNS SURVEY WAS PRIPARED MM MLE WORM47M FLARMSNED TO INE SURVEYOR MERE MAY BE OVER RE97RICOONS PAM PODR OF KGDNWa CALL CALCaLATCD OR EASOAVM 7114T AITTOT TNS PROPOW. P= II OUR OF CWURNCENDR MIIsGAIL Mrp. rF. KRKV4M R[PMMM WK94M MO O1rINISKOFLOOD 4 N UNDDMW" AVPROVFUCNYS HAVE BECK LOCATED UNLESS OTHERWISE SNOMM NAIL iI' MO L LILACSMAK LDC DO SURVEY S PRIPARED FOR INE SOLE eENE"r OF fl1 a CVUWIW 7o AND Do" Nor LK RaIJED UPON 8Y ANY OTHER ENTITY. Rev R AY µKNCIPIARIC 0. OWOJS M SHOWN FM THE •LOCATOR Or WPROmam MOWN SHOULD NOr or MED TO RECONSMUCT OOUNDARY WfE& LAMM 7. DEAMNCR ARC 800 ASSUMED 6l7UAl AND ON IW UNE SHOWN AS 8A9E S&AM (8. 80ZkAM• VnL. ILITY D NNM a ELEVATIONS, Ar SHOWN. ARE BASED ON NA7MMAL CEO"= VOU" 04TWA OF 1020, L04=ONEMM N9= CL,M WAWLMC rOi[ 9. L1RRATCATE Or AMMINSAWAI No • 4390varcCIDP.C. van rose COMpKTe 1LR7t Calx m uuVArwt S'GALE - I' . -A ; DRAWN arMLT 20' P.T. om POINT ar TANGC1R1r DCTAVTTLM 0 CERTIFIED 8Y• 97F ORDER No_ _ - A Pis PLOT PLAN 11-05-2017 4696- 17 n DCLTA RREWSED PLOT PLAN (AC PAD) 12-01-2017 4898- 17 CHM WAR= REWSED PLOT PLAN (STREET NAME) 01-16- 18 NORTH L THIS BUILDING\PROPERTY DOES NOT .UE W17NN THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER 77Z 1L GRU MEM. R.LS. 1 4714 ZONE X ASAP 1 1211700090 F (09-28- 07) '"ES W TT, R.LS 1 If J RECORD COPY Filename: PARK SQUARE 2572 PENNSACOLA.rrr Lighting and Small Appliance/Laundry Circuits Floor Area SmAppNo LaundNo Line Neutral 2570 2 1 Lighting Summary Standard 6,224 6,224 Optional 12,210 6,224 Ranges & Ovens Range No. No? Nameplate Line Neutral 1 1 8000 2 0 0 3 0 0 Range/Oven Summary Standard 6,400 4,480 Optional 8,000 4,480 0SAWF0--' Dryers Dryer No. No? NameplateLine Neutral--------- --- 1 1 5000 0 3 0 _357 Dryer Summary Standard 5,000 3,500 # 1 7 Optional 5,000 3,500 Heating and Cooling: Actual Number = 2 Name M? Ph No Amps Volts VA HP Line Neutral 1 M 1 1 14.0 240 3,360 01M112.0 240 480 0IM115.0 240 1,200 01111424013,360 0M1114.0 240 3,360 0M1' 1 2.0 240 480 02M115.0 240 1,200 021111424013,360 0Heat/Cool Summary Standard 16,800 0 Optional 16,800 0 Fixed Appliances: Actual Number = 6 Name M? Ph No Amps Volts VA HP Line Neutral 1 1 -- ----------- DISP 120 600 600 600DISH1112012001,200 1,200MICRO1112012001,200 1,200WH1118.5 240 4,440 pOPTPOOL11102402,400 0OPTPOOLHEAT11312407,440 0FixedApplianceSummaryStandard12,960 2,250 Other Appliances: Actual Number = 0 Optional 17,280 2,250 NameM? Ph No Amps Volts VA HP Line Neutral Other Appliance Summary Standard 0 0 Optional 0. 0 of Of 25% of Max Motor: ------------------------------------------------.-------- Line is Std Only; Neutral for Both Maximum Phase Amps Volts 1 14 240 Heat/Cool Phase Amps Volts 1 14 240 Fixed Appl. Phase Amps Volts 0 Other Appl. Phase Amps Volts 0 Max Motor Summary Standard Only 840 0 SUMMARY Standard Line Neutral Total Total = 48,224 16,454 Maximum Amperage = 201 69 Service Voltage = 240 Service Phase = 1 Optional Line Neutral Total Total = 39,796 16,454 Maximum Amperage = 166 69 Service Voltage = 240 Service Phase = 1 40'-0" 14'-0" 14'-8' LINTEL @ 10'-8" GARAGE T-4" Doq THIS AREA 14'-0" 5'-4" 20'-8" PARK SQUARE / PENSACOLA 2572 - A 12 - HUS26 1 -PLY HGR 1 - THA418 FLR. HGR - --- Mid Florida A 26-8 1/4" tn > U U U A 21'1/4" Ease 5'-8" v; Floor Loading TC Live: 40.00 psf TC Dead: 10.00 psf BC Live: 0.00.psf BC Dead: 5.00 psf TC Stress Inc: 1.00 BC Stress Inc: 1.00 Spacing: variable J1 J3 J5 9 sl RECORD COPY u1Loti SANFORO AgRrn E 17-3517 Roof Loading TC Live: 20.00 psf TC Dead: 10.00 psf BC Live: 0.00 psf BC Dead: 10.00 psf TC Stress Inc: 1.25 BC Stress Inc: 1.25 Spacing: 2- 0- 0 o.c. Account Job: PSQ2572A Designer Checker. Date: 12-03-15 Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: PSQ2572A - Park Sq Hm/ Pensacola -A 2572 RECORD COPY MiTek USA, Inc. Site Information: 66990044 Parke East Blvd. Customer Info: PARK SQUARE HMS Project Name: PSQ2572A Model: PENSAColAa2 l/36A0-4115 Lot/Block: 220 Subdivision: WYNDHAM PRESERVE 60' Address: 3839 LOON LANE City: SANFORD State: FLORIDA Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address. City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 140 mph Roof Load: 40.0 psf Floor Load: 55.0 psf This package includes 45 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 I Date 1 IT12511536 1A1 11/15/17 112 1 T12511547 I CJ5 11/15/17 12 IT12511537 IA2 111/15/17 113 I T12511548 I D1 1 11/15/171 3 IT12511538 IA3 111/15/17 114 1 T12511549 1 D2 11/15/17 4 IT12511539 IA4 11/15/17 115 1 T12511550 1 D3 111/15/17 11/15/17 5 IT12511540 1131 11/15/17 11A IT12511551 JE1 16 I T12511541 162 111/15/17 117 1 T12511552 1 E2 111/15/171 17 IT12511542 163 111/15/17 118 1T12511553 I E3 1 11/15/17 1 18 IT12511543 I C1 111/15/17 119 1 T12511554 I E4 1 11/15/17 1 9 IT12511544 JC2 11/15/17 120 1 T12511555 I E5 11/15/17 10 IT12511545 I CJ1 111/15/17 121 1 712511556 I E7 1 11/15/17 1 I11 IT12511546 I CJ3 111/15/17 122 I T12511557 1F1 1 11/15/17 1 OSANFOno 17-3517 This item has been electronically signed and sealed by Velez, Joaquin, 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: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSINPI 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 property incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. November 15,2017 Velez, Joaquin 1 of 2 RE: PSQ2572A - Park Sq Hm/ Pensacola -A 2572 Site Information: Customer Info: PARK SQUARE HMS Project Name: PSQ2572A Model: PENSACOLA 2572 - A Lot/Block: 220 Subdivision: WYNDHAM PRESERVE 60' Address: 3839 LOON LANE City: SANFORD State: FLORIDA INo. Seal# Truss Name1 I Date 23 T12511558 F2 11/15/17 X24 T1 2511559 I F3 111/15/17 1 25 IT12511560 I F4 11/15/17 26 IT12511561 F5 11/15/17 27 IT12511562 F6 11/15/17 28 IT12511563 F7 11/15/17 129 IT12511564 I F8 111/15/17 1 I30 IT12511565 I F9 111/15/17 I 131 IT12511566 1 F10 111/15/17 1 X32 IT12511567 I G1 111/15/17 I 33 IT12511568 G2 111/15/171 I34 IT12511569 1 G3 111/15/17 1 135 IT12511570 1 GS 111/15/17 1 36 IT12511571 I H1 111/15/17 1 137 IT12511572 I H2 111/15/17 1 138 IT12511573 I J5 111/15/17 1 139 IT12511574 I J6 111/15/17 1 140 IT12511575 I J7 11/15/17J 41 IT12511576 KJ5 11/15/17 I42 IT12511577 KJ7 111/15/171 143 IT12511578 1 KJ58 111/15/17 I I44 IT12511579 I L1 111/15/17 1 145 IT12511580 I V1 111/15/17 I 2 of 2 Job Truss Truss Type Ory PlyPark Sq HnV Pensacola -A 2572 1.25 TC 0.91 Vert(LL) -0.67 15 >840 240 MT20 244/190 TCDL 10.0 Lumber DOL 712511536 PS02572A Al HIP 1 n WB 0.85 Mid-Flonda Lumber. Bartow, FL I 7.0-0 I 127, 13 I 16-1.15 5.7-13 581 B.O6.01), 5x8 12 3x6 = 3x6 = 4716 = 581 20 It 3x8 = 8.1dV SJeP I ZVII nu l ex rpuusuies, loG. WUu- iaw cr-cvr/ vada i 581 5.7.13 - 3x8 = 3x6 = 5,8 Scale - 1.80.0 16 17 16 15 14 13 12 44 = 20 II 4x6 = 7x6 M720HS = 4x6 = 7x6 MT20HS = 4x6 = 2x4 II LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in loc) Vdeft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) -0.67 15 >840 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 Bc 0.98 Vert(TL) -1.65 15 >340 180 MT20HS 187/143 BCLL 0.0 Rep Stress Inv NO WB 0.85 Horz(TL) 0.27 10 n/a n/a BCDL 100 Code FBC20141TPI2007 Matrix -R Wind(LL) 0.55 15 >999 360 Weight 545 Ib FT - 0% LUMBER- 8) ' 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 BRACING - will fit between the bottom chord and any other members. TOP CHORD 2x4 SP No.2 'Except' 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 885 lb uplift at joint 1 and 943 Ib uplift at not Considered signed and Sealed and TOP CHORD Structural wood sheathing directly applied or 2-9.5 oc puffins. 2-6,6.9: 20 SP No.I any electronic copies 40-4-0, and 503 Ib down and 189 lb up at 7-0-0 on top chord The design/selection of such connection device(s) is the BOT CHORD Structural wood sheathing directly applied or 9-11-12 oc bracing. BOT CHORD 2x6 SP N0.2 'Except' 14-16: 2x6 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 1=3856/0-7-8,10-3958/0-7-8 Max Horz 1=77(LC 6) Max Uplift 1=-885(LC 8), 10=943(LC 8) Max Grav 1=3944(LC 13), 1 0=4034(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=8029/1903, 2-3=10785/2603. 3-4=12959/3109, 4-5=13636/3267, 5-7=13636/3267, 7-8--12952/3105,8.9=10776/2596,9.10=-8008/1887 BOT CHORD 1-18=1602!7116, 17-18=159917129, 16-17=2476/10818, 15.16=2982/12992, 14-15--2977/12960, 13.14=2469/10762, 12-13=-1583/7049, 10.12=-1587/7037 WEBS 2-18=0/438, 2-17=1028/4435, 317=2109/607. 3.16598/2610, 4-16=1139/383, 4-15=187/851, 5-15=-687/283, 7-15=192/855, 7-14=1141/386, 8-14=-601/2614, 8-13=-2109/609, 9.13=1039/4440, 9-121433 NOTES - 1) 2 -ply truss to be connected together with 10d (0 148'x3") nails as follows Top chords connected as follows, 2x4 - 1 row at 0.7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0.9-0 oc Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section Py 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, Vul1=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft: B=45ft; L=24ft; eave=6ft; Cat. 11; Exp B; Encl. GCpr=0.18; MWFRS (directional); Lumber DOL=1 60 plate gnp DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise Indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 8) ' This truss has been designed for a live 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. Printed copies of this document are 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 885 lb uplift at joint 1 and 943 Ib uplift at not Considered signed and Sealed and joint 10. 10) Girder carries hip end with 7-0.0 end setback. the Signature Must be Verified On 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 503 Ib down and 189 Ib up at any electronic copies 40-4-0, and 503 Ib down and 189 lb up at 7-0-0 on top chord The design/selection of such connection device(s) is the Othi On tJ(1 e Z WARWon B Vanity design peratmrars and READ NOTES ON TMS AND INCLUDED MTEK REFERENCE PAGE MO.74" mv. 111110M r6 BEFORE USE Design valid for use only with MrTeM connector* This design Is based only upon parameters shown. and Is for an mdhndual building component, not a truss system. Before use. the budding designer must verify the applicability of design parameter* and property Incorporate this design Into the overall bubbling It ugn Bracing indicated Is to preyed buckling of Individual truss web and/or chord member* only. Additional temporary and pemunem bracing ns always required for stability and to prevent Wlapse with possible personal injury and property damage For general guidance regarding the Isbrication, storage, delnery, creche and bracing of trusses and truss systems, see ANSVrPH Quality CAterla, OSB -1119 and BCSI Building Component 6904 Parke East Blvd Safety Information evadable from Truss Plate Insidule. 219 N Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Ory Ply Park Sq HM Pensacola -A 2572 712511536 PS02572A Al HIP 1 lob Referent: mr0-rr0n0a Lumoer, nanOW, rL. 8.130 s Sep 15 2017 MTek Industries, Inc. Wed Nov 15 06:27.52 2017 Page 2 ID,IhretoHoJgyU2liAdOk3Aiy3nGL-PlgWOGZDzK7I10V WWnPbrYzWU6mZ81wMRCdAA3yJ0er LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Undone Loads (pit) Vert: 1-2-60, 2-9=126(F=-66), 9.11=-60, 1-10=42(F=22) Concentrated Loads (lb) Vert: 2=385(F) 9=385(F) 0 WAWNG - Verify design parameters and READ NOTES ON TIdS AND INCLUDED WMK REFERENCE PAGE U&7477 rev. faM015 BEFORE USE - Design valid for use only with MITOW connectors This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the bulldog designer must venty the applicability of design parameters and property incorporate this design into the overall _ Duittlrng design Bracing indicated is to prevent buckling of individual buss 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 regarding the fatincabon, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Ouallty Crherla, DS049 and BCS1 Building Component 6901 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N Lee Street. Suite 312, Aletrantlna, VA 22314 Tampa, FL 36610 Job Truss Truss Type Ory P.apAwi Park Sq HM Pensacola -A 2572 loc) i >A I Ud PLATES ly 712511537 PS02572A A2 HIP 1 1Job Reference toptionarl Mid-Flonda Lumber, BanOW. FL. 4.9.4 9-0-0 4.9.4 4.2.12 7x8 = 8.00 r 3 u.13u s Sep 15 zuw Mitek Industries. Inc. Wed Nov 15 ub:z7:b3 zuw Page 1 ID:IhretoHoJgyU2liAdOk3Aiy3nGL-tvEu7c3skeF9NA473UwgOIVhsW 9AIUIVfsNjiVyJOec i6-0-0 238-0 F 31-0 ) 38.4-0 1 42•ti•12 1 4711 98-8-0 4.2.12 4-9. 3x5 = 20 II 08 = 3x5 = 7x6 = 174 16 5 6 19 7 20 a Scale - 1.80.5 P'0 kkkoikkowimi4N-'q4N FP.apAwi in loc) i >A I Ud PLATES GRIP Mm 4x5 = 16 15 14 13 12 3x5 = 54 MT20KS = 3x6 = 5x6 MT20HS = 3x5 = 6 4 0 11,7 4x5 1 9-0.0 1 16-0-0 1 23$-0 1 31.4-0 1 36.4-0 47-0 1 9-0-0 7-0-0 7.8-0 7.6-0 7-0-0 9-0-0 Plate Offsets (X.YI- 13:0-6.0.0.2-81.16:0.3-O.Edoel. 180.6.0.0.2-81. 1130.4-0.0-3-01.115:0-4-0.0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Vdeft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.43 14 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.83 Vert(TL) 1.10 14-15 510 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.84 Horz(TL) 0.29 10 fila n/a BCDL 10.0 Code FBC2014lrP12007 Matnx-R Wind(LL) 0.34 14 999 360 Weight: 241 Ib FT - 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 3-6,6-8 2x4 SP No. 1D BOT CHORD Structural wood sheathing directly applied or 5.0-9 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 1=1867/0-7-8, 10=1969/0.7-8 Max Horz 1=109(LC 8) Max Upldl 1-312(LC 10), 10=370(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=3549/1483.2-3=3361111395, 3-4=4337/1846,4-5=-4859/2046, 5-7=-4859/2046, 7-8=4331/1838, 8.9=3346/1375, 9.10=3523/1448 BOT CHORD 1-16=1186/3081, 15-16=1026/2968, 14-15=1571/4336, 13-14=1563/4331, 12-13=1009/2956, 10.12=1147/3053 WEBS 3-16--41/352,3-15=649/1703.4-15-7951396,4-14=2321669, 5-14=-464/291, 7-14-241/673,7-13-797/400,8-13=-66111708,8-12-20/347 NOTES - 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; VuR=140mph (3 -second gust) Vasd=108mph; TCDL-4.2psf; BCDL=3.0psf; h=1511, B=45ft; L=47ft; eave=611, Cat. If. 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 3) Provide adequate drainage to prevent water ponding 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other live loads. 6) ' 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 rd between the bottom chord and any other members 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 312 Ib uplift at joint 1 and 370 Ib uplift at joint 10. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies OWARNNO • Vwffy design parameters and READ NOTES ON TNS AND INCLUDED AFTEK AEFERENCE PAGE 41110.74TS rev. 1003F20f6 BEFORE USE Design valid for use only with Weida 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 applkabraty of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent bucklmg of individual truss web andlor chord members only. Additional temporary and permanent bracing is sh+eys rAluued for liability and to prevent collapse with possible personal injury and property damage For general guidance regarding the is fabrication, storage, delivery, erection and tracing of trusses and truss systems. see ANSVTPI1 Quality Criteria. DSB49 and BCS1 Building Component 6904 Parke Fast BIW. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Ory Park Sq HrrV Pensacola -A 2572IPly 7125115381PS02572AA3NIP11 Job Reference tt onall Mid-rlonoa Lumber, Barlow, FL. 8.130 s Sep 15 2017 MTek Industries. Inc. Wed Nov 15 06 27 54 2017 Page 1 ID fhretoHoJgyU2liAdOk3Aiy3nGL-LSoGDy3VVxN0 K1JdCR3wz2ukvTmc?9tuVAHEyyJOep I S9 I 71 0 0 i 17.4-0 I 238-0 I 30-0-0 + 36-4-0 I 41512 I 47.4-0 .1,0-8-0 S9 S2.72 6 4-0 6-4-0 6 4-0 6.4-0 52-12 S9 4 1.44-0 Scale - 1:80.5 2x4 II 5x5 = 34 = 3x8 = 3x6 600 12 3 17 4 18 5 6 7 79 20 8 5x5 4x6 = 16 21 22 15 14 13 23 24 12 3x6 = 5x5 = 3x8 = 5x5 = 3x8 = 7 td 4x6 = LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.35 14 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -0.89 14-15 >630 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.61 Horz(TL) 026 10 n/a n/a BCDL 10.0 Code FBC2014/1PI2007 Matrix -R Wind(LL) 0.29 14 >999 360 Weight: 248 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing direly applied or 2-3-13 oc purlins. BOT CHORD 2x4 SP No.1 'Except' BOT CHORD Structural wood sheathing directly applied or 5511 oc bracing. 13-15 20 SP No.2D WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 1=1867/0.7-8, 10=1969/0.7-8 Max Horz 1=116(LC 8) Max Uplift 1=-312(LC 10), 10=370(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=3562/1490, 2-3=3345/1422. 3-4-368211614,4-5=395811727,5-7=395811727, 7-8=3678/1609, 8-9=3328/1399, 9.10=3556/1461 BOT CHORD 1-16=118713095,15-16-962/2802,14-15-1290/3681,13-14-1285/3678, 12-13=950/2794, 10.12=1155/3072 WEBS 3-16=1211436,3-15=-436/1259,4-15=-681/333,4-14=1501438, 574=377/238, 7-14=157/442,7-13=-683/336,8.13=-445/1263,8-12=-100/430 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuM=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.0psf; h=15f ; B=45ft, L -24R; eave=6R; Cat. II; Exp B; Encl.. GCpi=0.18; MWFRS (directional) and C -C Exterior(2) zone;C-C for members and forces d 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 bad of 20.Opsf on the bottom chord in all areas where a rectangle 3-60 tall by 2-0.0 wide will fit between the bottom chord and any other members, with SCOL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 312 lb uplift at joint 1 and 370 Ib uplift at joint 10. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies r ... ,,...s.. ... ,. . ..late•> ru Sue a+a 0 WAWNG - Vofly dsslgn parameters and READ NOTES ON TMS AND INCLUDED MTEK REFERENCE PAGE 1NXT473 rev, 14V=015 BEFORE USE Design valid for use only with WSW connectors. This design is based only upon parameters shown, and is for an individual building component• not a lass "am' Before use, the building designer must vent' the applicability of design parameters and property incorporate this design into the ovarall Dutding design Bracing indicated is to prevent buckling of Individual truss web andlor 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 lass systems, ase ANSIRP11 Quality Criteria. OSB -89 and BCSI Building Component 6904 Partes East Blvd Solely Information available from Truss Plate Inst hae, 218 N Lee Street. Sate 312, Alexandne, VA 22314 Tampa, FL 36610 Job Truss Truss Type CSI. DEFL. Park Sq HrrV Pensacola -A 2572 PLATES GRIP TCLL 200 10ty lyI 712511539 PS02572A A4 HIP 1 1 job Reference toptionall Mid -Florida Lumber, Barlow, FL. 8.130 s Sep 15 2017 MTek I D:fhretoHoJgyU21tAAOk3Aiy3nGL-p 694 13-0-0 20.t•t5 27.2.7 34.4.0 69.4 62.12 7.1.15 7 0 3 7-1-15 3x5 5x5 20 11 34 MT20HS = 5x5 = dustnes, Inc. Wed Nov 15 06:27 55 2017 Page 1 0146GF VtcUEVBvylTAs 13JoILSdo7AsgmOyJOec 00$-12 I 474-0 4t1•B-0 62-12 69-4 1.4-0 Scale - 1:80.5 05 = 17 16 " 15 " 14 "' " 12 11 20 I I 3x5 = 5x8 MT20HS = 3x5 = 3x5 = 20 11 34 MT20HS = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Well Ud PLATES GRIP TCLL 200 Plate Grip DOL 1.25 TC 0.95 Vert(LL) 0.29 14-15 >999 240 MT20 244/190 TCDL 100 Lumber DOL 1.25 BC 0.98 Vert(TL) 075 14-15 >748 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Ina NO WB 0.59 HOrz(7L) 0.26 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -R Wind(LL) 0.24 14-15 >999 360 Weight: 256 Ib FT - 0% LUMBER- BRACING - TOP CHORD 20 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied. 1-3. 20 SP No 1 BOT CHORD Structural wood sheathing directly applied or 5.5-13 oc bracing. BOT CHORD 2x4 SP No.1 'Except' WEBS 1 Row at midpt 615 9-113:20 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 1=1867/0-7-8.9=1969/0-7-8 Max Horz 1=-135(LC 8) Max Uplift 1=312(LC 10), 9=370(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3600/1487, 2.3=-3086/1341, 3-4=3296/1497, 4-6=3295/1497, 67=3295/1495, 7-6=3078/1332, 8-9=3578/1456 BOT CHORD 1-17=1174/3141, 16.17=1174/3141, 15-16=888/2719, 14-15=1121/3294, 12-14=-881/2672,11-12-114Z'3085,9-11-1142/3085 WEBS 2-17=0/261, 2-16=489/325, 3-16=117/447, 3-15=320/954, 4-15=-436/262, 614=504/264, 7-14=326/961, 7-12=107/443, 6-12=470/297, 8-11=0/259 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind. ASCE 7-10, Vuh=140mph (3 -second gust) Vasd=108mph, TCDL=4 2psf, BCDL-3.Opsf, h=15ft: B -4511t; L=24ft, eave=6ft, Cat. It: Exp B; Encl., GCpi=O 18; MWFRS (directional) and C -C Exterior(2) zone;C-C for members and forces d MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has'been designed for a live load of 20.0psf 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 312 Ib uplift at joint 1 and 370 Ib 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 AWARWNG - V.W design Parameters and READ NOTES ON 7fdS AND 1NCLWEO WYM REFERENCE PAGE A•7477 nov. 1dQVM5 BEFORE USE Design valid for use only with Mtrek* connectors. This design Is based only upon parameters shown, and Is for an Individual buldong component, nal a truss system. Belle use, the building designer must verify the applicability of design parameters and propene incorporate this design into the overdo buildup design. Bracing indicated is to prevent buckling of individual buss web and/or pard members only Additional temporary and permanent bracing is shims required for stability and to proven) collapse with possible personal injury and property damage. For general quotients regarding the as fabrication, storage, delivery, erection and bracing of trusses and truss systems, tee ANSM11 Quality Criteria, DSO -09 and BCSI Building Component 69W Parks East Blvd. Safety Information available from Truss Plate Institute. 218 N Lee Street, Suite 312. Alexandria, VA 22314 Tamps, FL 36610 Job Truss Truss Type 0ty Ply Park Sq HM Pensacola -A 2572 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Vde11 Ud PLATES GRIP 712511540 PS02572A B1 GABLE 1 1 b Reference I Mid-Flonda Lumber, Bartow, FL. 8 130 s Sep 15 2017 MTek Industries. Inc Wed Nov 15 06:27:56 2017 Page 1 ID'YS4WJNvSwXMDyssp?LYy3nGH-HUv1 ee5k1 ZdkEdpildTX007PRjNB32EyMgbOJgyJOen 1-0-0 1 10.4.0 1 20-M 21 8-0 i 1-0 0 10.4-0 10-4-0 Scale - 1.37.6 4x4 = 30 = 22 21 20 19 18 17 16 15 14 3x4 1x4 II 1x4 II 1x4 11 1x4 II 5x5 = 1x4 II 1x4 11 1x4 II 1x4 11 311 NOTES - 1) Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7-10, Vu0=140mph (3 -second gust) Vasd=108mph: TCDL-4.2psf; BCDL=3 Opsf; h=15ft; B 45ft; L=24f : eave=2f . Cat. II: Exp B, Encl., GCpi=0.18, MWFRS (directional) and C -C Extenor(2) zone,C-C for members and forces 6 MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1. 4) Gable requires continuous bottom chord bearing 5) Gable studs spaced at 2-0-0 oc. 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 r4 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) 2, 12, 19, 20, 21, 22, 17, 16, 15, 14. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Vetdy dWgn gnmNers and READ NOTES ON TMS AND WCLWEO AVTEK REFERENCE PAGE MIF7475 rev. 100=015 BEFORE USE. Design valid for use only well MtT*W connectors, This design is based only upon parameters shown, and is for an individual building component. not a truss "am. Before use, the building designer must verily the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or cord members only Additional temporary and permanent bracing r3 always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the - fabrication, storage, delivery, erection aro bracing of trusses and truss systems, we ANSVTPII Quality Criteria, DS049 and SCSI Building Component 6904 Parke Fast Blvd Safety Information evaitabb from Truss Plate Institute, 210 N Lee Street. Suds 312, Alexandria, VA 22314. Tampa, FL 36610 20.8-0 Plate Offsets (X.Y)— 118:0-2-8.0.3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Vde11 Ud PLATES GRIP TCLL 200 Plate Grip DOL 1.25 TC 0.08 Vert(LL) -0.00 12 n/r 180 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.04 Vert(TL) -0.00 12 n/r 80 BCLL 0.0 Rep Stress Ina NO WB 0.06 Horz(TL) 0.00 12 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Mabix-R Weight: 105 Ib FT = 0% LUMBER- BRACING - TOP CHORD 20 SP No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No 2 BOT CHORD Structural wood sheathing directly applied or 10.0-0 oc bracing. OTHERS 2x4 SP No 3 REACTIONS. All bearings 20.8-0. lb) - Max Horz 2=108(LC 8) Max Uplift All uplift 100 Ib or less al joints) 2, 12, 19, 20, 21, 22, 17, 16, 15, 14 Max Grav All reactions 250 Ib or less at loint(s) 2, 12, 18, 19, 20, 21, 22, 17, 16, 15, 14 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, Vu0=140mph (3 -second gust) Vasd=108mph: TCDL-4.2psf; BCDL=3 Opsf; h=15ft; B 45ft; L=24f : eave=2f . Cat. II: Exp B, Encl., GCpi=0.18, MWFRS (directional) and C -C Extenor(2) zone,C-C for members and forces 6 MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1. 4) Gable requires continuous bottom chord bearing 5) Gable studs spaced at 2-0-0 oc. 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 r4 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) 2, 12, 19, 20, 21, 22, 17, 16, 15, 14. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Vetdy dWgn gnmNers and READ NOTES ON TMS AND WCLWEO AVTEK REFERENCE PAGE MIF7475 rev. 100=015 BEFORE USE. Design valid for use only well MtT*W connectors, This design is based only upon parameters shown, and is for an individual building component. not a truss "am. Before use, the building designer must verily the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or cord members only Additional temporary and permanent bracing r3 always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the - fabrication, storage, delivery, erection aro bracing of trusses and truss systems, we ANSVTPII Quality Criteria, DS049 and SCSI Building Component 6904 Parke Fast Blvd Safety Information evaitabb from Truss Plate Institute, 210 N Lee Street. Suds 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Ory DE 1. Park Sq Hm/ Pensecole-A 2572 loc) Well Ud TCLL 20.0 IPly 712511541 PS02572A 82 FINK 2 1 all Mid -Florida Lumber, Barlow, FL. 5.5-4 4.10.12 4x4 = 8.130 s Sep 15 2017 M7ek Industries. Inc. Wed Nov 15 06:27:57 2017 4-10.12 5 5 1-0-0 ' Scale - 1.36.3 5x8 = LOADING (psf) SPACING- 2.0-0 CSI. DE 1. in loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) 0.18 2-8 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.96 Vert(TL) 049 2-0 489 180 BCLL 0.0 ' Rep Stress Ince YES WB 0.22 Horz(TL) 0.05 6 n/a n/a BCDL 100 Code FBC2014lrP12007 Matrix -R Wind(LL) 004 2-8 999 360 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 20 SP No.3 REACTIONS. (Ib/size) 6=880/0-7-8.2=880/0-7-8 Max Horz 2=108(LC 8) Max Uplift 6=179(1_C 10), 2=179(LC 10) FORCES. (lb) - Max. Comp /Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1304/593, 3-4=992/460, 4-5=992/460, 5.6=1304/593 BOT CHORD 2-8-409/1112, 6-8-409/1112 WEBS 3.8=349/268, 4-8=190/583, 5.8=-349/268 PLATES GRIP MT20 244/190 Weight: 92 Ib FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-8.0 oG purlins. BOT CHORD Structural wood sheathing directly applied or 2.2-0 oc bracing. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind. ASCE 7-10; VuH=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3 Opsf; h=1511, B=45tt, L=24tt; eave=6ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C -C Exterior(2) zone;C-C for members and forces d 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 rd between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at Joint(s) except (n=1b) 6=179,2=179. lg Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARNING - Vsrlry dwyn gnmaers and READ NOTES ON THIS AND INCLUDED AI TEK REFERENCE PAGE MO -747S nv. 1093r2of6 BEFORE USE Design valid for use only with MITeM cbnractors. This design is based only upon parameters shown, and Is lir an Individual building component. not a trusts system. Before use. the bulldog designer must vent' the applicability of design parameters and property incorporate this design Into the overall bustling design Bracing indicated Is to prevent buckling of individual truss web andlor Nord members only. Adddronal temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding IM kv to f ion. storage, detrvery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB419 and SCSI Building Component 6904 Parke Fast Blvd Safety Information available from Truss Plate Institute. 210 N Lee Street. Suite 312, Alexandre, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty PyPark Sq HnV Pensacola-A 2572 loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 712511542 PS02572A 03 FINK 4 1 240 Mid -Florida Lumber, Barlow, FL 8 130 s Sep 15 2017 MTek Industries, Inc Wed Nov 15 06:27.58 2017 Page 1 ID YS49jAKJNvSwXMDyssp7LYy3nGH-Es1n2J7 ZAuSTxy4s11M5pCf XgiXvCEp84UNIyJOeI i 5.14 I 10-0.0 F 14.10.12 i 20-4-0 21.4-0 r5.14 4-10.12 4.10.12 5-5-4 1.0.0 04 = Scale - 1 34.7 4x4 = 3x4 SxB = LOADING (psf)SPACING- 20-0 CSI. DE 1. in loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.19 5-7 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.93 Vert(TL) 0.50 5.7 470 180 BCLL 0 0 ' Rep Stress Ina YES WB 0.22 Holz(TL) 004 5 n/a We BCDL 10.0 Code FBC2014ITPI2007 Main* Wind(LL) 0.05 1-7 999 360 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 1=786/0-7-8.5=870/0-7-8 Max HOrz 1=107(LC 8) Max Uplift 1=130(LC 10), 5=178(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2-1249/579.2-3-968/456.3-4-968/456,4-5-1281/589 BOT CHORD 1-7=394/1051, 5-7-406/1091 WEBS 2-7=312/255, 3-7-188/562.4-7-351/268 PLATES GRIP MT20 244/190 Weight: 90 Ib FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-8-8 oc puffins. BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc bracing. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUh=140mph (3 -second gust) Vasd=108mph, TCDL=4.2ps1; BCDL=3 Ops1; h=15f1; B=45ft, L=241t, eave=6fl; Cat. II, Exp B; Encl., GCpi=0.18, MWFRS (directional) and C -C Exterior(2) zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1 60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live 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-D-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 100111 uplift at joint(s) except (n=lb) 1=130,5=178. la Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARMNG - Verffy dulgn parameters and READ NOTES ON TMS AND INCLUDED AFTEX REFERENCE PAGE 1111067473 nine. 16MVIS BEFORE USE Design valid for use only with Nin ski lt connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web antlfa chord members only Additrcnal temporary and permanent brocup is always required for stability and to prevent collapse with possible personal mprry and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, $ee ANSVTPII Quality Criteria, OSS -49 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandra, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oy Plate Offsets (X.Y1- 14•Edae.0.2-01. M Edoe.0.3-81 Sq HMPensacola-A 2572712511543PS02572A LOADING (psf) SPACING- 2.0.0 CSI. jPlyIPark loc) Vdeft Ud PLATES GRIP C1 MONO HIP 1 2-6 >999 240 all Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries. Inc. Wed Nov 15 06.27:58 2017 Page 1 ID:YS4WJNvSwXMOyssp?LYy3nGH-Esin2J7 ZAuSTxy4s1W75pCXcXwWXy4Ep84UNjyJDe1 1-0 0 5.0-0 6.7-6 t-0-0 5-0.0 1-7.8 4x4 = 4x6 = 2x4 = 4x6 MT20HS 11 Scale - 1:19 5 NOTES - 1) Wind: ASCE 7-10; Vu1t=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); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 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 f4 between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2 except (P=1b) 5=128. 7) Girder carries hip end with 0.0.0 right side setback, 5.0-0 left side setback, and 540-0 end setback. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 229 Ib down and 86 Ib up at 5.0.0 on top 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 (pit) Vert. 2-5=32(F=12), 1-3=-60, 3-4=96(F=36) Concentrated Loads (lb) Vert: 3=175(F) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q wAwma - vwft design Pawrrraan and READ NOTES ON 7rdls Alm INcLuDED ainvic REFERENCE PAGE 1111067477 nv. 1GODU 5 BEFORE USE Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an individual building componCrt, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design irdo the overall budding design Bracing indicated rs to prevent buckling of individual trust web anNor chord members onty Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal inrury and property damage For general guidance regarding the fabrication, storage, delivery, erection and bractng of trusses and truss systems, see ANSIRPIt Quality Criteria, DSO -89 and SCSI Building Component 694 Parke East Blvd Safety Information available from Truss Plate Instdute, 218 N Lee Street. Susie 312. Alexandria. VA 22314 Tampa, FL 36610 Plate Offsets (X.Y1- 14•Edae.0.2-01. M Edoe.0.3-81 LOADING (psf) SPACING- 2.0.0 CSI. DEFL. in loc) Vdeft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) -0.04 2-6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.56 Vert(TL) -0.13 2-6 >569 180 MT20HS 187/143 BCLL 00 ' Rep Stress Ina NO WB 0.03 Horz(TL) 000 5 rJa n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -R Wind(LL) 0.04 2-6 >999 360 Weight: 29 Ib FT = 0% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Structural wood sheathing directly applied or 10.0-0 oc bracing. REACTIONS. (Ib/size) 2=41910-7-8.5-45410-7-8 Max Horz 2=91 (LC 8) Max Uplift 2=90(LC 8), 5=128(LC 8) Max Grav 2=419(LC 1), 5=489(LC 13) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=283/31 NOTES - 1) Wind: ASCE 7-10; Vu1t=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); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 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 f4 between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2 except (P=1b) 5=128. 7) Girder carries hip end with 0.0.0 right side setback, 5.0-0 left side setback, and 540-0 end setback. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 229 Ib down and 86 Ib up at 5.0.0 on top 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 (pit) Vert. 2-5=32(F=12), 1-3=-60, 3-4=96(F=36) Concentrated Loads (lb) Vert: 3=175(F) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q wAwma - vwft design Pawrrraan and READ NOTES ON 7rdls Alm INcLuDED ainvic REFERENCE PAGE 1111067477 nv. 1GODU 5 BEFORE USE Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an individual building componCrt, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design irdo the overall budding design Bracing indicated rs to prevent buckling of individual trust web anNor chord members onty Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal inrury and property damage For general guidance regarding the fabrication, storage, delivery, erection and bractng of trusses and truss systems, see ANSIRPIt Quality Criteria, DSO -89 and SCSI Building Component 694 Parke East Blvd Safety Information available from Truss Plate Instdute, 218 N Lee Street. Susie 312. Alexandria. VA 22314 Tampa, FL 36610 Job Truss Truss Type Oty Park Sq HnV Pensacola -A 2572 3.74 LOADING (psi) 4y 712511544 PS02572A C2 MONO HIP 1 1 Job Refe Mid -Florida Lumber. Bartow, FL. 8.130 s Sep 15 2017 M7ek Industries. Inc. Wed Nov 15 06:27:59 2017 Page 1 ID YS49jAKJNvSwXMDyssp?LYy3nGH-i3b9Gf/cKUDJ55XG011Ed01nVwFKGPF02og2w9yJOek 510 &7_8 5-1" Dd1-0 I 40 = 1.50 II 06 = Scale - 1.211.7 LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/size) 1=517/0-7-8,4=531/0-7-8 Max Hors 1=81(LC 8) Max Uplift 1=-84(LC 8), 4=128(LC 8) Max Grav 1-520(LC 13), 4=540(LC 13) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 6-0.0 oc purlins, except end verticals. Structural wood sheathing directly applied or 10.00 oc bracing. NOTES - 1) Wind: ASCE 7-10: Vu8=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf: BCDL=3.Opsf; h=15f1; 13=45111; L=24ft; eave=4R, Cat. II; Exp B; Encl. GCpi=O 18; MWFRS (directional): Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding 3) This truss has been designed for a 10 0 psi bottom chord live load nonconcurreni with any other live loads. 4) • This truss has been designed for a five load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-00 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 Ib uplift at joint(s) 1 except (#=1b) 4=128 6) Girder carries tie-in span(s): 74-0 from 0.0-0 to 6-7-8 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: 114-11114(F-94),11-2=60,2-3-60 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 parameters and READ NOTES ON Tres AND INCLUDED MITEK REFERENCE PAGE MO -7472 rev. /11100r7015 BEFORE USE. Design valid for use wily with Mrrekm connector* This design 13 based only upon parameters shown, and is for an Whadual budding component. not a truss system. Belvue use, the building designer must verity the appbcablldy 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 member* only Additional temporary and permanent bracing is always rAluired for liability and to prevent collapse with possible personal injury and property damage For general guidance regarding the - fabrication, storage. delivery, erection and bracing of trusses, and truss systems, see ANSVTPI1 GuaI11y Criteria, DS849 and BCSI Building Component 6904 Parke Fast SW Safety Information avadabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314 Tamps, FL 36610 6.0.4 3.74 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.66 Vert(LL) 0.05 14 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.59 Vert(TL) 0.14 14 502 180 BCLL 0.0 ' Rep Stress Inv NO WB 0.04 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC20141TP12007 Matrix -P Wind(LL) 0.03 14 999 360 Weight 34 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/size) 1=517/0-7-8,4=531/0-7-8 Max Hors 1=81(LC 8) Max Uplift 1=-84(LC 8), 4=128(LC 8) Max Grav 1-520(LC 13), 4=540(LC 13) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 6-0.0 oc purlins, except end verticals. Structural wood sheathing directly applied or 10.00 oc bracing. NOTES - 1) Wind: ASCE 7-10: Vu8=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf: BCDL=3.Opsf; h=15f1; 13=45111; L=24ft; eave=4R, Cat. II; Exp B; Encl. GCpi=O 18; MWFRS (directional): Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding 3) This truss has been designed for a 10 0 psi bottom chord live load nonconcurreni with any other live loads. 4) • This truss has been designed for a five load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-00 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 Ib uplift at joint(s) 1 except (#=1b) 4=128 6) Girder carries tie-in span(s): 74-0 from 0.0-0 to 6-7-8 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: 114-11114(F-94),11-2=60,2-3-60 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 parameters and READ NOTES ON Tres AND INCLUDED MITEK REFERENCE PAGE MO -7472 rev. /11100r7015 BEFORE USE. Design valid for use wily with Mrrekm connector* This design 13 based only upon parameters shown, and is for an Whadual budding component. not a truss system. Belvue use, the building designer must verity the appbcablldy 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 member* only Additional temporary and permanent bracing is always rAluired for liability and to prevent collapse with possible personal injury and property damage For general guidance regarding the - fabrication, storage. delivery, erection and bracing of trusses, and truss systems, see ANSVTPI1 GuaI11y Criteria, DS849 and BCSI Building Component 6904 Parke Fast SW Safety Information avadabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314 Tamps, FL 36610 Job Truss Truss Type Oy Py Park Sq Hm/ Pensacola -A 2572 CSI. DEFL. in loc) Vdefl Ud PLATES GRIP TCLL 20 0 712511545 PS02572A Cil JACK 16 1 job Reference (optional) Mid -Florida Lumber, Barlow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Wed Nov 15 06:28:00 2017 Page 1 ID:OfeXwWLx8Dan8Wb8OZKEbW3nGG•AF9YT?BF5n8AuF6T SYTAEI5TKke?s6XGSZbSbyJDej 1 t-0.0 1.0.0 20 = Scale - 1.7.0 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES - 1) Wind: ASCE 7-10, VuR=140mph (3 -second gust) Vasd=108mph: TCDL=4.2psf; BCDL=3.Opsf, h=15ft; B=45ft, L-24ft; eave=6ft; 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 bad 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 100111 uplift at joint(s) 3, 2. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - VarMy daslgn P.W. and READ NOTES ON TNS AND INCLUDED WTEK REFERENCE PAGE N4T4T9 raw. I &VAr f6 BEFORE USE. Design cold for use only with MRek* connector*. This design Is based only upon parameters shown, and Is ler an indlvldwl building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporste this design Imo the overall budding design Bracing indicated is to prevent buckling of mdtnduat thus web ardfor chord members only Additional temporary and permanent bracing ns always required for stability and to prevent collapse with possible personal mNry and property damage For general guidance regarding the fabrication, storage, delivery, erectlen and bracing of trusses and truss systems. we ANSVTPII Ousllty Criteria, DSO -49 and BCSI Building component 6904 Parke East Shod. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suds 31Z Alexandria. VA 22314 Tamps. FL 36810 i 1.0.0 1-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Vdefl Ud PLATES GRIP TCLL 20 0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.01 Vert(TL) -0.00 2 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a 1118 BCDL 10.0 Code FBC2014lrP12007 Matrix -P W1nd(LL) 000 2 "" 360 Weight: 5 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing direly applied or 1-0.0 oc purlins. BOT CHORD 2x4 SP No 2 BOT CHORD Structural wood sheathing directly applied or 10.40 oc bracing. REACTIONS. (Ib/size) 3=9/Mechanical, 2=137/0-7-8,4=9/Mechanical Max Horz 2=34(LC 10) Max Uplift 3=9(LC 1), 2=64(1-C 10) Max Grav 3=12(LC 10), 2=137(LC 1), 4=19(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES - 1) Wind: ASCE 7-10, VuR=140mph (3 -second gust) Vasd=108mph: TCDL=4.2psf; BCDL=3.Opsf, h=15ft; B=45ft, L-24ft; eave=6ft; 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 bad 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 100111 uplift at joint(s) 3, 2. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - VarMy daslgn P.W. and READ NOTES ON TNS AND INCLUDED WTEK REFERENCE PAGE N4T4T9 raw. I &VAr f6 BEFORE USE. Design cold for use only with MRek* connector*. This design Is based only upon parameters shown, and Is ler an indlvldwl building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporste this design Imo the overall budding design Bracing indicated is to prevent buckling of mdtnduat thus web ardfor chord members only Additional temporary and permanent bracing ns always required for stability and to prevent collapse with possible personal mNry and property damage For general guidance regarding the fabrication, storage, delivery, erectlen and bracing of trusses and truss systems. we ANSVTPII Ousllty Criteria, DSO -49 and BCSI Building component 6904 Parke East Shod. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suds 31Z Alexandria. VA 22314 Tamps. FL 36810 Job Truss Truss Type Oty DEFL. Park Scl Hrrd Pensecola-A 2572 loc) gdeft Ud TCLL 20.0 IPly 712511546 PS02572A CJ3 JACK 16 1 Job Reference toplional) Mid-Flonda Lumber, Barlow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Wed Nov 15 06:28:00 2017 Page 1 ID:OfeXwVA-x8Dan8Wb80ZKEtnry3nGG•AF9YT?8F5n8AiF6T SYTAE15zKfd?s6XGSZbSbyJOej t-0 0 3-0.0 1-0-0 3-0-0 Scale, 1'=t' 20 = LOADING (PSQ SPACING- 2-0.0 CSI. DEFL. in loc) gdeft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) 0.00 2-4 999 240 TCDL 10.0 Lumber DOL 1.25 SC 0.07 Vert(TL) 0.01 2-4 999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 HOrc(TL) 000 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matti -P Wind(LL) 0.00 2 360 LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No 2 REACTIONS. (Ib/size) 3.59/Mechanical, 2=203/0-7-8,4=26/Mechanical Max Horz 2=62(LC 10) Max Uplift 3=-25(LC 10), 2-63(LC 10) Max Grav 3=60(LC 15), 2=203(LC 1), 4=53(LC 3) FORCES. (lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 11 Ib FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3.0.0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10.0-0 oc bracing. NOTES. 1) Wind: ASCE 7-10; Vu8=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15H, B=45f , L=24ft; eave=6ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C -C Exlerior(2) zone,C-C for members and forces & MWFRS for reactions shown; Lumber DOL -1 60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 3) ' This truss has been designed for a live load of 20 Opsf on the bottom chord In all areas where a rectangle 3.6-0 tall by 2-0.0 wide will fid 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 Ib uplift at joint(s) 3, 2. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING - Verb), design parameters and READ NOTES ON TFOS AND INCLUDED AUTEK REFERENCE PAGE 11010-7477 ray. 10007/2016 BEFORE USE. Design valid for use only with MRek® connsaors. This design is based only upon parameters shown, and a for an nndnwdual building component, not a truss system Before use, the Wilding designer must vent' the applicability of design parameters and property Incorporate this design into the overall . Wilding design. Bracing indicated is to prevent buckling of individual truss web ancUor 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 ANSUTP11 Quality Criteria. DS849 and BCSI Building Component 690/ Parke East Blvd. Safety Information avaiable from Truss Plate Institute. 218 N Lee Street. Suite 312. Alexandra. VA 22314. Tamps. FL 36630 Job Truss Truss Type Oty DEFL. Park Sq Hm/ Pensacola -A 2572 loc) Well Ud PLATES GRIP ly 712511547 PS02572A CJS JACK 14 1 999 Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MfTek Industries, Inc. Wed Nov 15 06 28:012017 Page 1 ID UrCv8rlZvWiemg9K_HrTOzy3nGF•eRIwhL9U5G1 KPhfXA3ijRgC5k14kJMAV6J9_2yJ0ei t 0-0 5-0.0 t•0.0 ' 20 = Stele - 1.17 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0Plate Grip DOL 1.25 TC 0.34 Vert(LL) 0.03 2-4 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.25 Vert(TL) 007 2-4 809 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(rL) 0.00 3 n/a n/a BCDL 100 Code F8C2014/TPI2007 Matrix -P Wind(LL) 000 2 360 Weight: 18 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No 2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=128/Mechanical, 2=275/0.7-8, 4-46/Mechanical Max Horz 2=89(LC 10) Max Uplift 3=56(LC 10), 2=64(LC 10) Max Grav 3=128(LC 1), 2=275(LC 1), 4=93(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5.0.0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 Of: 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=611; Cat. II, Exp B, Encl., GCpi=0.18; MWFRS (directional) and C -C Exterior(2) 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 list 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 2-40 wide will fid 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 Ib uplift at joint(s) 3, 2. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING • Verify design parameters and READ NOTES ON TNS AND INCLUDED MITEK REFERENCE PAGE MD•7473 raw. 10W,70/5 BEFORE USE Design valid for use only with MRek® connectors. This design is based only upon parameters shown, and is for an Individual building component, net a truss system Before use. the buUMng designer must vent' the applicability of design parameters and property incorporate this design into the overall bu cling design Bracing indicated is to provers bucking or individual truss web andlor chord members only Additional temporary and permanent bracing is ahrays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabncatron, storage, delivery, erection and bracing of trusses and truss systems. we ANSVrP11 Quality Criteria, DSB29 and SCSI Building Component 6904 Parke East BIM. Safety Information available from Truss Pate Institute, 218 N Lee Street, Suds 312. Alexandra. VA 22314. Tamps, Fl. 36610 Job Truss Truss Type Oty 20.0 Park Sq Hm/ Pensacola -A 2572 1.25 TCDL 100 Lumber DOL ly 712511548 PS02572A D1 GABLE 1 1 Code FBC2014/TPI2007 WB 0.04 Horz(TL) 0.00 8 n/a Job Reference tootionall Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 M7ek Industries, Inc. Wed Nov 15 06.28:012017 Page 1 ID:YS49jAKJNv$wXMDyssp?LYy3nGH-eRjwhL9U5G1 KPhfXA3ijRgGPk3tkJmhV6J9_2yJ0ei 7-4-0 8-0 1-0 0 3 8-0 3-6-0 4x4 = 12 11 10 9 8 1.50 11 11 11 1x4 11 1x4 11 1 5x4 11 LOADING (psf) SPACING- 24)-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 100 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2014/TPI2007 CSI. DEFL. in loc) Udell L/d TC 0.12 Vert(LL) 0.00 7 n/r 180 BC 0.07 Vert(TL) 0.01 7 n/r 80 WB 0.04 Horz(TL) 0.00 8 n/a We Matrix -R LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 2x4 SP No 2 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No 3 REACTIONS. All bearings 7-4-0. lb) - Max Horz 12=103(LC 9) Max Uplift All uplift 100 Ib or less at lolnt(s) 12, 8, 11, 9 Max Grav All reactions 250 Ib or less at joints) 12,8,10.11.9 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown Scale - 124.8 PLATES GRIP MT20 2441190 Weight: 43 Ib FT = 0% Structural wood sheathing directly applied or 6-0.0 oc purlins, except end verticals. Structural wood sheathing directly applied or 6-0.0 oc bracing. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=140mph (3 -second gust) Vasd-108mph: TCDL=4.2psf; BCDL=3.Opsf: h=15ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Encl., GCpi=0.18, MWFRS (directional) and C -C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown: Lumber DOL -1 60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIRPI 1 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.0psf 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 12, 8, 11, 9. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies u.+ r..-,.s _y... - -- --- —"I' .. -- --s111 AWARNING - V4r10y eastpn Parameters and READ NOTES ON TN IS AND INCLUDED WTEK REFERENCE PAGE 111I1-7473 rev. 109MMS BEFORE USE. Design valid for use only with MiTela® connectors This design Is based only upon parameters shown, and Is for an Individual building componem, not e truss system. Before use, the building designer must verily the applicability of design parameters and property incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of individual vasa web and/or chord members only. Additional temporary and permanerd bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the go fabncelion, storage. delivery, erection and bracing of trusses and truss systems. see ANSM11 Quality criteria, DS849 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Inalnule, 21a N Lee Street. Su4e 312. Alexandria, VA 22314 Tampa. FL 36610 Job Truss Truss Type Ory Py Park Sq Hrn/ Pensaable-A 2572 loc) Vdefl Ud TCL20.0 Plate Grip DOL 712511549 PS02572A D2 KINGPOST 3 1 all Mid•Flodda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MfTek Industries, Inc Wed Nov 15 06.28.02 2017 Page 1 ID:YS49y4KJNvSwXMOyssp?LYy3nGH•6eGluhAVePOuyYGr5taxFMKj8KE117gkm21 W UyJOeh 1-0-0 3.8.0 7.4-0 ti4-0 10-0 3-6•0 3.8-0 1-0-0 4x4 = B 00 PT LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Vdefl Ud TCL20.0 Plate Grip DOL 1.25 TC 0.54 Veri(LL) 0.02 7 999 240 TCDL10 0 Lumber DOL 1.25 BC 0.38 Vert(TL) 0.05 7 999 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.03 Horz(TL) 0.09 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -R Wind(LL) 0.02 7-8 999 360 LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 20 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/size) 6=350/43-8, 9=350/Mechanical Max Horz 9=140(1_C 8) Max Uplift 6=90(LC 10), 9=-83(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 8.9-350/245, 2-8=270/260, 4-6=270/264 Scale = 1.31.5 PLATES GRIP MT20 244/190 Weight: 38 Ib FT = 0% Structural wood sheathing direly applied or 6.0.0 oc purlins, except end verticals. Structural wood sheathing direly applied or 10.40 oc bracing. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL-3.0psf; h=15ft; B=45ft; L=24111; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18, MWFRS (directional) and C -C Extedor(2) zone, cantilever right exposed; end vertical left and right exposed:C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-40 wide will fid 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 Ib uplift at joint(s) 6, 9. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING - VerHy dsslgn Parameters and READ NOTES ON TOGS AND INCLUDED AUTEK REFERENCE PAGE IN4T473 rev. farMVIS BEFORE USE. Design valid for use only with MtTetilp connectors This design is based only upon parameters Shawn, and Is for an individual building component, not e truss system Before use, the buildup designer must verily the applicability of design parameters and property incorporate this design into the overall budding design Bracing mdx:ated is to prevent bucidmg of individual trust web andlor chord members orgy. Additional temporary and permanent Wawa rs always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the Iff hbrx:atan, storage, delivery, erection and bracing of tnrases and truss systems, $ee ANSVTPII Quality Criteria, DSB49 and BCSI Building Component 6904 Parke East BNd. Safety Information available from Thus !Nate Institute. 218 N Lee Strer, Suds 312. Alexandna. VA 22314 Tampa, FL 36610 Job Truss Truss Type City DEFL. Park Sq HnV Pensacola -A 2572 loc) I/de0 L/d PLATES GRIP IPly 712511550IPS02572AD3KINGPOST11 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 Job Reference Mid -Florida Lumber, Banow, FL. 8.130 s Sep 15 2017 Mi7ek Industries. Inc. Wed Nov 15 06:28 03 2017 Page 1 ID.Y$49tAKJNvSwXMOyssp7LYy3nGH-aggg61A7Niwkzr2fb5AoSWXMYtvCCV zOoF3wyJ0eg 1-0-0 3-M 7.4-0 84-0 1 0 0 3-6-0 3-" 1-0.0 410 = 2.5x4 11 Scale = 1.25.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/de0 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) 0.02 6.7 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.48 Vert(TL) 0.05 6.7 999 180 BCLL 00 ' Rep Stress Ina NO WB 0.02 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix -R Wtnd(LL) 0.01 6.7 999 360 Weight: 36 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/size) 6=314/0-3-8.8=387/0-3-8 Max Horz 8-103(LC 9) Max Uplift 6=77(LC 10), 8-109(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 6-0.0 oc purlins, except end verticals. Structural wood sheathing directly applied or 100 oc bracing NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=140mph (3 -second gust) Vas4=108mph, TCDL=4.2ps1; BCDL=3.Opsf: h=15ft: B=4511: L=24ft; eave=4ft: Cat. 11; Exp B. Encl. GCpi=0.18, MWFRS (directional) and C -C Exterlo (2) zone; cantilever left and right exposed ; end vertical left and right exposed:C-C for members and forces & MWFRS for reactions shown; Lumber DOL -11.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads 4) ' This truss has been designed for a live load of 20.Ops1 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 Ib uplift at joint(s) 6 except (jt=1b) 8=109 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARNING. Verify daslgn paremarara and READ NOTES ON TNIS AND INCLUDED WTEK REFERENCE PAGE 1101.7473 rov. 100=018 BEFORE USE Design valid for use only with Mrrok* 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 vardy the applicability of design parameters and property mcorporale this design into the overall b:'in' design Bracing indicated is to prevent buckling of Indmtlual Ms web andlor chord members only Additional temporary and permanent bracing isalways required for Stab lity and to prevent collapse with possible personal mprry and property damage For general guidance regarding the N! fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DS849 and SCSI Building Component 6904 Parks East Blvd. Safety Information available from Truss Plate Institute. 218 N Lee Street. Suite 312. Nexantlna, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oy DEFL. Park Sq HnV Pensacola -A 2572 Well Ud I 20.0 JPly 712511551 PS02572A E1 HIP 1 1 TCDL Mid-Flonda Lumber, Barlow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Wed Nov 15 06:28:04 2017 0-0 3-94 3-2.12 64.2 64-2 3-2-12 3.94 11-0.0 Scale = 1.46 7 5x5 = _ 30 = 5x5 - 4 14 5 15 6 3x8 i 30 = 30 = 7x6 = 30 = 3x6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Veil(LL) 0.20 11-12 999 240 TCDL 10.0 Lumber DOL 1.25 SC 0.84 Vert(TL) 0.49 11-12 652 180 BCLL 00 ' Rep Stress Incr NO WB 0 42 Horz(TL) 0.13 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -R Wind(LL) 0.16 11-12 999 360 LUMBER - TOP CHORD 20 SP No.2 'Except' 4-6: 2x4 SP No 1 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=2268/0.38, 8=2268/0.3-8 Max Hort 2=77(1-C 6) Max Uplift 2=488(LC 8), 8=488(LC 8) Max Grav 2=2314(LC 13), 8-2314(LC 14) PLATES GRIP MT20 244/190 Weight: 152 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied BOT CHORD Structural wood sheathing directly applied or 7-3.12 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=4487/952, 3-4-4393/955,4-5=-4602/1049, 5-6=4602/1049, 6-7=-4394/955, 7-84487/952 BOT CHORD 2-13-789/3999,112-13=79213858, 11-12=1034/4887, 10.11792/3803, 8.10=789/3942 WEBS 4-13=0/416, 4-12=178/1093, 5-12=561/201, 5-11=561/201, 6-11=178/1093, 6.10=0/416 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=1511; 8=45H; L=24H; eave=411; Cat. 11, Exp B; Encl., GCpi=O 18; MWFRS (directional); Lumber DOL -1 60 plate grip DOL -1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will f4 between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (i1=1b) 2=488, 8=488. 7) Girder carries hip end with 7-0.0 end setback. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 488 Ib down and 169 Ib up at 19.8.4, and 488 Ib down and 169 Ib up at 7-0-0 on top 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 (pit) Vert: 1-4-60,4-6-131(F-71),6-9-60, 2-8=-44(F=24) Concentrated Loads (lb) Vert: 4=385(F) 6=385(F) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARNING - VoNy design parameters and READ NOTES ON TNS AND INCLUDED AUTEK REFERENCE PAGE 111014473 rev, 1Qi03w3015 BEFORE USE Design valid for we only with Mrrok* connectors This design is based only upon parameters shown• and is for an Individual building component, not a truss system Before use, the buildup designer must verity the applicability of design parameters and property incorporate this design into the overact budding design Bracing indicated is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to proved collapse with possible persaul injury and propend damage For general guidance regarding the fabrication, storage, delivery, erection and bracing of lasses and truss systems, we ANSIITPIII Quality Criteria. DSB49 and SCSI Building Component 6901 Parke East Blvd Safety Information evaileble from Truss Plate Insbtuis. 216 N. Lee Street. Sure 312. Alexandria. VA 22314. Tamps. FL 36610 Job Truss Truss Type Oty Py Park Sq Hml Pensaoola-A 2572 Rep Stress Ina NO Code FBC2014frP12007 11-12 999 712511552 PS02572A E2 HIP 2 1 11 999 360 ib Reference (optional) Moo-Flonoa LumDer, Danow, I -L. a.13u s Sep 1t- zui r mi o ex mdusmes, Inc Wed NOV to Ub.2b:U5 2017 Pagel ID•UrCv8r13vWiemg9K HrTOzy3nGF-WDyR"CNvKmSpO?OmO8etH?12LHwg48GOkHM7pyJ0ee 4-2-12 4.4.2 5x5 = 1x4 11 4 13 5 14 4-4-2 4.2.12 4.9.4 5x5 = 6 Scale - 1'48.7 n3x4 = 30 = 5x8 = 3x1 = 3x4 = 1 1i-11-5 1 13.4.2 1 19.8.16 1 264A 1611.5 6-4-13 64-13 611.5 Plate Offsets (X.Y1— 12 0-2-0.Edael.14:0-2-8.0-2 1. 16:42-8.0-2-41.18:0.2-0.Edael, 111 0-4-0.0-3-01 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 20 SP No 2 BOT CHORD 2x4 SP No 2 WEBS 20 SP No.3 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Ina NO Code FBC2014frP12007 REACTIONS. (Ib/size) 2=1125/0-3-8.8=1125/0-3-8 Max Horz 2=96(LC 8) Max Uplift 2=216(LC 10), 8=216(LC 10) CSI. DEFL. TC 034 Vert(LL) BC 0.64 Vert(TL) WB 0.14 Horz(TL) Matrix -R Wind(LL) BRACING - TOP CHORC BOT CHORC FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2.31942/816, 3.4=1751/773, 4-5=1552!739, 5-6=-1552/739, 67=1751/773, 7-8=1942/816 BOT CHORD 2-12=-620/1670, 11-12=-425/1374, 10-11=-425/1374, 610=-620/1670 WEBS 4-12=-121/372, 4.11=76/351, 5-11=262/146, 611=76/351, 610=121/372 in Qoic) Well Ud 0.08 11 999 240 022 11-12 999 180 008 8 n/a n/a 0.07 11 999 360 PLATES GRIP MT20 244/190 Weight: 134 Ib FT = 0% Structural wood sheathing directly applied or 3.10-14 oc purlins. Structural wood sheathing directly applied or 7-62 oc bracing NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vuh=140mph (3 -second gust) Vasd=108mph; TCDL=4.2ps1; 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) zone;C-C for members and forces d 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 nonconcufrent 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 3-60 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (it -Ib) 2=216, 8=216. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARMNG - Varlly design paramerws and READ NOTES ON Ines AND INCLUDED AFTEK REFERENCE PAGE MLL7471 rev. 100"015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual Wilding component, not a truss system Before use, the Wilding designer must verity the applicability of design parameters and property incorporate this design into the overall Wilding design Bracing indicated is to prevent buckling of individual tnus web and/or chord members orgy Additional temporary and permanent bracing is skvays required for Viability and tb prevent collapse with possible personal injury and properly damage. For general guidance regarding the I! fabrication, storage, delivery, erection and bracing of trusses and truss systems. ase ANSVTPII Quality Criteria, DSB49 and SCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 210 N Lee Street. Suite 312. Nexandne, VA 22314 Tampa, FL 36610 Job Truss Truss Type Ory BRACING - Park Sq HnV Pensecda-A 2572 TOP CHORD 20 SP No 2 TOP CHORD Structural wood sheathing directly applied or 3.9.12 oc purlins. BOT CHORD 2x4 SP No.2 IF" 712511553 PS02572A E3 HIP 2 1 Max Horz 2-115(LC 8) Max Uplift 2=216(LC 10), 7=216(LC 10) o i Mid -Florida Lumber, Bartow, FL. 8 130 s Sep 15 2017 M7ek Industries, Inc Wed Nov 15 06:28:05 2017 Page 1 ID.yimlLBMBgggVOqkXY MiyB 3nGE-WDyR%MjCNvKmSpO?0m08e1H?s?LliglwGOkHM7pyJOee r1-0-0, 5-9-4 1 11-0.0 F 1543••4 I 20-11-0 F 26-84 27.8.E 1-0-0 5.9.4 5.2.12 4.8.4 5.2-12 5-94 Scale -1:46.7 4x9 = 40 = 1 14 15 5 30 = r' r` 11 v 3x4 1x4 II 3x4 = 3x8 = 3x4 = 10 11 LOADING (psf) SPACING- 2-0.0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 TCDL 100 Lumber DOL 1.25 BC 0.59 BCLL 0.0 Rep Stress Ina NO WB 0.35 BCDL 10.0 Code FBC2014/TPI2007 Matrix -R DEFL. in (loc) Weft Lid Vert(LL) -007 12 >999 240 Vert(TL) -0.20 12-13 >999 180 Horz(TL) 009 7 n/a n/a Wind(LL) 0.06 12 >999 360 PLATES GRIP MT20 244/190 Weight. 138 Ib FT = 0% LUMBER- BRACING - TOP CHORD 20 SP No 2 TOP CHORD Structural wood sheathing directly applied or 3.9.12 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Structural wood sheathing directly applied or 7-67 oc bracing. WEBS 20 SP No.3 REACTIONS. (Ib/size) 2=112W3-8.7=112510-3-8 Max Horz 2-115(LC 8) Max Uplift 2=216(LC 10), 7=216(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown TOP CHORD 2-3=1938/808, 3-4=1448/674, 4.5=1238/657, 5.6=1449/674, 67=1937/808 BOT CHORD 2-13=601/1656, 12-13=-601/1656, 11-12=-347/1237, 9-11=-601/1655, 7-9=-601/1655 WEBS 3-12=488/293,4-12=111/366,5-11=111/366,6-11=487/293 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-3.0ps1; h=15ft; B=4511; L=2411; eave=6ft; Cat. It: 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 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 Ops1 on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fid between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable o1 withstanding 100 Ib uplift at joint(s) except (ft=1b) 2=216.7=216. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies rqo..- O WANNING • Ver1ly dsslgn parameters and READ NOTES ON TN/S AND INCLUDED WTEK REFERENCE PAGE WL -747S rw. 1007/2015 BEFORE USE Design valid for use only with Mnek® connectors This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use. the buildup designer must verily the applKabraty of design parameters and properly incorporate this design into the overall budding design Bracing indicated is to prevent buckling of individual buss web andror chord members only. Additional temporary and permanent brat" rs stwsys required for atabddy, 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 ANSWPTl Ouslity Criteria, DS849 and BCSI Building Component 6904 Parke Fast Blvd Salary Information available from Truss Plate institute. 218 N Lee Street, Suds 312. Alexandria. VA 22314. Tampa, FL 35610 Job Truss Truss Type Qty Py Park Sq HnV Pensacola -A 2572 loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 712511554 PS02572A E4 FINK 2 1 240 TCDL 10.0 Lumber DOL 1.25 BC 0.93 Vert(TL) Innr Mid -Florida Lumber, Banow, FL aJ1 1.0.0' 6-11-5 8.130 s Sep 15 2017 MTek industnes. Inc Wed Nov 15 06:28:06 2017 ID ylmlLBMBgggVOqkXY M''ryBy3nGE-?PWpk3D?gduJOAadK ftOVYzjiZfPUX0100i 19.8.15 26-6-4 6.4.13 4x8 = 6.11.5 1.0.0 Scale = 1:46.7 3x4 i 30 = 5x6 = 3x4 LOADING (psf)SPACING- 2-0-0 CSI. DE -L. in loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Ven(LL) 0.22 8.9 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.93 Vert(TL) 0.47 6-8 673 180 BCLL 0.0 ' Rep Stress Inv NO WB 0.32 Horz(TL) 0.08 6 n/a n/a BCDL 10.0 Code FBC2014/rPI2007 Matrix -R Wind(LL) 0.09 6-8 999 360 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2-1125/0-3-8.6=112510-3-8 Max Horz 2-137(LC 8) Max Uplift 2=216(LC 10), 6=216(1_C 10) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1849/809, 3-4=1628/802, 4-5=1628/802, 5-6=1849/809 BOT CHORD 2-9=589/1608, 8-9-275/1056, 6.8=589/1573 WEBS 3-9=386/319, 4-9=-265/666, 4-8=-265/666, 5-8=386/319 PLATES GRIP MT20 244/190 Weight. 122 Ib FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 34-11 oc purlins BOT CHORD Structural wood sheathing directly applied or 7-5.13 oc bracing. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=140mph (3 -second gust) Vasd=108mph; TCDL-4.2psf; BCDL-3.Opsf; h=15ft; 8=45ft; L=24ft, eave=6ft; Cat. II, Exp B; Encl., GCpi=0.18; MWFRS (directional) and C -C Extenor(2) zone:C-C for members and forces d MWFRS for reactions shown: Lumber DOL=1.60 plate grip DOL=1 60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a Iroe 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 = tO.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except (A=lb) 2-216,6=216. ja Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING - Vmtly dW yn parameters and READ NOTES ON T10S AND INCLUDED W7EK REFERENCE PAGE M47473 rine. /0011L2016 BEFORE USE. Design valid for use only with MReIaD 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 vent' the applicability of design parameters and properly incorporate this design endo the overall budding design. Bracing indicated is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabncatwn, storage, delrvery, erection and bracing of trusses and truss systems. we ANSM11 Quality Criteria, DSBaB and SCSI Building Component 69W Parke East Blvd Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tamps, FL 36610 Job Truss Truss Type Oty DEFL. Park Sq Hml Pensacola-A 2572 loc) Well Ud PLATES GRIP lyI 712511555 PS02572A ES FINK 7 1Job Reference (oplionall mio-r10noa LUMPer, nanow, rt. 6.11.5 64-13 a.1 JU s bep 1D zU17 mi I eK Ir10usines, inc. vvec Nov 15 u6.z6:u7 zu17 ID•yl mlLBMBgggVOgkXY_MiySy3nGE-Tb4BxODeRxOA2K8pu0A6yi48T9vu8)mZtl m' 19-8-15 1 26.84 4x6 = 64-13 6-11-5 Scals - 1:48.0 30 G 30 _ 5x6 _ 30 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 066 Vert(LL) 022 8-9 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.93 Vert(TL) 0.47 6-8 673 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.32 HOrz(TL) 008 6 n/a Ma BCDL 10.0 Code FBC2014/TPI2007 Matrix -R Wind(LL) 0.09 6-8 999 360 Weight: 122 Ib FT - 0% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2-1125/0-3-8,6=1125/0-3-8 Max Horz 2=137(LC 8) Max Uplift 2=216(LC 10), 6=-216(LC 10) FORCES. (Ib) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown TOP CHORD 2-3—i849/809.3-4-1628/802,4-5-1628/802,5-6=1849/809 BOT CHORD 2-9=589/1608, 8-9=275/1056, 6-8=589/1573 WEBS 3-9=386/319,4-9-2651666,4-8=2651666. 5-8=386/319 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-411 oc puffins. BOT CHORD Structural wood sheathing directly applied or 7-5.13 oc bracing. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, Vuft=140mph (3 -second gust) Vasd-108mph; TCDL=4.2psf; BCDL=3.Opsf: h=1511; B=4511; L=2411; eave=6ft, Cat II, Exp B, Encl , GCpi=0.18; MWFRS (directional) and C -C Extenor(2) zone,C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1 60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except (j1=1b) 2=216,6=216. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies rircF• .eeerlr.. ..-._- •r,-Iwsa..• - -- ..-wir.•.r. :=9114.r«s 0 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M"EK REFERENCE PAGE aUl-7477 rov. 10*V 015 BEFORE USE Design valid for use onty with MIT09 connectors This design Is based only upon parameters shorn, and le for an Individual building Component, not a truss system Before use, the building designer must vent' the applicably of design parameters and properly incorporate this design into the omen budding design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional lemporary and permanent bracing is arrays 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, ass ANSVM" Quality Criteria, OS8a9 and SCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plats Inslnute. 219 N Lee Street, Suds 312, Alexandti, VA 22314. Tamps, FL 36610 Job Truss Truss Type Oty 21-1.0 Park Sq Hrd Pensacola -A 2572 26.84I jPly 712511556 PS02572A E7 HIP 1 1 i Plate Offsets (X.Y)- 12:0.3 -6.0.2-11.14:0.5.8.0.2-41.16:0.5-8.0-2.41.18:0-3.6.0-2-11.111 0.3-0.0.4-81 Job Reference loptionall Mid•Flonda Lumber, Barlow, FL. J 7x8 MT20HS = 30 = 14 5 15 8.130 s Sep 15 2017 MiTek Industries. Inc. Wed Nov 15 06.28:08 2017 Page 1 NpR8yM? J)5itxVOy3nGD-xoeZ9kEGCF8lgTjj?SBhLViWIBZlxlEvj6hVOk8yJ0eb 19.8.4 i 2-"-2I 28-8.4 127-84, 64-2 3.2.12 394 1-0-01 7x8 MT20HS = Scale: 1/4-=1' 4x8 MT20HS r- 10x10 = 30 = 7x6 = 1px1O = 4x8 MT20HS nCS b LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.1 BOT CHORD WEBS 20 SP No.3 REACTIONS. (Ib/size) 8=2927/D-3-8,2=1594/0-3-8 Max Hort 2=-77(LC 8) Max Uplift 8=-518(LC 10), 2=-295(LC 10) FORCES. (lb) - Max Comp /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3033/1269,3-4-2888/1235,4-5-3417/1497, 5-6=-4007/1756, 6-7=5749/2490, 7-8=5879/2516 BOT CHORD 2-13=103312652,12-13=-916/2488,11-12-1486/3829, 10.11=-1656/4177, 8-10=2143/5183 WEBS 4-13=50/279, 4-12=474/1255, 5-12=-839/391, 5.11-107/382, 6-11=272/148, 6.10=1076/2552 Structural wood sheathing directly applied or 1-11-10 oc purlins. Structural wood sheathing directly applied or 5-4-2 oc bracing. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3 -second gust) Vasd-108mph; TCDL=4.2ps1; BCDL-3.Opsf: h=1511; B -45h; L=2411; eave=4R; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C -C Extenor(2) zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20 Ops1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (It=lb) 8=518,2=295 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2272 Ib down and 996 Ib up at 21-1-0 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 CASES) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 14=60,4-6=60. 6-9=60, 2-8=20 Concentrated Loads (lb) Vert: 10=2272(F) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARNING . Vvlry design parameters and READ NOTES ON THS AND INCLUDED AOTEX REFERENCE PAGE MA -7473 rev. 10,003/1015 BEFORE USE. Design valid for use only with MIT09 connectors. This design Is based only upon parameters shown, and is for an individual building component, not truss system Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated isto prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stabirly and to fxevem collapse with possible personal injury and properly damage For general guidance regarding the fabrication, storage, delnery, erection and bracing of trusses and truss systems, an ANSVTPII Quality criteria. DS849 and SCSI Building Component 69D4 Parks East Blvd Safety Information available from Truss Plate Ins14Ne, 21e N Lee Street. Suite 312. Alexandria, VA 22314. Tampa. FL 36610 5.7.4 11.2.12 15.5.8 21-1.0 26.84I 5.74 5.7-8 1 4.2.12 5.7.8 i 5 -7 -4 --- 7-4PlateOHsets(X.Y)- i Plate Offsets (X.Y)- 12:0.3 -6.0.2-11.14:0.5.8.0.2-41.16:0.5-8.0-2.41.18:0-3.6.0-2-11.111 0.3-0.0.4-81 LOADING (psf) TCLL 200 TCDL 10.0 BCLL 00 ' BCDL 100 SPACING- 2-0.0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Ina NO Code FBC2014/TPI2007 CSI. TC 0.73 BC 075 WS 0.97 Matrix -R DEFL. Verl(LL) Vert(TL) Horz(TL) W md(LL) in (loc) 0.18 10.11 046 10-11 0.11 8 0.19 10.11 Vdefl 999 687 n/a 999 Ud 240 180 n/a 360 PLATES MT20 MT20HS Weight: 152 Ib GRIP 244/190 187/143 FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.1 BOT CHORD WEBS 20 SP No.3 REACTIONS. (Ib/size) 8=2927/D-3-8,2=1594/0-3-8 Max Hort 2=-77(LC 8) Max Uplift 8=-518(LC 10), 2=-295(LC 10) FORCES. (lb) - Max Comp /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3033/1269,3-4-2888/1235,4-5-3417/1497, 5-6=-4007/1756, 6-7=5749/2490, 7-8=5879/2516 BOT CHORD 2-13=103312652,12-13=-916/2488,11-12-1486/3829, 10.11=-1656/4177, 8-10=2143/5183 WEBS 4-13=50/279, 4-12=474/1255, 5-12=-839/391, 5.11-107/382, 6-11=272/148, 6.10=1076/2552 Structural wood sheathing directly applied or 1-11-10 oc purlins. Structural wood sheathing directly applied or 5-4-2 oc bracing. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3 -second gust) Vasd-108mph; TCDL=4.2ps1; BCDL-3.Opsf: h=1511; B -45h; L=2411; eave=4R; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C -C Extenor(2) zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20 Ops1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (It=lb) 8=518,2=295 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2272 Ib down and 996 Ib up at 21-1-0 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 CASES) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 14=60,4-6=60. 6-9=60, 2-8=20 Concentrated Loads (lb) Vert: 10=2272(F) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARNING . Vvlry design parameters and READ NOTES ON THS AND INCLUDED AOTEX REFERENCE PAGE MA -7473 rev. 10,003/1015 BEFORE USE. Design valid for use only with MIT09 connectors. This design Is based only upon parameters shown, and is for an individual building component, not truss system Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated isto prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stabirly and to fxevem collapse with possible personal injury and properly damage For general guidance regarding the fabrication, storage, delnery, erection and bracing of trusses and truss systems, an ANSVTPII Quality criteria. DS849 and SCSI Building Component 69D4 Parks East Blvd Safety Information available from Truss Plate Ins14Ne, 21e N Lee Street. Suite 312. Alexandria, VA 22314. Tampa. FL 36610 Job Truss Truss Type Oty Ply Park Sq Hm/ Pensecole-A 2572 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 40.0 T12511557 PS02572A F1 GABLE 1 1 MT20HS 187/143 Mid -Florida Lumber, Bartow, FL. 0-ka 8.130 s Sep 15 2017 MiTek Industnes, Inc Wed Nov 15 06.28:09 2017 Page 1 ID:McROzDO4zlC4FHT5D7wPopy3nGB-P CxM4FuzYGuHdIBTrCal7Ad7ypio. r LFaGayJDea 0* Scale a 1:43.2 3X6 MT20HS FP = i iii i i i i i i i i i i i iE - R 10-1162 16.0.0 1.4-0 1.4.0 H I 1L0 I 1-4 0 I 1+0 1.4.0 1 1 Oo 2 1.3-14 1.4.0 1.4-0 1.3.2 1 4-0 14 0 1d 0 014 1 4-0 14 0 1 4-0 14 0 1.3 4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 100 TC 0.08 Vert(LL) n/a Ma 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a MIS 999 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.03 Holz(TL) 0.00 23 n/0. n/a BCDL 5.0 Code FBC2014lrP12007 Matrix -R Weight: 115 Ib FT = O%F, D%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verlicals. WEBS 2x4 SP No.2(flal) *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 44-45,46-47: 20 SP No.3(Oat) OTHERS 20 SP No.3(flat) REACTIONS. All bearings 26-7.4 lb) - Max Grav All reactions 250 Ib or less at jolnt(s) 44, 23, 43, 42, 41, 40, 39, 38, 37, 36, 35, 34, 33, 32, 31, 30, 28, 27, 26, 25, 24 FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. NOTES. 1) All plates are MT20 plates unless otherwise Indicated. 2) All plates are 1x3 MT20 unless otherwise indicated. 3) Gable requires continuous bottom chord bearing 4) Truss to be fully sheathed from one face or securely braced against lateral movement i.e diagonal web) 5) Gable studs spaced at 1-4-0 oc. 6) Recommend 2x6 sirongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3.10d (0.131"X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. Printed Copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNINri - Verify deign perarnehrs and READ NOTES ON Ties AND INCLUDED W TEK REFERENCE PAGE 41117475 rev. 1605470/6 BEFORE USE Design valid for use only with MReW 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.rncorporefe this design into the overall _ building design. Bracing Indicated is to prevent bucldbg of individual buss 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 fabircalion. storage• delivery, erection and bracing of trusses and truss systems. see ANSVTPIt Quality criteria. DS849 and SCSI Building component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314 Tampa, FL 36610 Job Truss Truss Type Ory MT20HS Sq Hm/ Pensacola -A 2572 Weight: 141 Ib FT = 0%F, O%E lyIPark 712511558 PS02572A F2 FLOOR 4 Mid-Flonda Lumber, Bartow, FL 0.1.8 Hl 1- -0 1 101 3x4 = 1x3 11 34 = 1x3 = 3x3 = 3x3 = 34 M720HS FP = 1 2 3 4 5 6 8 130 s Sep 15 Z017 MTek Industries, Inc. Wed Nov 15 06:28:11 2017 Page 1 I D: McROzDO4zIC4F HT5D7wPapy3nGB-LNJinmHBVAWcXxSa7GE27YFoOmHy4h99ofkgLTyJOeY t -f 3t0 cribS 1.44.5 3x3 1x3 = 34 MT209S = 30 = 4x6 = 34 = 3x3 = 3x3 = 3x3 = 1X3 = 7 a 9 10 11 12 13 14 31 30 29 28 27 26 25 24 23 22 21 2019 16 17 16 15 3x3 = 4x4 = 34 = 1x3 II 3x3 = 3x3 = 3x3 II 30 4x8 = 3x6MT20HSFP = 3x3 = 3x3 = 14 II 3x6 MT20HS = 34 = 14 II 1x3 II LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) Wen Ud TCLL 40.0 Plate Grip DOL 100 TC 0.79 Vert(LL) -0 14 26.27 >999 360 TCDL 10.0 Lumber DOL 1.00 BC 086 Verl(TL) -0.22 26.27 >872 240 BCLL 00 Rep Stress Inv YES WB 0.62 Horz(TL) 0.03 22 n/a Ma BCDL 5.0 Code FBC2014/TPI20D7 Matra -S LUMBER- BRACING - TOP CHORD 2x4 SP No 2(flat) TOP CHORD BOT CHORD 2x4 SP No.2(flal) WEBS 20 SP No.3(flal) *Except* BOT CHORD 1-31.14-15:2x4 SP No 2(flat) REACTIONS. (Ib/size) 31=732/0-3-8,15=380/0-7-8,22=177310-7-8 Max Uplift 15-16(LC 3) Max Grav 31-749(LC 10), 15-50D(LC 4), 22=1773(LC 1) FORCES. (lb) - Max. Comp./Max Ten - All forces 250 (lb) or less except when shown. TOP CHORD 1-31=746/0, 14-15=492/23, 1-2=735/0, 2-3=1716/0, 3-4=-2091/0, 4-6=2091/0, 15.7-1881/0,7-8=960M, 8-9=0/740, 9-10=0/1716, 10.11=408/873, 11-12L867/498, 12-13=888/236, 13.14=430/41 BOT CHORD 29.30=0/1372, 28-29=0/2091, 27-28=0/2091, 26.27=0/2118, 25-26=0/1568, 24-25=0/1568, 23-24=-124/377, 22.23=1716/0, 21-22=1168/9, 19-21=-498/867, 18.19=498/867, 17-18498/867, 16.17=91/826 WEBS 9-22-1071/0,1-30=0/947, 7-26=0/446,2-30=-885/0.6-26-365/0. 2-29=0/480, 6-27=-176/301,3-29=-525/0.7-24=-843/0, 8-24=0/841, 8-23-1226/0,9-23=0/1300. 14-16=56/585, 10.22=-989/0, 13.16=551/70, 10.21/746, 11-21=-898/0, 12-17=0/387, 12-18=296/0,11-19=0/318 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 141 Ib FT = 0%F, O%E Structural wood sheathing directly applied or 6-0.0 oc purlins, except end verticals Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES - 1) Unbalanced Door live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 16 Ib uplift at joint 15. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3.1Od (0 131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING • VVHy design parameM and READ NOTES ON TOGS AND INCLUDED AOTEK REFERENCE PAGE UP -7473 rev. 10003R01e BEFORE USE. Design valid for use only with Mitek® conneclors This design is based only upon parameters shown, and Is M an individual building componem, not a truss system Before use. the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the Istincalion. storage, delivery, erection and bracing of trusses and truss systems, ase ANSVTPII Quality Criteria, DSBa9 and BCS1 Building Component 6904 Parke East BW. Slaty Intomratlon available from Truss Plate Institute. 218 N Lee Street. Suite 312, Alexandria. VA 22314 Tampa, FL 36610 Job Truss Truss Type 244/190 MT20HS Park Sq HnV Pensacola -A 2572 Weight: 140 Ib FT = 0%F, 0%E 10ty ly 712511559 PS02572A F3 FLOOR 12 1Job Reference (optional) Mid -Florida Lumber, Bartow. FL. 01-8 H1 I -3A 3x3 = 4x4 = 3x3 =3x6 MT20HS FP = 1x3 II 34 = 2 3 4 5 6 7 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 15 06:28:11 2017 Page 1 ID:rp?oBZPik3KxsR2ingRe71 y3nGA-LNJInmH8VAWcXxSa7GE27YFoxmF94h39ofkgLTyJDeY 3x3 = 34 B 9 ail SWIe - 1:44.7 40 1x3 3x3 = 1x3 II 3x3 = 34 = 40 = 1x3 10 11 12 13 14 15 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 3x3 = 4x8 = 4x4 = 3X3 = 3x8 MT20HS = 3x3 = 1x3 11 3x3 = 3x8 MT20HS FP = 40 = 4x8 = 1.50 II 1x3 II 3x6 MT20HS = 3x3 = LOADING (psf) SPACING- 14-0 CSI. DEFL. in (loc) VdeB Ud TCLL 400 Plate Grip DOL 1.00 TC 0.83 VerI(LL) -0.72 24 >438 360 TCDL 10.0 Lumber DOL 100 BC 0.97 Vert(TL) -1.12 24 >281 240 BCLL 0.0 Rep Stress Inv YES WB 0.63 1 Horz(TL) 0.15 16 n/a Ma BCDL 5.0 Code FBC2014/rP12007 Matrix -S LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No.1(flat) WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. (Ib/size) 16--964/D-7-8,30=960/0-3-8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-30-956/0,15-16-959/0.1-2-1011/0,2-3-2618/0,-1-5--3824/0, 5.6=4691/0, 6-7=-4691/0.7-8=512510,8-9=5244/0.9-10-5118/0. 10.11=4675/0, 11-12=4675/0, 12-13=3798/0, 13.14=2583/0, 14-15=966/0 BOT CHORD 28-29=0/1913, 27-28=0/3306, 26-27=0/4325.25-26=0/4996,24-25=0/5244, 23-24=0/5244, 22-23=0/5244,21-22=0/4985, 19-21=0/4304,18-19-0/3276,17-18=0/1873 WEBS 15-17=0/1313, 1-29=0/1307, 14-17=1261/0, 2.29=1255/0, 14-18=0/988, 2-28=0/981, 13-18=96310, 328=956/0, 13-19=0/727, 3-27=0/721, 12-19=704/0, 5-27697/0, 12-21=0/504, 5.26=0/497, 10.21=421/0, 7-26=-415/0, 10.22=65/338, 7-25=69/334, 9.22=395/155, 8.25=390/160 33 32 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 140 Ib FT = 0%F, 0%E Structural wood sheathing direly applied or 2-2-0 oc puffins, except end verticals. Rigid ceiling directly applied or 2-2-0 oc bracing. NOTES - 1) Unbalanced floor live loads have been considered for this design 2) All plates are MT20 plates unless otherwise indicated. 3) Required 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3.10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Ihrey design p...1 a and READ NOTES ON TNS AND INCLUDED WTEK REFERENCE PAGE MIF7473 rev. IGOMO 5 BEFORE USE Design valid for use only with MilrekB connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a INss "am -Before use. the Wilding designer must verily the applicability of design parameters and properly incorporate On design into the overall Dlidding design. Bwang indicated is to prevent budding of individual truss web and/or Groh members only. Additional temporary and permanent bracingisalwaysrequirediorstabilityandtopreventcollapsewithpossiblepersonalmerryandpropertydamageForgeneralguidanceregardingthe fabrication, storage. delivery, erectron and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DS849 and BCS1 Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute. 21a N Lee Street, Sude 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty in Park Scl Hml Pensacola -A 2572 Well Ud TCLL 40.0 Plate Grip DOL 100 ly 712511560 PS02572A F4 FLOOR 1 1 04 -Reference (oReference M10-Flon08 Lumber, Bartow, FL 8 130 s 5ep 15 2017 MiTek Industries, Inc. Wed Nov 15 06 28:13 2017 Page 1 ID:McROzD047JC4FHT5D7wPapy3nGB-HIRSCSI01 nnKmFaEhHWCzK8Ga70YXSSGzDnPLyJOeW 0.1.8 H$ tale = 1:44.7 4x4 = 3x3 = 1x3 II 4x4 = 4x10 = 1x3 II 14 = 1x3 = 3x3 = 14 II 3x6 MT20HS FP = 06 = 4x4 = 3x3 = 3x3 II 3x3 = 30 = 4x4 = 1x3 = 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 3x3 = 3x3 = 3x3 =40 = 40 = 3x3 11 54 = 4x6 = 4x4 = 3x8 MT20HS FP = 4x4 = 40 = 1.50 I I 34 = 30 = 1x3 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud TCLL 40.0 Plate Grip DOL 100 TC 0.77 Vert(LL) 0.22 23 963 360 TCDL 100 Lumber pOL 1.00 BC 0.73 Veri(TL) 0.34 23 626 240 BCLL 0.0 Rep Stress Ina NO WB 0 89 HOrz(TL) 0.03 17 n/a n/a BCDL 5.0 Code FBC2014rrP12007 Matrix -S LUMBER- BRACING - TOP CHORD 20 SP NOA(flat) TOP CHORD BOT CHORD 2x4 SP No.l(8at) *Except* 17-22: 2x4 SP DSS(flat) BOT CHORD WEBS 20 SP No.3(8at) *Except* 1-32,16.17: 2x4 SP No.2(flat) REACTIONS. (Ib/size) 32=37/0-3-8,17-980/0-7-8,27=2309/0." Max Uplift 32=280(LC 4) Max Grav 32=329(LC 3), 17=992(LC 4), 27=2309(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-32=330/269,16-17-959/0.1-2-2631321, 2-3=339/1228, 3-4=339/1228, 4-5-33911228,5-7=0/2361, 7-8=0/1628,8-9=803/0,9-10-2493/0,10-11--3671/0. 11-12=3671/0, 12-13=-3244/0, 13.14=-2674/0, 14-15=2674/0, 15-16=920/0 BOT CHORD 30-31=687/457, 29-30=1228/339, 28-29=-1849/48, 27-28=3024/0, 26.27=-3024/0, 25-26=356/0, 24-25=0/1778, 2324/3178, 21-23=0/3613, 20.21=0/2674, 19.20=0/2674, 18-19=0/1859 WEBS 7-27=2239/0, 11-23477/0, 1-31=417/335, 7-28=0/1086, 2-31=270/509, 5.28=-1105/0, 2.30=817/0, 5-29=0/1042, 3-30=0/341, 4.29-458/0,7-26=0/1865. 8-26=177410.8-25=0/1418,9-25-1379/0,9-24=0/1010, 10-24=96810,10-23=0/677. 16-18=0/1250, 15.18=1306/0, 12-21=560/0, 15.19 /1147, 13.21=0/831, 13.20=470/0, 14-19=363/0 PLATES GRIP MT20 244/190 MT20HS 187/143 35 134 ? Weight, 144 Ib FT = 0%F, 09/6E Structural wood sheathing direly applied or 6-" OC purlins, except end verticals. Rigid ceiling directly applied or 6.0.0 oc bracing NOTES - 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise Indicated. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 280 lb uplift at joint 32. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-" oc and fastened to each truss with 3.1Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 440 Ib down at 1840-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase= 1.00, Plate Increase=1.00 Undone Loads (pif) Vert: 17-32=10, 1-16=100 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING - VONT design Personative and READ NOTES ON TIOS AND INCLUDED MTEK REFERENCE PAGE MIA -747S r riv 1003,7016 BEFORE USE. Design void for use only with MlTelr® connectors. This design is based only upon parameters shown, and is for on individual building component, not a truss system Wore use. the building designer must verify the applicability of design parameters and property Incorporate this design into the overall - bugtling deslgn. 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 ANSVrPI1 Quality Criteria, DSO -89 and BCSI Building Component 6904 Parke East SW Safety Information available from Truss Plate Institute, 218 N Lee Street. Suite 312. Alexandria. VA 22314 Tampa, FL 36610 Job Truss Truss Type Oy Park Sq HnV Pensacola -A 2572JPly 712511560 PS02572A F4 FLOOR 1 1 It Reference (optional) Mid -Florida Lumber, Barlow, FL. LOAD CASE(S) Standard Concentrated Loads (Ib) Vert 11=4408 8.130 s Sep 15 2017 MTek Industries, Inc. Wed Nov 15 06:28:13 2017 Pape 2 ID:McROzDO4zIC4FHT5D7wPapy3nGB-HIRSCS101 nnKmFczEhHWCZK8Ga?OYXSSGzDnPLyJOeW AWARIDNG - V&,Uy dasfgn parameters and READ NOTES ON TNIS AND INCLUDED WTEK REFERENCE PAGE NO -747S rev, t0031IMa BEFORE USE Design valid for use only with Mrrekm conneClars. This design Is based only upon parameters shown, and is for an Individual building component, not a wss system Before use. the building designer must venty the applicability of desugn parameters and property incorporate this design Into the overall budding design Bracing indicated is to prevent buckling of individual truss web and/or chard 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 go fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSVTPN Quality CAterls. DSO -89 and SCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Institute. 21a N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job TrussTruss Type Ory Ply Park Sq Hm/ Pensacola -A 2572 loc) Vdefl Vd TCLL 40.0 Plate Grip DOL 712511561 PS02572A F5 FLOOR 1 1 360 TCDL 10.0 Lumber DOL 1.00 BC 0.29 Vert(TL) Job Reference loplionall MIO-FIOnOa Lumber, tsanow, F L. 6.130 s Sep 15 2017 Wilk Industries, Inc. Wed Nov 15 06 28:13 2017 Page 1 ID:J7ZBOvOKVMSnUbdUKYytfEy3nG9-HIRSCS101 nnKmFczEhHWCzKGga6IYloSGzDnPLyJDeW 1-3-0 1 16.4 1 0" 3x3 = 3x3 = 1 3x6 — 2 31x3 II 43x3 = 5 34 11 LOADING (psf) SPACING- 1 4-0 CSI. DEFL. in loc) Vdefl Vd TCLL 40.0 Plate Grip DOL 1.00 TC 0.30 Vert(LL) 0.03 7-8 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.29 Vert(TL) 004 7-8 999 240 BCLL 0.0 Rep Stress Inca YES WB 0.16 Horz(TL) 000 6 n/a n/a BCDL 5.0 Code FBC2014/rP12007 Matrix -S LUMBER- BRACING - ME PLATES GRIP MT20 244/190 Scale - 1 15.7 13 1x3 -- 1x31x3 = 12 Weight: 46 Ib FT - 0%F, 0%E TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 20 SP No.2(flat) except end verticals WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. (Ib/sae) 11=301/0-38, 6=301/0-7-8 FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-11=-296/0, 5 6=299/0, 1-2=256/0, 2-3=497/0, 3-4=497/0 BOT CHORD 9-10.0/497, 8-9=0/497, 7-8=0/469 WEBS 5.7/340, 1-10=0/340.4-7-304/0,2-10-328/0 NOTES - 1) Unbalanced floor live loads have been considered for this design. 2) Recommend 2x6 strongbacks, on edge, spaced at 10-" oc and fastened to each truss with 3-10d (0.131' X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means 3) CAUTION, Do not erect truss backwards. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - V.Yy 01.00. personal. and READ NOTES ON 7105 AND INCLUDED WTEK REFERENCE PAGE aN-7477 rev. 100L70/6 BEFORE USE. Design valid for use only with MITekap connectors This design is based only upon parameters shown, and is for an individual Wilding component, nit s truss system. Before use, the buildup designer must verily the applicability of design parameters and property incorporate this design into the overact building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Addaronal temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-19 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Trans Plate Institute. 218 N Lee Street, Suite 317, Alexandra, VA 22314 Tamps, FL 36610 Job Truss Truss Type Qty I 7-im Park Sq Hirt/ Pensacola -A 2572 I I 3.19 4$12 Plate Offsets (X.Y)— 14:0-1-8.Edoe1. 110.0.1-8.Edde1. 113:0-1-0.Edael, 119 0-1-8.Edael IPly 712511562 PS02572A F6 FLOOR 1 1Job TC 0.85 Vert(LL) 0.21 17-18 >905 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.77 Vert(TL) Reference (optional) MIO-Flonda Lumber, aanow, FL. i 1-3-0 i i.. 40 = IX3 II 30 = 3x5 = 1 3x6 2 3 4 5 u.13U s Sep 10 zul I Mi I eK Industries. mC. Wed Nov W ut):Zi1:14 zui i YBge 1 ID:nB7ZeFRyFgae6lCguFT6CSy3nGB-nuc?gPoJ1 o5vB00B9oPolkAtlozK?H31 bUdyLxoyJOeV W4 W Scale - 1.27.4 40 = 114 = 34 = 1x3 1114 II 40 = IX3 = 6 7 B 9 10 23 22 0 20 19 18 17 16 15 14 13 12 3x3 II 4x4 = 40 = lx3 II 30 = 3x3 II 3x3 = 34 = 30 = 40 = 1x3 II 7-10-8 11.9-0 16-5-12I 7-im I I I 3.19 4$12 Plate Offsets (X.Y)— 14:0-1-8.Edoe1. 110.0.1-8.Edde1. 113:0-1-0.Edael, 119 0-1-8.Edael LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.85 Vert(LL) 0.21 17-18 >905 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.77 Vert(TL) 0.33 17-18 >581 240 BCLL 0.0 Rep Stress Ina NO WB 0.55 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix -S Weight: 91 Ib FT = 0%F, 0%E LUMBER. BRACING - TOP CHORD 20SP No.t(flat) TOP CHORD Structural wood sheathing directly applied or 5-7-10 oc puffins, BOT CHORD 2x4 SP DSS(flat) except end verticals. WEBS 2x4 SP No.3(Oat) BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. (Ib/size) 21=822/43-8, 11=804/0.7-8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-21-785/0,10-11-763/0,1-2-801/0,2-3-2437/0, 3-42437/0, 4.5=3077/0, 5.6=3185/0, 6-7=2239/0, 7-8=2239/0, 8-9=2239/0, 9-10=768/0 BOT CHORD 19-20=0/1621, 18.19=0/2437, 17-18=0/2437, 16-17/3475, 15-16=0/3475, 14-15=0/2832, 13-14=0/2239, 12-13=0/1538 WEBS 1-20=0/1066, 5-17=570/0, 2.20=1141/0, 4-17=0/923, 2-19=0/1149, 3-19=387/0, 4-18=-484/0,10-12=011044, 5-15=423/0.9-12=-1071/0,6-15=0/526.9-13--0/985, 8.13=387/0, 6.14=-849/0, 7-14=0/314 NOTES - 1) Unbalanced floor live loads have been considered for this design. 2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X r) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3) CAUTION, Do not erect truss backwards. 4) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 440 Ib down at 7-1412 on top chord. The design/selection of such connection device(s) is the responsibility of others. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=l 00 Uniform Loads (plf) Vert, 11-21-7, 1-10=67 Concentrated Loads (lb) Vert: 5=-440(F) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARIDNO - Y.W d.19. parameters and READ NOTES ON 7105 AM INCLUDED AFTEK REFERENCE PAGE PAY -747S rev. 100=015 BEFORE USE Design valid for use only with Mrelob connector*. This design is based only upon parameters shown, and is for an individual bu9Ging component, not a truss system. Before use. the building designer must verity the applicability of design parameters and property Incorporate this design into the overall - building design Bracing indicated Is to prevent bucking of individual thus web andfor chord members" Additional temporary and permanent bating is always required for shotty and to prevent collapse with possibe personal Injury and property damage For general guidance regarding the In fabrication, storage. delivery, erenLon aro bracing of busts* and truss systems, see ANSVTPII Quality Criteria, DSO -69 and BCSI Building Component 6901 Parke East Blvd Safety Information &variable from Truss Ptate Imblule. 218 N. Lee Street, Suite 312, Alexandria, VA 22314 Tampa, FL 36610 Job Truss Truss Type Oy Ply Park Sq Hm/ Pensecola-A 2572 Well Ud PLATES GRIP TCLL 40.0 712511563 PS02572A F7 FLOOR 2 1 Job Reference (optional) mro-nonoa Lumoer. Danow, rL. i 1-3-0 I 9.130 s bep 15 ZUl t MI I eK Inaust nes. Inc. VVeO NOV 15 06:Z6:15 2017 Pagel ID.nB7ZcFRyFgae6lC9uFT6CSy3nG8-E8ZDd7K1YO11?YmLM6J_HOPYSNAVOZGIjHiuUEyJOeU p-8 Seale a 1.28.1 3x3 = 1x3 II 1x3 = 3x6 MT20HS = 3x3 = IX3 II 3x3 = 3x6 MT20HS = 3x3 = IX3 II 34 = 1x3 = 1 2 3 4 5 6 7 8 9 10 0 20 19 t6 17 16 15 14 13 3x3 II 3X3 = 3x3 = 7x3 II 3x3 = 3x3 II 3x3 = 3x3 = 3x3 = 11-9.0 23 22 LOADING (psf) SPACING. 1-4-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 054 Vert(LL) 0.15 17-18 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.75 Vert(TL) 0.23 17-18 834 240 MT20HS 187/143 BCLL 0.0 Rep Stress Inca YES WB 0 36 Horz(TL) 0.03 11 n/a n/a BCDL 5.0 Code FBC2014lrP12007 Matrix -S Weight: 91 Ib FT = 0%F, 0%E LUMBER- BRACING. TOP CHORD 20 SP No.2(1131) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.l(Oat) except end verticals. WEBS 2x4 SP No.3(Oat) BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. (Ib/sae) 21=593/0-3-8, 11-593/0.7-8 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-21=571/0, 10-11=580/0, 1-2-562/0,2-3-1%8/0.3-4=1588/0,4-5=187i/0, 5-6=1946/0,6-7=451310, 7-81513/0, B-9=-1513/0, 9.10=550/0 BOT CHORD 19-20,-0/1117,18-19=0/1588,17-18=0/1588.16-17=0/2012, 15.16=0/2012, 14-15=0/1830, 13.14=0/1513, 12-13=0/1089 WEBS 1-20=0/748, 2-20=772/0, 4-17=0/437, 2-19/681, 4-18274/0, 10.12/747, 9.12=750/0, 9.13=0/608, 6.14=-475/0 NOTES - 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3.1Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies w .-.ti•..r.. q.0 ....- .-moi ' AWARNING - Vstrly daslgn grametos and READ NOTES ON THIS AND INCLUDED ADTEK REFERENCE PAGE MLL7477 rev. 169=015 BEFORE USE Design valid for use only with MrTelr* 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 verily the applicability of design parameters and property incorwate this design into the overall ' building design Bra" indicated is to prevem buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stabday, and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Is fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke Fast Blvd Safety Information available from Trans Plate Instituto. 218 N. Lee Street. Suite 312. Alexandria, VA 22314 Tamps. FL 36610 Job Truss Truss Type Oty PLATES GRIP Park Sq Hfn/Pensacola-A 2572 1.00 TC 0.42 Vert(LL) -0.26 16-17 >907 360 MT20 244/190 ly 712511564 PS02572A F8 FLOOR 5 1 WB 0.47 Horz(TL) 0.07 12 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix -S o 'o all MId-Flond8 Lumber, Bartow, FL 1 '• 3x6 1 3x3 = 2 0.130s Sep 15 2017 Wait Industries, Inc. Wed Nov 15 06:26:15 2017 Page 1 ID:FOhxpaSaO N/vmSy_Llty3nG7-ESZDd7KfYO117YmLM6J_HOPaENesOXTljHiuUEyJOeU H 0 -he Scale - 193 7 3x3 = 3x3 = 1x3 11 3x3 = 34 = 3x6 FP = 3x3 = 3x3 = 3 4 5 6 7 8 9 10 30 = 1x3 = 1x3 = 11 34 II 3x5 = 3x3 = 3x6 FP = 34 = 14 II 34 = 34 = 34 = 3x5 = 1x3 II 34 = 25 24 LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.42 Vert(LL) -0.26 16-17 >907 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.92 Verl(TL) -0.41 16.17 >582 240 BCLL 0.0 Rep Stress Ina YES WB 0.47 Horz(TL) 0.07 12 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix -S Weight: 106 Ib FT = 0%F, 0%E LUMBER- BRACING. TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6.40 oc purlins, BOT CHORD 20 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10.40 oc bracing, Except: 2-2-0 oc bracing, 16.17. REACTIONS. (Ib/size) 23=729/0-3-8.12=729/0-7-8 FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-23=724/0, 11.12=724/0, 1-2=743/0, 2-3=1868/0, 3=2583/0, 4-5=2981/0, 5-6-2981/0,6-7=-2931/0, 7-9=2577/0.9-10=1843/0.10-11-71210 BOT CHORD 21-22=0/1405, 19-21=0/2311, 18-19=0/2847,17-18--0/2981,16-17=0/2981,15-16=0/2849, 14-15=0/2290,13-14=0/1377 WEBS 11-13=0/968,1-22=0/989.10-13-925/0,2-22-921/0.10-14=0/W, 2-21=0/644, 9.14-622/0, 3.21=-616/0, 9-15=0/399, 3-19=0/379.7-15=378/0,4-19-366/0. 4-18=-88/361 NOTES - 1) Unbalanced floor live loads have been considered for this design. 2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-IDd (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3) CAUTION, Do not erect truss backwards. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies rte O WARNING - Verify design pvvmhrs and READ NOTES ON TTOS AND INCLUDED AMK REFERENCE PAGE aBF7QIf rev. 1 dO. MS BEFORE USE Design valid for use only with WOW connectors This design Is based only upon parameters shown, and b rot an Individual building component, not a truss system. Before use. the building designer must vaMy the apphcatifty of design parameters and property incorporate this design nmyNe overall , building design Bracing Indicated IS to prevent bucking of individual truss web and/or chord members only. Additional temporary and permanent bracing ns always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the hbrrcaron, storage. delivery, erection and bracing of trusses and truss systems. see ANSVTPI1 Quality Crawls, OS549 and SCSI Building Component 6904 Parke East Blvd Solely Information available from Truss Plot Inslduie, 218 N. Lee Street, Sure 312. Alexandria, VA 22314 Tampa, FL 36610 Job Truss Truss TypeQt' CSI. Py Parts Sq HnV Pensacola -A 2572 loc) Udell Ud TCL. 40.0 Plate Grip DOL 712511565 PS02572A F9 FLOOR 1 1 Job Reference (optional) m10-rioncia LUMOer. CanOW, rL. a1.a H 1-3.0 IE 1 3x3 = 8 1J0 S Sep 15'017 m17ek Industries. Inc. Wed NOV 15 06.28:15 Z017 Page 1 ID:FOhxpaSaO YvniSy_Lly3nG74K7bgTKHJi9udiKYwpgDgbrin9L14MuyxRROgyJOeT att.a 34 2 3 313 = 34 = 4 scale =1:us 3x3 = 3x3 = LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in loc) Udell Ud TCL. 40.0 Plate Grip DOL 100 TC 0.29 Vert(LL) 0.01 8-9 999 360 TCDL 100 Lumber DOL 1.00 BC 0.20 Vert(TL) 0.01 8-9 999 240 BCLL 0.0 Rep Stress Ina YES WB 0.11 HOrz(7L) 0.00 5 n/a Na BCDL 5.0 Code FBC2014/TP12007 Matrix -S LUMBER- BRACING - PLATES GRIP MT20 244/190 Weight: 39 Ib FT = 0%F, 0%E TOP CHORD 20 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins, BOT CHORD 2x4 SP No 2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (Ib/size) 10=233/0-3-8.5-23310.3-8 FORCES. (Ib) - Max. Comp./Max Ten -All forces 250 (lb) or less except when shown TOP CHORD 2-3=337/0 BOT CHORD 8-9=01337.7-8-0/337,6-7--0/337 NOTES - 1) Unbalanced floor live loads have been considered for this design. 2) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3-104 (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MUL7473 rev. 111100=015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual bu9dmg component• not a Wu system. Before use, the budding designer must vent' the applicability of design parameters and propene incorporate this design into the overall budding design. Bracing indicated is to prevent Duckling of Individual truss web andlor chord members only, Additional temporary and permanent bracing is always required for Stabdey, and to prevent collapse with possible personal mlury and property damage For general guidance regarding the fabrication, towage, delivery• erection and bracing of trusses and muss systems, We ANSVTP11 Quality Criteria, DSB.119 and SCSI Building component 6904 Parke East Blvd Safety Information available from Truss Plate Insldule, 218 N. Lee Street. Susie 312, Alexandria, VA 22314 Tamps, FL 36610 Job Truss Truss Type Oy Py Park Sq Hm1 Pensacola -A 2572 loc) Well Ud TCLL 40.0 Plate Grip DOL T12511566 PS02572A F10 FLOOR 1 1 Job Reference (ootional) MIO-Flonda Lumber, Barlow, FL. 0.1.8 H ' 130 12 1 3161 = 8.130 s Sep 15 2017 MTek Industries. Inc. Wed Nov 15 06:28:09 2017 Page 1 ID:FOhxpeSaO IVMiSy_Llty3nG7-P C"FuzYGuHdIB?rCa17AaOyn_wCsLLFaGayJDea I G" 00 Scale - 1:14.2 34 = 2 31x3 II 4 3x3 = 34 5 3x3 = 3x3 = LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in loc) Well Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.28 Vert(LL) 0.01 7-8 999 360 TCDL 10.0Lumber DOL 1.00 Sc 0.19 Vert(TL) 0.02 7-8 999 240 BCLL 0 0 Rep Stress Incr YES WB 0.14 Horz(TL) 000 6 n/a n/a BCDL 5.0 Code FBC2014lrP12007 Matrix -S LUMBER- BRACING - PLATES GRIP MT20 244/190 13 14 = 7 Weight, 44 lb FT = 0%F, 0%E TOP CHORD 2x4 SP No.2(Oat) TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 20 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 104)-0 oc bracing. REACTIONS. (Ib/size) 11=268/0-3-8,6=268/0-3-8 FORCES. (Ib) - Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1.11=265/0, 5.6=264/0, 2-3=415/0, 34=415/0 BOT CHORD 9-10=0/415, 8.9=0/415, 7-8=0/413 WEBS 5.7=-0/287, 1-10=0/285,4-7=-262/0.2-10=260/0 NOTES - 1) Unbalanced floor live loads have been considered for this design. 2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 310d (0 131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - VoNy deOgn Parameters and READ NOTES ON TM AND INCLUDED WMK REFERENCE PAGE U967473 mer. taDXM5 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 uruss system Before use, the buildup designer must verily the applxabil4y of design parameters and property nncorporste this design into the overall11dnngdesign. Brscing indicated is to prevent buckling of individual lass web andror chord members only. Additional temporary and permanent bracing always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the 11 fabrication• storage, delivery. erection and bracing of lasses and truss systems, no ANSVrPn Quality Criteria, DSB.89 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss plate Institute, 218 N Lee Street, Suite 312. Alexandria. VA 22314 Tampa. FL 36610 Job Truss Truss Type Oy Ply Park Sq Hrrd Pensawls-A 2572 MT20 244/190 TCDL 100 Lumber DOL 1.00 BC 064 Vert(TL) -0.65 15.16 >375 240 BCLL 0.0 ' Rep Stress Ina NO WS 0.99 Horz(TL) -0.06 19 n/a n/a 712511567 PS02572A G1 MONO HIP 1 2 all Mid -Florida Lumber, Barlow, FL. 3. 1.74I- 31. 1 3-0.2 8.130 s Sep 15 2017 MiTek ID jaFJlwSCnHrML2L3OgVaHty3nG6-AWg; 15-2-5 18 2 6 21.0-' 3.0 2 3-0 2 2.104 20 11 494 = 5x8 = if 40 = Inc. Wed Nov 15 06:28:17 2017 svkTXLSMpVpbBNhWo 1 BbB'>1 23.74 26 -4 28b 3-1-0 100' Stale. 1/4"eV Fre 10 la 7J 5x5 = 30 II 4x5 = 0 3x4 = 3-1-14 2-1Qb 0. •11 3-0.2 3-0.2 3-0.2 3-0.2 2.10.6 2•8 3.1-0 Plate Offsets (X.Y)- 12 0.2-8.0-3.41.14.0.38.0-2-01.150-38.0-2-01.116:0.4-0.Edoel. 118.0-3-8.0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl LJd PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.88 Vert(LL) -0.41 15.16 >586 360 MT20 244/190 TCDL 100 Lumber DOL 1.00 BC 064 Vert(TL) -0.65 15.16 >375 240 BCLL 0.0 ' Rep Stress Ina NO WS 0.99 Horz(TL) -0.06 19 n/a n/a BCDL 5.0 Code FBC20141TP12007 Matrix -S Weight: 303 Ib FT - 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing direly applied or -1-ID-7 oc purlins, 2-8: 2x4 SP DSS except end verticals. BOT CHORD 2x6 SP DSS BOT CHORD Rigid ceding directly applied or 6.0.0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 21=590/0.7-8, 19=6630/0-7-8, 11=2122/0.7-8 Max Horz 11"1(LC 8) Max Uplift 21-590(LC 1), 19=-893(LC 4), 11-309(LC 8) Max Grav 21=84(LC 5), 19=6630(LC 1), 11=2122(LC 1) FORCES. (lb) - Max Comp /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-21=-80/643, 1-2--458/3435, 2-3=-1056/7889, 34=-1056/7889, 5.6-7087/951, 6.7-10782/1439, 7-8-11234/1494, 9.10=-260/43, 10.11=3853/494 BOT CHORD 19-20=3435/458, 17-18-951/7087, 16-17=1440/10759, 15-16=1494/11234, 14-15=1177/8952, 1314-109218274, 11-13=-425/3330 WEBS 1-20-3593/481, 2.20-38/440, 2-19=4674/627, 319-1336/216, 4-19=-8282/1111, 4-18.195/1625.5.18-7433/994. 5-17-139/1213, 6.17-3853/514, 7-16=477/58, 7-15=935/153, 8-15=358/2563, 8.10=-3220/443, 8-13-5324/718, 10.13-264/2168 NOTES - 1) 2 -ply truss to be connected together with IOd (0.131"x3") nails as follows: Top chords connected as follows: 20 - 1 row at 0.7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0.9-0 oc. Webs connected as follows: 20 - 1 row a10.9.0 oc. 2) All loads are considered equally applied to all plies, except 0 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, Vuh=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3 Opsf, h=15ft, B-4511; L=24ft; eave=4ft, Cat 11, Exp B; Encl., GCpi=0.18, MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconwrrent 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 36-0 tall by 2-0.0 wide will rd between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 590 Ib uplift at joint 21, 893 Ib uplift at joint 19 and 309 lb uplift at joint 11. Printed copies of this document are 9) Girder carries tie-in span(s), 7-0-0 from 0.0-0 to 21-0.12 not considered signed and sealed and LOAD CASE(S) Standard the signature must be verified on any electronic copies rnnfimtad nn nano 7 AWARNING - Verify design panamwera and READ NOTES ON 7104 AND INCLUDED a07EK REFERENCE PA E AID -7473 rev. 18,111=015 BEFORE USE. Design valid for use only with WOW 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 very the applicability of design parameters and property incorporate the design into the owes building design Bracing indicated is to prevent buckhnnNgofindividualtrussweband/or eemrdmembersonlyAdditionaltemporaryandpanem bratoq Is always required for stability ail to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage, delwery, erection and bracing of trusses and truss systems. no ANSVTPII Ouallty Criteria. OSS49 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Tens Plate Inshfule. 218 N Lee Street, Suite 312. Alexandria, VA 22314 Tamps, FL 36610 Job Truss Truss Type Ory PlyT k Sct HnV Pensacola -A 2572 712511567 PS02572A G1 MONO HIP 1 Job Mid -Florida Lumber. Barlow. FL. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 11-8=344(F=244),9-112=100, 11-21=10 8.130 s Sep 15 2017 MTek Industries. Inc. Wed Nov 15 06:28:17 2017 Page 2 ID:)aFJ1wSCnHrML2L30gVaHty3nG6-AWgz2pLv40HIFsvkTXLSMpVpbBNAUJo1BbB7Y6yJOeS O WARNING - Verify design parameters and READ NOTES ON YNS AND INCLUDED a07EK REFERENCE PAGE 1111116741731 nw. 10031IMS BEFORE USE. Design valid for use only with Mrreldli connectors This design Is Cased only upon parameters shown. and is for an boWidual budding component. nal a tons system -Before use. the budding designer must verily the applicability of design parameters and properly Incorporate this design into the overall budding design Bracing indicated is to prevent bucking of individual tens web and/or Chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Is fabrication, storage, delivery, election aro bracing of trusses and tons systems, we ANSIRPIf Quality Crtterls, DSB49 and SCSI Building Component 6904 Parke East BW Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandra. VA 12314 Tamps, FL 36610 Job Truss Truss Type Oty Py Park Sq HmI Pensacola -A 2572 17-2 I II 1 4 2.11.2 I 1 2-11-2 712511568 PS02572A G2 MONO HIP 1 1 19:0-0-12.Edael.1110-3-0.0-4-41,114 0-3-12.0-5-01 Job Reference o 'o Mid-Flonda Lumber. Barlow. FL. 8 130 s Sep 15 2017 MiTek Industries. Inc. Wed Nov 15 06 28 18 2017 Page 1 ID:jaFJlwSCnHrML2L3OgVsHty3nG6-elELF9MXrJPcsOUwl Ethv01 zSbigDgcBPFwY4ZyJOeR 3-0 14 6-0 1 8-11-3 11.108 14-7-12 17.2 4 20 3.4 21-3 3 0 14 2-11.2 2-11-2 2.71.2 2-!i$ 28 8 31-0 Scale - 1.36.8 17 ._ .. ._ ._ .. 3x4 11 6x6 - 5x5 = 8x8 MT20HS = 40 = 3.4 I I 6x6 = 3x4 = 3x4 = I 3.0-14 ti01 9.11.3 11-10.6 14-7.12 17-2 20.3.4 II 1 4 2.11.2 I 1 2-11-2 2.11.2 I 2-9.6 1 2.9-9 1 3-1-0 Plate Offsets (X.Y)- 19:0-0-12.Edael.1110-3-0.0-4-41,114 0-3-12.0-5-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.94 Vert(LL) 0.49 13.14 484 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 071 Vert(TL) 0.77 13-14 309 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Ina NO WS 077 Horz(TL) 0.06 17 n/a nla BCDL 5.0 Code FBC2014fTP12007 Matrix -S Weight. 116 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD 2-6: 2x4 SP No.t BOT CHORD 2x6 SP DSS BOT CHORD WEBS 20 SP No 3 *Except* 1-16.2-15,3.14,5.14,6.13: 20 SP No.2 REACTIONS. (Ib/sae) 17=1154/0-7-8,9=1404/0-7-8 Max Horz 9=411 (LC 12) Max Uplift 17=148(LC 8), 9-201 (LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-17=1013/266, 1-2=2776/682.2-3=-4832/1180, 31=5639/1393, 4-5=5639/1393, 5-6-5875/11490,8-9=2360/6211 BOT CHORD 115-116-7211/29119,114-115=1 180/4832.1314=1490/5875,12-13=1337/5060, 1111-112=11256/47112,9-1 11=558/20116 WEBS 1-16--661/2711.2-16-955/263,2-15=-486/2023, 3-15-553/155,3-14--224/849, 4.14-269/83, 5-14=405/102, 5.13=294!78, 6.13=191/996, 68=-1951/584, 6.11=-2903!751, 6-11=293/1206 Structural wood sheathing directly applied or 1-9.14 oc purlins, except end verticals. Rigid ceiling directly applied or 6-11-14 oc bracing. NOTES - 1) Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7-10; Vuh=140mph (3 -second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=3.0psf; h=15H; 8=45ft; L=24ft; eave=oft; Cat. II; Exp B. Encl.. GCpi=O 18, MWFRS (directional) and C -C Exterior(2) 0-1-12 to 3.2-10, Intenor(1) 3-2-10 to 14-9-8. Exterior(2) 14-9-8 to 19-0.7 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL -1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated 5) This truss has been designed for a 10.0 psl bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsl on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-0-0 wide will rd between the bottom chord and any other members 7) Provide mechanical connection (by others) of truss 10 bearing plate capable of withstanding 148 lb uplift at joint 17 and 201 Ib uplift at joint 9. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 248 lb down and 79 lb up at 14-5-8 on top 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 o1 the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced). Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert. 1-6=100, 7-10=100, 9-17=10 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARNING • Va lily deslgn parameters and READ NOTES ON IMS AND INCLUDED WTEK REFERENCE PAGE AM7473 rev. 14IT7 M5 BEFORE USE. Design cold for use only with Mrrek® connectors This design is based only upon parameters shown, and Is for an individual building component, not alruss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall budding design Bracing indicated is to prevent bucking of individual truss web andlor chord members only Additional temporary and permanent bracing IS arwaya regained for gabdty and tb prevent collapse with possible personal injury and property damage For general guidence regarding the fabrication. storage. delivery, erection and bracing of trusses and truss systems, see ANSM11 Quality Criteria, OS049 and SCSI Building Component 6901 Parke East Blvd Safety Information available from Truss Plate tnstdute. 218 N. Lee street. Suite 312. Alexandria. VA 22314. Tampa. FL 36610 Job Truss Truss Type Ory ly Park Sq Hm/ Pensecota-A 2572 712511568 PS02572A G2 MONO HIP 1 1 o a Mid -Florida Lumber. Bartow. FL. LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 20-248(F) 8.130 s Sep 15 2017 MTek Industries. Inc. Wed Nov 15 06:28:18 2017 Pape 2 ID:jaFJlwSCnHrML2L30pVaH"G"ELF9MXrJPcsDUwl Ethv01 zSbigDgcBPFwY4ZyJ0eR O WAPoBNG • VerN7 deargn parameters anti READ NOTES ON TNS AND INCLUDED WTEK REFERENCE PAGE AW7473 rev. 1000YS015 BEFORE USE. Design valid for use only with MRek* connectors This design is Weed only upon parameters shown, and Is for an Individual Wilding component, not a truss system. Before use. the Quilding designer must verily the appincabnbly,of design parameters and properly incorporate the design Into the overall _ buildup design. Bracing indicated is to prevent buckling of individual thus web and/or chord members only Additional temporary and permanent bracing is always required for stsbrtty and to prevent coltapse with possible personal rnlury and property damage. For general guidance regarding the In fabrication. storage, delivery, erection and bracing of misses and truss systems, see ANSIRPIt Quality Criteria. DS849 and BCSI Building Component 6904 Parke East Bald Safety Information available from Truss Plate Insttule. 210 N Lee Sliest, Suite 312. Alexandria. VA 22314 Tampa, FL 36610 Job Truss Truss Type Ory Ply Park Sq HrrV Pensacola -A 2572 0.50 16-17 >479 360 MT20 244/190 TCDL 100 Lumber DOL 1.00 BC 0.72 Vert(TL) 077 16.17 >306 240 712511569 PS02572A G3 FLATI 1 n job Reference Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MITek Industries, Inc. Wed Nov 15 06.28:19 2017 Page 1 ID.Bn1phEGTrYbzDzCwFZNlpg4y3nGS6vojSVN9tx1XTUA36byOwREa70 2yGhKevg6d. J0eO 1.17.9 3-9 6 S7 7-9-13 70-0 6 12.2.15 74-5 B t6 3 18 1-3 20 192F 1-11-9 .713 1 t-9 14 1 2-2-9 1 2.2.9 1 2.2.9 + 2-2-9 1 1-9 14 1 7.9 13 1 t-11-9 Scale = 1.33.9 6x6 = 5x5 = 4x4 = 4x4 = 40 = 1x4 11 4x4 = 5x5 = 40 = 5x5 = 6x6 = 1 2 3 23 4 5 6 7 8 24 9 10 11 4x6 11 6x6 = 5x5 = 8x1Z MTZOHS = 40 = 4x8 = 40 = 40 = 5x5 = 6x6 = 44 11 LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) Wen Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.98 Vert(LL) 0.50 16-17 >479 360 MT20 244/190 TCDL 100 Lumber DOL 1.00 BC 0.72 Vert(TL) 077 16.17 >306 240 MT20HS 187/143 BCLL 0.0 Rep Stress Ina NO WS 0.78 Horz(TL) 0.06 12 n/a n/a BCDL 5.0 Code FBC2014/rPI2007 Matrix -S Weight: 225 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 144 oc purlins, BOT CHORD 2x6 SP DSS except end verticals WEBS 2x4 SP No.3'Except* BOT CHORD Rigid ceiling directly applied or 9-9.4 oc bracing. 1-21,2-20.3-19,11-13,10.14,9.15: 2x4 SP No.2 REACTIONS. (Ib/size) 22-1676/0-3-8,12=3287/0-7-8 Max Horz 22624(LC 6) Max Uplift 226512(LC 4), 12=-952(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-22--1509/453.1-2--2780/839,2-3-5190/1565, 3-467250/2178, 4-5=-9418/2805, 5-6-10588/3139,6-7-1058813139,7-8-1198013575.8-961195513574, 9.10=9332/2755, 10-11=-5201/1519, 11-122952/847 BOT CHORD 20.216839/2780, 19-2061565/5190, 18-1962224!7418, 17-1862805/9418, 16-17--3575/11980, 15.1663650/12208, 14-1562755/9332, 131461519/5201, 12-13695/334 WEBS 4.1961113/313, 4-18=-668/2180, 5-18=-737/202,5-17=-401/1275,7-17-1517/474, 7-166139/414, 8-166486/113, 8.1561684/510, 2-2161434/415, 3.20=-1326/381, 1-216900/2957, 2-20=-820/2725, 3-196715/2373, 10-13-27661785, 9-1462086/599, 11-1361609/5502, 10.1461397/4669, 9-156935/2963 NOTES - 1) 2 -ply truss to be connected together with 1 O (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at D-2-0 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 py connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. 3) Wind: ASCE 7-10; Vul1=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL-3.Opsf, h=15ft; 8=4511; L=24ft; eave=411; Cat. 11; Exp B, Encl , GCpi=0.18; MWFRS (directional); cantilever len and right exposed ; end vertical left exposed; porch len and right exposed; Lumber DOL=1.60 plate gnp DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live'klad nonconcurreni 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 512 Ib uplift at joint 22 and 952 Ib uplift at joint 12. 9) Girder carries tie-in span(s): 7-0-0 from 14-5.8 to 20.0.12 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1368 lb down and 446 Ib up at Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Dntlryyed on We 2 Y wA NG• V00y Wslpn paramsnrs and READ NOTES ON TICS AND INCLUDED W7EK REFERENCE PAGE 11147473 nv. 10W30MfS BEFORE USE. Design valid for use only with MRek® connectors. This design is based only upon parameters shown, and is for an individual building component, not s truss system Before use, the building designer must verily the applicability of design parameters and property incorporate this design into the overall bustling design. Bracing indicated is to prevent buckling of individual truss web and/or Mord members only Additional temporary and permanent bracing is ah+ays required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the Iff fabrication, storage, delivery, erecliDn and bracing of trusses and tons systems, see ANSVTPI1 Quality Crherle, DSO -89 and SCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute. 210 N Lee Street. Suite 312, Alerandna, VA 22314. Tamps. FL 36610 Job Truss Truss Type Qty PlyPark Sq Hmf Pensacola -A 2572 712511569 PS02572A G3 FLAT 1 all Mid -Florida Lumber, Barlow, FL. 8.130 s Sep 15 2017 MiTek Industries. Inc. Wed Nov 15 06.28:19 2017 Pape 2 ID:BmphEGTrYbzDzCwFZNlpg4y3nG5-6vojSVN9edXTUA36byOwREa70__2yGhKevg6d''yJ0eO LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert "=100,8-11-353(F-253),12-22-10 Concentrated Loads (lb) Vert: 8=1368(F) O WARNING - VWW dasign pararnafars and READ NOTES ON TNS AND INCLUDED ABTEK REFERENCE PAGE N47477 nw. 160=20/6 BEFORE USE. Design valid for use only with MIT09 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 vent' the applicability of design parameters and property incorporate this design into the overall bWiling 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 trusses and truss systems, see ANSVTPII Quality Criteria. DS849 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Ins70Ne. 210 N Lee Wool. Suite 312. Alexandra. VA 22314. Tampa, Fl. 36610 Job Truss Truss Type Ory PyTJoabrF Sq HrN Pensacola -A 2572 T12511570 PS02572A GS FLOOR 1 toe) Vdefl Ud MIa-FlOnaa Lumoer, t$anOW, FL. 9 130 S Sep 15 2017 MI1 ex Industnes, Inc wed Nov 15 06:29:20 2017 Pagel ID:BmpISGTrYbzDzCwFZNlpct4y3nG5 a5M6grOnNwfK6JeJ9Iv9_R7T7OVdhtoU1ZP19RyJ0eP 1.8-8 I 3-5-0 I 1$8 1$B 1 20 II 2 1x4 II 3 20 II Scale = 1'9.4 6 5 2x4 II 4 REACTIONS. (Ib/size) 6=440/Mechanical, 4=440/Mechanical FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown WEBS 2-5=360/0 NOTES - 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) Girder carries tie-in span(s): 8-6-4 from 0.0-0 to 3.5-0 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0 131"X W) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 4-6=10, 1-3=-271(F-171) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING - Vwffy design parameters and READ NOTES ON TOGS AND INCLUDED WTEK REFERENCE PAGE NO -747$ rev. IOWMVIS BEFORE USE. Design valid for use only with MrTek* connector* This design 13 based only upon parameters shown, and is for an Individual building component, net a truss system. Before use, the building designer must verey 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 member* 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 fabncs7ron, storage, delivery, erection and bracing of trusses and truss systems, see ANSVrPl1 Quality Criteria. DSB419 and SCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Nexandna, VA 22314. Tamps. FL 36610 20 It I 1.8.8 I 20 II 3.5.0 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in toe) Vdefl Ud PLATES GRIP TCLL 400 Plate Grip DOL 100 TC 0.28 Vert(LL) -0.01 5 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 100 BC 0.31 Vert(TL) -001 5 >999 240 BCLL 0.0 Rep Stress Ina NO WB 0.08 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code FBC2014lrP12007 Matrix -R Weight: 16 Ib FT = 0% LUMBER- BRACING. - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.5-0 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. (Ib/size) 6=440/Mechanical, 4=440/Mechanical FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown WEBS 2-5=360/0 NOTES - 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) Girder carries tie-in span(s): 8-6-4 from 0.0-0 to 3.5-0 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0 131"X W) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 4-6=10, 1-3=-271(F-171) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING - Vwffy design parameters and READ NOTES ON TOGS AND INCLUDED WTEK REFERENCE PAGE NO -747$ rev. IOWMVIS BEFORE USE. Design valid for use only with MrTek* connector* This design 13 based only upon parameters shown, and is for an Individual building component, net a truss system. Before use, the building designer must verey 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 member* 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 fabncs7ron, storage, delivery, erection and bracing of trusses and truss systems, see ANSVrPl1 Quality Criteria. DSB419 and SCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Nexandna, VA 22314. Tamps. FL 36610 Job Truss Truss Type Ory 741.4 Park Sq HM Pensacola -A 2572 Plate Offsets (X.Y)- 13:0-3.4.0-2-81.15 0.3-4.D-2-81,17:0.3.0.0.3.41 LOADING (psf) SPACING- 2-0.0 CSI. ly 712511571 PS02572A H1 HIP 1 1 all Mid -Florida Lumber, Bartow, FL 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 15 06:28 212017 Page 1 ID BmphEGTrYbzDzCwFZNIpg4y3nG5.2lwUIB008EnBkTDViNOOWRTcojgOlyd5D9ChuyJ0eO 1-0-0 7-0-010$-2 14-0-4 21-0.4 1-0 0 1 7-04 3S2 I 382 I 7-" 5x5 = 30 = 4 5x5 = Scale a 1:36.8 3x6 = 30 = 5x6 = 346 = 7.0.0 14-0-4 21.0.4 I1I 7-0-0 741.4 7-M Plate Offsets (X.Y)- 13:0-3.4.0-2-81.15 0.3-4.D-2-81,17:0.3.0.0.3.41 LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in hoc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) -0.10 6-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.82 Vert(TL) -0.34 7-8 >741 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.22 Horz(TL) 0.10 6 rile n/a BCDL 10.0 Code FBC2014rrP12007 Matrix -R Wind(LL) 009 6.7 >999 360 Weight. 91 Ib FT = 0% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.1 BOT CHORD Structural wood sheathing directly applied or 74-14 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 6=1704/0.3-8, 2=1777/0-3-0 Max Hoa 2=75(LC 7) Max Uplift 6=375(LC 8), 2=417(LC 8) Max Grav 6-1784(LC 14),2=1848(LC 13) FORCES. (lb) - Max Comp./Max Ten - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3342!788, 3.4=2901x/38, 45=2908!)44, 5.6=3349/793 BOT CHORD 2-8-639/2946.7-8=72013086.6-7=-W/2903 WEBS 3.8=11/585, 4-8=379/158, 47=-373/153, 5-7=10/584 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vuh=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=2411; eave=oft; Cat. II; Exp B, Encl.. GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 375 Ib uplift at joint 6 and 417 lb uplift at joint 2. 7) Girder carries hip end with 7-0-0 end setback. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 503 Ib down and 189 Ib up at 14-04, and 503 Ib down and 189 lb up at 74)-0 on top 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 (pit) Vert. 1-3=60, 3-5=131(F=71), 5-6=60, 2-6=44(F=24) Concentrated Loads (lb) Vert: 3=385(F) 5=-385(F) O WARIONG - Yarlry design parameters and READ NOTES ON TrOS AND INCLUDED MTEK REFERENCE PAGE MIF7473 rev. 1010=016 BEFORE USE. Design valid for We only with MIT00 connectors This design Is based only upon parameters shown, and is for an Individual building component, nol a truss "am Before use, the building designer must verky the mWicabirrty of design parameters and property incorporate this design irdo the overall building design. Bracing indicated is to prevent buckling of individual lass web and/or Mord 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 IabrK ion. storage. delivery, erection and bracing of trusses and truss systems. we ANSVTPI1l Quality Crtterla. D38-09 and BCS) Building Component Safely Information available from Thus P18re InsuiNe. 218 N. Lee Street. Suis 312. Alexandria. VA 27314 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies No 6904 Parke East Blvd Tampa, FL 36610 Job Truss Truss Type Oty DEFL. Park Sq HnV Pensacola -A 2572 loc) Vdeft Ud TCLL 200 JPly 712511572 PS02572A H2 HIP 1 1 240 TCDL 10.0 Lumber DOL 1.25 BC 0.81 Ven(TL) job Reference 0 Mid-Flonda Lumber, Banow, FL 8.130 s Sep 15 2017 MITek Industries, Inc Wed Nov 15 06:28:21 2017 4-2-12 3.04 4-2-12 4-94 4x8 40 = Scale= 1:36 0 30 G 3x4 3x4 = Sx8 LOADING (psf) SPACING- 2.0.0 CSI. DEFL. in loc) Vdeft Ud TCLL 200 Plate Grip DOL 1.25 TC 0.52 Ven(LL) 0.17 2.9 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.81 Ven(TL) 0.45 7-8 556 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.16 Horz(TL) 0.05 7 n/a n/a BCDL 10.0 Code FBC2014frP12007 Matrix -R Wtnd(LL) 0.05 7-8 999 360 PLATES GRIP MT20 244/190 Weight. 102 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4.13 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Structural wood sheathing directly applied or 8-1-7 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 7=827/0-3-8,2--900/0-3-8 Max Horz 2-94(LC 9) Max Uplift 7=138(LC 10), 2=179(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1423/643, 3.4=1128/513, 4-5=962/509, 5-6=1132/518, 6-7=-1431/655 BOT CHORD 2-9=502/1230, 8-9=281/958, 7-8=517/1240 WEBS 4-9=78/307, 5-8=89/309, 3.9=317/252, 6.8-325/265 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vuft=140mph (3 -second gust) Vasd=108mph, TCDL-4.2psf: BCDL-3 Opsf; h=15ft: B=45ft: L=24ft; eave=4ft: Cat. II; Exp B: Encl.. GCpi=0.18; MWFRS (directional) and C -C Exterior(2) zone;C-C for members and forces d MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1 60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 138 Ib uplift at joint 7 and 179 Ib 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 - Verily dw*n parameters and READ NOTES ON TOS AND INCLUDED MTEK REFERENCE PAGE MLLY473 rev. 100D. W015 BEFORE USE. Design valid for use only with MRelk® 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 veMy the applicability of design paramafers and properly incorporate this design rMo 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 sl+iays required for stability and to prevent collapse wen possible personal injury and property damage For general guidance regarding the fabrication, storage. delivery. erection and bracing of trusses and truss systems. sea ANSVTPI11 Quality Crlterls. DSB49 and BCS1 Building Component 6904 Parke East Bled Safety Information available from Truss Plate Inshlule. 218 N. Lee Street. Suite 312. Alexandria, VA 22314 Tampa, FL 36610 Job Truss Truss Type Qty in Park Sci Hm/ Pensacola -A 2572 I Ud PLATES GRIP I ly 712511573 PS02572A J5 JACK 1 1 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.25 Ven(TL) 007 Job Reference a Mid -Florida Lumber, Banow, FL. 8.130 s Sep 15 2017 MTek Industries. Inc. Wed Nov 15 06:28:22 2017 Page 1 ID:fyM4RcUTJv54aMVS75Y2Mly3nC-4•XUUs5XP2vYv2LdohG4xd3sCnoCC_9oYnKtumEKyJOeN t-0-0 5-0-0 t 0 0 5_" 2x4 = 5.0.0 S11_!1 1 Stale - 1. 17.0 LOADING (pst) SPACING- 2-0.0 CSI. DEFL. in loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Ven(LL) 0.03 2.4 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.25 Ven(TL) 007 24 809 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 3 1118 n/a BCDL 10.0 Code FBC2014/rP12007 Matrix -P Wind(LL) 0.00 2 360 Weight: 18 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (Ib/size) 3=128/Mechanical, 2=275/0-7-8,4=46/Mechanical Max Hoa 2=89(LC 10) Max Uplift 3=56(LC 10), 2=64(LC 10) Max Grav 3=128(LC 1), 2=275(LC 1), 4=93(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0.0 oc purtins. BOT CHORD Structural wood sheathing directly applied or 10.0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vuh=140mph (3 -second gust) Vasd=108mph; TCDL-4.2ps1; BCDL=3.Ops1; h=1511; B=45ft; L-24ft, eave=6ft, Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C -C Extenor(2) zone;C-C for members and fomes d 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 56 Ib uplift at joint 3 and 64 Ib 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 - VwW design parameters and READ NOTES ON 7105 AND INCLUDED 110TEK REFERENCE PAGE M47477 rev. /1119Y2016 BEFORE USE. Design valid for use only with MRek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, nol a truss system. Before use, the budding designer must vert y the applicability of design parameters and property incorporate this design irdo the overall budding design Brac ng indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing is &Heys required for stability and to praverd w08pae with possible personal injury and Property damage For general guidance regarding the In fabrication. storage. delivery. erection and bra" of trusses and truss systems, we ANSVTPl1 Quality Cinema. OSS49 and BCSI Building component 6904 Parke East Blvd. Setety Information available from Truss Plate Inslduls. 218 N Lee Street. Suite 312. Alexandria. VA 22314. Tampa. FL 36610 Job Truss Truss Type Oty 6.10-0 Park Sq HM Pensacola -A 2572 LOADING (psf) JPly 712511574 PS02572A J6 JACK 3 1 Ud PLATES GRIP TCLL 200 Plate Grip DOL 1.25 TC 0.84 job Reference (optional) Mid -Florida Lumber, Barlow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 15 06:28 22 2017 Page 1 I D,"RcUTJv54aMVS75Y2M1y3nG4-X UUs5XP2vYv2LdohG4xd3sCfsC719oYnKtumE KyJOeN 6.10.0 6.10-0 Scale = 1:218 20 = LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 1=266/Mechanical, 2-199/Mechanical, 3=66/Mechanical Max Horz 1-97(LC 10) Max Uplift 1=19(LC 10), 2=90(1.0 10) Max Grav 1=266(LC 1), 2=199(LC 1), 3=133(LC 3) FORCES. (lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-1-15 oc purlins BOT CHORD Structural wood sheathing 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=6ft; Cal. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C -C Exterlor(2) zone;C-C for members and forces d 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 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 19 Ib uplift at joint 1 and 90 Ib 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 . Verily design parameters and READ NOTES ON TWS AND INCLUDED WTEK REFERENCE PAGE NIF7475 nv. /tYD7170f6 BEFORE USE. Design valid for use only with MRek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a was system Before use. the building designer must verity the applicability of design parameters and properly rncorporste this design into the overall budding design. Bracing indicated is to prevent buckling of individual trust 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 In fabrication. storage, delivery, erection and bracing of trusses and truss systems. see ANSVTPI1 Quality Criteria, DS649 and Best 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 6.10-0 LOADING (psf) SPACING- 2-D-0 CSI. DEFL. in hoc) Vdeg Ud PLATES GRIP TCLL 200 Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0.12 1-3 682 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.55 Verl(TL) 0.29 1-3 273 180 BCLL 00 ' Rep Stress Inv YES WB 0.00 Horz(TL) 0.DO 2 n/a n/a BCDL 10.0 Code FBC20141TP12007 Matrix -P Wind(LL) 0.00 1 360 Weight: 22 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 1=266/Mechanical, 2-199/Mechanical, 3=66/Mechanical Max Horz 1-97(LC 10) Max Uplift 1=19(LC 10), 2=90(1.0 10) Max Grav 1=266(LC 1), 2=199(LC 1), 3=133(LC 3) FORCES. (lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-1-15 oc purlins BOT CHORD Structural wood sheathing 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=6ft; Cal. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C -C Exterlor(2) zone;C-C for members and forces d 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 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 19 Ib uplift at joint 1 and 90 Ib 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 . Verily design parameters and READ NOTES ON TWS AND INCLUDED WTEK REFERENCE PAGE NIF7475 nv. /tYD7170f6 BEFORE USE. Design valid for use only with MRek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a was system Before use. the building designer must verity the applicability of design parameters and properly rncorporste this design into the overall budding design. Bracing indicated is to prevent buckling of individual trust 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 In fabrication. storage, delivery, erection and bracing of trusses and truss systems. see ANSVTPI1 Quality Criteria, DS649 and Best 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 Job Truss Truss Type Ory Py Park Sq HnV Pensecola-A 2572 CSI. DEFL. in loc) Udell L/d PLATES GRIP 712511575 PS02572A J7 JACK 28 1 MT20 244/190 Mid -Florida Lumber, Barlow, FL. 8 130 s Sep 15 2017 M1Tek Industries. Inc. Wed Nov 15 06:28:23 2017 Page 1 ID:"RcUTJv54aMVS75Y2M1y3nG47g2EllOggrl vznNugoSsc4lricSbuFowZXeJmmyJOeM 1-0-0 7-0-0 1-0-0 7-0-0 2x4 = Scale - 1.21.8 FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES - 1) Wind: ASCE 7-10, Vul1=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=1511; 8=45ft; L=2411; eave=6ft; Cat. II; Exp B, Encl. GCpk=0.18; MWFRS (directional) and C -C Extenor(2) zone;C-C for members and forces d MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1 60 2) This truss has been designed for a 10.0 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 rd between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 85 Ib uplift at joint 3 and 68 Ib 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 Aw. 0 WARNING - Verily design parameters and READ NOTES ON 7105 AND INCLUDED AFTER REFERENCE PAGE 1111111,74741 rw. /0,03/20/6 BEFORE USE Design valid for use only with MRokB con negois This design Is based only upon parameters shown, and Is for an individual building component, not e truss system Before use, the building designer must verity the applicability of design p)rsrpeters and properly incorporate this design Imo the overall buildingdesign Bracing indicated rs to prevent buckling of individual Was web andtor chord members" Additional temporary and permanent bracing is ohvrys required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, election and bracing of trusses and truss "am&, see ANSVrPII Quality Criteria, DSO -09 and BCSI Building Component 6904 Parke East Blvd Safety Information avallable from Truss PLO$ Institute, 218 N Lee Street, Suite 312, Alexandria, VA 22314 Tampa, FL 36610 7-0.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) -0.12 2-4 >688 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 SC 0.55 Vert(TL) -029 2.4 >275 180 BCLL 0.0 ' Rep Stress Inv YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014rrPI2007 Matrix -P Wind(LL) 0.00 2 "" 360 Weight: 24 Ib FT = 0% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing direly applied or 64)-0 oc purlins BOT CHORD 2x4 SP No.2 BOT CHORD Structural wood sheathing directly applied or 100 oc bracing. REACTIONS. (Ib/size) 3=191/Mechanical, 2=352/0.7-8, 4=66/Mechanical Max Horz 2=117(LC 10) Max Uplift 3=85(LC 10), 2=68(LC 10) Max Grav 3=191(LC 1), 2=352(LC 1), 4=133(LC 3) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES - 1) Wind: ASCE 7-10, Vul1=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=1511; 8=45ft; L=2411; eave=6ft; Cat. II; Exp B, Encl. GCpk=0.18; MWFRS (directional) and C -C Extenor(2) zone;C-C for members and forces d MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1 60 2) This truss has been designed for a 10.0 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 rd between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 85 Ib uplift at joint 3 and 68 Ib 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 Aw. 0 WARNING - Verily design parameters and READ NOTES ON 7105 AND INCLUDED AFTER REFERENCE PAGE 1111111,74741 rw. /0,03/20/6 BEFORE USE Design valid for use only with MRokB con negois This design Is based only upon parameters shown, and Is for an individual building component, not e truss system Before use, the building designer must verity the applicability of design p)rsrpeters and properly incorporate this design Imo the overall buildingdesign Bracing indicated rs to prevent buckling of individual Was web andtor chord members" Additional temporary and permanent bracing is ohvrys required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, election and bracing of trusses and truss "am&, see ANSVrPII Quality Criteria, DSO -09 and BCSI Building Component 6904 Parke East Blvd Safety Information avallable from Truss PLO$ Institute, 218 N Lee Street, Suite 312, Alexandria, VA 22314 Tampa, FL 36610 Job Truss Truss Type Oy LOADING (psf) Park Sq Hrid Pensacola -A 2572 CSI. DEFL. in loc) Vdefl Ud PLATES GRIP JPIy 712511576 PS02572A KJ5 MONO TRUSS 1 1 Lumber DOL 1.25 Mid -Florida Lumber, Bartow. FL. 8.130 s Sep 15 2017 MTek Industries, Inc Wed Nov 15 06:28.24 2017 Page 1 ID 79wSfyV54CDxCW4eho3HvVy3nG3-TIccWCRIR99mbny4OVz58HH8e7mldh13oBNsICyJOeL 3-4-11 I 7-0.14 I1-50 3-4-11 3.8.3 20 = Scale = 1.16 7 n 7.0.14 714 LOADING (psf) SPACING- 2.0-0 CSI. DEFL. in loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.31 VeM(LL) -0.12 2-6 >667 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.65 Vert(TL) -0.29 2-6 >274 180 BCLL 0.0 Rep Stress Incr NO WB 0.08 HOrz(7L) 0.00 5 n/a n/a BCDL 10.0 Code FBC20141TP12007 Matrix -P Wind(LL) 0.01 2-6 >999 360 Weight 30 Ib FT = 0% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins. BOT CHORD 20 SP No.2 BOT CHORD Structural wood sheathing directly applied or 10-0.0 oc bracing. WEBS 20 SP No.3 REACTIONS. (Ib/size) 4=153/Mechanical, 2=271/0-7-8, 5=157/Mechanical Max Horz 2-79(LC 8) Max Uplift 4=-61(LC 8), 2-69(LC 8), 5=3(LC 8) Max Grav 4=153(LC 1), 2=271 (LC 1), 5=171(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=286/40 BOT CHORD 2-6=89/253 WEBS 3-6=265/93 NOTES - 1) Wind: ASCE 7-10: VuM=140mph (3 -second gust) Vasd=108mph; TCDL=4 2psf, BCDL=3.Opsf: h=1 51t; 8=45ft, L=24ft, eave=6ft, Cat. Il, 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 61 Ib uplift at joint 4, 69 Ib uplift at joint 2 and 3 Ib uplift at joint 5 6) 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 (pff) Ven: 1-7=60 Trapezoidal Loads (plf) Vert: 7=0(F=30, B=30) -to -4=106(F=23, B=23), 2=2(F=9, B=9) -to -5=-35(F=-8, B=-8) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING - VWMy design parameters and READ NOTES ON TOS AND INCLUDED 110TEK REFERENCE PAGE M/I.7472 rev. 109=015 BEFORE USE Design valid for use only with MiTek® connectors This design is based only upon parameters drown, and Is for an individual bulld[rV component, not a truss system Before use, the building designer must verify the applicability of design parameters and property incorporate tins design into the overall building design. Bracing urticated is to prevent buckling of individual cast web andfor chord members only. Additional temporary and permanem bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Iff fabrication, storage, delivery, erection and bracing of busses and truss systems, see ANSVTPI1 pushy Criteria. DSBaf and SCSI Building Component 69N Parke East Blvd Safety Intontutlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314 Tampa, FL 36610 Job Truss Truss Type Oy Park Sq Hm/ Pensacola -A 2572 4-8.9 LOADING (psf) 11 712511577 PS02572A KJ7 MONO TRUSS 6 1 Ud Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 15 06:28:25 2017 Page 1 ID•79wSfyV54CDxCW4eho3H Wy3nG3-x397jYRwCTHdC5WGxCVKhVgEYP9wM4RDOr7OgyJ0eK 1.5-0 52.4 9-10.13 510 S2 4 4-8-9 9 20 = 10 II 5 30 = Scale -1.22.5 LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No 2 WEBS 20 SP No.3 REACTIONS. (Ib/size) 4=252/Mechanical, 2=429/0.7-8, 5=377/Mechanical Max Horz 2=143(LC 8) Max Uplift 4=105(LC 8), 2=-81(LC 8), 5=39(LC 8) Max Grav 4=254(LC 13), 2=429(LC 1), 5=377(LC 1) FORCES. (lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=798/47 BOT CHORD 2-7=155/730, 6.7=155!730 WEBS 3.7/271, 3-6=793/168 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins BOT CHORD Structural wood sheathing directly applied or 10.0-0 oc bracing. NOTES - 1) Wind, ASCE 7-10: Vuh=140mph (3 -second gust) Vasd=108mph; TCDL=4.2ps1; SCDL=3.Ops1; h=15h; B=4511; L=2411; eave=6ft; Cat II, Exp B; Encl., GCpi=O 18; MWFRS (directional); Lumber DOL -1 60 plate gnp DOL=1.60 2) This truss has been designed for a 10 0 ps1 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 105 Ib uplift at joint 4, 81 Ib uplift at joint 2 and 39 Ib uplift at joint 5. 6) 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 (plq Vert 1-8=60 Trapezoidal Loads (plf) Vert. 8=0(F=30, B=30yto-4=148(F=-44, B=-44),2=2(1`-9, 13=9) -to -5=49(1`=15, 13=15) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies QWARMNG - Verily dasfgn parametera and READ NOTES ON TNS AND INCLUDED aeTEK REFERENCE PAGE N0.7477 rev. 144UrMS BEFORE USE. Design valid for use only with MRek® connectors. Thle design Is based only upon parameters shown, and is for an aidividud building componad, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall _ budding design. Bracing indicated is to prevent bucking of individual thus web and/or chord members only Additional temporary and permanent bracing is budding required for stabaay, and to prevent collapse with possible personal inlury and property damage. For general guidance regarding IM fabrication, storage, delivery. ereclon and bracing of lasses and truss systems, see ANSVTPn Quality Criteria. DSB-89 and SCSI Building component 69W Parks Eats Blvd. Safety Information available from Trust Plate In Mus. 218 N Lee Street. Sues 312. Alexandna. VA 22314 Tampa. FL 36610 32A 4-8.9 LOADING (psf) SPACING- 2.0-0 CSI. DEFL. in loc) War! Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.02 6.7 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 125 BC 0.49 Vert(TL) 0.10 6.7 999 180 BCLL 0.0 ' Rep Stress Incr NO WS 0 38 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014rrPI2007 Matnx-R Wind(LL) 0.02 6-7 999 360 Weight: 42 Ib FT - 0% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No 2 WEBS 20 SP No.3 REACTIONS. (Ib/size) 4=252/Mechanical, 2=429/0.7-8, 5=377/Mechanical Max Horz 2=143(LC 8) Max Uplift 4=105(LC 8), 2=-81(LC 8), 5=39(LC 8) Max Grav 4=254(LC 13), 2=429(LC 1), 5=377(LC 1) FORCES. (lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=798/47 BOT CHORD 2-7=155/730, 6.7=155!730 WEBS 3.7/271, 3-6=793/168 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins BOT CHORD Structural wood sheathing directly applied or 10.0-0 oc bracing. NOTES - 1) Wind, ASCE 7-10: Vuh=140mph (3 -second gust) Vasd=108mph; TCDL=4.2ps1; SCDL=3.Ops1; h=15h; B=4511; L=2411; eave=6ft; Cat II, Exp B; Encl., GCpi=O 18; MWFRS (directional); Lumber DOL -1 60 plate gnp DOL=1.60 2) This truss has been designed for a 10 0 ps1 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 105 Ib uplift at joint 4, 81 Ib uplift at joint 2 and 39 Ib uplift at joint 5. 6) 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 (plq Vert 1-8=60 Trapezoidal Loads (plf) Vert. 8=0(F=30, B=30yto-4=148(F=-44, B=-44),2=2(1`-9, 13=9) -to -5=49(1`=15, 13=15) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies QWARMNG - Verily dasfgn parametera and READ NOTES ON TNS AND INCLUDED aeTEK REFERENCE PAGE N0.7477 rev. 144UrMS BEFORE USE. Design valid for use only with MRek® connectors. Thle design Is based only upon parameters shown, and is for an aidividud building componad, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall _ budding design. Bracing indicated is to prevent bucking of individual thus web and/or chord members only Additional temporary and permanent bracing is budding required for stabaay, and to prevent collapse with possible personal inlury and property damage. For general guidance regarding IM fabrication, storage, delivery. ereclon and bracing of lasses and truss systems, see ANSVTPn Quality Criteria. DSB-89 and SCSI Building component 69W Parks Eats Blvd. Safety Information available from Trust Plate In Mus. 218 N Lee Street. Sues 312. Alexandna. VA 22314 Tampa. FL 36610 Job Truss Truss Type Oty in Park Scl Hen/ Pensacola -A 2572 Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 ly Job 712511578 PS02572A KJ58 MONO TRUSS 1 TCDL 10.0 Lumber DOL 1.25 SC 0.86 Vert(TL) 0.48 2-6 186 a Mid -Florida Lumber, Bartow. FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 15 06:28:24 2017 Page 1 ID:79wStyV54CDxC W4eho3HOly3nG3-TIccWCRIR99mbxy4OVz58HH737jzdhO3oBNsICyJOeL 5-O4-1-14 7-10-1 I 1.5-0 4-1-14 3-8-3 20 = Scale - 1 ISO LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) 0.19 2-6 482 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 SC 0.86 Vert(TL) 0.48 2-6 186 180 BCLL 00 ' Rep Stress Inv NO WB 0.11 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix -P Wind(LL) 0.01 2-6 999 360 Weight, 32 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No 2 BOT CHORD 2x4 SP No.2 WEBS 20 SP No 3 REACTIONS. (Ib/size) 4=171/Mechanical, 2=308/0.7-8, 5=216/Mechanical Max Horz 2=94(LC 8) Max Uplift 4=69(LC 8), 2=72(LC 8), 5=14(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-3=344/53 BOT CHORD 2-6=114/304 WEBS 3-6=327/122 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10.0-0 oc bracing. NOTES - 1) Wind, ASCE 7-10, Vu8=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3 Opsf: h=15ft; B-4511; L=2411; eave=6R: Cal. 11; 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 nonconcurent 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 rd between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 69 lb uplift at joint 4, 72 Ib uplift at joint 2 and 14 Ib uplift at joint 5. 6) 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, 1-7=60 Trapezoidal Loads (plf) Vert: 7=0(F=30, B=30) -to -4=118(F=29, B=29), 2=2(F=9, B=9) -to -5=39(F=10, B=10) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARNING - Verfly design parameters and READ NOTES ON TIUS AND INCLUDED WTEK REFERENCE PAGE am -7477 rev. I41W015 BEFORE USE. Design valid for use only with MrekB connectors. This design is based only upon parameters shown, and is for an indMdusl building component, no a truss system. Before use. the building designer must verily the applicability of design parameters and property maorMate this design Into the overall building design. Bracing indicated is to prevent buckling of nclMdual tons web andfor Nord 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 In fabrication, storage, delrvery. erection and bracing of trusses and truss systems. as ANSVTPI7 Ouslity, Crttorla, DS049 and SCSI Building Component 6904 Parke East Blvd Safety Information evadable from Truss Piro Institute. 218 N Lee Street, Suite 312. Alexandria. VA 22314 Tampa, FL 36610 Job Truss Truss Type Ory DEFL. Park Sq Hm/ Pensacola -A 2572 hoc) Well L/d TOLL 20.0 ly 712511579 PS02572A L7 MONO HIP 1 1Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8 130 s Sep 15 2017 MTek Industries, Inc. Wed Nov 15 0628 25 2017 Page 1 ID:cLUgslVjr W LogglgF Wa WSjy3nG2-x399jYRwCTHdC5WGxCVKhVgEsP63MO WDOr70gfyReK 5S8 1.5$ 5x8 = 1.5x4 II 40 = LOADING (psi)SPACING- 1-0-0 CSI. DEFL. in hoc) Well L/d TOLL 20.0 Plate Grip DOL 1.25 TO 0.60 Vert(LL) 0.03 4-5 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.68 Vert(TL) 0.07 4-5 999 160 BOLL 0.0 ' Rep Stress Ina NO WB 0.63 HOrz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2014rrP12007 Matrix -P Wind(LL) 0.02 4-5 999 360 LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 'Except' BOT CHORD 2-5: 2x4 SP No.2 REACTIONS. (Ib/size) 1=1283/0-3-8,4=2227/Mechanical Max Horz 1=38(LC 8) Max Uplift 1-245(LC 5), 4-465(LC 5) Max Grav 1=1283(LC 1), 4=2232(LC 13) FORCES. (Ib) - Max Comp./Max. Ten -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=2450/477 BOT CHORD 1-5-435/2159, 4-5=152/742 WEBS 2-5=554/2774, 2-4-1715/352 Scale = 140 8 PLATES GRIP MT20 244/190 Weight: 40 Ib FT - 0% Structural wood sheathing directly applied or 3.2-2 oc purlins, except end verticals. Structural wood sheathing 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=1511; B=45ft; L=2411; eave=oft; Cat. II; Exp B; Encl.. GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live 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 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 245 Ib uplift at joint 1 and 465 Ib uplift at joint 4. 7) Girder carries tie-in span(s): 5.40 from 0-0.0 to 4-0.12; 21-0-4 from 4-0.12 to 7.0-0 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 154 Ib down and 31 Ib up at 5.641 on top chord, and 204 Ib down and 41 Ib up at 5-6-8, and 1579 Ib down and 314 Ib up at 44)-12 on bottom chord. The designiselection of such correction 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 (pit) Vert: 1-2=30, 2-3=30, 1-5=64(8=54). 4.5=385(B=375) Concentrated Loads (lb) Vert: 2=154(F) 5=1579(8) 6=204(F) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 wmwNG - Verily assign Pr.,. Arid READ NOTES ON DDS AND INCLUDED IIBTEK REFERENCE PAGE 4011.74n rev. 1097rMS BEFORE USE. Design valid for use only with MrT*W connectors. This design is based only upon parameters shown, and is Aor an individual budding component, not a buss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overact building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing ns always reQuued for stabady 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 ANSVTPR Quality Criteria, DS949 and SCSI Building Component 6904 Parke East Blvd salary Information available from Truss plate Instxute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314 Tampa, FL 36610 Job Truss Truss Type Oly LOADING (psf) Sq Hm/ Pensecole-A 2572 CSI. DEFL. in loc) Vdefl Ud PLATES GRIP JPIyPark 712511580 PS02572A V1 GABLE t Lumber DOL 1.25 BC 0.03 Vert(TL) -0.01 7 n/r 80 BCLL 0.0 ' Rep Stress Inv NO Mid -Florida Lumber, Barlow, FL 8.130 s Sep 15 2017 MTek Industries, Inc. Wed Nov 15 06:28:26 2017 Page 1 I D:cLUgslVjr WLoggfgF Wa WSjy3nG2-PFjNxuSYzmPUgE 5TVwOZDiNXapcP5 W MF VszN5yJ0eJ 3.4-0 I 5-0-0 I 680 780 I 1-0-0 1$0 141-0 1.8-0 4x4 = 12 11 10 9 a 20 II 20 II 20 II 2x4 II bc4 II Scale - 1.19.9 1$11 3-4-0 1$-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.09 Vert(LL) -0.00 7 n/r 180 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.03 Vert(TL) -0.01 7 n/r 80 BCLL 0.0 ' Rep Stress Inv NO WB 002 Horz(fL) 0.00 8 n/a We BCDL 10.0 Code FBC2014RPI2007 Matrix -R Weight: 401b FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-8-0 oc puffins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No 3 BOT CHORD Structural wood sheathing directly applied or 6.0.0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 6-8-0. lb) - Max Hors 12=41 (LC 6) Max Uplift All uplift 100 lb or less at joints) 12.8, 10. 11. 9 Max Grav All reactions 250 Ib or less at joints) 12.8 except 10=297(LC 1). 11=299(LC 13), 9=298(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES - 1) Unbalanced roof live loads have been considered for this design 2) Wind. ASCE 7-10; Vult=140mph (3 -second gust) Vasd=108mph; TCDL=4 2psf, BCDL=3 Opsf, h=15ft; B=45ft; L=2411; eave=2ft; Cat. 11, Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate gnp DOL=1 60 3) Truss designed for wind loads in the plane of the truss only For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0.0 wide will f4 between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 12, 8, 10, 11, 9. 10) Girder carries tie-in span(s): 6.10.0 from 0-0-0 to 6-8-0 11) 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 (pit) Vert: 8-12-111(8-91),1-2-60,2-4=-60,4-6-60,6-7=-W Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWAR70No - Verify Mslrn Parameters and READ NOTES ON TNS AND INCLUDED WTEK REFERENCE PAGE M0.7473 rov. 10=7015 BEFORE USE Design valid for use only with MnekB connectors. This design is based only upon parameters shown, and Is for an mdrvidual building component, not a truss system. Before use. the building designer must verily the applicability of design parameters and property incorporate this design into the overall.. budding design. Bracing mdwMed is to prevent buckling of individual truss web and/or Mord 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 N! fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria. DSBa9 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute. 218 N. Lee Street, Susie 312. Alexandria. VA 22314 Tampa. FL 36610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y 4 offsets are indicated. 64-8 dimensions shown in ft-in-sixteenths Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal or x-bracing, is always required. See SCSI. O'y16 c1•2 c2•3 2. Truss bracing must be designed by an engineer. For O4,racing O3. WEBS tN4 wide trussspacing, individual lateral braces themselves may require bracing, or alternative Tor 1 should be consider= Never exceed the design loading shown and never 0. U stack materials on inadequately braced trusses. Op 4. Provide copies of this truss design to the building cFor4x2orientation, locate designer, erection supervisor, property owner and BOTTOM CHORDSplates0- 'old' from outside all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from Plate location details available in MiTek 20120 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSl1TPI 1. i software or upon request NUMBERS/LETTERS. S. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS expressly this desn is ted Porlicable for9. use ICC-ES Reports: with fire retardant. nless preservativgeeservative treagreen Ilumber. The first dimension is the plate 10. Camber is a non-structural consideration and is the width measured perpendicular4x4 ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator. General practice is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, sae, orientation and location dimensions , indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be o1 the spades and size, and Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. If indicated. Lumber design values are in accordance with ANSI/TPI 1 t ns relsection6.3 These truss designsg y on lumber values 14. Bottom chords require lateral bracing at 10 ft. spacing, j or less, if no ceiling is installed, unless otherwise noted. A BEARING established by others. Indicates location where bearings supporls) occur. Icons vary but 2012 MiTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not wt or alter cuss member or plate without prior approval of an engineer. reaction section indicates joint number where bearingsoccur. 17. Install and load vertically unless indicated otherwise. Min size shown is for Crushing Only. 16. Use of green or treated lumber may pose unacceptable , Effl1 environmental, health or performance risks. Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient BCSI: Building Component Safety Information, r 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSIrrPI 1 OualAy Criteria. Installing & Bracing of Metal Plate SConnectedWoodTrusses. MiTek Engineering Reference Sheet: MI1-7473 rev. 10/03/2015 RECORD COPY D City of Sanford Building and Fire Prevention Product Approval Specification Form LD Nc Permit # ## 1 7- 3 5 1 7 SANFORD FjOAR O Project Location Address As required by Florida Statute 553.842 and Florida Administrative Code 9N-3, please provide the information and product approval number(s) on the building components listed below if they are to be utilized on the construction project for which you are applying for a building permit. We recommend that you contact your local product supplier should you not know the product approval number for any of the applicable listed products. Be aware that windows, skylights, and exterior doors must be tested in accordance with the Florida Building Code, Section 1714.5. More information about Statewide Product Approval can be obtained at www.floridabuilding.org. The following information must be available on the jobsite for inspections: 1. This entire product approval form 2. A copy of the manufacturer's installation details and requirements for each product. Category / Subcategory Manufacturer Product Description Florida Approval # include decimal 1. Exterior Doors Swinging Therma - Tru Single Door w/Sidelites FL8871.6 Sliding MI Windows and Doors Series 420 Alum SGD - 2 Panel FL 15332.4 Sectional Clopay Building Products 94rr40-W4 FL15279.20 Roll U Automatic Other 2. Windows Single Hung MI Windows & Doors Series GA 185 Aluminum SH FL 17499.2 Horizontal Slider Casement Double Hun Fixed MI Windows & Doors Series GA 185 Alum Picture Fixed FL15349.1 Awning Pass Through Projected Mullions MI Windows & Doors 5764 Verical Alum Mullion FL 15353.2 Wind Breaker Dual Action Other June 2014 Category / Subcategory Manufacturer Product Description(including Florida Approval # decimal 3. Panel Walls Siding James Harding Bldg Products Hardie Panel FL13223.2 Soffits Aluminum Coils, Inc Coils / Soffits FL12194.1 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4. Roofing Products Asphalt Shingles IKO Industries, LTD Asphalt Shingles / Cambridge FL7006.1 Underly ments Warrior Roofing 15 and #30 Roofing Felt FL2346.1 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shingles Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofing slate Cements/ Adhesives / Coating Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E.P.S. Roof Panels Roof Vents Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # include decimal 5. Shutters Accordion Bahama Colonial Roll u Equipment Other 6. Skylights Skylights Other 7. Structural Components Wood Connectors / Anchors Truss Plates Engineered Lumber Railing Coolers/Freezers Concrete Admixtures Precast Lintels Insulation Forms Plastics Deck / Roof Wall Prefab Sheds Other 8. New Exterior Envelope Products Applicant's Signatu Applicant's Name Please Print) June 2014 Florida Building Code Online Page 1 of 4 u Professional Re BGS Nome I Log In I User Registration ! Hot Topicss Submit Surcharge I Stats 8 Facts i Publications I FBC Staff l SCIS Site Map I Links I Search b*'Rr a Product Approval t USER: Public User Product Approval Menu > Product or Application Search > Application Ust > 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 rickw@rwbldgconsultants.com Authorized Signature Vivian Wright rickw@rwbidgconsultants.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered, Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Lyndon F. Schmidt, P.E. the Evaluation Report Florida License PE -43409 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2018 Validated By Ryan 1. King, P.E. G Validation Checklist - Hardcopy Received Certificate of Independence FL8871 R7 COI (a) CERTIFICATE OF INDEPENDENCE.Ddf Referenced Standard and Year (of Standard) Standard Year ASTM D1929 1996 ASTM D2843 1999 ASTM D635 2003 ASTM E1300 1998 ASTM E84 2000 ASTM G26 1995 TAS 201, 202, 203 1994 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect FL8871 R7 Eouly of STANDARDS (a).Ddf http://,,Arww.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgty3Ij Wak2nHrp... 9/18/2017 Florida Building Code Online 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 Page 2 of 4 FL # Model, Number or Name Description 8871.1 a. 'ClassicCraft Rustic" Series 3'6 x 8'0 "Impact" Opaque Fiberglass Radius Top Single Door (X) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 II (a) INST 8871.1.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure. N/A Evaluation Reports Other: See INST 8871.1 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.1.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. 8871.2 b. "ClassicCraft" or "ClassicCraft 3'6 x 8'0 "Impact" Opaque Fiberglass Single Door (X) - Rustic" Series Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 II (a) INST_ 8871.2.udf 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 810 '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 11 (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 Other: See INST 8871.3 for Design Pressure Ratings by Evaluation Reports FL8871 R7 AE (a) EVAL 8871.3.udf 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 II (a) INST 8871.4.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.4 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.4.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of "J" part numbers for these sidelites, which have been stained or painted within six months of installation.) Note - ASTM E1300-98 utilized for areas inside the HVHZ 8871.5 e. "FiberClassic" or "SmoothStar" 3'0 x 8'0 "Impact" Opaque Fiberglass Single Door (X) - Series Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 11 (a) INST 8871.5.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.5 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.5.odf Created by Independent Third Party: Yes http://w,A,w.floridabuilding.org/pr/pr_app_dtl-aspx?param=wGEVXQwtDgty3Ij Wak2nHrp... 9/18/2017 Florida Building Code Online Page 3 of 4 specific Model and for any other additional use limitations and installation instructions. 8871.6 f. "FiberClassic" or "SmoothStar" 3'0 x 8'0 "Impact" Opaque Fiberglass Single Door with Series Sidelite (OX or XO) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FLO871 R7 II (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" 3'0 x 8'0 "Impact" Opaque Fiberglass Single Door with Series sidelites (OXO) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 II (a) INST 8871.7.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.7 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.7.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 "J" part numbers for these sidelites, which have been stained or painted within six months of installation.) Note - ASTM E1300-98 utilized for areas inside the HVHZ 8871.8 h. "FiberClassic", "SmoothStar", 6'0 x 8'0 "Impact" Opaque Fiberglass Double Door (XX) - ClassicCraft" or "ClassicCraft Inswing or Outswing Rustic" Series Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 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 L "FiberClassic", "SmoothStar", 6'0 x 8'0 "Impact" Opaque Fiberglass Double Door with ClassicCraft" or "ClassicCraft sidelites (OXXO) - Inswing or Outswing Rustic" Series Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 II (a) INST 8871.9.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.9 for Design Pressure Ratings by FL8671 R7 AE (a) 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 "J" part numbers for these sidelites, which have been stained or painted within six months of installation.) Note - ASTM E1300-98 utilized for areas inside the HVHZ Contact U :: 2601 Blau Stone Road. Tallahassee Fl. 32399 Phone: 850-487•1824 The State of Florida is an AA/EEO employer. Copyright 2007.2013 State of Florida.:: Pnya[.Y 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 pubiK•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 455, F.S. must provide the Department with an email address H they have one. The emalls orovrded 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 dock here. Product Approval Accepts: http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQA,tDgty3Ij Wak2nHrp... 9/18/2017 Florida Building Code Online Credit Card Safe Page 4 of 4 http://,A,ww.floridabuilding.org/pr/P _app_dtl.aspx?param=wGEVXQwtDgty3IjWak2nHrp... 9/18/2017 THERMAITRU 0 THERMA TRU DOORS 1 1 B INDUSTRIAL DR.. EDGERTON, OH 43$1 i SMOOTH STAR & FIBER CLASSIC FIBERGLASS SINGLE "IMPACT" DOOR w/ "NON -IMPACT` SIDELITE INSWING / OUTSWING GENERAL NOTES 1. This product hos been evoluoted and is in compliance with the 5Ih Edillon )2014) Florldo Building Code )FEC) structural requirements Including the "High Vekully Humane lone' )HVH2). 2 Product anchors shall be as listed and spaced as shown on detols. Anchor embedment to base motedal shall be beyond wall dresstng or stucco. 3. When used In the "HVHr the opaque door comples with Section 1626 of the Floddo Building Code and does not require an Impact resistant covering. The nal+mpact sidelle must be protected with an impact resistant covering complying vAlh Section 1626 of the FBC. 4. When used N areas outside of the'HVHP requiring wind borne debris protection the opaque door complies vAlh Section 1609.1.2 of the FRC and does not require on Impact resistant covering. The door panel meets missile IsveI'D' and includes Wind lone 4 as defined In ASTM E1996 and Section 1609.1.2.2 of the FBC. The non -impact sideOles must be protected with on impact resistant covering complying wllh Section 16M. 1.2 0l the FBC. S. For 2r stud homing comtnaclion, anchoring o1 these units shall be the some as that shown log 2x buck masonry contraction. 6. Site conditions that deviate from the delols of this drawing require further engineering onalysis by a licensed engineer or registered architect. 7. ' Oulswing configurations using coastal sill Item 114 under active doors, and all sOb cued under the sldelles, meet water infilhotton requirements for'HVHr. 8. Inswing configurations and oulswing configurations using s® Item Y5 under the door do not meet the water Infiltration requirements for the'HVHr and shall be Installed only In non -habitable areas or at habitable locations protected by on overhang or canopy such that the ongle between the edge of canopy or overhang to IN Is fess than 45 degrees. 54.75' MAX. OA. FRAME WIDTH — 37J5' MAX. 15.5P MAX. FRAME WIDTH FRAME WIDTH 36.00" MAX. 13.75 MAX. PANEL WIDTH—^I PANEL WIDTH m W U H o g o P P s:_, ti?: ;• TABLE Of CONIENIS OVERAII t: DESCRIPTION I Typical elevations, design pressures &general notes PSHEET0 2 Door panel details Smooth star 3 Door panel details )Fiber classic) 4 Sldefile panel details 5 Horizontal cross sections 6 Vertical cross secllons 7 Vertical cross sections 8 Buck and home anchoring - 2X buck masonry conshucli n 9 home anchoring -1X buck masonry construction 10 Components a Glaring details I I BR of Materials 54.75' MAX. OA. FRAME WIDTH — 37J5' MAX. 15.5P MAX. FRAME WIDTH FRAME WIDTH 36.00" MAX. 13.75 MAX. PANEL WIDTH—^I PANEL WIDTH m W U H o g o P P s:_, ti?: ;• z:_:A ; OVERAII t: DESIGN=PRESSURE '(P'SF). DOOR.TYP.E'.'• tCr SWING FRi4ME- a?:ri?:ci._2,:-- rDIMENSION - PO3 104 NEGAi VE INSWING 54.75" x 98.00" 60.0 60.0 SMOOTH OUTSWING 54.75" x 96.50" 65.0 65.0 STAR INSWING 54.75" x 98.00" 60.0 60.0 FIBER CLASSIC OUTSWING 54.75" x 96.50- 65.0 65.0 See Sheet 10 for design pressure [Irritations. 9 Em i 14 241 Id..,.. N.T.S. rm 1r. Lr s DD all.: rt FL -8871.6 °o0 L7 _L or 0 41 41 43 Off' 47 EXTERIOR 47 Z o'- S Tilt o l'/rr lire 1%\ nz INTERIOR 46 42 g Z u2 46E gm W 2 HORIZONTAL CROSS SECTION 47 0 F-153 -i 4.07 oS2 TYP. 4 P5 j$ CORNERS OF PANEL o EXTERIOR INTERIOR I o LLLLLL4 L DETAIL A -A J D00 EL c C 10 SmoolA s1a 41 b 00000000 4i Z 0000000000000000000000 47 o N U) 000000001000000043 18+ 00000000000000 I g00000000.. 0000000 46 00000000 000000000 I 46 :' qj b N N 00000000 O 0000000 00000000000000000- R N Q ' 0 O0000 000000000 y_4{ 00000000 'tl INGE IF S IOTfOM RAIZ u 0000000 28.86% OPEN 00000000 AREA MAX. 2 VERTICAL CROSS SECTION wm 05 22 080. 00000000 45 2 SCAM , 000000000000000 owo W. DWS m asc. er. LFS 3 DETAIL A•A OROM ") a m POnelreintorcemenl FL -8871.6 0 Iwo 2 or 11 I0 64 61 61 63 C' 66 67 EXTERIOR d7 = . A--- n V'. .rg :dn Vi'. ..tri-'; ,. :•,' /. On 1p i 11111 0N•: 0 2 INTERIOR 66 v g E i- o u 3 : goon s 3 HORIZONTAL CROSS SECTION 66 d4 \ 1 d Z m9!` CUlm o o Q 67 061 oI I m a 3 15? TYP. I am 13 CORNERS v{ 7 OF PANEL 0 10 o EXTERIOR INTERIOR JLDEFAIIA-A u 60 fiber tDOOR P EL loask tt o N Z0000000000 00000000 644 C n N 0000000000000000000000 63 --j 1•t8 r-- foo 00000000000000 -- 1.53' 40- 67 p 000°0°0°0° 0° ? 66 I I _ t t 000000000000000000000000000000 66 a n 00000 n N a 0000 O < 0000000 If HINGE STILE 6S BOiLOM RAIL 65 n N - _ 00000000 0 0000000 28.86%0 EN z u 00000000 AREA MAX. 0+m 05/22/08 °z 00000000 65 s N.T.S. 000000000000000 2 VERTICAL CROSS SECTION ow. en DWS a 3 Cwt W.- LF'S 3 DETaI a•a IIBgxw N7- Panel reinforcement Ft-8871.6 c 511 3 Or _LL N 0 13.75 MAX. PANEL WIDTH mwid 4 4 3 4 P D 70 SIDE P EL r --IST -' FA C> n — T Sldelte I T 72 STI ESIde61e M 7S Sldelte r MAX. D.0 E OMOR 7-J INTERIOR 1 HORIZONTAL CRI q (CWc troll d rustic T MAX. D.l.i EXTERIOR u INTERIOR 2 HORIZONTAL CROSS SECTION 4 (Fiber classic) 1' MAX. D.0 EXTERIOR INTERIOR 3 HORIZONTAL CROSS SECTION 4 (Smooth Slat) EXTERIOR INTERIOR D(TERIOR Ot 69 INTERIOR EXTERIOR INTERIOR 73 73 73 sam& N.T.S. 12 Dim or. DWS m CM en LFS 4 VERTICAL CROSS SECTION S VERTICAL CROSS SECTION 6 VERTICAL CROSS SECTION ' " D': a 4 FL -8871.6 Inc croll a rustic) 4 (iter clank) 4 (Smooth $tor) n gg•• t 2 n C g\ q i P zood it 11111 Z0N3pG INTERIOR 70i D o 4 u z{ 9 cc w 19 sir' i muni5 e v \ o c °1 S 1d 1B EXTERIOR 0 1.1/4•MIN' 24 N PEMB1N) ov^i4HORIZONTALCROSSSECTION m xo 5 Shown./lxwbauk 1 u E I K D 3 4 3 4 D 0 6 6 6 7 7 6 a L 6 6 7 7 0.15, L CSINK l CSINK'' j n ( PrP.) IYP.) I 9 B 8 9 eN 8 9 9 8 z a••. 70 p 10 1p INTERIOR N INTERIOR H I? 4. ZZu VNEEMEG gOnF- n N w t Q j e O EXTERIOR 70 N ' z °u 12 12 qp EXTERIOR 40 16 N C am OS i2208 Sour: N.T.S. L C 11 14 E No. W. DWS m1-1/4•MW 60 60 1.1/4•UN. EMB. (TYP.) EMB. PYP.) Ox art, 3 1 HORIZONTAL CROSS SECTION 2 HORIZONTAL CROSS SECTION 3 HORIZONTAL CROSS SEC17ON auwwc NO.: a S outswing shown -Inswing S O.I.Arg shown - in MV S Oulswing shown - inswing FL -8871.6 n olso approved 1. opproved also approved sir 5 a I. O EXTERIOR INTERIOR T1 VERTICAL CROSS SECTION EXTERIOR tiid 0C INTERIOR I EXTERIOR —' ... ff " INTERIOR 2 VERTICAL CROSS SECTION 6 Shown-/IX.N.a EXTERIOR INTERIOR o 0 V. a..,. N.rs. ow. m: DWS ao< rn: LFS DRAWM W: FL -8871.6 sran —L or- ts{ 3 VERTICAL CROSS SECTION m b Oulsw4g contlOurotion G INTERIOR EXTE Rrroi sea gerrerd rues sheet I for Y1VHP woter Mliotlon it It u„mi requiemenls pii lit SmC P m C Wg562114010 6°£ i o 0 V. a..,. N.rs. ow. m: DWS ao< rn: LFS DRAWM W: FL -8871.6 sran —L or- ts{ 3 VERTICAL CROSS SECTION m b Oulsw4g contlOurotion G sea gerrerd rues sheet I for Y1VHP woter Mliotlon c $ requiemenls ki lit INTERIOR EXTERIOR VERTICAL CROSS SECTION Inswing configuration see generd notes sheet 1 lor'NVH2'woterinfiltration requirements VERTICAL CROSS SECTION 6 Irm t configurotbn sea ggenerd notes sheet I to 7WrwoterNgholbn re ulremenfs 6 VERTICAL CROSS SECTION 6 Oufwk g configurotbn see general notes sheet 1 for HVHPwoterinfulrotbn re ubements a..,. N.rs. ow. m: DWS ao< rn: LFS DRAWM W: FL -8871.6 sran —L or- M bid 70 9 8 C; EXTERIOR INTERIOR T VERTICAL CROSS SECTION 7 Outswing shown - Irnwing olso opproved EXTERIOR INTERIOR EXTERIOR ---71 INTERIOR 2 VERTICAL CROSS SECTION 7 Shown w/lxWb-buck EXTERIOR INTERIOR 4 VER17CAL CROSS SECDON 7 Inswing conGgurolion S VERTICAL CROSS SECTION 7 Inswing conrgurollon INTERIOR VdRCAI CROSS SECTION 7 Oulswing conOgufution INTERIOR EXTERIOR 6 VERTICAL CROSS SECTION 7 Oulswing conligwolion LL- N.T.S. 3 e+: DWS ° at, ; mm YL -8871.6 °° a El u VdRCAI CROSS SECTION 7 Oulswing conOgufution INTERIOR EXTERIOR 6 VERTICAL CROSS SECTION 7 Oulswing conligwolion LL- N.T.S. 3 e+: DWS ° at, ; mm YL -8871.6 °° a El u z 14r'3' _ o n y 1111 b mzTiIILI v5 V =i° dl_ TYP. HEAD dI \ V z MASONRY TYP. HEAD & MASONRYJABtq 0 ac LD JAMBSOPENING OPENING O e . II —1 u i MULLION I I gaISREFHWNFORd ERENCE I 1 L A FRAME NoONLYlIvo I I99 u I I J 2X BUCK !26 I I y 2X BUCK MUUJON II 1 K m I I TYP. SILL IYP. SILLI o cYsc"ia RUCK ANCHORING HINGE JAMB FRAME ANCHORING STRIKE JAM$ Masonry 2X buck construction 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, oddi8onal concrete anchors may be required to ensure the MAX. ON CENTER' dimension are riot exceeded. 3. Concrete anchor table: CHORANN ANCHOR ' MIN.' MIN. CLEARANCE, MIN: CLEARANCE TYPE SIZE-EMBEDMENTT.. i0 MASONRY .: i0 AL)JAGEM . EDGE::. ANCHOR ITW e 1/ 1-1/4' 2' 4' TAPCON ELCO • 4* 1-1/4 ' 1' 4' ULTRACON WOOD SCREW INSTALLATION NOTES: 1. Maintain a minimum 5/8" edge distance. I -end distance, d I-o.c. spacing of wood screws to prevent the sp$lling of wood. t HINGE DETAIL LATCH i DEADBOLTDETAIL L N.T.S. er DWS all. LFS MD NO.: FL -8871.6 s 8 ori THIS ANCHORREQ'D ICONLYWHENDP > 60.0 PSF 4. ANCHOR o MIN: CLEARANCE. MIN. CLEARANCE AN TYPE SIZE::.. TYP. HEAD b ti JAMBS TO MASONRY .I:- TO;AL)JACfIVT'. ANCHOR MASONRY L»., OPENING ITW o 1/4" 1-1/,r Y 4" TAPCON T^ ho FRAME u lid LTYP. t IX BUCK TMP• MLLUON LI F K I L TYP. SILL TMP. SILL HINGE JAMB CONCRETE ANCHOR NOTES: FRAME ANCHORING i. Concrete anchor locations at the comers may be adjusted to maintain the min. Mosoroy I buck construction edge distance to mortar Joints. 2. Concrete anchor locations noted as "MAX. ON CENTER" must be adjusted to maintain the min. edge distance to mortor joints, additional concrete anchors may be required to ensure the MAX. ON CENTER" dimension are not exceeded. 3. Concrete anchor table: WVOD SCRtW INS IALL111VN NVItS: 1. Malntoln a minimum 5Ar edge distance, I"and distance. 6 I"o.c. spacing of wood screws to prevent fhb spli ing of wood. STRIKE JAMS LATCH A DEADROLT DETAIL HINGE DETAIL ANCHOR MIN: .... MIN: CLEARANCE. MIN. CLEARANCE AN TYPE SIZE::.. EMBEDMENT. TO MASONRY .I:- TO;AL)JACfIVT'. ANCHOR L»., EDGE'..::...: ITW o 1/4" 1-1/,r Y 4" TAPCON v\ WVOD SCRtW INS IALL111VN NVItS: 1. Malntoln a minimum 5Ar edge distance, I"and distance. 6 I"o.c. spacing of wood screws to prevent fhb spli ing of wood. STRIKE JAMS LATCH A DEADROLT DETAIL HINGE DETAIL rrc: OWS Ji ar. LFS 3 MM NO, c FL -8871.6 u 7 you " JLlr Q J . V's r ` m z7 L»., u z V gEm z ou v\ d E Dz u lid rrc: OWS Ji ar. LFS 3 MM NO, c FL -8871.6 u 7 you " JLlr Q p, I a r 4,57' I L RESHOLD OutSv4np coaStd r 2 THRESHOLD od rstahle s.7s Q S ES OID Ou1SwNp standard 1'0 INSWING SIDEUIESpacer I /T GLASS 3/4' THK. BITE F— GLASS I /8' TEMP. AIR SPACE 1 /8' TEMP. SWIGGLE GLAZING 24 SPACER GLAUNG DETAI G I 3/4' Muubled pbu 7/16' GLASS SbT r SRESHOLD Irn drg seu«tml rrS. d E trewinp MAX. DESIGN PRESSURE GLAZING DET 1 G2 1' Mr4oted plass 1' THK. GLASS 1 /8' TEMP. AIR SPACE 1/8- TEMP. SWIGGLE GLAZING SPACER O d E D ID JomD GS GLAZI G ETAILI!I bl led ploy FL -6671.6 0 1Q as 2.I7 La 001W IDE Spacer o N W Lo O N c 7/16 GLASS BITE 1/2'THK. a GLASS 1^ hN 1 /8•• TEMP. m R nN O N AIR SPACE r 1/8* TEMP. arz 05 22 0 2S'STEEL Scut: N.T.S. 24 INTERCEPT DWS2LWFS23SPACER nac er GS GLAZI G ETAILI!I bl led ploy FL -6671.6 0 1Q as it BILL Of MATERIALS 4.r) m ITEM DESCRIPTION MATERIAL ITEM DESCRIPTION MATERIAL XtAIXBUCKSG >= 0.55 WOOD 40 SMOOTH STAR DOOR -SEE DOOR PANEL DETAIL SHEET FOR DETAILS 0.077' THK. SMOOTH STAR F = 6,000 PSI MIN. FIBERGLASS Q. Ii2_• B 2X BUCK SG >= 0.55 WOOD 41 DOOR SKIN C MAX. 1 /4"SHIM SPACE WOOD 42 TOP RAIL SMOOTH STAR COMP. W' gGj = on D 1/4" X 2-3/4"PFH ELCO CONCRETE SCREW STEEL 43 LOCK 5111E SMOOTH STAR WOOD/LVL oom E MASONRY - 3.000 PSI MIN. CONCRETE CONFORMING TO ACI CONCRETE 44 HINGE STILE SMOOTH STAR WOOD 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 45 BOTTOM RAIL SMOOTH STAR COMP. h iu 1 °u N ; z F 1/4" X 2-3/4" PFH RV! CONCRETE SCREW STEEL 46 PANEL REINFORCEMENT 0.023" THK. SMOOTH STAR STEEL oZu pp H 3/16" X 3-1/4' PFH ITW CONCRETE SCREW STEEL 41 FOAM CORE POLYURETHANE FIBERGLASS V, i W u p aII /4" X 2.1 /4" PFH ITW CONCRETE SCREW STEEL 48 SIDEUTE SKIN SMOOTH STAR cmain 1/4" X 3-3/4" PFH ITW CONCRETE SCREW STEEL 49 LITE FRAME SMOOTH STAR PVC s K 1/4" X 1,3/4- PFH ITW CONCRETE SCREW STEEL 57 FOAM CORE POLYURETHANE eZ0 L q 10 X 2-1 /2" PFH WOOD SCREW 11.15-MIN. EMBEDMENT STEEL 58 SIDEUTE SKIN CLASSIC CRAFT) FIBERGLASS cW M q9 X 2• I/2" PFH WOOD SCREW STEEL 60 FIBER CLASSIC DOOR -SEE DOOR PANEL DETAIL SHEET FOR DETAILS 3u N 2X MULLION SG >= 0.55 WOOD 61 DOOR SKIN 0.137" THK. OBER CLASSIC = 6.000 PSI MIN. FIBERGLASS INSWING ADJUSTABLE THRESHOLD IS300AJ ALUM./WOOD 62 TOP RAIL (FIBER CLASSIC COMP. 2 INSWING THRESHOLD (LS300HP5 ALUM./COMP. 63 LOCK STILE FIBER CLASSIC WOOD/LVL 26 q9 X 1" PPH SCREW LITE FRAME CONE STEEL 3 INSWING SELF ADJUST THERMAL BREAK THRESHOLD ISP30M ALUMJCOMP. 64 HINGE STILE FIBER CLASSIC WOOD o 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 J i 6 INSWING THRESHOLD ALUMJCOMP. 67 FOAM CORE POLYURETHANE WU w O 7 DOOR BOTTOM SWEEP VINYL 68 SIDEUTE SKIN FlBER CLASSIC FIBERGLASS m 8 . JAMB PINE SG >= 0.42 WOOD 69 LITE FRAME (FIBER CLASSIC PVC 0: o 9 JAMB OAK SG >= 0.42 WOOD 70 ID LITE - SEE SIDEIRE PANEL DETAIL SHEEP FOR DETAILS 00 10 WEATHERSTRIP FOAM 71 SIDEUTE TOP RAIL COMP. n a 11 HINGE STEEL 72 SIDEUTE STILE WOOD 12 q 10 X 3/4" PFH SCREW STEEL 73 SIDEUTE BOTTOM RAIL COMP. 13 q9 X 3" PFH WOOD SCREW STEEL U 14 LATCH STRIKE PLATE STEEL m I S SECURITY STRIKE PLATE STEEL 0 16 q8 X 2-1/7 PFH SCREW STEEL ea 18 KWIKSET 200 SERIES PASSAGE LOCK STEEL a 19 KWIKSET 600 SERIES DEADBOLT STEEL eW a o o vi 20 INSWING SIDEUTE SPACER FOR HP THRESHOLD DBI4HPA PVC 21 INSWING SIDELRE SPACER FOR SELF ADJUST THRESHOLD (DB 14) PVC QFoo 22 OUTSWING SIDEUTE SPACER PVC 23 q6 X 1.3/4" PFH SCREW LITE FRAME STEEL Rk 24 GLAZING COMPOUND SILICONE baa 25 SEALANT SILI m' po^ n N NOTE: WOOD DOOR COMPONENTS: PINE (SG >= 0.42) i 3 IMM 5122108 = SCALL' N.T.S. ' m• By: DWS aaL an: VS 3 DROM ND.: FL-8871.6 0 0 5NL[7 of N 0 26 q9 X 1" PPH SCREW LITE FRAME CONE STEEL Florida Building Code Online Page 1 of 3 Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@mlwd.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 BCIS Home Log )n I User Registration Hot Topics Submit Surcharge I Stats B Facts ; Publications FBC Staff I SCIS Site Map Links Search Quality Assurance Entity b b Product Approval0 12/31/2017 Validated By Steven M. Urich, PE ra USER: Public User Product Approval Menu > Protluct or Apoliceuon Sean'h > Application LKt > Application Detail FL # FL15332-R3 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@mlwd.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 C 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 1j icic • • . . Standard AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 Option D Year 2008 http://www. floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDgtH 8 572gvd WIdk... 9/7/2017 Florida Building Code Online Date Submitted Date Validated Date Pending FBC Approval Date Approved Date Revised Summary of Products 1 10/29/2015 10/30/2015 11/01/2015 12/15/2015 08/11/2017 Page 2 of 3 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 HVHZ: No FL15332 R3 11 08-00500D.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure. N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 510807C.0f PRESSURE RATINGS Created by Independent Third Party: Yes 15332.2 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OX, XO, XX 96"x80" NON- REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R3 11 08-00498D.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other. REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 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 HVHZ: No FL15332 R3 I1 08-02248B.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 512968B.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.4 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OX, XO, XX REINFORCED 96"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL35332 R3 II 08-02249B.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure. N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 512969B.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.5 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED XXX 143"x96" REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R3 II 08-02250B.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 512970B.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.6 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OX, XO, XX ALUMINUM SGD 96"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R3 II 08-0049912.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other. REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 510806C.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.7 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OXO 146"x96" ALUMINUM SGD Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R3 II 08-00501D.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports http://www. floridabuilding.org/prlpr_app_dtl. aspx?param=wGEVXQwtDgtH8 5 72gvdWIdk... 9/7/2017 Florida Building Code Online Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 510808C.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes Page 3 of 3 15332.8 SERIES 430/440 ALUMINUM SGD SERIES 430/440 ALUMINUM SGD XXX 143"x80" NON- REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R3 II 08-00502D.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R3 AE 510809C.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.9 SERIES 430/440 REINFORCED SERIES 430/440 REINFORCED ALUMINUM SGD XXX ALUMINUM SGD 143"x96" Limits of Use Installation Instructions ' Approved for use in HVHZ: No FL15332 R3 II 08-00503D.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 510810C.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes Baric Next Contact Us :: 2601 Blair Smne Read. Tallahassee Fl- 32399 Phone: 850-487-1824 The State of Florida Is an WEED employer Copyright 2007.2013 State of Florida, :: Privacy Statement :: Accessibiaty 5ratement :: 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 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 ISS, 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 nude available to the public. To determine If you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts- in 1 C Credii Caro Safe http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvd Wldk... 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. 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 REQUIREO 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 00 NOT REOUIRE 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). D. METAL STRUCTURE: STEEL 18GA, 33KSI OR ALUMINUM 6063-T5 1/8" THICK MINIMUM 15. APPROVED CONFIGURATIONS- OX, X0. XX, XP, PX, XIP, PIX I TABLE OF CONTENTS 1 SHEET NO. I DESCRIPTION 1 I NOTES 2 - 3 1 ELEVATIONS 4 - 10 1 INSTALLATION DETAILS REVISIONS OESCRIPRON DATE I APPROVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.I. REVISED INSTALLATION DETAILS 08/03/15 R.L. SIGNED: 10/23/2015 MI WINDOWS D LLC OOLAKESIDE PARKWAY J\5 0,// FLOWER MOUND, TX 75028 GENS. dI% SERIES 420 SGO REINFORCED WITHOUT ADAPTER 96" x 96" HATROFNOTESO: ; oz DRAWN. oWc NO. REv 08 8 scuE DATE s0a249 NTS 10/30/13 i OF 10 6" MAXr - 96- MAX FRAME WIDTH 2) ANCHORS PER LOCATION SEE CHART a3 FOR NUMBER OF LOCATIONS REQUIRED 17" MAX r -r O.G. -, 6" MAX Frame Single Panel and Total Frame Width (n) Height 30.0 36.0 17.0 17" MAX in) 60.00 72.00 O.C. 96.00 84.00 16" 1- Pos Nep Pos Neg tAX 40.0 584 40.0 509 40.0 45.7 AME 86.0 40.0 55.2 40.0 480 IGHT 39.4 39.4 92.0 6" MAX 400 406 37,1 37.1 6" MAX SERIES 420 SGD REINFORCED WITHOUT ADAPTER EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING t35.OPSF NONE SEE CHARTS Of AND s2 FOfi OTHER UNITS RATINGS REWSIONS • DESCRVMM WE APPRV'/ED A ADDED FLANGE AND FIN INSTALLATION 12/10/13 Rl. 8 REMISED INSTALLATION OETARS 08/03/15 R.L. CHART 01 WHERE WATER INFILTRATION RESISTANCE IS REQUIRED. SEE NOTE 9 SHEET I CHART#2 WHERE WATER INFILTRATION RESISTANCE IS NOT REOUIREO SEE NOTE 9 SHEET I Design pressure chart (pst) Design pressure chart (p4 Frame Single Panel and Total Frame Width (n) Height 30.0 36.0 17.0 48.0 in) 60.00 72.00 84.00 96.00 84.00 Pos Nep Pos Nep Pos Nep Pos Neg 84.0 40.0 584 40.0 509 40.0 45.7 40.0 420 86.0 40.0 55.2 40.0 480 400 43.0 39.4 39.4 92.0 40.0 52.4 400 45.4 400 406 37,1 37.1 96.0 40.0 49.8 40.0 43.1 384 384 35.0 35.0 CHART#2 WHERE WATER INFILTRATION RESISTANCE IS NOT REOUIREO SEE NOTE 9 SHEET I CHART 13 Number of anchor locations required Design pressure chart (p4 Frame SkVe Panel and Total Frame VNdth (h) Height 30.0 36.0 47.0 1 48.0 in) 60.00 72.00 84.00 96.00 H&S Jamb H&S Jamb H&S Jamb Pos INeg Pos Neg Neg Pos Neg 64.0 58.4 58 4 509 50.9 45.7 42.0 42.0 ee.0 55.2 55.2 48.0 46.0 43.0E38.4 39.4 39.4 92.0 52.4 52.4 45.4 45.4 40.6 37.1 37.1 96.0 d9.8 49.8 43.1 431 38.4 35.0 35.0 CHART 13 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" ELEVATION DRAWN owc No. V.L. 1 08-02249 SCALE NTS a"'E 10/30/13 sNEE'2 OF 10 SIGNED: 10/23/2015 0y8j26 .• D'TTAATE OF fill Number of anchor locations required Single Panel and Total Frame Width (m) 30.0 36.0 42.0 40.0 60.0 72.0 84.0 96.0 H&S Jamb H&S Jamb H&S Jamb H&S JambI4656666 4 6 5 6 6 6 4 6 5 6 6 6 4 6 5 6 6 6 6 6 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" ELEVATION DRAWN owc No. V.L. 1 08-02249 SCALE NTS a"'E 10/30/13 sNEE'2 OF 10 SIGNED: 10/23/2015 0y8j26 .• D'TTAATE OF fill F FF HE 6" MAX 96" MAX FRAME WIDTH Number of anchor locations required 1) ANCHOR PER LOCATION 511L LIli0/// ice 9s AT HEAD do JAMBS C•ENB 0 5 *= SEE CHART X14 96" x 96" FOR NUMBER OF LOCATIONS 17" MAX REOUIREO 6" MAX r --- t17" MAX O.C. 6" MAX MI WINDOWS AND LLCDOOPARKWAY Number of anchor locations required 00 LAKESIDE 511L LIli0/// ice 9s FLOWER MOUND. TX 75028 C•ENB 0 5 *= SoVIe Panel and Total Lind Width (in) 96" x 96" 17" MAX jOSTATE OF E`•FCORIOP••\\ ORAWN ON'CNo. RLV O.C. 08-02249 70.0 36.0 42.0 48.0 wn[ NT5 10/30/13 3 OF 10 6" 60.0 72.0 64.0 96.0 AX LME CHT H&S I Jamb H&S Jamb H&S Jamb H&S Jamb 84.0 4 6 5 6 6 6 6 6 66.0 d 6" MAX 6 6 92.0 4 6" MAX 2) ANCHORS PER LOCATION SERIES 420 SGD REINFORCED WITHOUT ADAPTER AT SILL EXTERIOR VIEW SEE CHART J4 FOR NUMBER OF LOCATIONS OESIGk PRESSURE RA TING IMPACTRATING REOUIREO t35.0PSF NONE SEE CHARTS 8I AND J2 SHEET 2 FOR OTHER UNITS RATINGS RENSIONS CESCmvnoN wrE APPROVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. REVISED INSTALLATION DETAILS 08/03/15 R.L. CHART N4 SIGNED: 10/23/2015 MI WINDOWS AND LLCDOOPARKWAY Number of anchor locations required 00 LAKESIDE 511L LIli0/// ice 9s FLOWER MOUND. TX 75028 C•ENB 0 5 *= SoVIe Panel and Total Lind Width (in) 96" x 96" Frame jOSTATE OF E`•FCORIOP••\\ ORAWN ON'CNo. RLV Haight 08-02249 70.0 36.0 42.0 48.0 wn[ NT5 10/30/13 3 OF 10 in) 60.0 72.0 64.0 96.0 H&S I Jamb H&S Jamb H&S Jamb H&S Jamb 84.0 4 6 5 6 6 6 6 6 66.0 d 6 5 6 6 6 6 6 92.0 4 6 5 6 6 6 6 6 96.0 d 6 5 6 6 6 6 6 SIGNED: 10/23/2015 MI WINDOWS AND LLCDOOPARKWAY00LAKESIDE 511L LIli0/// ice 9s FLOWER MOUND. TX 75028 C•ENB 0 5 *= SERIES 420 $00 REINFORCED WITHOUT ADAPTER 96" x 96" FIN ELEVATION jOSTATE OF E`•FCORIOP••\\ ORAWN ON'CNo. RLV V.L. 08-02249 B sSl0AIA 11EC1G` wn[ NT5 10/30/13 3 OF 10 1/2" MIN. EDGE DISTANCE REVWNS ' REV DESCRNTION DATE I APPROVED A ADDED FLANGE AND FIN INSTAUATKIN 1 12/10/13 R L B REVISED INSTAUATKIN DETAILS 1 08/03/15 1 R.L. 1 3/8" MIN. W000 FRAMING EMBETMENT OR 2X BUCK BY OTHERS 1/4" MAX. SHIM X10 W000 SPACE 1 3/8" MIN. 1/4" MAX. SCREW EMBEDMENT I SHIM SPACE 1/2" MIN EDGE DISTANCE I¢ 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS EXTERIOR II II II II INTERIOR 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 ACCORDANCF_ WITH ASTM E2112 SILL TO BE SET IN A BED OF APPROVED SEALANT MIN. ENT AIN. r u%,c viaTANCE WOOD FRAMING OR 2X BUCK BY OTHERS JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION SIGNED: 10/23/2015 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY 1'11111uii,, J S R• L0 119 i FLOWER MOUND, TX 75028 v,•GENSF q+ 0y6 * SERIES 420 SGO REINFORCED WITHOUT ADAPTER 96" x 9IOFRAMEINSTALLATION DETAILS 4 ( rtfi.p07 D Ai OF C4OR10r• SS/OIIIA111 aG\`` DRAW mm No. REV V.L. 08-02249802ET490F 8 NTS °A'E 10/30/13 10 METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS 3/4" MIN. EDGE DISTANCE 1/a' MAX. r SHIM SPACE 10 SMS OR SELF DRILLING SCREW EXTERIOR 11 11 11 11 INTERIOR 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 SILL TO BE SET IN A BED OF APPROVED SEALANT r- 3/4" r3/4 Mil EDGE OISTF I 10 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS REASONS REY OESCRIPTION w¢ APPROVED A ADDED FLANGE AND FlN INSTALLATION 12/10/1.3 R.L. 0 REVISED INSTALLATION DETAILS 08/03/15 R.L. m JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, Tx 75028 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" FRAME INSTALLATION DETAILS V.L. 1 08-02249 saL[ NTS - E 10/30/13 1--5 OF 10 SIGNED: 10/23/2015 J` 51% R Milo/i/', Tt • 0 626. STAT OF ; tvzr js1ONA 110 G\ 3/16" TAPCON MASONRY/ CONCRETE BY OTHERS EXTERIOR I I I I I I I INTERIOR SILL TO BE SET IN A BED OF APPROVED SEALANT y 1 1/4 MIN. n' EMBEDMENT C d REVRDNS I DMIRPIION CATE APPROVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. REVISED INSTALLATION DETAILS 1 08/03/15 1 R.L. 1 1/4" MIN. EMBEDMENT I 1/4' MAX. 2 1/2- •i I SHIM SPACE I INTERIOR MIN. EDGE DISTANCE c 3/16 TAPCON CONCRETE/MASONRY BY OTHERS PL v • ' yL EXTERIOR OPTIONAL IX BUCK JAMB INSTALLATION DETAIL TO BE PROPERLY CONCRETEANASONRYINSTALLATION SECURED SEE NOTE 3 SHEET 1 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 2 1/2" MIN. EDGE DISTANCE 2 1/2- MIN. VERTICAL CROSS SECTION MI WINDOWSD LLC EDGE DISTANCE d n 1 1/4" MIN. FLOWER MOUND, TX 75028 e•EMBEDMENT CONCRETE/ MASONRY 1/4" MAX. BY OTHERS F SHIM SPACE OPTIONAL 1X BUCK TO BE PROPERLY I SECURED SEE NOTE 3 SHEET 1 3/16" TAPCON 3/16" TAPCON MASONRY/ CONCRETE BY OTHERS EXTERIOR I I I I I I I INTERIOR SILL TO BE SET IN A BED OF APPROVED SEALANT y 1 1/4 MIN. n' EMBEDMENT C d REVRDNS I DMIRPIION CATE APPROVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. REVISED INSTALLATION DETAILS 1 08/03/15 1 R.L. 1 1/4" MIN. EMBEDMENT I 1/4' MAX. 2 1/2- •i I SHIM SPACE I INTERIOR MIN. EDGE DISTANCE c 3/16 TAPCON CONCRETE/MASONRY BY OTHERS PL v • ' yL EXTERIOR OPTIONAL IX BUCK JAMB INSTALLATION DETAIL TO BE PROPERLY CONCRETEANASONRYINSTALLATION SECURED SEE NOTE 3 SHEET 1 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 2 1/2" MIN. EDGE DISTANCE SIGNED: 10/23/2015 VERTICAL CROSS SECTION MI WINDOWSD LLC 1R I ILCONCRETE/MASONRYINSTALUITION II OOOIAKESIO PARKWAY 5 O i FLOWER MOUND, TX 75028 ter •GENSF 9U+% SERIES 420 SGD REINFORCED WITHOUT ADAPTER D 6 *= 96" x 96" FRAME INSTALLATION DETAILS vFGE ; tv` 0 TAT OF DRAW No. REV i''••CDR110, - ssi11NA11E G` 08-02249B7890FI— NTS I WE 10/30/13 rI22 10 1/2" MIN. EDGE DISTANCE WOOD FRAMING 1 3/8" MIN. OR 2X BUCK EMBEDMENT BY OTHERS g10 WOOD SCREW WOOD FRAMING OR 2X DUCH BY OTHERS 1/4" MAX. SHIM SPACE 10 WOOD SCREWS EXTERIOR IJJJ lLJJ INTERIOR CUt,t UIWANI,C 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 f0 BE SET IN OF WED SEALANT MIN. BENT REVIsms , OESCRWMN 0 -TE I &WRMEO ADDED FIANCE AND FIN INSTALLATION 12/10/13 R.L REVISED INSTALLATION DETAILS 08/03/15 R.L. 1 3/8" MIN. 1/4" MAX. EMBEDMENT I SHIM SPACE I INTERIOR 1/2" MIN. EDGE DISTANCE 10 SCREWS -11 A llllllL!K=:Mlll EXTERIOR W000 FRAMING JAMB INSTALLATION DETAIL OR 2X BUCK WOOD FRAMING OR 2X BUCK INSTALLATION BY OTHERS SIGNED: 10/23/2015 MI1900OWS D LLC LAKESIDE PARKWDOOAY FLOWER MOUND. TX 75028 v,•GENSF9s% I L0 6 = SERIES 420 SGO REINFORCED WITHOUT ADAPTER 9 96" FLANGE INSTALLATION DETAILS o GA E ergpTATOF Oa V.L. 08-02249 NAORAWN1L 1EPa•G 1/,u LENTSR a10/30/13sNEET7 3/4" MIN. EDGE DISTANCE r METAL 1/4' MAX. STRUCTURE SHIM SPACE BY OTHERS 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS RENSIOM OESCRIPIION DATE I APPROVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. REVISED INSTALLATION DETAILS 08/03/15 R.L. 3/4" MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION EXTERIOR JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 10/23/2015 MI WINDOWS AND DOORS LLC Nwil111IIII// R• L06ji// 1900 LAKESIDE PARKWAY 1/4' MAX. FLOWER MOUND, TX 75028 v •'\GENS* NOTES: SERIES 420 SGD REINFORCED WITHOUT ADAPTER D 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS. NOT SHOWN FOR CLARITY. 96" x 96" FLANGE INSTALLATION DETAILS 6 e E a o , TAT OF SHIM SPACE ORO NO. REV i.n, Q R1Q* RIDESIGNEDINACCORDANCEWITHASTME2112 08-022498B02290Fnl p " • . G \ 4j0NA; I\\\ N10 SMS OR 10/30/13 10 SELF DRILLING TSCREW 3/4" MIN INTERIOR EDGE DISTANCE EXTERIOR INTERIOR n SILL TO BE SET IN A BED OF 10 SMS OR a a APPROVED SEALANT SELF DRILLING IFu A 8rL--. I,- SCREWS METAL STRUCTURE BYO HERS 3/4" MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION EXTERIOR JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 10/23/2015 MI WINDOWS AND DOORS LLC Nwil111IIII// R• L06ji// 1900 LAKESIDE PARKWAY g 9o+,i FLOWER MOUND, TX 75028 v •'\GENS* NOTES: SERIES 420 SGD REINFORCED WITHOUT ADAPTER D 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS. NOT SHOWN FOR CLARITY. 96" x 96" FLANGE INSTALLATION DETAILS 6 e E a o , TAT OF 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE ORO NO. REV i.n, Q R1Q* RIDESIGNEDINACCORDANCEWITHASTME2112 08-022498B02290Fnl p " • . G \ 4j0NA; I\\\ 10/30/13 10 3/16" TAPCON MASONRY/ CONCRETE BY OTHERS SILL TO BE SET IN A BED OF APPROVED SEALANT a T a. 1 1/4" MIN 4. EMBEDMENT a REVISION$ ' DESCRIPRON a¢ &PPRMED ADDEO FLANGE AND nN INSTALLATION 12/10/13 R.L. REVISED INSTALLATION DETAILS 08/03/15 IR.L INTERIOR u U0 1 EXTERIOR JAMB INSTALLATION DETAIL OPTIONAL 1 X BUCK CONCRETEMASONRY INSTALLATION TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 NOTES: 1 INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 2 1/2" MIN. 2 1/2" MIN VERTICAL CROSS SECTION EDGE DISTANCE MI WINDOWS AND DOORS LLC EDGE DISTANCE R• L 1J// 9S> vFLOWERMOUND, TX 75028 1 1/4" MIN. a:': SERIES 420 SGD REINFORCED WITHOUT ADAPTER r = e• ' EMBEDMENT 1 1/4" MIN. CONCRETE/ I EMBEDMENT MASONRY MAX. G S pNA11 a BY OTHERS HSHIMSPACE suuE NTS °" 10/30/13 10 OPTIONALX BUCK TO BE 2 1/2" PROPERLY MIN. SECURED EDGE SEE NOTE 3 DISTANCE SHEET 1 I- 3/16" TAPCON 3/16- TAPCON – CONCRETE/MASONRY BY OTHERS EXTERIOR INTERIOR 3/16" TAPCON MASONRY/ CONCRETE BY OTHERS SILL TO BE SET IN A BED OF APPROVED SEALANT a T a. 1 1/4" MIN 4. EMBEDMENT a REVISION$ ' DESCRIPRON a¢ &PPRMED ADDEO FLANGE AND nN INSTALLATION 12/10/13 R.L. REVISED INSTALLATION DETAILS 08/03/15 IR.L INTERIOR u U01 EXTERIOR JAMB INSTALLATION DETAIL OPTIONAL 1 X BUCK CONCRETEMASONRY INSTALLATION TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 NOTES: 1 INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 2 1/2" MIN. SIGNED: 10/23/2015 VERTICAL CROSS SECTION EDGE DISTANCE MI WINDOWS AND DOORS LLC CONCRETEANASONRYINS TALLATION 1900 LAKESIDE PARKWAY\j R• L 1J// 9S> vFLOWERMOUND, TX 75028 GENS SERIES 420 SGD REINFORCED WITHOUT ADAPTER r = 96" 96" VATPOFFLANGEINSTALLATIONDETAILSL v pty` DRAW owns No. REv i'FS ;°z w. G S pNA11 a B08-02249s`90FsuuENTS °" 10/30/13 10 WOOD FRAMING I 1/4" MAX BY OTHERS SHIM SPACE 1 1/4 - MIN / 4" MIN LEMBEDMENT APPROVED SEALANT BEHIND FIN N8 WOOD 7/16- MINSCREW EDGE DISTANCE APPROVED SEALANT BEHIND FIN 18 WOOD SCREW 7/16" MIN EDGE DISTANCE EXTERIOR INTERIOR I I a EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4" MIN. EMBEDMENT WOOD FRAMING BY OTHERS 1/4" MAX SHIM SPACE INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION FOR SILL INSTALLATION SEE SHEETS 4.9. EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION RENsims ' MASONRYXONCRETE REV DESCRIPTION DTE APPROVED EDGE A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. 0 REVISED INSTALLATION DETAILS 08/03/15 R.L. 1 5/8" MIN. EDGE DIST. I TRIM. 1 1/4" MIN INTERIOR EM- BEDL- MENT MASONRY/CONCRETE I BY OTHERS 1 3/8- MIN. 1X BUCK BY OTHERS. HOOK STRIP EMBEDMENT INTERIOR 1X BUCK TO BE PROPERLY SECURED i 3/16" EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION MASONRYXONCRETE 1/2" MIN EDGE DISTANCE METAL STRUCTURE 3/4" MIN. BY OTHERS r EDGE DISTANCE INTERIOR TRIM TRIM 1 3/8- MIN. EMBEDMENT INTERIOR HOOK STRIP HOOK STRIP a S 10 W000 aSCREW , S 10 SELF DRILLING SCREW PANEL EXTERIOR PANEL INTERLOCK EXTERIOR INTERLOCK HOOK STRIP INSTALLATION HOOK STRIP INSTALLATION 2X BUCKNVOOD FRAMING METAL STRUCTURE SIGNED: 10/23/2015 MI WINDOWS D DOORSLLC I1! ow0LAKESIDE0J\5\1R FLOWER MOUND, TX 75028 r,•*\GEIV IP SERIES 420 SGD REINFORCED WITHOUT ADAPTER 0 5 NOTES:" I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, 96" x 96" • T\ NOT SHOWN FOR CLARITY. NAILFIN do HOOK INSTALLATION DETAILS SEE OOppp •• 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE .t• DESIGNED INACCORDANCE WITHASTME2112 Da. No suLE NTS °"E 10/30/13 08 5X ' 10 OF 10 B ///" ONAi, IS\\\\` Florida Building Code Online Page 1 of 6 fiiiGi i • •uiTl BPS Home I Log In j User Registration Hot Topics Subrrdt Surcharge Stats & Facts i Publications FBC Stall E 80S Site Map Links i Search b a y ) r r Product Approval ee rr,eee,a ;. a USER: Public User Product ADDroVal Menu > Product or ADDliration Search > Application List > Application Detail FL # FL15279-R4 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived El Product Manufacturer Clopay Building Products Company Address/Phone/Email 8585 Duke Blvd. Mason, OH 45040 513) 770-6062 mwesterfield@clopay.com Authorized Signature Scott Hamilton shamilton@clopay.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Sectional Exterior Door Assemblies Compliance Method Certification Mark or Listing Certification Agency Intertek Testing Services NA, Inc. Validated By Gary Pfuehler M Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year ANSI/DASMA 108 2005 ANSI/DASMA 115 2005 ASTM E1886 2002 ASTM E19915r 2002 ASTM E330 2002 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect FL15279 R4 Eouiv 20150319 - FBC - DASMA 108 eouiv.Ddf X5279 R4 Eauiv 20150319 - FBC - DASMA 115 eoulv.Ddf Product Approval Method Method 1 Option A http://,A,ww.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZIQR... 9/7/2017 Florida Building Code Online Date Submitted Date Validated Date Pending FBC Approval Date Approved Date Revised Summary of Products Go to Page O L'''i Page 2 of 6 03/19/2015 06/12/2015 06/21/2015 08/10/2017 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). 15279.2 002 W3-09 DSIE-1A471: GD1SP, GR1SP, GD1LP, GR1LP, AR1SP, AR1LP, ED1SP, ED1LP, 4132, 2132, 6132, SFC38, MFC38 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-21 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windbome debris regions (ref 1609.1.4 FBC). 115 10 Pagel/8a 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 FL15279 R4 C CAC Letter with proof of contract and proof of mspection.pdf FL15279 R4 C GAC W3 Listino Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 101655-Revl2.Ddf Verified By: lntertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Gallery/Artistry/Expressions: 1-3/8" Double -skin Insulated EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.) Single -Car (up to 9'0" wide) WINDCODE® W3 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof ofinspection.pdf Fi i 5779 R4 C CAC W3 Listing Intertek.Ddf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 103952-Rev0l.pdf Verified By: lntertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.3 003 W3-09 DSIU-1A171: 9130, Double -skin Insulated PUR (exterior skin 27 ga. min.; 9131, 9133, HDP13, HDPF13, interior skin 27 ga. min.) Single -Car (up to 9'0" wide) HDPL13, 7130, 7131, 7133, 8130, WINDCODE® W3 Garage 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). 15279.4 004 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 msoection.Ddf FL15279 R4 C CAC W3 Listina Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 11 104175-Rev0l.pdf Verified By: lntertek Testing Services NA, Inc. Created by Independent Third Parry: Evaluation Reports Created by Independent Third Pavy: 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 proof of msoection.Ddf FL15279 R4 C CAC W3 Listing Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 11 101820-Rev13 Ddf Verified By: lntertek 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 IEvaluation Reports Created by Independent Third Party: Page 3 of 6 15279.5 005 W3-16 DSIE-1A471: GD1SP, GR1SP, GD1LP, GRILP, 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.) Double -Car (9'2" up to 16'0" wide) WINDCODE® W3 Garage Door Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLI5279 R4 C CAC Letter with proof of contract and proof of mspection.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL15279 R4 C CAC W3 Listing Intertek.pdf Design Pressure: +20 PSF/-21 PSF Quality Assurance Contract Expiration Date Other: The OPTIONAL glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FLIS279 R4 II 104028-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: Created by Independent Third Party: 15279.6 006 W3-16 DSIU-IA171: 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) 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 insoection.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL15279 R4 C CAC W3 Listina Intertek.pdf Design Pressure: +20 PSF/-21 PSF Quality Assurance Contract Expiration Date Other: The OPTIONAL glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FLIS279 R4 11 104168-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: 15279.7 007 W3-16 PAN -21`153: 73, 1500, 75, 190, 84A, 94, 42, 48, 55, 42B, 48B, 55S, 4RST, 6RST, 4RSF, 6RSF Steel Pan (min. 25 ga.) Double -Car (9'2" to 16'0" 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 mspection.pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FLIS279 R4 C CAC W3 Listing 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 101308-Revl2:odf windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc. comply with the impact resistant requirement for windborne Created by Independent Third Party: debris regions (ref 1609.1.4 FBC). Evaluation Reports Created by Independent Third Party: 15279.8 008 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 HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +28 PSF/-29 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 2" Double -skin Insulated EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.) Single -Car (up to 9'0" wide) WINDCODE® W4 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of inspection.pdf FL15279 R4 C CAC W4 Listina Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FLIS279 R4 II 101652-B-Revll.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.9 009 W4-09 DSIE-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) WINDCODE® W4 Garage Door HDGC, 6202, SFC68, MFC68 Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15279 R4 C CAC Letter with proof of contract and proof Approved for use outside HVHZ: Yes of inspection.pdf Impact Resistant: No FL15279 R4 C CAC W4 Listing Intertek.pdf Design Pressure: +28 PSF/-29 PSF Quality Assurance Contract Expiration Date http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZ 1 QR... 9/7/2017 Florida Building Code Online 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 FLIS279 R4 II 103969-B-Rev02.pdf windborne debris regions. Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Page 4 of 6 15279.10 010 W4-09 DSIU-IF171: 9200, 9201, 9203, HDP20, HDPF20, HDPL20, 7200, 7201, 7203, 8200, 8201, 8203 Double -skin Insulated PUR (exterior skin 27 ga. min.; interior skin 27 ga. min.) Single -Car (up to 9'0" wide) WINDCODE® W4 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 Approved for use outside HVHZ: Yes of inspection.pdf Impact Resistant. N/A FLIS279 R4 C CAC W4 Listing Intertek.pdf 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 104183-Rev0l.pdf 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 windborne debris regions. The product without glazing DOES Created by Independent Third Party: 15279.11 011 W4-09 DSIUO-1K479: Canyon Double Skin Insulated PUR (exterior skin 27 ga. min.; Ridge/Brookstone interior skin 27ga. min.) with Overlay Single -Car (up to 9'0" GR4L, G4SV, GS4V, G4LV, GL4V, wide) WINDCODE® W4 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 mspection.pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FLIS279 R4 C CAC W4 Listing Intertek.pdf 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-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 Other: The standard glazing available for this product Created by Independent Third Party: meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for 15279.12 012 W4-09 PAN -2F351: 73, 1500, Steel Pan (min. 25 ga.) Single -Car (up to 9'0" wide) 75, 190, 84A, 94, 76, 42, 48, 55, WINDCODE® W4 Garage Door Evaluation Reports 42B, 48B, 55S, 4RST, 6RST, 4RSF, Created by Independent Third Party: 6RSF, 211ST, GDSS, GD5SV, GRSS, GR5SV, ARSS, AR5SV, 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 mspection.pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL15279 R4 C CAC W4 Listino Intertek.Ddf 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 -21`441: G4S, GS4, Gallery/Artistry/Expressions: Steel Pan (min. 24 ga.) Single- G4L, GL4, GD4S, GD4L, GR4S, Car (up to 9'0" wide) WINDCODE® W4 Garage Door GR4L, G4SV, GS4V, G4LV, GL4V, GD4SV, GD4LV, GR4SV, GR4LV, E4S, E4L, ED4S, ED4L, E4SV, E4LV, ED4SV, ED4LV, SS4, SL4, AR4S, AR4L, SS4V, SL4V, AR4SV, AR4LV Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15279 R4 C CAC Letter with proof of contract and proof Approved for use outside HVHZ: Yes of inspection.pdf Impact Resistant: No FL15279 R4 C CAC W4 Listing Intertek.pdf Design Pressure. +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 11 103486-B-RevOS.Ddf windborne debris regions. 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 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: +25 PSF/-32 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). Page 5 of 6 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 ofinsoection.Ddf FL15279 R4 C CAC W4 Listino Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.15 015 W4-16 DSIE-1F171: 4300, 4301, 4310, 4400, 4401, HDG, HDGL, HDGF, 66, 66G, 67, 67G, 68, SP200, SF200, SE200, 6200, 6201,6203 2" Double -skin Insulated EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.) Double -Car (9'2" to 16'0" wide) WINDCODE® W4 Garage Door Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLIS279 R4 C CAC Letter with proof of contract and proof of insoection.pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL15279 R4 C CAC W4 Listing Intertek.pdf Design Pressure: +25.5 PSF/-25.5 PSF Quality Assurance Contract Expiration Date Other: The standard glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FLIS279 R4 11 101481-B-Rev13.Ddf windborne debris regions. Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.16 016 W4-16 DSIE-1F471: GD2SP, GR2SP, GD2LP, GR2LP, AR2SP, AR2LP, ED2SP, ED2LP, 4302, HDGC, 6202, SFC68, MFC68 Gallery/Artistry/Expressions: 2" Double -skin Insulated EPS exterior skin 27 ga. min.; interior skin 27 ga. min.) Double- Car (9'2" up to 16'0" wide) WINDCODE® W4 Garage Door Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL35279 R4 C CAC Letter with proof of contract and proof of mspection.DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL15279 R4 C CAC W4 Listino Intertek.pdf Design Pressure: +25.5 PSF/-25.5 PSF Quality Assurance Contract Expiration Date Other: The standard glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FLIS279 R4 II 104029-B-Rev03.pdf windborne debris regions. Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.17 017 W4-16 DSlEO-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). 15279.18 8 W4-16 DSIU-1F171: 9200, 01, 9203, HDP20, HDPF20, PL20, 7200, 7201, 7203, 8200, N01,8203 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +25.5 PSF/-25.5 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES 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 inspection.pdf FLIS279 R4 C CAC W4 Listino Intertek.Ddf 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: Double -skin Insulated PUR (exterior skin 27 ga. min.; interior skin 27 ga. min.) Double -Car (9'2" to 16'0" wide) WINDCODE® W4 Garage Door Certification Agency Certificate FLIS279 R4 C CAC Letter with proof of contract and proof ofinspection.pdf FLIS279 R4 C CAC W4 Listino Intertek.Ddf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FLIS279 R4 11 104169-ReVDLDdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: http://,A,ww.floridabuilding.org/pr/P _app_dtl.aspx?param=wGEVXQwtDgv:yVVKJZ1QR... 9/7/2017 Florida Building Code Online comply with the impact resistant requirement for windborneI Evaluation Reports debris regions (ref 1609.1.4 FBC). Created by Independent Third Party: Page 6 of 6 15279.19 019 W4-16 DSIUO-1K479: Canyon Ridge/Brookstone Double Skin Insulated PUR (exterior skin 27 ga. min.; interior skin 279a. 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 FLIS279 R4 C CAC Letter with proof of contract and proof of inspection.cidfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FI 15279 R4 C CAC W4 Listing Intertek.of 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 FI 15279 R4 II 104457-Rev02.odf windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc. comply with the impact resistant requirement for windborne Created by Independent Third Party: debris regions (ref 1609.1.4 FBC). Evaluation Reports Created by Independent Third Party: 15279.20 020 W4-16 PAN -2F153: 73, 1500, Steel Pan (min. 25 ga.) Double -Car (97" to 16'0" wide) 75, 190, 84A, 94, 42, 48, 55, WINDCODE@ W4 Garage Door 4RST, 6RST, 4RSF, 6RSF, GD5S, GD5SV, CRSS, GRSSV, AR5S, ARSSV, EDSS, EDSSV Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL 15279 R4 C CAC Letter with proof of contract and proof Approved for use outside HVHZ: Yes of insoection.odf Impact Resistant: No FI 15779 as C CAC W4 Listing Intertek.pdf Design Pressure: +24 PSF/-24.5 PSF Quality Assurance Contract Expiration Date Other: The standard glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FL15279 R4 II 101711-B-Revl5.Ddf 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 O ct d d Page 1/ 8 9 Back F-7— Contact Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AAMEO 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 !-mall address released in response to a publK-records request, do not send electronic mall to this entity Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395. "Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F S. must provide the Department with an email address K 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 455, F.S., please dick here Product Approval Accepts: E9 M Credit Card Safe http://www.floridabuilding.org/pr/pr_app_dtl.aspx?pararn=wGEVXQwtDgv3yVVKJZ 1 QR... 9/7/2017 L•r J iliii [IiiitJii ci[_QZSiii ii IL.iI[FZ7 E)• S -1®64r O TAPISISMH3 OmJ10 Pon VMSpComs a CA In CA ua mer anll. KWay. TAA=r am 0mv 00=1MUL AAI enri TANSIAM HXW ll -II III -I I'1 C OPTIONAL OWING WAY BE STANDARD OR IMPACT RESISTANT GLAZING. SEE SECTION B -B FOR DETAILS. MAX. STANDARD SIZE IS 42-1/2'06'. IMPACT RESISTANT GLAZING IS 21-6/6•.14-1/a'. 0IIIIl' \ HIII k skIII III k aIII 1114 A I ` MIN I 4 A ` mmm mm mvw IOfIf M91b1 w.. Ow SWrI " Ird YtASW fm Nusm-AWL *am bVR-ag $11" HER .AMM Al a e13r /A1wm. IV amtEIW! a a sv xmx ism= SEE SHEET TWO FOR IMPACT RESISTANT CONSTRUCTION DETAIL "A" AND STANDARD CONSTRUCT DETAIL "B"; TRACK AND JAMB DETAILS. e-ar.a ar- EM a10INTIR MARK WESTOW11M PIWRIDAP.E /46495. X P.c /73M VAS FZ /61513 T Wl111 t• SECTION A -A SIDE VIEVII 20 Gk GALVB STEEL MN. YEID STRENGTH: 30 KSI 2• TN1K2c 113' j- 1-7/6' T m eu 12 GA. GALV. STEEL TOP ROLLER BRACKET. EAC BIR/P=ErATTACHEDL4) T A/ H SHIP I* JOINTS.' 14 GA GALV. ROLLER HINGE EACH HINGE FASTENED TO END SOLES WITH (4) /14.5/x' SHEET METAL SCREWS AND (4) 1/4'.3/4' SELF TAPPING SCREWS. SEE NEW '9'. 1/ DENSITY POLYSTYRENE FOAM INSULATION 1-5/16' THICK WITH VIAL HARCELL BACKER (INSULATED MOMS ONLY) 3' TALL 20 COL DALV. STEEL U -BARS N 25 GA MIN. DOW. STEEL SKINI A 2-1-2-1 PATTERN B.E. TWO U -BARS ON BOTTOM SECTION, ONE V -BM ON NEMWITHABAKED -ON PRIMER AND A ROM -ON POLYESTER SECTION. ETC.). U -BW ATTACHED TOP OFED TO BOTH EACH PER A=N.SELF TAPPING SCREWSWITHSTEEL SIDESA SNN. ne ota Amt a ® es SI KWdi q M lt]t— SN6 . KEIa NEWS ABY A M AEt01 NteAO Watt a nr S.EwnOR fuum Kees o m a qm-ISl A .W A.IatW eraW.tE I) 6E0 ANulmW. 1) 00711p r w NEWT A rdQt Ngl f,ptl0p/•OC AO 1 rNEE A AOWtdllX allOm1IIOWIDIISAaN0.wm F A 0I4M t.CS LIS [W I LW L t efA. m lt))>tr s v s v s/ 13 GA GALV. STEEL BOTTOM BRACKET, ATTACHED WITH (2) 114.5/6• SHEET META. SCREWS. ALUMINUM H7OMAION i VINYL WEATHERSTRIP. DESIGN LOADS: +24.0 PSF & -24.5 PSF TEST LOADS: +36.0 PSF k -37.0 PSF Clopay MPC: PAN -2F153 . urlW Ket iml > W 4 16b1V x 16'0'H mTT' 1/3/97 ascrvTmt CLASSIC AND CH RP STEEL PAN BASO WISE BLVD. OtAVN 1" DOUBLE -CAR. 161V +24IIIdITTgProductsMASONON45040JAC /-z4.s PSF IED an (513) WO -48M m D -- wNTaTe vo. CIOM O.WMIS . N IW% ltamW. wm B 101711 IBC ARg11Q HRW vA= IMLL 0000 00x1 NCIW 185 G INS G /4 1Oir auJ I IRa Al AT G0011QLMW cm Cmv IIII[Ill 10]OO 0 O O.0M10 W lOOq A , aw'IM 1-1 00. 1WIO110IIR0D. 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"mmm 0ta1 IRO[ DRAWING 10171 1-A v . /tm tt = vao IXUL -) me <O M' TRACK CONF>pORA7gN tnnl M 1w0 • II/17 ABOVE 111E DOOR OPENRq SECTION R—R (IMPACT—RESISTANT CLA71MG OPTION) o7 Ta t/r 1w 1418 r mF IAw00 10OL 006 NOT AFFECT THE MWD OIL "m 1101 am malum vm LARD RATM OF MOS DOOR. lllm 011 N11O1 IR mm px"O"W"m mmw ( W INL DO4 An OIQM OIIOIL 1 Gomm #A la Ioo * INM•w lwxcnjm SMI 11r Mo NeOD. Ut TDP BWMa(Ef amown IIOT 1100.0/ M 101p11010 1N01RAwl 00000 sru r M 17 IM WI: timIIAO ONORLOOUBIE IORRONTALMIIOOIOmP0=0 m M aROM al 1r0/1-0/0' t10 00 W > mS N 1110MK NOM ACOMM WIN OwOIT ROOD W00 1011 M IOIO1010AMonom Itliattll IDIOM Ott=t,. in INN NO NNp BAM LOW HEADROOM OPIM gY11110R W. INNOO 10 VVIR 0101 a9 sn LMT ( 111 A jN' 111N Ip 10OR 0016 1 au. T" > mm Tom ia' TNYs • wam L' IMPACT-RES(S1qIISTAAANTTp)CONSIRIICIIOtF 01IIL7-I IINf. 0 IOYLon Um I-Yw® 1XVL or II -O ROIf f am NOM y M. mfm w11 G GIT. L TVL71 OORf. OGOA/ ID/0100 R Q 1Q/N SIX14M. M1 AFFEWO CCI ROM w ACOMM WM .3m Im 4 N1 TAAR1 sMORq IDI iR M ON9400 11 ASmIRY 900= a mrUlm in 110 m.TO III= Tm 6 01O LOW IWAIDIM Or M R01mL 011100 COQ Ar alO0O101P1 aROO STANDARD ASSEMBLY DETAII DRAWING 10 171 1 -0 Wart INNR wa1 uv tomo a °Un MIwA¢ IDR 1-14I 1111m MAIL II1I10IU me a1Avn Um A IR fbLv#. Fm MUD IOD.l1. an111I1L Irt os0 a 1 00T11A1 NO 941AILL O IOIIL IONIC 0 11A91011R WIN 0 Lam CC7 IIAtIC M AOODOV4 01111 OCvm amMcan 00011 AOOmT 00w11O a W AUUM 0II11 110 ISO IRI" M TIm 100 I®IR0001 W M IIC10M Ilam 0001 011 11I000I " 018000 OJa 1iAO 10IDSO0 111=0 I®0 Op. OVFW 11 FWA4 imr=CL= w 1AIAN INSIaaIDA 0=15 own r VILL WL E8 1 I I1S 00 EO1 - MO10 TND{ MO 1 Im m oo® ae°aa i CWOwVO YWL NW 11 am" MTAIRAW ea NA IDR 001L IF an 7 -IT DESIGN LOADS: +24.0 PSF ! —24.5 PSF TEST LOADS: +30.0 PSF t —37.0 PSF Clopay MPC: PAN -2F153 am 1/3/97 ng Products °3°SLIAUN G( 50a °t"r" ^' JAC on (513 nD-4eoD scan On M.T Gab. w Odi I_..L MWW W4 I is•o-w N is•o-m now""" CLASSIC AND CH RP STEEL PAN DOUBLE—CAR. 15'W +24/-24.5 PSF B ~ 101711 1 16C Florida Building Code Online Page 1 of 3 E Flpa ie Professional Regulation rte® BCIS Home I Log In I User Registration i Hot Topics submit Surcharge Stats B Facts i Publications FBC Stall BCIS Site Map Links Search brida w' Product Approval USER: Public User Prpouct Approval Menu > PrpAuet or gpplKatipn Searth > Application 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 Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved C MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Windows Single Hung Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE 2 Validation Checklist - Hardcopy Received Standard AAMA 506 AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 Option A 07/19/2016 08/05/2016 08/05/2016 Year 2008 2008 http://www.floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQvADgtCUGgvj Qiz6BP... 9/7/2017 Florida Building Code Online Summary of Products Page 2 of 3 FL # i 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 - 185 SH (Fin) Imoact Approved for use outside HVHZ: Yes (2).udf Impact Resistant: Yes FL17499 R1 C CAC MI Windows - 185 SH (Fin) Imoact Design Pressure: +55/-55 (3).Ddf 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 Rl C CAC Ml Windows - 185 SH (Flanae) Imoact 5).Ddf Quality Assurance Contract Expiration Date 10/10/2018 Installation Instructions FL17499 RI II 08-02544A.Ddf Verified By: Luis R Lomas PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513320A.Ddf Created by Independent Third Party: Yes 17499.2 185 SH 52x84 Fin/Flange Frame IG/SG Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R1 C CAC APC(13362)E1725.01-109-47-RO 185 SH(FLG warver)5-81G 1-8A 52 1-8X84 R60(100918).DdfApprovedforuseoutsideHVHZ: Yes FL17499 R1 C CAC MI Windows - 185 SH (Fin) (10).DdfImpactResistant: No FL17499 R1 C CAC MI Windows - 185 SH (Fin) (9).DdfDesignPressure: +60/-60 FL17499 R1 C CAC MI Windows - 185 SH (Flange) (9).odfOther: R-PG55 Quality Assurance Contract Expiration Date 10/09/2018 Installation Instructions FL17499 R1 II 08-02546A.pdf Verified By: Luis R Lomas PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513322A.Ddf Created by Independent Third Party: Yes 17499.3 185 SH 36x84 Fin/Flange Frame IG/SG Impact Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R1 C CAC MI Windows - 185 SH (Fin) Impact Approved for use outside HVHZ: Yes 4).Ddf Impact Resistant: Yes FL17499 R1 C CAC MI Windows - 185 SH (Fin) Imoact (5) Done.pdfDesignPressure: +55/-55 Other: R-PG55*, Missile Level D, Wind Zone 3. Glass to be FL17499 RI C CAC MI Windows - 185 SH (Flanae) Impact 3),odfbeddedinPecora896sealant. FL17499 R3 C CAC MI Windows - 185 SH (Flanae) Impact 4).pdf 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 52x72 Fin/Flange Frame IG/SG Single Hung Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R1 C CAC APC(13361)E1726.01-109-47-RO 185 SH(FLG waiver).Ddf FL17499 R1 C CAC MI Windows - 185 SH (Fin) (11).Ddf Approved for use outside HVHZ: Yes Impact Resistant: No FL17499 R1 C CAC Ml Windows - 185 SH (Fin) (12).DdfDesignPressure: +60/-60 FL17499 R1 C CAC Ml Windows - 185 SH (Flanae) Other: R-PG60 10).Ddf Quality Assurance Contract Expiration Date 10/08/2018 Installation Instructions FL17499 R1 11 08-02549A.Ddf Verified By: Luis R Lomas PE -62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513327A.Ddf Created by Independent Third Party: Yes 17499.5 1185 SH 136x84 Fin/Flange Frame IG/SG Single Hung Laminated Glass http://www. floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtCUGgvj Qiz6BP... 9/7/2017 Florida Building Code Online Page 3 of 3 Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R1 C CAC APC(133631E1729,01-109-47-RO 185 SH (FLG waiver).DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL17499 R1 C CAC MI Windows - 185 SH (Fin) (13).)d FL17499 R1 C CAC MI Windows - 185 SH (Fin) (14).DdfDesignPressure: +60/-60 FL17499 RI C CAC MI Windows - 185 SH (Flanne) Other: R-PG60* 11). Ddf Quality Assurance Contract Expiration Date 10/17/2018 Installation Instructions FL17499 R1 11 08-02550A.odf Verified By: Luis R Lomas PE -62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513328A.Ddf Created by Independent Third Party: Yes 17499.6 185 Triple SH 111x72 Fin Frame IG/SG Single Hung 110x72 Flange Frame 1G/SG Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 RI C CAC MI Windows - 185 SH Triole (Fin) Approved for use outside HVHZ: Yes 3).Ddf Impact Resistant: No FL17499 RI C CAC MI Windows - 185 SH Triple (Fin) Design Pressure: +50/-50 4).Ddf Other: R-PG50* FL17499 R1 C CAC MI Windows - 185 SH Triple (Flange) 3).Ddf FL17499 R1 C CAC MI Windows - 185 SH Triole (Flange) 4).Ddf Quality Assurance Contract Expiration Date 10/20/2018 Installation Instructions FL17499 R1 11 08-02548A.Ddf Verified By: Luis R Lomas PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513324A.Ddf Created by Independent Third Party: Yes 17499.7 185 Twin SH 106x72 Fin Frame IG/SG Single Hung 105x72 Flange Frame IG/SG Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 RI C CAC MI Windows - 185 SH Twin (Fin) Approved for use outside HVHZ: Yes 3).Ddf Impact Resistant: No FL17499 R1 C CAC MI Windows - 185 SH Twin (Fin) Design Pressure: +45/-45 4).Ddf Other: R-PG45 FL17499 R1 C CAC MI Windows - 185 SH Twin (Flange) 3).pdf FL17499 R1 C CAC MI Windows - 185 SH Twin (Flange) 4).Ddf Quality Assurance Contract Expiration Date 10/20/2018 Installation Instructions FL17499 R1 11 08-02547A.pdf Verified By: Luis R Lomas PE -62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513323A.odf Created by Independent Third Party: Yes Back Nert Contact lh •: 2601 Btalr Stone Road. Tallahassee Fl 32399 Phone: 850.187-1824 The State of Flonda is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Ar_c_essibllity Statement :: Refund Statement Under Flonda 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 electronicmail 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 455, F.S. must provide the Department with an email address If they have one. The smalls 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: ERE Credit Card Sate http://v.rww.floridabuilding.orglpr/pr app_dti.aspx?param=wGEVXQwtDgtCUGgvjQiz6BP... 9/7/2017 NOI ES' 1 THE PP.ODLICT SHOWN HEREIN IS DESIGNED AND Mt.NUFACTUREO TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE INCLUDING THE 4VHZ. 2. 7:000 FRAMING ANO M/SONR'f C'PE14INC TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY CPENING IS THE RES.PCNSIBILIFf OF THE ARCHITECT OR ENGINEER OF RECORD. 3. IR BVCK OVER MASONRY/COW RETE IS OPTIONAL. 4. V:HERE SHIM OR RUCK THICKNESS IS LESS FHA14 1-I/2" YANDOW UNITS MUST 8E AnCHURCU THROUGII IHC FRAMC IN AXOROANCE W1114 MAFILWACTURER'S PUULISIILD 04STALLATION INSTRUCTIONS, ANCHORS SHALL SE SECURELY FASTENED DIRECTLY INTO MASONRY. CONCREIE OR OTHER STRUCTURAL SUBSTN.AIE MATERIAL. 5. WHERE WOOD BUCK THICKNESS IS 1-1/2" OR GREATER. LUCK SHALL BE-SCCURCLY FASTENCD 10 MASONRY. CCNCREIE OR OTHER STRUCTURAL SUBSTRATE. WINDOW UNITS MAY BE ANCHORED THROUGH FRAME TO SECURED :'000 BUCK IN ACCORDANCE WITH MANUFACTURER'S PUULISHEO INSFALLAIION INSIRVCIIONS 6. WIIERE IX BUCK IS NOT USED DISSIMILAR MATCRIALS MUST BE SEPARAILU WITH APPROVLU COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE P,ESPOIVSISILITY OF THE ARCI111CCT OR ENGINEER OF RECORD. 7 BUCKS SFWLI, EXTEND BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT IS PROVIDED. S. FOR FIN INSTALLATION SHIM AS NEEDED FOR FRAME INSTALLATION SHIM AS RCOUIRED AT EACH ANI,'HOR LOCATION WITH LOAD OCARING SHIM. SII1M v414ERE SrACE OF 1/16' OR GREATER OGCUP.S. MAXIMUM ALLOWABLE SHIM STACK TO BC 1/4", 9. SHIMS SHALL BE LOCATED, APOLIEO AND MADE FROM MATERIALS AND THICKNESS CAPABLE OF SUSTAINING APPLICABLE LOADS, 10. V+IFIO LO•'10 DURATION FACTOR Cd=1.6 WAS USED FOR :*4000 ANCHOR CALCULATIONS. 11. FRAME MATERIAL: EXTRUDED RIGID PVC. 12. UNITS MUST BE GLAZED PER ASTM C1300-04/09. SEE SHEET 14 FOR GLASS DETAILS. 13 APPROVED IMPACT PROTECTIVE SYSTEM TS r10T P.EOUI4LQ FOR THIS PRODUCT 114 WIND BORNE DEBRIS REGIONS. 14 FOR ANCHORING THROUGH FIFI INTO WOOD FRAMING OR :X BUCK USE $8 WOOD SCREWS WITH svcncIENT LENGTH TO ACHIEVE A I IIA- MINIMUM EMBEDMENT INTO SUBSTRATE. I.00AIL' ANCHORS AS SHOWN IN CLCVATIQNS AND INSTALLATION DETAILS. NtNslotr., I acv I DESCM-IMN I arE I a P.OVED A I REVISED ANCHJR SPACING k CHARTS 1 07/11/20161 R.L. ' 15. FOR ANCI IORING THROUGII FRAME INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS *11TH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSIRAIC. LOCATE ANCf10RS AS SHOWN IN CLE!ATIONS AND INSTALLATION DCIAILS. If. FOR ANCHORING TFIROUGH FRAME INTO MASONRY/CONCRETE USE 3/16" IAPCONS WITH SUFFICIENT LENGTH TO ACHICVE A 1 1/4- MINIMUM EMBEDMENT INTO SUBSTRATE WITI1 2 1/2" IANIMUM L'UGE DISTANCE. LOCATE ANCIIORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 17, FOR ANCHORING THROUGIt FRAME INTO MLTAL STPUCTURC USE #10 SMS OR SELF DRILLING SCREWS WITH SUmcIEMT LENGTH TO ACHICVC 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL, LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DLTidLS. 18. AIFASTENERS TO BE CORROSION RESISTANT. 19 I. IATLATION ANCHORS SHALL SC INSTILLED IN ACCORDANCE WITH ANCHOR MAVUFACIUREP'S INSIALIATON INSIRUCFIONS AND ANCHORS SHALL NOT UE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STREFJGTH SPECIFIED BELOW: A. WOOD' MINIMUM SPC^.IFIC GRAVITr OF G=0.,12 B CONCRETE: MINIMUM COMPRESSIVE SIRENGIH OF 2,000 PSI C. MAS014IRY: HOLLOW/FILLED BLOCK PER ASPM C90 WITH fm=2.00OPSI MINIMUM. Fi. METAL STRUCTURE: STEEL 18CA (.048"j F1=33{SI/FU=52KSI Or ALUMINUM 6063-T5 FU=30KS1 .048" THICK MINIMUM I TABLE 0-- CONTEfITS 1 SHEEI fK) I UESCRIPTION I1INOfCS 2 - 4 I CLEVAT (INS 5 - 13 1 INSTALLATION DETAILS 14 1COMPONENTS SIGNED: 07/12/2016 DOORSM650WESTMAKETTSTREET\\`S R O,/z vGRATZ, PA 17030-0370 GEN,S:911+ ft,• jI 1 0 5 *= SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"X84" NON -IMPACT NOTES o ATAT OFOF O . 4i F•:4, OR•. iaPmwN• ew No. aLv 08-02 A Js/11NA110 0` xur. NTS w.[ 12/09/14 14 F1 9,JOIII i 52" MAX FRAME ''IOTII 52" MAX FRAME wIOTH REv DF:,CgiattOM futE T ana."Mr0 2" MAY MAX 60 C. Z MAX L" Mi.X M X60C -- 2" MAX A REVISED ANCHOR SPICING & CHARTS 07/1 1 /70 16RL 1I J I CHART k1 UNITS INSTALLED WITHOUT FILLERS Number of anchor foeatlona requl od G C 0 C. MAX 1 C. Frame Frame Wldlh (M OO Nelpht(In) 18.00 24.00 $0.00 36.00 41K 4800 57.00 1 ' Head .hmb Head Jamb Heed Amb Head Jamb Hood Jamb Need JemD Head Jamb r 24.00 2 3 3 3 3 3 3 3 Aa 4 3 4 3 gn" i 84" ( 30.00 2 3 3 3 3 3 3 3 a 3 4 3 4 3 MAX _ _ MAX _ 38,00 2 3 3 3 3 3 3 7 4 3 4 3 4 3 FRAME FRAME _— 47.002 4 3 4 3 a 3 4 4 4 4 4 4 4 11E11 IIT I HEIGHT I 46.00 2 4 3 a 3 4 3 4 4 a 4 4 4 4 7 $4.00 2 5 3 5 3 5 3 5 4 5 4 5 4 5 60100 2 5 3 5 3 5 3 5 4 5 4 5 4 5 1 ^ ^ 66AO 2 S 3 S 3 S 3 5 a 5 4 5 a 5 LU, ,/IL Jlr 7700 2 8 J 8 3 8 3 6 4 8 1 4 1 8 4 8 7t 00 2 8 3 8 J 8 3 6 a 8 4 0 5 6 H00 2 6 3 8 3 6 3 6 a 8 4 7 5 7 X X I 1 185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW EXTERIOR VIEW DESIGNER EXTERIOR VIEW FLANGE& FINLESS INSTALLATION FLANGE& FINLESS INSTALLATION WITHOUT FILLERS WITHOUT FILLERS SEE CHART I f FOR SMALLER UNITS REOU/REO ANCHORS SEE CHART 81 FOR SMALLER UNITS REOUIRED ANCHORS DESIGN PRESSURE RATING IMPACT RATING 160.0PSF NONE SIGNED: 07/12/2016 NOTES. W11WINDOWSIWDOW EST akNO DOORS `\`\\`S 1R IIL Of, I. ALAXIb1UM SASH SIZE. 51" Y. 35 GRATZ. PA 17030-0370 = EI STREET r •'GENS'.'9 ii 2 bhXIM1_ UM SnS11 0.0.. 47 5/$" X 32 I/2" _ F . 3. 11-jcIblUAI FLCCO 0 L 0 49 1 /A" % 45'. SERIES 185 ALUMINUM SINGLE HUNG WINDOW Z *. 0 5 • * = 52"X84" NON-IMPACTATFLANGEFLANCCdoFINLESSELEVATIONS OF HARDWARE SCHEDULE EN. r' °a • %FS:PP.-- d A. 2 METALSWEEPLOCK AT8"FROM EACH END INTERIOR MEETING RAIL e.E 08 502546 A i SJOri 1. B. (2) BLOCK AND TACKLE BALANCE AT IAMBS NTS 12/09/14 2 OF 14 6 I rR HEi 52" MAX FRAME VADTH -- 2" MAX — _ •_ 16" 1?AX _ 2" 1.40 1 52" Max rRAME WIDTII — 2" MAX — 16" MAX _ I 2" MAX1- O.C. 2 f I6" C0 OUC. MAX FluME HEIGHT r 4 X 185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW EXTERIOR VIEW DESIGNER EXTERIOR VIEW FLANGES FINLESS INSTALLATION FLANGE& FINLESS INSTALLATION WITH FILLERS WITH FILLERS SEE CHART 02 FOR SMALLER UNITS REQUIRED ANCHORS SEE CHART 02 FOR SMALLER UNITS REQUIRED ANCHORS DESIGN PRESSURE RATING IMPACT RATING f60.OPSF NONE NOTES 1. MAXIMUM $A'-,IlSIZE- $1" X 36". 2. MAXIMUM SASH DLO: 47 5/8- X 32 1/2-. 3 MAXIMUM FIXED D.I. 0.: 49 1/A' X 45". I HARDWARE SCHEDULE I RFNVOlfC f)MRmTOW OATS APnR&W REVISED ANCHOR SPACING do CHARTS 1 07/11; 7015 R.L 2 UNITS INSTALLED WITH FILLERS Frame H.Ight lml MI WINDOWS AND DOORS 650 WEST MARKET STREEI GRATZ. PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"X84" NON—IMPACT FLANGE & FINLESS ELEVATIONS ORAWN: N.G. 08-02546 s uc NTS °A'c 12/09/14 5rFIT3 OF 14 SIGNED: 07/12/2016 1R III///,/ I to /z 104 0 5 ••*= Q• TATE OF •eve F•'O OR1aP• ssoNA11S o`.. I 7 I6" 1AX 4" , AX IMI: CHT J( 4 X I 52" Max rRAME WIDTII — 2" MAX — 16" MAX _ I 2" MAX1- O.C. 2 f I6" C0 OUC. MAX FluME HEIGHT r 4 X 185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW EXTERIOR VIEW DESIGNER EXTERIOR VIEW FLANGES FINLESS INSTALLATION FLANGE& FINLESS INSTALLATION WITH FILLERS WITH FILLERS SEE CHART 02 FOR SMALLER UNITS REQUIRED ANCHORS SEE CHART 02 FOR SMALLER UNITS REQUIRED ANCHORS DESIGN PRESSURE RATING IMPACT RATING f60.OPSF NONE NOTES 1. MAXIMUM $A'-,IlSIZE- $1" X 36". 2. MAXIMUM SASH DLO: 47 5/8- X 32 1/2-. 3 MAXIMUM FIXED D.I. 0.: 49 1/A' X 45". I HARDWARE SCHEDULE I RFNVOlfC f)MRmTOW OATS APnR&W REVISED ANCHOR SPACING do CHARTS 1 07/11; 7015 R.L 2 UNITS INSTALLED WITH FILLERS Frame H.Ight lml MI WINDOWS AND DOORS 650 WEST MARKET STREEI GRATZ. PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"X84" NON—IMPACT FLANGE & FINLESS ELEVATIONS ORAWN: N.G. 08-02546 s uc NTS °A'c 12/09/14 5rFIT3 OF 14 SIGNED: 07/12/2016 1R III///,/ I to /z 104 0 5 ••*= Q• TATE OF •eve F•'O OR1aP• ssoNA11S o`.. 2" MAX I FI HI 52 MAX FIRAVE WIDTH — 2" MAYI- l0" MAX 0. C. I SEE CHART d3 FOR SMALLER UNITS REOUIRED ANCHORS 1 MAX 0 C. 1 tfCTING t60.OPSF 10" MAX I O 10'MAX 1T O.C. I O IP% Id" AWE AX 10H II 4 AMC 11 HT 4 s X 4 N X 2" MAX I FI HI Rf U,Ct6 REV OF;.CRR`IgM Cd1E „'Rfh40 2' MAX A REVISED At CkOR SEALING k C11ARi5 1 ()7/11/20161 P L 185 ALUMINUM SINGLE HUNG WINDOW 52" MAX FRAME WIDTH — EXTERIOR VIEW 2" MAN - 1 Q" - SEE CHART #3 FOR SMALLER UNITS REQUIRED ANCHORS SEE CHART d3 FOR SMALLER UNITS REOUIRED ANCHORS 1 MAX 0 C. 1 tfCTING t60.OPSF 10'MAX O.C. I O Id" AX AMC 11 HT s 4 X Rf U,Ct6 REV OF;.CRR`IgM Cd1E „'Rfh40 2' MAX A REVISED At CkOR SEALING k C11ARi5 1 ()7/11/20161 P L 185 ALUMINUM SINGLE HUNG WINDOW I 185 ALUMINUM SINGLE HUNG WINDOW EXTERIOR VIEW DESIGNER EXTERIOR VIEW FIN INSTALLATION FIN INSTALLATION SEE CHART #3 FOR SMALLER UNITS REQUIRED ANCHORS SEE CHART d3 FOR SMALLER UNITS REOUIRED ANCHORS DESfGN PRESSURE RATING tfCTING t60.OPSF N01 C I MAKIIALIM SASH 51ZC. 51" X .36" 2. MAXIMUM SASH 0.L 0.: 47 5/8" k 32 1%2" J. U-X:IAUI.i FIXED D.L.O- 49 1/a" .t 1: BLOCK AND TACKLE BALANCE AT IAMBS CHARTO FFano Hllphl (In) MI WINDOWS AND DOORS 650 WES1 MARKET STREET GRATZ. PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"X84" NON -IMPACT FIN ELEVATION ORINR: OAS NO. N.G. 1 08-02546 c"lc NTS 0'E 12/09/14 14IEtl4 OF 14 SIGNED: 07/12/2016 it• j/ NJ j0 5 STATE OFtV c.ORI P t3• At. 1 1`\`` N000 FP,1MI11G OR 2Y BUCK UY OTHERS HACKER ROD APPROVED SEALANT 1 /2" IAN EDGE DISTANCE 1 i/4' MIN. I EMBEt?'IENT J— t MAX J SIIIAI SPACE uEwsarr, ' JA GATE3/4" MIN REVISED ANCHOR SPACING k CHARTS 07/11/7016 P.L. EDGE DISTANCE METAL I 1/4" MIN 1/4' MRA. STRUCTURE_ EMBEDMENT SHIM SPACE ON OTHERS r SHIa•PACE I APPROVED SEALANT 1 112 / INTERIOR MItJ EDGE DISTANCE \ III lq R000 SCREW \ &7ii10WOOD SRCEW / J/ 10 SMS OR SEI.c' DRILLING W000 FRAMING \ EXTERIORSCREWOR2XBUCK - BACKER ROO II BY OTHERS It APPROVED SEALANT JAMB INSTALLATION DETAIL f I ~ L 6y WOOD FRAMING OR 2X BUCK INSTALLATION INTERIOR X. EXTERIOR INTERIOR _ _ t /a" MACE EXTERIOR i ; JIrEa SHIM SPACE 110 SMS OR INTERIOR1SELFORILLINv ILL SCREWS N.ACKER ROD APPROVED SEALANT WOOF; FRAMING OR 2X RUCK OY OTHERS SILL TO BE SET IN A BED OF APP^n0VED STRUCTURAL SEALANT 1/4- MAX. SHIM SPACE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: I. INTERIOR ANO EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 BACKER ROD — APPROVED \ SEALANT METAL-' BY OTHERS VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS 4" f . _i``—- SILL TO BE SET N A DED OF MIt: 2 1/2" MIN. REASIOM • EDGE DISUANCE acv ocscrsmVON nATE an uKAgn CONCRE7UMASONN; - — `-Y -- A REVISCO ANCHOR SPACING h CHARTS 07/11/ 700 P.L. BY OTHERS a e a nP11GNAL 1X BUi . ° A I 1 /4" MIN. SEL" NOTES 3 - 7 •. _ EkiBEOMENT 1 1/4" MIN. SHCCT t EMBEI)ME141 —1 - i CON1,RETE/MASONRY 1/t" MAX. 1/4" IMAX.- OY OTI ICRS r— S"IM SPACE BACKI:4 POO — SHIM SPACE APPROVED c SLalfrlr \ 3/16' TAPCON 3116- TAPCON i • .° INTERIOR EXTERIOR I INTERIOR 7 MIN.. I^J EOCE DISTANCE I JI I \ Ir l SACKER aoo EXTERIOR G: APPP,CAlm OPTIONAL Ix BUCK SEALANT SEE NOTES 3 - 7 SILL TO BE SET SHEET I JAMB INSTALLATION DETAIL BACKER. POO IN A BED OF CONCRETEAMASONRYINSTALLATION APPROVED APPROVED SEALANTAHr C LANT STRUCTURAL SEALArlr OPT1011AL IX FUCK — \ Jl• I t 1" MA ( NOTES. SEE NOI E 3 - 7 \ I INTERIOR AND EXTERIOR FINISHES, BY OTHERS. SHEET I \ r f SHIM SPACE NOTSHOWNFORCLARITY 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 CONCRETE/MASONRY UY OTHERS • a < SIGNED: 07/12/2016 MI WINDOWS AND DOORS j11111nI, 4' \ 65U WEST MARKET STREET R GRATZ, PA 17030-0370 `w•v GENs 4s SERIES 185 ALUMINUM SINGLE HUNG WINDOW _ Sp 52"X84" NONIMPACT FLANGE INSTALLATION DETAILS WITHOUT FILLERS p• VERTICAL CROSS SECTION ojk`= CONCRETE/MASONRYINSTALLATION VaewN: v.; :.o. atv 1-iP';COMOt • ' rtr : wz 08 X546 n S1ONAi`S G` NTS 12/09/14 6 OF 14 t5 I~ J1 j INTERIOR EXTERIOR BACKER ROD APPROVED cEgLANT WOOD rRAMING OR 2h FUCK BY OIHErS I EXTERIOR I: I a SILL. TO BE SET Irl A BED OF APPROVED STRUCTURAL SEALANT 1/4" MAX. BACKER ROD SHIM SPACE d APPROVED SEALANT VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES. I INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY. 2, PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 META STRUCTUF BY OTHEF INTERIOR VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION REVLIMG RLV 0MCmnnoN Ifl tE AMM''EO AlREMSEO A14CHOR SPACING k CHARTS 107/11/7016 PL 1 1/4" MIN. 1/4" MAX. EMBEDMENT Siff>t SF.ACE 1 J2" INTERIOR MIN EDGE \ DISTANCE A10 w000 SCREW 1/2'* M114 81000 FRAIAINC OR 2X UUCK/ EDGE DISTANCE BY OTHERS RICID — fc APPROVED V1COD FRAMING • FILLER SEALAI+( j JAMB INSTALLATION DETAIL 4 MIN EDGE DISTANCE OR 2Y SUCK METAL 1/4" MAX STPL16UP.E SEALAiJT UY OTHERSr/ F.Y OTHERS 1 1/4- MIN. MEIAL 10 sM5 OR 1/4" MAX. INTERIOR 1 _ EMBEDMENT STRUCTURE Gl 01HERS 1/4" MAX SL'T+EWS JAMB INSTALLATION DETAIL SHIM SPACE METAL STRUCTURE INSTALLATION 1 SIGNED: 07/12/7016 BACKER ROD M650 IwDOWESTMARKED DOORS II`o L APPROVED q fta? 11',4 i SEALANT 191TPOF SPACE APPROVED — p;T= FLANGE INSTALLATION DETAILS WITH FILLERS y0 • $$$ SEALANT L'o'", RIGID — R,V 1 # 10 WOOU SCREW FILLCR A 1'11*.NTS eAr[ 12/09/14 7 OF 14 RI;,ID FILLER 1710 SMS OR SELF DRILLING SCREW t5 I~ J1 j INTERIOR EXTERIOR BACKER ROD APPROVED cEgLANT WOOD rRAMING OR 2h FUCK BY OIHErS I EXTERIOR I: I a SILL. TO BE SET Irl A BED OF APPROVED STRUCTURAL SEALANT 1/4" MAX. BACKER ROD SHIM SPACE d APPROVED SEALANT VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES. I INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY. 2, PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 META STRUCTUF BY OTHEF INTERIOR VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION REVLIMG RLV 0MCmnnoN Ifl tE AMM''EO AlREMSEO A14CHOR SPACING k CHARTS 107/11/7016 PL 1 1/4" MIN. 1/4" MAX. EMBEDMENT Siff>t SF.ACE 1 J2" INTERIOR MIN EDGE \ DISTANCE A10 w000 SCREW 81000 FRAIAINC OR 2X UUCK/ EXTERIOR 2ACK:R ROD BY OTHERS RICID — fc APPROVED FILLER SEALAI+( SILL TO 9E SET IIJ A BEL) OF APPROVED g•- JAMB INSTALLATION DETAIL I WOOD FRAMING OR 2X BUCK INSTALLATION METAL 1/4" MAX STPL16UP.E SEALAiJT SI11M SPACE F.Y OTHERS RICID J ` BACKER ROD 10 sM5 OR 1/4" MAX. INTERIOR SELF DRILLING SIIIM SPACE SEALANT SL'T+EWS JAMB INSTALLATION DETAIL Y SILL TO 9E SET IIJ A BEL) OF APPROVED g•- MINMIN. EOGE 1 OISTAN ' I STRUCTORAL EXTERIOR SEALAiJT RICID J ` BACKER ROD 1/4" MAX. 1LLER h APPROVED SIIIM SPACE SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 07/12/7016 M650 IwDOWESTMARKED DOORS II`o TREET```J\S55ft GRATZ, PA 17030-0370 v,•GENSe •S SERIES 185 ALUMINUM SINGLE HUNG WINDOW 191TPOF 52"X84" NON -IMPACT p;T= FLANGE INSTALLATION DETAILS WITH FILLERS y0 • $$$ L'o'", 4' HO. R,V S:c(pRSUPN.G. 08 02546 A 1'11*.NTS eAr[ 12/09/14 7 OF 14 L _ 2 1/2" MIN. EDGE OQ TANCE CONCRL-FE/MA$puR" 1, — -----•---- P,Y OTHERS a a a a OPTIONAL IX SUCK — •' a•. ,• a 1 1/h" 111x1, SCC NOTES 3 - 7 EMUFOMENT SHECT I ''.•, 1 /h" MAX. f1ACKf_R 1+.OD — ' I SHIM SPACE - h APPROVED i SC4LANi PIf=ID FILLER 3,%I6" TAPCON I. EXTERIOR ( r][, INTERIOR VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION 1 1/4" 611N -- EM9EUMENI COf1CRETE/M:150NRY -t UY OTHERS \ a' 3/16" TAPCON • •a o mrorm 2 1/2 MIN EDGE v DISTANCE L_ / \ EXTERIOR B.CiER P.00 RIGID & APPROVED FILLCR SEALANT JAMB INSTALLATION DETAIL REMS191b ' INAOFSEf-0-MPATE a -IO TP REYIBCD ANCHOR SPACING k CHARTS 07/I1j2016 PL OT= IIONAL 1X DUCK SEE NOTCS 3 - 7 SHEET I 1 /s IJAX SIIIM SPACE INTERIOR CONCRETE,MASONRY INSTALLATION NOTES, 1. INTERIOR AND EXTERIOR FINISHES, BYOTHERS, NOT SHOWN FOR CLARITY, 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SIGNED. 07/12/2016 H.15:-- KV SILL TSETOBC BACKER. POO do A0PRUvEO 11 IN A DED OF APPROVED STRUCTURALSEALA,N1 Lvel SEALANT OPTI7NAL IX C7VCH J,. • 1/4" MAX. SEE NOTE 3 - 7 \• '_,HIM SPACE HEET I \ r SAT OF tV r -WN. bv; Ie. CONCRETE/MA$ONR9 F•;°lORIaP• N.G. UY 01HERS a ' a VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION 1 1/4" 611N -- EM9EUMENI COf1CRETE/M:150NRY -t UY OTHERS \ a' 3/16" TAPCON • •a o mrorm 2 1/2 MIN EDGE v DISTANCE L_ / \ EXTERIOR B.CiER P.00 RIGID & APPROVED FILLCR SEALANT JAMB INSTALLATION DETAIL REMS191b ' INAOFSEf-0-MPATE a -IO TP REYIBCD ANCHOR SPACING k CHARTS 07/I1j2016 PL OT= IIONAL 1X DUCK SEE NOTCS 3 - 7 SHEET I 1 /s IJAX SIIIM SPACE INTERIOR CONCRETE,MASONRY INSTALLATION NOTES, 1. INTERIOR AND EXTERIOR FINISHES, BYOTHERS, NOT SHOWN FOR CLARITY, 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SIGNED. 07/12/2016 M65WIWOOWESTMARKETS AND DOORS STREET GRATZ, PA 17030-0370 R!ILIo,/z 9-srGENs SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"X841 NON -IMPACT z FLANGE INSTALLATION DETAILS WITH FILLER SAT OF tV r -WN. bv; Ie. Rtv F•;°lORIaP• N.G. OB c0 546 A SIj'NA''E 1G w eNTS12/09/14 - 8 OF 14 N10 WOOD SCREW J INTERIOR EXTERIOR BACKER ROD AP^ROVED SEALANT WOOD FRAMING OR 2X BUCK BY DINERS 3/4' MIN r -T EDGE DISTANCE EXTERIOR r SILL TO BE SET IN A BED OF APPROVED STRUCTURAL SEALANT BACKER ROD 1/4" MAX. & APPROVED SHIM SPACE SEALANT r VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES, 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED INACCOROANCE WITHASTM E2112 STRUCTURE BY OTHERS aEvl;irrr, IRCVOCXRRTOHNSC 'G`.SQ A I REVISCO NICIlOR SPACING h CHARTS 07/11/2016 P.l, 1 1/4" MIN. 1/4" MAX EMBEDMENF SHIM SPACE 1/2" MIN EDGE DIS1AHCc R , v "1$ no SEL° DRILLING SCREW INTERIOR VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION SILL TO BE SET 1 J A BED or APPROVED STRUCTURAL SFJ LANI 1/4" MAX. SIIIM SPACE 1/4' MAX. SHIM SPACE INTERIOR P10 WOOD SCREWCREW J Al1 LWJ- II EXTERIOR VOOO FRAMING J OR 2X BUCK BY OTHERS ` BACKER ROD Pi APPROVED EAIJ•Nl JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION r I/4" MAX. SHIM SPACE 10 SMS OR INTERIOR SELF DRILLING SCREWS \ 1 illUlll 3/a.. IMIN. JLL ej EDGE DISTANCE EXTERIOR 1 METAL EIKKER ROD T/2" ki1N STRUCTURE & APPROVED EDGE DISTANCE N00D FP 1A111JG OR 2w BUCK METAL STRUCTURE INSTALLATION XWINDOWS AND DOORS DY U7HER5 • 650EST STREEr GRATZ. PA 17030-0370 METAL STRUCTURE SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52•X84•' NON -IMPACT BY OTHERS 1 '- A • OF J cR.wn: vx: 1e BACKER ROD os AoPF.DVEI? 1,14' MAX SGY 1: a= o25a5 NTS 12/09/14 9 OF 14 SEALANT 1114 SPACE APPROVED I SEALANT N10 WOOD SCREW J INTERIOR EXTERIOR BACKER ROD AP^ROVED SEALANT WOOD FRAMING OR 2X BUCK BY DINERS 3/4' MIN r -T EDGE DISTANCE EXTERIOR r SILL TO BE SET IN A BED OF APPROVED STRUCTURAL SEALANT BACKER ROD 1/4" MAX. & APPROVED SHIM SPACE SEALANT r VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES, 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED INACCOROANCE WITHASTM E2112 STRUCTURE BY OTHERS aEvl;irrr, IRCVOCXRRTOHNSC 'G`.SQ A I REVISCO NICIlOR SPACING h CHARTS 07/11/2016 P.l, 1 1/4" MIN. 1/4" MAX EMBEDMENF SHIM SPACE 1/2" MIN EDGE DIS1AHCc R , v "1$ no SEL° DRILLING SCREW INTERIOR VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION SILL TO BE SET 1 J A BED or APPROVED STRUCTURAL SFJ LANI 1/4" MAX. SIIIM SPACE 1/4' MAX. SHIM SPACE INTERIOR P10 WOOD SCREWCREW J Al1 LWJ- II EXTERIOR VOOO FRAMING J OR 2X BUCK BY OTHERS ` BACKER ROD Pi APPROVED EAIJ•Nl JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION r I/4" MAX. SHIM SPACE 10 SMS OR INTERIOR SELF DRILLING SCREWS \ 1 illUlll 3/a.. IMIN. JLL ej EDGE DISTANCE EXTERIOR 1 METAL EIKKER ROD STRUCTURE & APPROVED BY OTIICRi SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 07/12/2016 XWINDOWS AND DOORS 650EST STREEr GRATZ. PA 17030-0370 GENs ,s 1t•0 6 • # = SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52•X84•' NON -IMPACT a spa• Cyr Z:ATFRILESSINSTALLATIONDETAILSWITHOUTrILLERSA • OF i'FS nOR1 P 6 cR.wn: vx: 1e Rzr lv os n ii S; ONAj1\\ p SGY 1: a= o25a5 NTS 12/09/14 9 OF 14 L 2 I /2y MIN. EDGE DISTANCE CONCRCTC/MASONI?Y%- T- BY OTHERS • •` n < e OPT14 11/4" MIN. SEC NE AL lx EUCKe " ' ° MEEUMEHI SEC NOTES 3 - 7 < SI ICCT 1 •." < 114- MAX. IJACKCR r{rtiD -- SHIM SPACE AP ROVEO SCOLANT 3/16' TAPCON EXTERIOR 1 INTERIOR I SILL TO BE SET RAChEP. X00 IN A 6EU OF A-PROtiEO / APPROVED SEALANT STRUCTURAL. 5EALANI OPTIONAL IX BUCK\ JI- r 1 j d" kw. SEE NOTE 3 - IU - 7 L SHIM SPACESHEET - r CONCRETE%MASONRY -\ Ely OIHERS e S e < VERTICAL CROSS SECTION CONCRETEJMASONRY INSTALLATION 1 1/4" MITI. EMLIEUMENI CONCRETE/MASONRY BY )TIICRS aEvlSmrr, ' IacvDFKamaDNMtE 'M'OKO I A l RLNISEO ANCHOR SPACING h CHARTS 07/11/20161 PL. CPIIONAL IX DUCK SEE NOTES 3 - , SHEET I 3/16" TAPCON _ 1 1/4" MAX. SIIIM SPACC INTERIOR 2 1/2" , MIN, EDGE DIS LANCE EXTERIOR f BACKER R00 A. APT'P,OVED SCALANT JAMB INSTALLATION DETAIL CONCRETE04ASONRY 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 SIGNED: 07/12/2016 D DOORSM650rlwDOwMA 0 KETS STREEr GRATZ. PA 17030-0370 SrR. r •GENS SERIES 185 ALUMINUM SINGLE HUNG WINDOW*• jp • # 52"X84" NON -IMPACT AFINLESSINSTALLATIONDETAILSWITIIOUTFILLER AT OFiv Da<WN. uo; 1.o. aLv i''FS'(ORMV *O' N.G. Immi: 08-02546 A j/ONA' IEa\ aaCNTS 12/09/14 10 OF 14 1/2' MIN EDGE DISTANCE WOOD FRAMING OR 2X RUCK DY I mms Ar APERR MAX„ ROD DD _ / H AP1 4" SUALANF IIIM SPAt;E RIGID $10 WOOD SCRE-W FILLER I— ar. INTERIOR EXTERIOR VACKER ROD fc APPROVED SEALANT W00D FRAMING OR 2X BUCK BY OTHERS MIL -Al STRUCTURI BY OTHER? APPROVC( SEALAN' RIGID J I I TILLER 410 SMS OR SELF DRILLING EXTERIOR SCREW INTERIOR SILL TO BE SCT IN A BCD OF APP?0v[0 STRUCTURAL SEALANT 1/4" VAX BACKER ROD HIM SPACE , APPROVED T SEALANI I VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 STRUCTURE BY OTHERS VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION SILL TO BE SET IN A UCU of- APPROVED FAPPROVED STRUCTURAL SCALANI 1/4" MAX SHIM SPACE REMSWAIS omrlrmoN I CFTE •'+'O LD RE141SED ANCHOR SPACING k CHARTS 1)7/11/20 161 RL. 1 1/4" WN. 1/4" MAX. EMBEDMENT SHIM SPACIE 12. INTERIOR MIN EDGE \ / r-- DISTANCE 410 WOOD r—l SCREWEXTERIOR 1Y000 FRAMINOR2XBUCK BY OFHERS ER ROD S APPROVED RIGID FILLER SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION METAL —, 1/4` MAX 5YOT iERS SHIM SPACE crFy1DSIBSOR INTERIOR SELF DRILLING SCREWS 3/4" MIN EDGE DIS IANCE 1 / 4" MAX it r $NIM SPACE RIGID J I I TILLER 410 SMS OR SELF DRILLING EXTERIOR SCREW INTERIOR SILL TO BE SCT IN A BCD OF APP?0v[0 STRUCTURAL SEALANT 1/4" VAX BACKER ROD HIM SPACE , APPROVED T SEALANI I VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 STRUCTURE BY OTHERS VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION SILL TO BE SET IN A UCU of- APPROVED FAPPROVED STRUCTURAL SCALANI 1/4" MAX SHIM SPACE REMSWAIS omrlrmoN I CFTE •'+'O LD RE141SED ANCHOR SPACING k CHARTS 1)7/11/20 161 RL. 1 1/4" WN. 1/4" MAX. EMBEDMENT SHIM SPACIE 12. INTERIOR MIN EDGE \ / r-- DISTANCE 410 WOOD r—l SCREWEXTERIOR 1Y000 FRAMINOR2XBUCK BY OFHERS ER ROD S APPROVED RIGID FILLER SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION METAL —, 1/4` MAX 5YOT iERS SHIM SPACE crFy1DSIBSOR INTERIOR SELF DRILLING SCREWS 3/4" AIN. VOCE DISTANCE EXTERIOR 1 `\ RIGID J/ L B4 KCR ROD FILLER A,, APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 07/1212016 M0ID DOORS 65WEST MA KE GRATZ, PA 17030-0370 v •\GENS 9s SERIES 185 ALUMINUM SINGLE HUNG WINDOW 1r. 197- 52"X84" NON -IMPACT kFINLESSINSTALLATIONDETAILSWITI4FILLERSp6 ; tV FS;°1OR14PonNo, u1v OB Q25a6 n ONA11\\` cuE wIENis 12/09/14 11 OF 14 COHCR TC /MA,;OIIRY BY OTHERS OPnaur.L 1N Bui:K SEE NOTES 3 - 7 SHEET I DACKF_R ROD -• E APPROVED SEALANT RIGID FII I.CR 2 1/2" MIDI. EDGE DISTANCE 1 1/4" MIN. EMBEDMENT U -4—d N SHIM SPACE 3/16" TAPCON I rJ to EXTERIOR 1J L INTERIOR I BACKER POO SIGNED: 07/12/2016 M6510 IWDOINESTMARKLTS ,O DOORS SILL TO DE SET IN A BED OF A-PROVEO TREET J\5 GENSF, • STRUCTURALSESEALAfJT FINLESS INSTALLATION DETAILS WITH FILLER SEAL4NTALANT OPTIONAL IX BUCKJE- SEC NOTE 3 - 7 r 0 F QR%D.• 1/4" IAAY•. 08-02546' 8 A SHR! SPACE SHEET I CONCRETE/MASONRY UY UIHEP,S VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION I i/4" MIN. EMBEL MEWi CONCRETE/MASONRY BY -)TnERS I• 3/16" TAaCOFJ f v 1 12„ 4YdR74 MIN. v EDGE OISTIANICE ` J e NIGID ILLER aEVI:MIr REV OFGUJna w (IAtE b o'GKtt A RMSCD NIW R)R SPACING k CHARTS 07; 1112016 PL I CF I IONAL IX DUCK SEE NOTES 3 - 7 SHEET 1 I /s'' AJAX SIAM SPACE INTERIOR EXTERIOR 1 BACKER ROD G• APPROVED 5CALAN T JAMB INSTALLATION DETAIL CONCRET&MASONRY 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 SIGNED: 07/12/2016 M6510 IWDOINESTMARKLTS ,O DOORS RL GRATZ, PA 17030-0370 TREET J\5 GENSF, • SERIES ALUMINUM SINGLE HUNG NINDOV! X185 52"X84" NON -IMPACT FINLESS INSTALLATION DETAILS WITH FILLER ST AT OF Jv DRSWN. iIU• 0.O. aEV 0 F QR%D.• N""- 08-02546' 8 A lisslONA11E G` IJTS oAt 12/09/14 SOn512 OF 14 R8 :".GOO SCREW 7j1Gi- MIN j p EDGE DISTANCE rl EXTERIOR 7/16" MIN EDGE DISTANCE 8 WOOD SCREW I 1/4" MIN EMBEDMENT WOOD FRAMING, BY OTHERS F 1/4" MAX. 1 SHIM SPACE INTERIOR CM1 GCV ••SCS. VERTICAL CROSS SECTION WOOD FRAMING OR ZX BUCK INSTALLATION 1/4" %./Ax SHIM SPACE WOOD FRAMING BY OTHERS WOOL) FRAMING BY OTHERS 1//4.• MAX SHIM SPACE t 1,%4.• / MIN. EMOEOMEFI IT 8 WOOD SCREW 7/18" MIN _ EDGE DISTANCE PEw-0* ' IIFtLvOE%Cr?Wn ON I10-7/11/201611? dTE TES A I REIASED ANCHOR SPACING & CHARTS 07/11/7016 RL. INTERIOR EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION NOTES. 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS. NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"X84" NON -IMPACT FIN INSTALLATION DETAILS DOWN: N.G. 08-02546 G'''E NTS I°•rE 12/09/14 191EI113 OF 14 SIGNED: 07/12/2016 K%L101r, , F 2 3/16" f - 1 7/6" _ 1 } f9I._ an Mvlmll"m cur¢ "PPM-EV x/16" _ I `? A RQVISCO ANCHOR SPACING h CHARTS 07/11/9716 PL. I 2 3/16" C— 2 3; 1G" Ilk, 1 I I 1 FLANGE FRAME HEAD FLANGE FRAME JAMB FINLESS FRAME HEAD FINLESS FRAME JAMB CM - 18501 CM -18503 CM -18553 CM-18513/^ ALUMINUM 6063-T5.050' THICK ALUMINUM 6063-T5.050' THICK ALUMINUM 6063.75 050' THICK ALUMINUM 6063-T5.050' THICK 2 5/16" --1 2 511r," 2 5/IG --1 1/8" ANN. _ _ 1/8" NNN METAL REINFORCED II F'. L SPACER 1. 3/16" EXTERIOR NTERes 3 3/8" 2 WI " } },4' fft R 5/8" 317E r-- 5410vWE Ly j. II c- J ir SEALANT 16I L"1J I SC FI ING BLOCK FLANGE FRAME SILL FINLESS FRAME SILO I I GLAZING DETAIL A CM -18502 CM -18554 FIN FRAME SILL FIN FRAME HEAD ALUMINUM 6063-T5.055^ THICK ALUMINUM 6063.75.055• THICK_ CM -18509 ' THICK Z/16" ANN ALUMINUM 6063.775.055' THICK ALUMINUM 6063-T5.050' y 1.1 7/16** 2 3 I 1 5/8" - = a - i I /8" S EXTERIOR INTERIOR 2 5/16' 2 3 16' SILICONE 2" rri 5/8" SITE ~' ^ SILICONE rdLIL' J SETTING I LOCK RAIL/STILE SASH BOTTOM RAIL MEETING RAIL FIN FRAME JAMB BLOCK, G DETAIL B CM -18505 CM -18510 CM• 18555 CM -18504 ALUMINUM 6061.775.050' THICKALUMINUM6063.75.062' THICK ALUMINUM 6063-T5.050' THICK ALUMINUM 6063•T5 055' THICK r15, I6" SASH STILE GLAZING BEAD CM - T5. 18507 GLAZING BEAD ALUMINUM 6063- T5.050* THICK V,w V-185 RIGID PVC .060• THICK RIGID PVC 050' THICK 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 r -Air NTS QA7C 12/09/14 s"E"14 OF 14 SIGNED: 07/12/2016 R IL04f RAIGN Zu 0001t A i"IOMA IIEa` Florida Building Code Online Page 1 of 3 u Business & Professional Re a t BGS Home I Log In I User Registration Hot Toprts I Submit Surcharge I Stats 6 Facts I Publications I FBC Staff I BGS Site Map I finks I Search dbpa ProductApproval IUSER. Public User Product Approval Menu > Produet or Aoolication Search > Application Lrst > Application Detail FL # FL15349-R8 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category windows Subcategory Fixed Compliance Method Certification Mark or Listing Certification Agency American Architectural Manufacturers Association Validated By Steven M. Urich, PE ij Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year AAMA 506 2008 AAMA/WDMA/CSA 101/I.S. 2/A440 2008 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 http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvd WIan... 9/7/2017 Florida Building Code Online Summary of Products Page 2 of 3 FL 7i Model, Number or Name Description 15349.1 185 PW 73 x 72 Insulated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15349 R8 C CAC APC 12786.odf Approved for use outside HVHZ: Yes FL15349 R8 C CAC APC 12787.Ddf Impact Resistant: No Quality Assurance Contract Expiration Date Design Pressure. +60/-60 04/03/2018 Other. CW-PG60 Installation Instructions annealed / 0.100 Solutia Saflex HP / 5/32" annealed. Glass FLIS349 R8 II 08-02357B.Ddf was bedded in Pecora 896 silicone with 5/8" glass bite. Verified By: Luis R. Lomas, PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL15349 R8 AE 513124B.Ddf Created by Independent Third Party: Yes 15349.2 185 PW 159 x 54 Triple CHS Insulated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLIS349 R8 C CAC APC 15350 Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 01/24/2021 Design Pressure: +55/-55 Installation Instructions Other: R-PG55 FL15349 R8 II 08-02949.Ddf Verified By: Luis R. Lomas, PE 62514 Created by Independent Third Party: Yes Evaluation Reports FLIS349 R8 AE 513783.Ddf Created by Independent Third Party: Yes 15349.3 185 PW Impact 72 x 72 Insulated Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLIS349 R8 C CAC APC 15454.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: Yes 06/25/2021 Design Pressure: +55/-55 Installation Instructions Other: FW-LC55, Missile Level D, Wind Zone 3. Glass FLIS349 R8 II 08-02948.Ddf consisted of 5/32" tempered exterior - spacer - 5/32" Verified By: Luis R. Lomas, PE 62514 annealed / 0.100 Solutia Saflex HP / 5/32" annealed. Glass Created by Independent Third Party: Yes was bedded in Pecora 896 silicone with 5/8" glass bite. Evaluation Reports 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 FL35349 R8 C CAC APC 8272.odf Approved for use outside HVHZ: Yes FL35349 R8 C CAC APC 8273.odf Impact Resistant: Yes Quality Assurance Contract Expiration Date Design Pressure: +55/-55 01/24/2021 Other: FW -R55, Missile Level D, Wind Zone 3. Glass Installation Instructions consisted of 1/8" annealed exterior - spacer - 3/32" FLIS349 R8 II 08-016145.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 FL15349 R8 AE 512278B.Ddf Created by Independent Third Party: Yes 15349.5 185 PW Impact 96 x 60 Insulated Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15349 R8 C CAC APC 7962.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 62514 annealed / 0.100 Solutia Saflex HP / 5/32" annealed. Glass Created by Independent Third Party: Yes was bedded in Pecora 896 silicone with 5/8" glass bite. Evaluation Reports FL15349 R8 AE 512277B.Ddf Created by Independent Third Party: Yes 115349.6 1 185 PW Impact 173 x 61 Insulated Laminated Glass Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +55/-55 Other: FW-LC55, Missile Level D, Wind Zone 3. Glass Certification Agency Certificate FL15349 R8 C CAC APC 12136 Diff Quality Assurance Contract Expiration Date 10/28/2017 Installation Instructions FLIS349 RS II 08-02947.odf http://www. floridabuilding.orglprlpr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvd Vnan... 9/7/2017 Florida Building Code Online Page 3 of 3 consisted of 1/8" annealed exterior - spacer - 1/8" VerifiedBy: 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 Repolis FL35349 R8 AE 513781.odf Created by Independent Third Party: Yes Back Next Contact Us •: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487.1824 The State of Florida is an AA/EEO employer. Coovnoht 2007.2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Fonda 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 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 dick here. Product Approval Accepts: M Credii Caid Safe http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvd WIan... 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. IX 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 REOUIREO AT EACH ANCHOR LOCATION WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4". 9. SHIMS SHALL BE LOCATED, APPLIED AND MADE FROM MATERIALS AND THICKNESS CAPABLE OF SUSTAINING APPLICABLE LOADS. 10. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 11. FRAME MATERIAL: EXTRUDED ALUMINUM 6063—T5. 12. UNITS MUST BE GLAZED PER ASTM E1306-04/09. 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 86 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 oEsaavnoN oArz AvvRorEo REVISED INSTALLATION DETAILS 06/01/15 RA. REVISED NAME AND ADDRESS 10/27/16 1 R.L. 15. FOR ANCHORING THROUGH FRAME INTO WOOD FRAMING OR 2X BUCK USE 810 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 810 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL, LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 18. ALL FASTENERS TO BE CORROSION RESISTANT. 19. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD: MINIMUM SPECIFIC GRAVITY OF G=0.42 B. CONCRETE: MINIMUM COMPRESSIVE STRENGTH OF 2.000 PSI. C. MASONRY: HOLLOW/FILLED BLOCK PER ASTM C90 WITH Fm=2,000PSI MINIMUM. D. METAL STRUCTURE: STEEL 18GA (.048') FY=33KSI/FU=52KSI OR ALUMINUM 6063—T5 FU=30KSI .048" THICK MINIMUM 20. GEOMETRIC SHAPES ARE ALSO APPROVED. APPROVED GEOMETRIC SHAPES DIMENSIONS SHALL NOT EXCEED INSCRIBED DIMENSIONS OF APPROVED RECTANGULAR ASSEMBLY SHOWN IN SHEET 2. TABLE OF CONTENTS SHEET NO. DESCRIPTION 1 NOTES 2 — 3 ELEVATIONS, CHARTS AND GLAZING DETAILS 4 — 12 INSTALLATION DETAILS SIGNED: 11/15/2016 MI WIND DOORS, LLCoWw. MNDKRKET ST.\\\J\5"alio 9iPGRATZ. PA 17030 GENS 0y,.6 26= SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON—IMPACT NOTES 1 T 06F AT OF 0 E`•:L,C0RI'D • oRAWr oRe No REv 08— 5'w B s//11111110 Luis R. Lomas P.E. FL No.: 62514 SCALE NTS DATE 09/03/14 I OF 12 L.ROSERTOLOWASPE 1132 WOODFORD RD LEWISOLLE, NC 27023 434-668-W9momes@Wxnesce.com 72 1/2" MAX FRAME WIDTH 6" MAX ——f- 18" MAX O.C. 6" MAX L 18" MAX D.C. I 71 1/2" MAX FRAME HEIGHT REFER TO CHARTS SERIES 185 ALUMINUM FIXED WINDOW 11 & 02 EXTERIOR VIEW FOR NUMBER OF ANCHORS REQUIRED 72 1/2• MAX FRAME WIDTH 6" MAX — 18" MAX O.C. — 6" MAX 71 1/2" 18" MAX FRAME MAX TO. C. HEIGHT T- 0/ 1 REFER TO CHARTS " SERIES 185 ALUMINUM FIXED DESIGNER WINDOW 1 & 12 EXTERIOR VIEW FOR NUMBER OF ANCHORS REQUIRED DESIGN PRESSURE RATING IMPACT RATING t60.0PSF NONE NOTES' 1. MAXIMUM O.L.O.: 693(4'X68314' REASM S REY VESCRIPnON DATE APPROYM A REVISED INSTALLATION DETAILS 06/01/15 R.L. 8 REVISED NAME AND ADDRESS 10/27/16 R.L. CHART al CHART 02 MI WINDOWSLLC Number of anchors required (without dgld Qllersi GRATZ, PA 17030 r,•GENS;•d+ 1 0y6 t' SERIES 185 ALUMINUM FIXED WINDOW Frame Frim! LI ELEVATION &CHARTS 70+, OF oi` OF Luis R. Lomas P.E. WiFIL ll62514 ORAWK00.0 J.L tq. 08-02357 Frame width (in) DATErAzNTS 09/03/14 2 OF 12 L RMRTO LOVAS P.E. ICU WOODFORD RO LEWISVILLE. NC 27023 4,11-681-0009momaSl hb'ns3Pe oom Wight 2100 3000 36.00 12.00 48.00 61.00 10.00 66.00 71.60 fin) It^I Hi5 amb His amb N65 amb Hi5 am6 His Jamb Has am6 Has Jamb Nt5 m6 H65 Jamb 21.00 2 2 2 2 3 2 3 2 3 2 1 2 1 2 1 2 5 2 30.00 2 2 2 2 3 2 3 2 3 2 I 2 1 2 I 2 5 2 30.00 2 3 2 3 3 3 3 3 3 3 I 3 1 3 5 3 5 3 12.00 2 3 2 3 3 3 3 3 3 3 1 3 S 7 S 3 6 3 16.00 2 3 2 1 3 3 3 3 3 3 I 3 5 3 6 3 6 J 6100 2 1 2 1 3 1 3 1 3 / / 1 5 I 6 I 7 I 60.00 2 1 2 1 J 1 3 S J 5 I S S 5 6 5.7 5 i6.00 21 2 1 J 5 3 5 3 6 1 6 5 6 6 6 7 6 71.60 2 2 1 5 1 2 S 3 S 1 1 7 5 7 6 7 7 7 CHART 02 SEE SHEETS 1.7 FOR INSTALLATION DETAILS SIGNED: 11/15/2016 MI WINDOWSLLC Number of anchor* required (With dgld flilervil J`s`1it to1,/' GRATZ, PA 17030 r,•GENS;•d+ 1 0y6 t' SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON -IMPACT FLANGE FINLESS Frim! LI ELEVATION &CHARTS 70+, OF oi` OF Luis R. Lomas P.E. WiFIL ll62514 ORAWK00.0 J.L tq. 08-02357 Frame width lin) DATErAzNTS 09/03/14 2 OF 12 L RMRTO LOVAS P.E. ICU WOODFORD RO LEWISVILLE. NC 27023 4,11-681-0009momaSl hb'ns3Pe oom Mght 21.00 30.00 3600 12.00 48.00 61.00 6000 66.00 77.50 fin) HTSFm--b HAS Jamb HaS Jamb Ha5 Jamb Ha5 Jamb Has amb Has amb Has Jamb Has Jamb 2 2 2 2 3 2 3 2 3 2 1 2 1 2 1 2 5 2 2 2 2 2 3 2 3 2 3 2 / 2 2 2 5 2 2 3 2 3 3 3 J 3 3 3 1 3 I 3 I J 5 J 2 3 2 3 3 J 3 3 S J 1 S I 3 I 3 5 J 136(v 2 3 2J33 3 J 3 3 1 3 4 J 1 3 5 3 2 1 2 1 3 I J I 3 11 I 1 I I I S I 2 1 2 1 J 7 1 7 1 I I 1 1 1 5 1 2 1 2 1 3 13 I3 I 1 I 1 I 1 2 1 5 1 2 S 3 S 1 1 5 J 1 5 1 5 4 5 4 5 S S SEE SHEETS 1.7 FOR INSTALLATION DETAILS SIGNED: 11/15/2016 MI WINDOWSLLCMADKDOORS, ET ST. J`s`1it to1,/' GRATZ, PA 17030 r,•GENS;•d+ 1 0y6 t' SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON -IMPACT FLANGE FINLESS k= e[lk:7 ATj'ATLIELEVATION &CHARTS 70+, OF oi` OF Luis R. Lomas P.E. WiFILll62514 ORAWK00.0 J.L tq. 08-02357 REV(ORMt B/7s'ONAj1 a\\ DATErAzNTS 09/03/14 2 OF 12 L RMRTO LOVAS P.E. ICU WOODFORD RO LEWISVILLE. NC 27023 4,11-681-0009momaSl hb'ns3Pe oom 6 MAX 72 1/2- MAX FRAME WIDTH — IE_I—r 18' MAX O.C. MAST. GRATZ, 0 18, VtENS;9ifl 0 6 *= SERIES 185 ALUMINUM FIXED WINDOW MAX O.C. q Frame E0 "', 888tATEEE OF 0' j°(0RI'Dt • 1/2' Frame width (In) aRV 0F• IA)( 06-02357 8 AME ICHT 00 2400 1 .7000 7600 j 6" MAX REFER TO CHART S3 SERIES 185 ALUMINUM FIXED WINDOW FOR NUMBER OF EXTERIOR VIEW ANCHORS REQUIRED 72 1/2' MAX FRAME WIDTH 6" MAX — 18' MAX O.C. —I 6' MAX 18' MAX O.C. 71 1/2" MAX FRAME HEIGHT REFER TO CHART #3 FOR NUMBER OF SERIES 185 ALUMINUM FIXED DESIGNER WINDOW ANCHORS REOUIRED EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING t60.0PSF NONE NOTES: 1. MAXIMUM O.L.O.: 69314'X663(4' REVrA" RLv OE9CRIPRON GATE APPROJEO A REVISED INSTALLATION DETAILS 06/01/15 R.L. 8 REVISED NAME AND ADDRESS 1 10/27/16 R.L. CHART N3 SEE SHEET 8 FOR INSTALLATION DETAILS SIGNED: 11/15/2016 MI WINDsoWw. DK DOORS, LLC i10 MAST. GRATZ, Number of anchors required Dn Installation PA 17030RET VtENS;9ifl 0 6 *= SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON -IMPACT q Frame E0 "', 888tATEEE OF 0' j°(0RI'Dt • oRAart Frame width (In) aRV 0F• J-1- 06-02357 8 i7SS1 NA `l lxG LUIS R. Lomas P.E. FL No.: 62514 w IOM 2400 1 .7000 7600 4200. 46.00 61.00 1 40. 1 66.00 1 7260 III HAS Pambl HASPam; HAS Jamb HAS Pambl H65 Jambi His Pambi HAS amb His Jamb HAS Jamb 24.00 3 3 J J 3 4 J 4 3 4 3 S 3 S J 6 3 70.00 3 J 7 J 7 4 J 4 3 4 J S 3 S 7 6 3 76.00 3 3 3 3 3 3 4 3 4 3 4 3 S 3 5 3 6 3 42.00 3 4 J 4 J 4 4 4 4 4 4 4 5 4 5 4 6 4 46.00 3 4 3 4 7 4 4 4 4 4 4 4 S 4 5 4 6 4 61.00 3 4 3 4 3 4 4 4 4 4 4 4 5 4 S 4 6 4 60.00 J 5 J S 3 5 4 S 4 5 4 S 5 S 5 S 6 S 66.00 J S J S J S 4 S 4 5 4 S 5 S S 51-6 S 71.60 3 6 3 8 3 1 6 4 6 4 6 4 6 5 6 5 1 6 1 6 6 SEE SHEET 8 FOR INSTALLATION DETAILS SIGNED: 11/15/2016 MI WINDsoWw. DK DOORS, LLC i10 MAST. GRATZ, R .I PA 17030RET VtENS;9ifl 0 6 *= SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON -IMPACT q FIN ELEVATION & CHART E0 "', 888tATEEE OF 0' j°(0RI'Dt • oRAart oeG NO. aRV 0F• J-1- 06-02357 8 i7SS1 NA `l lxG LUIS R. Lomas P.E. FL No.: 62514 alESC'LENTS 09/03/14 3 OF 12 L ROBERTO LOMAS P.E. 4321VOODFORD RO LEWSVILLE. HC 27023 474.6664609 tOww@*Awnaw.com 1/2" MIN I EDGE DISTANCE WOOD FRAMINGI 1 1/4" MIN. OR 2X BUCK EMBEDMENT BY OTHERS 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4" MIN 1/4" MAX. EMBEDMENT r SHIM SPACE 1 /2" MIN. EDGE DISTANCE INTERIORI 10 WOOD SCREW WOOD FRAMING EXTERIOR OR 2X BUCK BACKER R00BYOTHERS & 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 r3/4' MIN I EDGE DISTANCE 1/4" MAX r SHIM SPACE 10 SMS OR SELF DRILLING SCREW INTERIOR RIO SMS OR SELF DRILLING SCREW RIGID FILLER 1/a' MAX F SHIM SPACE 3/4" MIN EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 1/4' MAX SHIM SPACE INTERIOR 10 SMS OR SELF DRILLING SCREWS METAL : IPFEXTERIQR STRUCTURE BACKER ROD BY OTHERS & APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION RENSIONS ' REV aESCFIMMN MIC APPRpVW A REVISED INSTALLATION DETAILS 06/01/15 R.L.. B REVISED NAME AND ADDRESS 1 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 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 OPAWN. ORC NO I REV J.L. 08-02357 B LE NTS o'TE 09/03/14 4 OF 12 L ROSERFO LOMAS P E. 1132 WOODFORD RD LEW/SVXLE, NC 27023 131.601-0609 Iawnas®6bmaspe m SIGNED: 11/15/2016 q i OENS' .E', 0 66 ATAT E OF O. P Luis R. Lomas P.E. FL No.: 62514 1/4" MAX. BACKER ROD SHIM SPACE APPROVED SEALANT 10 WOOD SCREW EXTERIOR INTERIOR 10 WOOD SCREW RIGID FILLER BACKER ROD APPROVED 1/4" MAX. SEALANT SHIM SPACE WOOD FRAMING 1 1/4" MIN. OR 2X BUCK EMBEDMENT BY OTHERS 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4" MIN 1/4" MAX. EMBEDMENT r SHIM SPACE 1 /2" MIN. EDGE DISTANCE INTERIORI 10 WOOD SCREW WOOD FRAMING EXTERIOR OR 2X BUCK BACKER R00BYOTHERS & 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 r3/4' MIN I EDGE DISTANCE 1/4" MAX r SHIM SPACE 10 SMS OR SELF DRILLING SCREW INTERIOR RIO SMS OR SELF DRILLING SCREW RIGID FILLER 1/a' MAX F SHIM SPACE 3/4" MIN EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 1/4' MAX SHIM SPACE INTERIOR 10 SMS OR SELF DRILLING SCREWS METAL : IPFEXTERIQR STRUCTURE BACKER ROD BY OTHERS & APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION RENSIONS ' REV aESCFIMMN MIC APPRpVW A REVISED INSTALLATION DETAILS 06/01/15 R.L.. B REVISED NAME AND ADDRESS 1 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 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 OPAWN. ORC NO I REV J.L. 08-02357 B LE NTS o'TE 09/03/14 4 OF 12 L ROSERFO LOMAS P E. 1132 WOODFORD RD LEW/SVXLE, NC 27023 131.601-0609 Iawnas®6bmaspe m SIGNED: 11/15/2016 q i OENS' .E', 0 66 ATAT E OF O. P Luis R. Lomas P.E. FL No.: 62514 SIGNED: 11/15/2016 REVISIM ' IIIIII/1/z 6GRATZ, PA 1703ET 0 T. vJ\ S\Cj 6 A( REV OESCRIPRON OAT[ APPROVED 2 1/2" MIN. SERIES 185 ALUMINUM FIXED WINDOW*• NOTES, A REVISED INSTALLATION DETAILS 06/01/15 RL I.INTERIOR AND EXTERIOR FINISHES, BYOTHERS, EDGE DISTANCE Q'! _ NOT SHOWN FOR CLARITY B REVISED NAME AND ADDRESS 10/27/16 R.L. CONCRETE/MASONRY 2. PERIMETER AND JOINT SEALANT BYOTHERS TO BE O sORAWN• BY OTHERS REVDESIGNEDINACCORDANCEWITHASTME2112 F ORIO* J.L. s 1 1/4" MIN. arESCALENTS 09/03/14 1 SHEET5 OF 12 1 1/4" MIN. EMBEDMENT LUIS R. Lomas P.E. OPTIONAL 1X BUCK EMBEDMENTSEENOTES3 - 7 SHEET I CONCRETE/MASONRY BACKER R00 I a MAx. OTHERS 1/4" MAX. APPROVED SHIM SPACE SHIM SPACE SEALANT OPTIONAL IX BUCK SEE NOTES 3 - 7 SHEET 1 3/16" TAPCON EXTERIOR INTERIOR 3/16- TAPCON INTERIOR 3/16" TAPCON BACKER R00 do APPROVED SEALANT 1/4" MAX. 2 1/2" OPTIONAL IX BUCK SHIM SPACE MIN. SEE NOTE 3 - 7 EDGE o SHEET 1 DISTANCE EXTERIOR r CONCRETE/MASONRY BACKER ROD BY OTHERS 41 1/4" MIN. SELLANTOVEO a • EMBEDMENT JAMB INSTALLATION DETAIL CONCRET&MASONRY INSTALLATION 2 1/2" MIN EDGE DISTANCE VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION SIGNED: 11/15/2016 MI WINDOWS AND DOORS, LLC IIIIII/1/z 6GRATZ, PA 1703ET 0 T. vJ\ S\Cj 6 A( aF ' SERIES 185 ALUMINUM FIXED WINDOW*• NOTES, 0 5 *= I.INTERIOR AND EXTERIOR FINISHES, BYOTHERS, 73" X 72" NON -IMPACT Q'! _ NOT SHOWN FOR CLARITY FINLESS INSTALLATION DETAILS WITHUT FILLERS 7 TAT OF W 2. PERIMETER AND JOINT SEALANT BYOTHERS TO BE O sORAWN• ORG NO. REVDESIGNEDINACCORDANCEWITHASTME2112 F ORIO* J.L. 08 02357 s arESCALENTS 09/03/14 1 SHEET5 OF 12 L. ROGER TO LOWS P E. II32 WOOOFORO RD LEWISVILLE. NO 1701) LUIS R. Lomas P.E. 434-668-MM bmas bbmesPs eom FL NO.: 62514 1/2" MIN. I EDGE DISTANCE WOOD FRAMING I 1 1/4" MIN. OR 2X BUCK EMBEDMENT BY OTHERS 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 I RIGID FILLER 1/2" MIN. EDGE DISTANCE 1 F INTERIOR 10 WOOD SCREW WOOD FRAMINGEXTERIOR OR 2X BUCK BACKER ROO8YOTHERS & APPROVED SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION METAL STRUCTURE BY OTHERS BACKER ROD APPROVED SEALANT EXTERIOR BACKER ROD — APPROVED SEALANT METAL STRUCTURE BY OTHERS 3/4" MIN. EDGE DISTANCE 3/4" MIN rEDGE DISTANCE 1/4' MAX I) r SHIM SPACE RIGID FILLER 810 SMS OR SELF DRILLING SCREW INTERIOR 10 SMS OR SELF DRILLING SCREW RIGID FILLER 1/a" MAX. F SHIM SPACE I 3/4" MIN EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 1/4" MAX. SHIM SPACE RIGID FILLER INTERIOR 10 SMS OR - SELF DRILLING BACKER ROD SHIM SPACE APPROVED RIGID FILLERSEALANT RIGID FILLER BACKER ROD f10 WOOD SCREW EXTERIOR 111ITLL)I/10 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 I RIGID FILLER 1/2" MIN. EDGE DISTANCE 1 F INTERIOR 10 WOOD SCREW WOOD FRAMINGEXTERIOR OR 2X BUCK BACKER ROO8YOTHERS & APPROVED SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION METAL STRUCTURE BY OTHERS BACKER ROD APPROVED SEALANT EXTERIOR BACKER ROD — APPROVED SEALANT METAL STRUCTURE BY OTHERS 3/4" MIN. EDGE DISTANCE 3/4" MIN rEDGE DISTANCE 1/4' MAX I) r SHIM SPACE RIGID FILLER 810 SMS OR SELF DRILLING SCREW INTERIOR 10 SMS OR SELF DRILLING SCREW RIGID FILLER 1/a" MAX. F SHIM SPACE I 3/4" MIN EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 1/4" MAX. SHIM SPACE RIGID FILLER INTERIOR 10 SMS OR - SELF DRILLING 10 WOOD SCREW METAL EXTERIOR RIGID FILLER BACKER ROD BY OTHERS APPROVED SEALANT APPROVED JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION 1/4' MAX. SEALANT SHIM SPACE WOOD FRAMING 1 1/4" MIN. OR 2x BUCK EMBEDMENT BY OTHERS 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 I RIGID FILLER 1/2" MIN. EDGE DISTANCE 1 F INTERIOR 10 WOOD SCREW WOOD FRAMINGEXTERIOR OR 2X BUCK BACKER ROO8YOTHERS & APPROVED SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION METAL STRUCTURE BY OTHERS BACKER ROD APPROVED SEALANT EXTERIOR BACKER ROD — APPROVED SEALANT METAL STRUCTURE BY OTHERS 3/4" MIN. EDGE DISTANCE 3/4" MIN rEDGE DISTANCE 1/4' MAX I) r SHIM SPACE RIGID FILLER 810 SMS OR SELF DRILLING SCREW INTERIOR 10 SMS OR SELF DRILLING SCREW RIGID FILLER 1/a" MAX. F SHIM SPACE I 3/4" MIN EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 1/4" MAX. SHIM SPACE RIGID FILLER INTERIOR 10 SMS OR - SELF DRILLING SCREWS METAL EXTERIOR STRUCTURE BACKER ROD BY OTHERS APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION REVISIONS REV OESCRP110N DATE APPROVEO A REVISED INSTALLATION DETAILS 06/01/15 R.L. B REVISED NAME AND ADDRESS 1 10/27/16 R.L. NOTES: 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS. NOT SHOWN FOR CLARITY 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM EZI12 MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ. PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON—IMPACT FINLESS INSTALLATION DETAILS WITH RIGID FILLERS DRAWN. Ort"0 N0. REV J.L. 08-02357 B CAE NTS I ME 9/03/14 X16 OF 12 L ROBERTO LOMAS PE. Ia32 WOODFORD RD LEW ISVILLE. NC 27023 434•6m -mw Akrnawkbmasm Cam SIGNED: 11/15/2016 J g 011M ILID'' y oTATE OF eLL, ONA 1l a\\ Luis R. Lomas P.E. FL No.: 62514 NOTES: I. INTERIOR AND EXTERIOR FINISHES, BYOTHERS. NOT SHOWN FOR CLARITY 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SIGNED: 11/15/2016 DOORS, LLCMIWINDoWw. MARK S'R 11 ilo,/y%, RKET GRATZ, PA 17030 v •GENS:9+% 0y8 251 #= REVISIONS ' 73" X 72" NON—IMPACT FINLESS INSTALLATION DETAILS WITH RIGID FILLERS OTAT E OF •,` ONA 1110\``` LUIS R. Lomas P.E. FL NO.: 62514 ORAWN: REV OESCRIPTION GATE APPROVED 8 2 1/2" MIN L ROBERTOLOVASPE' U32 WOODFORD RD LEWISVO.LE• NC 2702) 434-6!!-0609 /0omas®Rbmupeoom A REVISED INSTALLATION DEUR,S 06/01/I5 R.L. EDGE DISTANCE I B REVISED NAME AND ADDRESS 10/27/16 R.L. CONCRETE/MASONRY BY OTHERS 1 1/4" MIN. 1 I/4" MIN EMBEDMENT OPTIONAL IX BUCK EMBEDMENTSEENOTES3 — 7 SHEET 1 CONCRETE/MASONRY BACKER ROD 1/4" MAX, BY OTHERS 1/4" MAX. APPROVED SHIM SPACE SHIM SPACE SEALANT OPTIONAL IX BUCK RIGID FILLER SEE NOTES 3 — 7 SHEET I 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 I DI STANCE EXTERIOR CONCRETE/MASONRY BACKER ROD BY OTHERS•. e , 1 1/4" MIN. EALANTOVEp EMBEDMENT JAMB INSTALLATION DETAIL 4 ° '• a ' CONCRET&/MASONRYINSTALLATION 2 1/2" MIN EDGE DISTANCE VERTICAL CROSS SECTION CONCRETFJMASONRY INSTALLATION NOTES: I. INTERIOR AND EXTERIOR FINISHES, BYOTHERS. NOT SHOWN FOR CLARITY 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SIGNED: 11/15/2016 DOORS, LLCMIWINDoWw. MARK S'R 11 ilo,/y%, RKET GRATZ, PA 17030 v •GENS:9+% 0y8 251 #= SERIES 185 ALUMINUM FIXED WINDOW*• 73" X 72" NON—IMPACT FINLESS INSTALLATION DETAILS WITH RIGID FILLERS OTAT E OF •,` ONA 1110\``` LUIS R. Lomas P.E. FL NO.: 62514 ORAWN: oRo ND 08 8 scuE a¢ SOE2E357 NTS 09/03/14 7 OF 12 L ROBERTOLOVASPE' U32 WOODFORD RD LEWISVO.LE• NC 2702) 434-6!!-0609 /0omas®Rbmupeoom WOOD FRAMING OR 2X BUCK BY OTHERS BACKER ROO do APPROVED SEALANT BEHIND FLANGE 1/2" MIN. r EDGE DISTANCE 1 1/4- MIN. EMBEDMENT 1/4" MAX. SHIM SPACE X10 WOOD SCREW METAL STRUCTURE BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE 1/4" MAX. SHIM SPACE 10 SMS OR LF DRILLING REW RENSgNS Rev vcsCRIPNDN are I APPROVED A REVISED INSTALLATION OETAILS 06/01/15 R.L 0 REVISED NAME ANO ADDRESS 10/27/16 R.L. EXTERIOR EXTERIOR INTERIOR WOOD FRAMING G E N y OR 2X BUCK EXTERIOR INTERIOR BACKER ROD do APPROVED SEALANT O T OF BEHIND FLANGE JAMB INSTALLATION DETAIL vac NO. WOOD FRAMING OR 2X BUCK INSTALLATION 10 SMS OR I.L. 08 ¢2c357 8 ijs ONA' IEap Luis R. Lomas P.E. 10 WOOD SCREW L ROSERTO LOMAS P.E. 1432 WOWFOR0 RD LEWISVILLE. NC 27023 FL No.: 62514 SELF DRILLING SCREW BACKER ROD dL RIGID FILLER BACKER ROD do RIGID FILLER APPROVED SEALANT 1/4" MAX. APPROVED SEALANT BEHIND FLANGE SHIM SPACE BEHIND FLANGE 1/4• MAX F SHIM SPACE NOTES: WOOD FRAMINGMETAL11/4 " MIN 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS. OR 2X BUCK STRUCTURE NOT SHOWN FOR CLARITY. BY OTHERS EMBEDMENT BY OTHERS 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE 3/4" MIN I f DESIGNED IN ACCORDANCE WITH ASTM E2112 1/2" MIN EDGE DISTANCE 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 41/2" MIN. EDGE DISrANC INTERIOR 10 WOOD SCREW a I ilo*i i, WOOD FRAMING G E N y OR 2X BUCK EXTERIOR BY OTHERS BACKER ROD do APPROVED SEALANT O T OF BEHIND FLANGE JAMB INSTALLATION DETAIL vac NO. WOOD FRAMING OR 2X BUCK INSTALLATION i 1/4" MAX. SHIM SPACE 3/4" MIN INTERIOR EDGE DISTANCE 10 SMS OR SELF DRILLING a I ilo*i i, SCREWS G E N y METAL EXTERIOR STRUCTURE BY OTHERS BACKER R00 k APPROVED SEALANT O T OF BEHIND FLANGE JAMB INSTALLATION DETAIL vac NO. METAL STRUCTURE INSTALLATION SIGNED: 11/15/2016 MI WIND DOORS, LLC a I ilo*i i, oWwW.MAET G E N yGRATZ. PA 17030 0 6SERIES185ALUMINUMFIXEDWINDOW 73" X 72" NON -IMPACT FLANGE INSTALLATION DETAILS WITHOUT FILLERS O T OF DRAWN. vac NO. acv I.L. 08 ¢2c357 8 ijs ONA' IEap Luis R. Lomas P.E. arcSCA'ENTS 09/03/14 8 OF 12 L ROSERTO LOMAS P.E. 1432 WOWFOR0 RD LEWISVILLE. NC 27023 FL No.: 62514434 -MO -0609 d1wmsobb ave m. SIGNED: 11/15/2016 NOTES' t. INTERIOR AND EXTERIOR FINISHES, BY OTHERS. NOT SHOWN FOR CLARITY. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 aENSRRIS ' r, •G E N SF LP 0,,6125 TATE OF ; ELF - QRIQ ' ` 11 G` SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON -IMPACT FLANGE INSTALLATION DETAILS WITHOUT FILLERS DRAW J. OwC NO 08-02357s0 REV OESCRiPMN GATE APPROVED LE a¢ NTS 09/03/14 9 OF 12 2 1/2" MIN Luis R. Lomas P.E. FL NO.: 62514 A REVISED INSTALLATION DETAILS 06/01/15 RL EDGE DISTANCE B REVISED NAME AND ADDRESS 10/27/16 R.L. CONCRETE/MASONRY 13Y OTHERS d 1 1/4" MIN 1 1/4" MIN. EMBEDMENT OPTIONAL IX BUCK 4- EMBEDMENT SEE NOTES 3 - 7 SHEET 1 CONCRETE/MASONRY BACKER ROD & 1/4 MAX. BY OTHERS 1/4" MAX. APPROVED SEALANT SHIM SPACE SHIM SPACE BEHIND FLANGE OPTIONAL IX BUCK SEE NOTES 3 — 7 SHEET I 3/16" TAPCON EXTERIOR INTERIOR 3/16- TAPCON INTERIOR 3/16" TAPCON BACKER ROO & APPROVED SEALANT BEHIND FLANGE OPTIONAL 1X BUCK 1/4" MAX 2 1/2" SEE NOTE 3 - 7 SHIM SPACE EDGE SHEET 1 DISTANCE EXTERIOR 7 CONCRETE/MASONRY BACKER ROD & BY OTHERS 41 1/4" MIN. APPROVED SEALANT d a a•• • EMBEDMENT BEHIND FLANGE JAMB INSTALLATION DETAIL d • CONCRETEMASONRY INSTALLATION d 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETEMASONRY INSTALLATION SIGNED: 11/15/2016 NOTES' t. INTERIOR AND EXTERIOR FINISHES, BY OTHERS. NOT SHOWN FOR CLARITY. 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 r, •G E N SF LP 0,,6125 TATE OF ; ELF - QRIQ ' ` 11 G` SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON -IMPACT FLANGE INSTALLATION DETAILS WITHOUT FILLERS DRAW J. OwC NO 08-02357s0 REVEV g LE a¢ NTS 09/03/14 9 OF 12 L. ROBERTO LOMAS P.E. IMPYOODFOROROLEWISVILLE,NC17023 431.69!-0609 f0ww@d'tMw@ cQM Luis R. Lomas P.E. FL NO.: 62514 WOOD FRAMING OR 2X BUCK BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE 1/2' MIN. EDGE DISTANCE 1 1/4" MIN. F EMBEDMENT 1/4" MAX SHIM SPACE RIGID FILLER R10 WOOD SCREW METAL STRUCTURE BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE 3/4" MIN ^' 1/4' MAX. SHIM SPACE CID FILLER 10 SMS OR ELF DRILLING CREW RENS4 MS ' REV OESCRVWN o•7E I AMWVW A REVISED INSTALLATION DETAILS 06/01/15 R.L. 8 REVISED NAME ANO A00RESS 10/27/16 R.L. EXTERIOR EXTERIOR INTERIOR WOOD FRAMING OR 2X BUCK EXTERIOR INTERIOR BACKER ROD & BY OTHERS APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION METAL STRUCTURE INSTALLATION 110 SMS OR 10 WOOD SCREW SELF DRILLING SCREW BACKER ROD & RIGID FILLER BACKER ROD & RIGID FILLER APPROVED SEALANT 1/4" MAX. APPROVED SEALANT BEHIND FIANCE SHIM SPACE BEHIND FLANGE 1/4" MAX SHIM SPACE NOTES: WOOD FRAMING1 1/4" MIN. METAL I INTERIOR AND EXTERIOR FINISHES, BY OTHERS. OR 2X BUCK STRUCTURE NOT SHOWN FOR CLARITY. BY OTHERS EMBEDMENT BY OTHERS 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE 3/4" MIN DESIGNED IN ACCORDANCE WITH ASTM E2112 1/2" MIN EDGE DISTANCE EDGE DISTANCE VERTICAL CROSS SECTION VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4" MIN. 1/4" MAX. EMBEDMENT I SHIM SPACE f RIGID FILLER 1/2' MIN. EDGE D1srANc INTERIOR X10 WOOD SCREW WOOD FRAMING OR 2X BUCK EXTERIOR BY OTHERS BACKER ROD & BY OTHERS APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 1/4" MAX. SHIM SPACE RIGID FILLER 3/4" MIN, INTERIOR EDGE DISTANCE 10 SMS OR SELF DRILLING SCREWS METAL EXTERIOR STRUCTURE BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ, PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON -IMPACT FLANGE INSTALLATION DETAILS WITH RIGID FILLERS ORAWW me No Re J.L. 1 08-02357 B SALE NTS °°E 09/03/14 1 s'w 10 OF 12 L. ROSERTO LOADS P E. 1432 WOODFORO RO LEMSVXLE. AC 27023 43+6C1-0ND9 lUnusOYUrnRtps mm SIGNED: 11/15/2016 N\5 v •,\G E N SF•'9ip GATE OF o`•'cZORW." ` Luis R. Lomas P.E. FL No.: 62514 2 1/2' MIN. EDGE DISTANCE CONCRETE/MASONRY BY OTHERS ••, e a 4 1 1/4' MIN. OPTIONAL IX BUCK • • 4' EMBEDMENT SEE NOTES 3 - 7 SHEET I -{ BACKER ROD & APPROVED SEALANT BEHIND FLANGE EXTERIOR BACKER ROD & - APPROVED SEALANT BEHIND FLANGE OPTIONAL IX BUCK - SEE NOTE 3 - 7 SHEET 1 CONCRETE/MASONRY - BY OTHERS 1/4" MAX. 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 4 • 1 1/4" MIN. 4 e. EMBEDMENT 44 a •, 4 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETEMASONRY INSTALLATION 2 1/2' MIN. EDGE DISTANCE I REV DESCRUnMN GATE APPROVED A REVISED INSTALLARON DETAILS 06/01/15 RL. 0 REVISED NAME AND ADDRESS 10/27/16 R.L. 1/4" MAX. SHIM SPACE r RIGID FILLER INTERIOR EXTERIOR BACKER ROD & APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL CONCRETE4NASONRY INSTALLATION SIGNED: 11/15/2016 MI WINDOWS AND DOORS, LLC1. NOTES: INTERIOR AND roFINISHES, BY OTHERS, 650 W. MARKET ST. CRATZ, PA 17030 1111 111`1o i5 . • • • ^ i • •G E N S' :'±% NOT HOWNFOR CLARITY. SERIES 185 ALUMINUM FIXED WINDOWANDTBYBE2PERIMS143NE 6DESIGNEDIN RDJOINTCE WITH ASTMNACCORDANCEWITHASTM E2112 73" X 72" NON -IMPACT 9ATFLANGEINSTALLATIONDETAILSWITHRIGIDFILLERS OF i0tpsORIOPORAWN0wGNO. REV 08-02357 B i. --.ascutalENTS09/03/14 11 OF 12 L. ROBERTO LOMAS P.E. f4m WOODFORD RO LEWISVXLE. NC 27023 LUIS R. Lomas P.E. 434-M.0609 Abm8S@iUffl&w can FL No.: 62514 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 J.L. 1 08-02357 sutc NTS o`er 09/03/14 sNEET 12 OF 12 L. ROBERTO LOMAS RE 1IJ2 WOODFORD RD LEWISVXLE, NC 2702) I3I-6E -NO9 nlXnN@*bn @WM SIGNED: 11/15/2016 1LI0Tf ii j 6 ATAT E OF Z0R10t • Luis R. Lomas P.E. FL No.: 62514 REVISIONS REV OMRWMN OATE APPROVED A REVISED INSTALLATION DETAILS 06/01/15 R.L. APPROVED 8 REVISED NAME AND ADDRESS 10/27/16 RL SEALANT BEHIND FIN 1 1/4" MIN. EMBEDMENT p6 WOOD WOOD SCREW FRAMING BY OTHERS I1 1/4" MAX. SHIM SPACE 1/4" MAX 3/8" MINBY WOOD FRAMING _IOTHERS SHIM SPACE EDGE DISTANCE q6 WOOD INTERIORSCREW INTERIOR EXTERIOR 1 1/4 - 4" MIN. MIN. EMBEDMENT NOTES: 1/4- MAX 1. INTERIOR ANO EXTERIOR FINISHES, BY OTHERS. r SHIM SPACE APPROVED NOT SHOWN FOR CLARITY. 1 SEALANT 2.PERIMETER AND JOINT SEALANT BY OTHERS TO BE BEHIND FIN EXTERIOR DESIGNED IN ACCORDANCE WITH ASTM E2112 3/8" MIN 3/8" MIN DISTANCE EDGE DISTANCE JAMB INSTALLATION DETAIL p6 WOOD SCREW I WOOD FRAMING WOOD FRAMING OR 2XBUCK INSTALLATION APPROVED APPROVED 1 1/4" MIN. BY OTHERS SEALANT EMBEDMENT BEHIND FIN VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION 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 J.L. 1 08-02357 sutc NTS o`er 09/03/14 sNEET 12 OF 12 L. ROBERTO LOMAS RE 1IJ2 WOODFORD RD LEWISVXLE, NC 2702) I3I-6E -NO9 nlXnN@*bn @WM SIGNED: 11/15/2016 1LI0Tf ii j 6 ATAT E OF Z0R10t • Luis R. Lomas P.E. FL No.: 62514 Florida Building Code Online Page 1 of 3 Business & Professional Regulationa Far SCIS Home I Log In I User Registration Hot Topics' Submit Surcharge I Stilts & Facts j Publications FSC Stag I SCIS Site Map Links Search' G IBJ - Product Approval tj USER: Pubht Userdbpr Frca Product Approval Menu > Product or Application Search > Application List > Application Detail FL # FL15353-R2 Application Type Revision Code Version 2014 Application Status Approved Comments Archived D Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Mullions Compliance Method Evaluation Report from a Florida Registered, Architect or a Licensed Florida Professional Engineer 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.Ddf 1710.5.3 Method 2 Option B http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvdWI S... 9/7/2017 Florida Building Code Online Date Submitted 06/15/2015 Date Validated 06/15/2015 Date Pending FBC Approval 06/21/2015 Date Approved 08/19/2015 Summary of Products Page 2 of 3 FL # Model, Number or Name Description 15353.1 5764 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 11 08-01448A.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE -62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R2 AE 512072A.Ddf span: 52-1/8". Created by Independent Third Party: Yes 15353.2 5764 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 11 08-01439A.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 FLIS353 R2 AE 512063A.odf span: 83" Created by Independent Third Party: Yes 15353.3 5765 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 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 15353.4 5765 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 11 08-01440A Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE -62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R2 AE 512064A Ddf span: 83". Created by Independent Third Party: Yes 15353.5 CM -18514 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS353 R2 II 08-01442A.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 FLIS353 R2 AE 512066A.Ddf length - 83". Created by Independent Third Party: Yes 15353.6 CM -18520 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 II 08-01451A.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE -62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other. Max single window size - 52-1/8" x-84". Max -mullion FL15353 R2 AE 512075A.odf span - 104-1/4" Created by Independent Third Party: Yes 15353.7 CM -18523 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No Approved for use outside HVHZ: Yes FL15353 R2 11 08-01452A.Ddf 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.Ddf 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.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE -62514 http://www. floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvdWIS... 9/7/2017 Florida Building Code Online 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" Created by Independent Third Party: Yes Page 3 of 3 15353.9 CM -18532 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS353 R2 II 08-01453A.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 FLIS353 R2 AE 512077A.Ddf span - 104-1/4" Created by Independent Third Party: Yes 15353.10 CM -18533 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 II 08-01444A.pdf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE -62514 Impact Resistant. Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R2 AE 512068A.Ddf span: 83" Created by Independent Third Party: Yes 15353.11 CM -18534 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS353 R2 II 08-01454A.pdf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE -62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure. N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R2 AE 512078A.Ddf span: 104-1/4". Created by Independent Third Party: Yes Contact Us :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: 850.487-1824 The State of 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. It you do not want your e-mail address released in response to a public -records request, do not send electronic marl to this entity. Instead, Contact the office by phone or by traditional mall. 11 you have any questions, please contact 850.487.1395. 'Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: L Credit Card Sate http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvd WI S... 9/7/2017 NOTES: 1) THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE. 2) WOOD FRAMING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE FRAMING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD 3) ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION FACTOR Cd=1 6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 4) APPROVED IMPACT PROTECTIVE SYSTEM IS NOT REQUIRED FOR THIS PRODUCT IN WINO BORNE DEBRIS REGIONS UP TO WINO ZONE 3. 5) DESIGN PRESSURE AND INSTALLATION DETAILS SHOWN IN THIS DOCUMENT APPLY ONLY TO MULLION WINDOWS MUST BE APPROVED UNDER SEPARATE APPROVAL. 6) SINGLE WINDOWS TO BE MULLED ARE NOT LIMITED TO THOSE SHOWN IN THIS DRAWING. WINDOWS MUST BE MANUFACTURED BY MI WINDOWS AND DOORS, INC 7) DESIGN PRESSURE OF MULLED UNIT SHALL BE CONTROLLED BY THE LESSER DESIGN PRESSURE OF THE MULLION OR THE INDIVIDUAL WINDOW OR DOOR UNIT. 8) UNITS MAY BE MULLED TOGETHER INDEFINITELY AS LONG AS SINGLE UNIT WIDTH AND HEIGHT ARE NOT EXCEEDED AND MULLION IS ANCHORED AS SHOWN HEREIN. 9) MULLION VERTICAL INSTALLATION IS SHOWN, MULLION MAY BE USED IN HORIZONTAL APPLICATIONS AS LONG AS DIMENSIONS INDICATED HEREIN ARE NOT EXCEEDED AND MULLION IS ANCHORED ACCORDING TO THIS DOCUMENT. DESIGN PRESSURE TABLE INSTRUCTIONS: 1) DEFINE REQUIRED DESIGN LOAD PER FLORIDA BUILDING CODE CHAPTER 16 2) DETERMINE TRIBUTARY WIDTH AND MULLION SPAN BASED ON PRODUCT TO BE INSTALLED SEE FORMULA FOR TRIBUTARY WIDTH. 3) LOCATE MULLION SPAN (UNIT HEIGHT) AND TRIBUTARY WIDTH. AT THE INTERSECTION OF ROW AND COLUMN CONTAINING THE MULLION SPAN AND TRIBUTARY WIDTH RESPECTIVELY IS THE MULLION RATING FOR PRODUCT IN STEP 2. MULLION RATING MUST BE EQUAL OR GREATER THAN REQUIRED DESIGN PRESSURE OBTAINED IN STEP 1. TRIBUTARY WIDTH = W1 + W2 2 REVISIONS , REV I DESCRIPTION DATE I APPROVED A I REVISED INSTALLATION DETAILS 06/10/15 1 RL ANCHORING NOTES 1) FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE p10 WOOD SCREW WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM EMBEDMENT. LOCATE ANCHORS AS SHOWN IN INSTALLATION DETAILS SHEET 3. 2) FOR ANCHORING INTO CONCRETE USE 1/4" TAPCON WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN INSTALLATION DETAILS SHEET 4. 3) ALL FASTENERS TO BE CORROSION RESISTANT. 4) INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS. AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD - MINIMUM SPECIFIC GRAVITY OF G=0.42 B. CONCRETE - MINIMUM COMPRESSIVE STRENGTH OF 3.200 PSI. C. MASONRY - STRENGTH CONFORMANCE TO ASTM C-90. GRADE N. TYPE 1 (OR GREATER). 5) TO ATTACH MULLION TO CLIP USE (4) #10 x 1 1/4" SELF DRILLING SCREWS PER CLIP. SCREWS MUST BE FIELD INSTALLED. HOLES FOR SCREWS ARE NOT PRE -DRILLED BY MANUFACTURER. TABLE OF CONTENTS SHEET NO DESCRIPTION NOTES CONFIGURATIONS AND DP CHART INSTALLATION DETAILS MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 5764 - VERTICAL MULLION 83" MULLION SPAN GENERAL NOTES V.L. 08-01439 SCALE NTS D"TE 01/11/12 ISKUI OF 3 SIGNED: 06/11/2015 NNJ'.` R 11 04f GENSE; •`r O; STATE OF ; 4` F•:OR10*• A'Z' x ONA 11EaG\ 107 3/8" COMBINED WI WI W 107 3/8" 25.00 COMBINED WIDTH 2W1'I W2 -- T- 83" 1 1 FRAMEFRAME 72.00 44.9 327 24.4 21.8 19.9 19.0 HEIGHTHEIGHTWINDOWWINDOW MULLIONMULLION SPAN) L J SPAN) 107 3/8" COMBINED WI WI W W1 II-- W2 107 3/8" COMBINED WIDTH Design pressure rating lnsl) I Mullion span (in) WIDTH 25.00 1300 1300 1300 130.0 130.0 130.0 2 1300 1300 127.2 127.0 127.0 127.0 e W2 71.0 52.2 397 35.9 33.4 32.3 FRAME WINDOW 72.00 44.9 327 24.4 21.8 19.9 19.0 HEIGHT J WINDOW MULLION WINDO WINOO SPAN) J 1 W1 II-- W2 107 3/8" COMBINED WIDTH Design pressure rating lnsl) I Mullion span (in) 107 3/8" 25.00 1300 1300 1300 130.0 130.0 130.0 COMBINED WIDTH 1300 1300 127.2 127.0 127.0 127.0 49.63 W 1 -I[- W2 71.0 52.2 397 35.9 33.4 32.3 65.63 59.6 437 33.0 29.6 27.,4 26.3 72.00 44.9 327 24.4 21.8 19.9 19.0 83" J J WINDOW FRAME HEIGHT WINDO WINOO MUILL10N SPAN) J 1SPAN) 1 1 1 W1 II-- W2 107 3/8" COMBINED WIDTH Design pressure rating lnsl) I Mullion span (in) Tributary width (in) 18.13 25.50 36.00 42.00 48.00 52.13 25.00 1300 1300 1300 130.0 130.0 130.0 37.38 1300 1300 127.2 127.0 127.0 127.0 49.63 1207 943 77.9 738 72.1 72.0 62.00 71.0 52.2 397 35.9 33.4 32.3 65.63 59.6 437 33.0 29.6 27.,4 26.3 72.00 44.9 327 24.4 21.8 19.9 19.0 84.00 28.1 203 15.0 13.2 1 1.9 11.3 LARGE AND SMALL MISSILE IMPACT, LEVEL 0, WIND ZONE 3 DIMENSIONS IN CHART ARE FRAME DIMENSIONS AND DO NOT INCLUDE FLANGE. 107 3/8" T OMBINED WIDTH WI -Ir W2 83" Lw LOWFRAME HEIGHT MULLION SPAN) ( ` F_ t07 3/8' COMBINED WIDTH W1 -II` W2 83" 1 1 WINDOW FRAME HEIGHT /) WINDOW MULLION SPA f 1 1 LW 1 --I F- W2 107 3/8" COMBINED WIDTH REVISIONS , REV DESCRIPTION GAVE APPROVED A REVISED INSTALLATION DETAILS 06/10/I5 R.I. APPROVED CONFIGURATIONS MULTIPLE UNITS MAYBE MULLED TOGETHER AS LONG AS COMBINED WIDTH DOES NOT EXCEED 107 "'AS SHOWN HEREIN ueslgn pressure rating (psrl win redar Option 107 3/6" COMBINED WIDTH Tributary width (in) 18.13 25.50 36.00 42.00 46.00 52.13 25.00 Wl W2 130.9 1300 1272 1270 1270 1270 49.63 120.7 94.3 77.9 73.8 72.1 72.0 62.00 92.4 70.0 53.3 48.1 44.8 43.4 83" 1 1 WINDOW IFRAME HEIGHT 37.7 27.3 201 17.7 1970-, 15.1 WINDOW MULLION SPAN) 1 1 A. APPROVED CONFIGURATIONS MULTIPLE UNITS MAYBE MULLED TOGETHER AS LONG AS COMBINED WIDTH DOES NOT EXCEED 107 "'AS SHOWN HEREIN ueslgn pressure rating (psrl win redar Option Mullion span (In) Tributary width (in) 18.13 25.50 36.00 42.00 46.00 52.13 25.00 130.0 1300 130.0 1300 1300 1300 37.38 130.9 1300 1272 1270 1270 1270 49.63 120.7 94.3 77.9 73.8 72.1 72.0 62.00 92.4 70.0 53.3 48.1 44.8 43.4 65.63 80.0 58.6 442 39.7 367 353 72.00 60.3 439 328 29.2 26.7 25.5 84.00 37.7 27.3 201 17.7 1970-, 15.1 LARGE AND SMALL MISSILE IMPACT. LEVEL D, WIND ZONE 3 DIMENSIONS IN CHART ARE FRAME DIMENSIONS AND 00 NOT INCLUDE FLANGE. W 1 --{ I- 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 V.L. 08-01439 SME NTS GArE 01/11/12 SHEET 2 OF 3 REV SIGNED: 06/11/2015 ft.. I IL O G E NSA: 9dii SHAT OF • i0 • ORIOP' 2 1/2" MIN EDGE DISTANCE MASONRY/CONCRETE BY OTHERS 1 1/4" MIN. EMBEDMENT I 1/4" TAPCON SECT5796 CLIP OPTIONAL REBAR SECT5764 MULLION MT000022 CLIP 10 WOOD SCREW 11 J/8' MIN. EMBEDMENT I 1/2" MIN EDGE DISTANCE VERTICAL CROSS SECTION MASONRY/CONCRETE AND WOOD FRAMING INSTALLATION NOTE: CLIPS MAY BE USED IN MASONRY/CONCRETE OR WOOD FRAMING SUBSTRATE. WOOD FRAMING/ 2X BUCK BY OTHERS 3.261' I 1 375" 1 0.843" I 3 250" 4.000" REMOM REV oESCRUMON OAIE APPROVED A REVISED INSTALLATION DETAILS 06/10/15 R.L. 3.750" 1000"0.375" 0.422" 2 032" 2 875" 00 4S" SECT5796 CLIP FOR CONCRETE INSTALLATION ALUMINUM 6063 -TS 125' THICK 2X 00.210" MT000022 CLIP 16GA ( 0637 GALVANIZED STEEL 3.750" 2 189" — 1.0 0' 0 375" F-- 2 140" 1.125' ED 843" 0 J T— 2X 00 210" 1.562" SECT5764 MULLION ALUMINUM 6005-T5.125' THICK 1.562" 0 0 688" SECT5796 CLIP FOR WOOD FRAMING INSTALLATION ALUMINUM 6063-T5.125' THICK 1.531" SIGNED: 06/11/2015 F 185 2 REBAR MI WINDOWS AND DOORSolli111(Il/ R', L C 16 GA (.062) GALVANIZED STEEL 650 WEST MARKET STREET GRATZ, PA 17030-0370 v • •G E N S' 9d+' 5764 - VERTICAL MULLION 83" MULLION SPANINSTALLATION9ATDETAILSANDCOMPONENTSOF DRAWN: on No REV 0851439 A OF•j°(ORIDP'•• SSfONAI, I O\ SGLE areNTS 01/11/12 3 OF 3 Florida Building Code Online Page 1 of 3 Ilia Professional . li BGS Home I Log In I User Registration Hot Topics I Submit Surcharge I StatS & Facts I Publications I FDC Staff I BGS Site Map I Links I search dbprL111 Product Approval USER. PubIIC User Product Approval Menu > Product or Application Search > Application List > Application Detell FL # FL13223-R3 Application Type Revision Code Version 2014 Application Status Approved Comments Archived G 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@)ameshardie.com Category Panel Walls Subcategory Siding Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer F6 Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Ronald 1. 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. E 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 X3223 R3 Eaviv ASTM C1186 Equivalency Sloned.Ddf http://www. floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQ,A,tDgvRk6bsvZ66FC... 9/7/2017 Florida Building Code Online fry Sections from the Code Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Date Revised Summary of Products Method 1 Option D 08/17/2015 08/26/2015 09/07/2015 10/16/2015 08/09/2017 Page 2 of 3 1 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 -2556-15 Panel metal-wood.odf Approved for use outside HVHZ: Yes FL13223 R3 11 ER RIO -2578-15 Panel to Furrina.Ddf Impact Resistant: Yes FL13223 R3 11 Install Cempanei 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: lntertek Testing Services NA Ltd. NOA 15-0122.04 Created by Independent Third Party: No Evaluation Reports FL13223 R3 AE ER RIO -2556-15 Panel metal-wood.Ddf FL13223 R3 AE ER RIO -2578-15 Panel to FurrinD.Ddf FL13223 R3 AE NOA 15-0122.04.Ddf Created by Independent Third Party: Yes 13223.2 HardiePanel Siding fiber -cement panel siding Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL13223 R3 II ER RIO -2556-15 Panel metal-wood.Ddf FL13223 R3 11 ER RIO -2578-15 Panel to Furrino.DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: Yes FL13223 R3 11 Install HardiePanel Sidino.Ddf Design Pressure: N/A FL13223 R3 11 NOA 15-0122.04.odf Other. For use inside a HVHZ install in accordance with Verified By: lntertek Testing Services NA Ltd. NOA 15-0122.04. Created by Independent Third Party: No Evaluation Reports FL13223 R3 AE ER RIO -2556-15 Panel metal-wood.Ddf FL13223 R3 AE ER RIO -2578-15 Panel to Furrina.Ddf FL13223 R3 AE NOA 15-0122.04.Ddf 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 11 ER RIO -2556-15 Panel metal-wood.Ddf FL13223 R3 11 ER RIO -2578-15 Panel to Furrino.DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL13223 R3 II Install Prevail Panel Sidino.Ddf Design Pressure: N/A FL13223 R3 11 NOA 15-0122.04.Ddf Other: For use inside a HVHZ install in accordance with Verified By: lntertek Testing Services NA Ltd. NOA 15-0122.04. Created by Independent Third Party: No Evaluation Reports FL13223 R3 AE ER RIO -2556-15 Panel metal-wood.Ddf FL13223 R3 AE ER RIO -2578-15 Panel to Furrino.odf FL13223 R3 AE NOA 15-0122.04.Ddf Created by Independent Third Party: Yes Badr Ne.1 Contact els :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: 850.487-1824 The State of Florida is an AA/EEO employer. Copyright 2007.2013 State of Florida.:: Privacy Statement :: Accessibility Statement .. Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850 487.1395. `Pursuant to Section 455.275(1), Florida Statutes, effective October I, 2012, licensees licensed under Chapter 455, F.5 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 It you are a licensee under Chapter 455, F.S., please click here. Product Approval Accepts: E07 scl.r http://www. floridabuilding. org/pr/pr_app_dtl.aspx?param=wGEV XQwtDgvRk6bsvZ66FC... 9/7/2017 Florida Building Code Online Creel: Card Safe Page 3 of 3 http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvRk6bsvZ66FC... 9/7/2017 PROJECT RIO -2556-15 ENGINEERING EVALUATION REPORT FOR ATTACHING JAMES HARDIE@ BRAND FIBER -CEMENT PANELS TO WOOD AND METAL FRAMED WALLS WITH VARIOUS FASTENERS JAMES HARDIE BUILDING PRODUCTS, INC. 10901 ELM AVENUE FONTANA, CA 92337 TABLE OF CONTENTS 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 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 113, 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 714-292-2602 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: HardiePanel® Siding, CempaneIV 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 mandmum design 3 -second gust wind speed to be resisted by an assembly of HardieParel (Cempanel, Prevail Panel) siding fastened to wood or metal framing v4th nabs or screws. REFERENCE REPORTS: 1. Irdertek Report 3067913 (ASTM C1186) Material properties HardiePanel Siding 2. Ramlech Laboratories Report IC -1270-W (ASTM E330) Transverse Load Test. 5'16' Thick by 48 Inch wide HardiePanel Siding installed on 2X4 Hem -Fs wood studs spaced at 16 inches on center with a fid common galvanized nag 3. Ramtech Laboratories Report IC- 1271-94 (ASTM E330) Transverse Load Test. 5116' Thick by 48 Indy wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 24 Inches on-cerfler with a 6d common galvanized nag 4. Ramtech Laboratories, Inc. Report 10868.9711475 (ASTM E330) Transverse Load Test, S/16' Thick by 48 Inch wide HardiePanel Siding installed on 2X4 Group III SG=0.36 wood studs spaced at 16 inches on carder with a 4d, 0.091 inch shank by 0.225 inch head diameter by 1.5 inch big mg shank nail 5. Ramtech Laboratories. Report IC -1054-0 (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 8 X 1 in long X 0.323 in head diameter ribbed bugle head screw S. Ramtech Laboratories. Report IC -1055-89 (ASTM E33D) Transverse Load Test. 1/4'Thick by 48 inch wide HardiePanel Siding installed on 209auge Metal studs spaced at 24'indhes on center with a No 8 X 1 in long X 0.323 in head diameter ribbed bugle head screw 7. Ramtech Laboratories, Report 1 t 149.98/1554d (ASTM E330) Transverse Load Teo, 114• Thick by 48 Irick wide HardiePanel Siding installed on 20gauge Metal studs spaced at 16 and 24 inches on carder with a ETdF 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 Hemmer wood studs spaced at 16 hid on center with a 6d common galvanized rag 9. Ramtech Laboratories Report I0-1274-94 (ASTM E72) Racking Shear Test, 5116' Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fu wood studs spaced at 24 inches on carder with a 6d common galvanized nail 10. Ramtech Laboratories, Inc. Report 10868.97/1475 (ASTM E72) Racking Shear Test, 5116' Thick by 48 inch vide HardiePanel Siding installed on 2X4 Group III SG -0.36 wood studs spaced at 16 inches on carder with a 4d. 0.091 inch shards by 0.225 inch head diameter by 1.5 inch long ring shank nag 11. Ramtech Laboratories Report IC -1057-89 (ASTM E72) Racking Shear Test, 5116' Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fr wood studs spaced at 16 and 24 inches on carder with a No 8 X 1 in. long X 0.323 in head diameter ribbed bugle head screw 12. Ramtech Laboratories Report 11204-99/1580 (ASTM E72) Racking Shear Test. 5/16' Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 16 and 24 inches on carrier with a ET&F 0.100 in knurled shank X 1.5 in. long X 025 in. head diameter pin fastener OG/Q y/ G 24121- 9 STATEjOF/ 1n'•. v G'jp 'LD AIDP G k': TERED E -AIN ` JAMES HARDIE BUILDING PRODUCTS, INC. 1-888.542-7343 into@jameshardie.00m TEST RESULTS: Table 1a, Results of Transverse Load Testing RONALD I.OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET 9443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO -2556-15 Fastener Spacing fin 1 1. Allowable Load is the Ultimate Load divided by a Factor of safety of 3. 2. HardiePanel Siding complies with ASTM Cl 186, Standard Specification for Grade It, Type A Non -asbestos Fiber -Cement Flat Sheets. Table 1b, Shear Values Allowable Loads In Pounds Per Lineal Foot for Panel Shear Wells '= Fastener Spacing in.t Frame Ultimate Allowable Allowable Thickness Width Spacing Perimeter Field Frame Load' Report Number Test Agency Ultimate Design Supports Thickness Width tl Spacing Perimeter Field 16 6 Load Load, Report Number Test Agency in.) in.) Frame Type Fin.) Supports Supports Fastener T PSF) PSF IC -1270-94 Ramtech 0.3125 48 2X4 wood Hem -Fr 16 6 6 6d common 149 49.7 IC -1270.94 Ramtech 0.3125 48 2X4 wood Hem -Fir 16 4 4 6d common 236 78.7 IC -1271.94 Ramtech 0.3125 48 2X4 wood Hem -Fir 24 6 6 6d common 94 31.3 IC -1271-94 Ramtech 0.3125 48 1 2X4 wood Hem -Fir 24 4 1 4 6d common 143 47.7 10868-9711475 Ramtech 0.3125 48 2X4 wood, SG t 0.36 16 4 B 4d. 0.091 m. shards X 0.225 in AD 30.0 head screw HD X 1.5 in. long ft shank na0 Min. No. 20 gauge X 3.625 in X ETBF 0.100 in knurled shank X Min. No. 20 gauge X 3.625 in. X 11284-99/1580 Ramtech 0.3125 48 1.375 in metal stud Min. No 8 X 1 in. king X 0.323 In 8 1.5 in. tog X 025 in. head IC -1054-89 Ramtech 0.25 48 1.375 in metal stud 16 6 6 head diameter ribbed bugle 169.9 56.6 Min. No. 20 gauge X 3.625 in. X r8 ETSF 0.100 in. knurled shank X head screw 11284-9911580 Ramtech 0.3125 48 1.375 in metal stud 24 4 Min. No. 20 gauge X 3.625 h X 1060.0 1325 Min No 8 X 1 in. long X 0.323 in IGtp55 89 Ramtech 0.25 48 1.375 in metal stud 24 6 6 head diameter ribbed bugle 91.9 30.6 read screw Min. No. 20 gauge X 3,625 In. X ETSF 0.100 in. knurled shank X 11149 98/7554d Ramtech 0.3125 48 1.375 In metal stud 24 4 8 1.5 in. long X OTS In. head 170 56.7 diameter pin fastener Min. No. 20 gauge X 3.625 in. X ETBF 0.100 in. knurled shank X 11149 98/1554d Ramtectn 0.3125 1.375 in metal stud 16 4 8 1.5 in. long X 0.25 in head 101 33.7 diameter pin fastener 1. Allowable Load is the Ultimate Load divided by a Factor of safety of 3. 2. HardiePanel Siding complies with ASTM Cl 186, Standard Specification for Grade It, Type A Non -asbestos Fiber -Cement Flat Sheets. Table 1b, Shear Values Allowable Loads In Pounds Per Lineal Foot for Panel Shear Wells '= Fastener Spacing in.t 1. AN board edges shall be supported by framing. Panels shall be applied with the long dimension either parallel or perpendicular to studs. 2. The maximum height -to -length rabo for construction In this Table is 2:1- 3. In the steel framed assemblies the allowable load is based on the average load at 1/8 Inch net deflection. Frame Ultimate Allowable Thickness Width Spacing Perimeter Field Load' Load' Report Number Test Agency in.) (in.) Frame T in.) Supports Supports Fastener T tl IC -1273-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 16 6 6 6d common 603.8 201.3 IC -1273.94 Ramtech 0.3125 48 2X4 wood Hem -Fir 16 4 4 6d common 698.8 232.9 IC -1274-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 24 6 6 6d common 460.0 153.3 IG1274-94 Ramtech 0.3125 48 2X4 wood Hem -For 24 4 4 6d common 637.5 212.5 10868-97/1475 Ramlech 0.3125 48 2X4 wood, SG a 0.36 16 4 8 4d. 0.091 in. shank X 0.225 in. 595,4 198.5 HD X 1.5 in long shank nail Min. No. 20 gauge X 3.625 in. X Nin No 8 X 1 In. long X 0.323 in IC -1057-89 Ramtech 0.25 48 1.375 in metal stud 16924 8 6 head diameter ribbed bugle 990.0 123.8 head screw Min. No. 20 gauge X 3.625 in X ETBF 0.100 in knurled shank X 11284-99/1580 Ramtech 0.3125 48 1.375 in metal stud 16 4 8 1.5 in. tog X 025 in. head 1227.0 153.4 diameter pin fastener Min. No. 20 gauge X 3.625 in. X r8 ETSF 0.100 in. knurled shank X 11284-9911580 Ramtech 0.3125 48 1.375 in metal stud 24 4 11.51h long X 0.251n. head 1060.0 1325 diameter pin fastener 1. AN board edges shall be supported by framing. Panels shall be applied with the long dimension either parallel or perpendicular to studs. 2. The maximum height -to -length rabo for construction In this Table is 2:1- 3. In the steel framed assemblies the allowable load is based on the average load at 1/8 Inch net deflection. RONALD I.OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO -2556-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888.542-7343 into@jameshardie.com DESIGN WIND LOAD PROCEDURES: Fiber•cemer4 siding transverse bad capacity (wird load capacity) is determined via compliance testing to transverse load national test standards. Via the transverse load tasting an allowable dasigmbad is determined based on a factor of safety of 3 applied to the ultimate test load. Since the allowable design load is based on factor of safety of 3, allowable design bads on fiber-cemerd siding correlate directly to required design pressures for Allowable Stress Design, and therefore should be used with combination loading equations for Allowable Suess Design (ASD). By using the combination loading equations for Allowable Stress Design (ASD). the tested allowable design bads for fiber -cement siding are aligned with the wind speed requirements in ASCE 7. 10 Figure 26.5.1A, Figure 26.5-18, and Figure 26.5-1C. For this analysis, to calculate the pressures in Tables 3, 4, and 5, the load combination will be in accordance with ASCE 7-10 Section 2.4 combining nominal loads using allowable stress design, load combination 7. Load combination 7 uses a load factor of 0 6 applied to the wind velocity pressure. Equation 1, %-0.0025WVKa'K,'Vr (ref. ASCE 7 -id equation 30.31) q, , velocity pressure atheight z K , velocity pressure exposure aoef tem evaluated at height z Ka . topographic factor K, , wird directionality factor V , basic wind speed (3 -second gust MPH) as determined from 12012 IBC. 2014 FBC) Figures 1609A, B• or C: ASCE 7-10 Figures 26.54A, B. or C Equation 2, V=Vie (rot 2072IBC d 2014 FBC Soction 16021 defindiartV V,e , ultimate design wind speeds (3 -second gust MPH) determined from 12012 IBC, 2014 FBC) Figures 1609A, B, or C: ASCE 7.10 Figures 26.S1A, B, or C Equation 3, p=%'(GC,-GC,) W. ASCE 7-10 equation 306.1.1 GC, , product of external pressure coef6eieht and gust -effect factor GCd , product of internal pressure coefficient and gust -effect factor p , design pressure (PSF) for siding (allowable desgn bad for siding) To determine design pressure. substitute q, into Equation 3. Equation 4, p=0.00256'K,•K„'K,7V,r:•(GCn-GCo) Allowable Stress Design, ASCE 7-10 Section 2.4.1, load combination 7 Equation 5, DAD + 0.6W (ref. ASCE 7-10 section 2.4.1, load combination 7) D , dead bad W . wird load To determine the Allowable Stress Design Pressure, apply the bad factor for W (wind) from Equation 4 to p (design pressure) determined from equation 4 Equation 6, pe = 0.6'(p) Equation 7, p -d = 0.6'10.00256'K, Ka'K,'V, af'( GC,-GCpp Equation 7 is used to populate Table 3, 4, and 5. To determine the allowable ultimate basic wind speed for Hardie Siding in Table 6, solve Equation 7 for Vie, Equation b, V,e = (p.W0.6'0.00256'K. Kd')(,'(GC,1aCp)f' Applicable to methods specified in Exceptions 1 through 3 of (201218C, 2074 FBC) Section 1609.1.1., to determine the allowable nominal design wind speed (Vasd) for Hardie Siding in Table 6, appy the conversion formula below, Equation 9, V„ = V,e • (0.6)D3 (ret. 201218C d 2014 FSC Section 1609.3.1) Vim, . Nominal design wird speed (3 -second gust mph) (rot 201218C 8 2014 FBC Section 1602 1) Table 2, Coefficients and Constants used in Determining V and p, K. Wall Zone 5 Height (ft) Exp B Exp C Exp D V, Kd GC G 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 .14 0.18 25 07 0.94 112 1 0.85 -1.4 0.18 30 0.7 0.98 1.16 1 0.85 -1.4 0.18 35 0.73 1.01 1.19 1 085 -1.4 0.18 40 0.76 1.04 1.22 1 0.85 .1.4 1 0.18 45 07S5 1.055 1.245 1 0.85 1.4 0.18 50 0.81 1.09 1.27 1 O.BS 1.4 0.18 55 0.83 1.11 1.29 1 0.85 1.4 0.18 60 0.85 1.13 1.31 1 O.BS 1.4 0.18 100 0.99 126 1.43 h>601 1 1 0.85 1.8 0.18 RONALD 1. OGAWA ASSOCIATES, INC. 16835 ALGONOUIN STREET #443 HUNTINGTON BEACH, CA 92649 714.292-2602 714-847.4595 FAX PROJECT: RIO -2556-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888.542-7343 inio@jameshardie.com Table 3. Allowable Stress Design • Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds -'Wind Exposure Category B. Wind S 3-secondgust) 100 105 110 115 120 130 140 150 16D 170 180 190 200 21D Heigh (it) B B B 8 B B B B 8 B B B B B 0.15 14.4 15.9 17.5 •19.1 -20.8 24.4 28.3 32.5 37.0 41.7 46.8 521 578 63.7 20 14.4 15.9 17.5 -19.1 -20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 63.7 25 14.4 15.9 17.5 -19.1 -20.8 24.4 28.3 325 37.0 41.7 46.8 521 57.8 63.7 30 14.4 15.9 17.5 •19.1 -20.8 24A 28.3 32.5 37.0 41.7 46.8 521 57.8 63.7 35 15.1 16.6 182 -19.9 -21.7 25.4 29.5 33.9 38.6 43.5 48.6 54.4 60.2 66.4 40 15.7 17.3 1 -19.0 -20.7.-22.6. 26.5 30.7 35.3 1 40.1 45.3 50.8 56.6 62.7 69.1 45 162 17.9 19.6 •21.4 -23.3 27.4 31.7 36.4 41.5 46.8 525 58.5 64.8 714 50 16.7 18.4 20.2 -22.1 -24.1 282 32.7 37.6 42.8 48.3 54.1 60.3 66.8 737 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 1 100 166 S= 28 3 .0 •33.8 -36. 4 3 73.3 6 6 .5 4.0 924 -1024 -112 Table 4, Allowable Stress Design • Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds • Wind Exposure Category C. Wind Speed 3 -second ust) 100 105 110 115 120 130 140 150 16D 170 180 190 200 210 H' M fl 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 -246 -26.7 31.4 36.4 41.8 47.5 53.7 6D.2 57.0 74.3 81.9- 25 19.4 21.4 23.5 -25.6 -27.9 328 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 50.2 67.5 752 83.3 91.9 40 21.5 23.7 26.0 1-284.-30.9 36.3 42.0 48.3 54.9 62.0 69.5 77.4 85.8 94.6 45 22.0 24.2 26.6 1-29.11-31.6 37.1 43.1 09.4 56.2 63.5 71.2 79.3 87.9 96.9 50 22.5 24.8 27.2 -29.7 -32.4 38.0 441 50.6 57.6 65.0 72.9 61.2 89.9 99.2 55 22.9 252 27.7 -30.3 -33.0 38.7 449 51.5 58.6 662 74.2 827 91.6 -101.0 1 100 32.6 35.9 39.4 43 1 46 9 55.0 83.8 73.3 83.4 94.1 105.5 •117.6 -130.3 -143 8 Table 5, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds -Wind Exposure Category D, Wind Speed(3-second usl) 1D0 105 110 115 120 130 140 150 160 170 180 190 1 200 210 Height (it) D D D D D D D D D D D D D D D-15 21.2 23.4 25.7 -28.1 -30.6 35.9 41.6 47.8 44.4 61.4 58.8 76.7 -850 •93.7 20 22.3 24.6 27.0 -29.5 -32.1 37.7 4 T 7 50.1 57.0 64.4 72.2 80.4 -89.1 •98.2 25 23.1 25.5 28.0 -30.6 -33.3 39.0 45.3 52.0 59.1 56.8 74.9 83.4 -924 -101.9 30 23.9 26A 29.0 •31.6 -34.5 40.4 46.9 53.8 61.3 592 77.5 86.4 -95.7 -105.5 35 24.5 27.1 29.7 -325 -35.3 415 48.1 552 628 70.9 79.5 88.6 -982 -108.3 40 252 27.7 30.5 -33.3.-36.2. 42.5 49.3 56.6 64.4 727 81.5 90.9 -100.7,-111.0 45 25.7 28.3 31.1 -34.0 -37.4 50.3 57.6 65.7 74.2 83.2 927 •102.7 •113.3 50 25.2 28.9 31.7 -34.6 -37.3 51.3 58.9 67.1 75.7 4.9 94.6 •104.8 •115.5 55 26.6 29.3 32.2 •35.2 -38.0 52.2 59.9 56.1 76.9 86.2 96.1 -106.4 -117.4 50 100 3.0 X0.8 44.7 489 -53.2N.675 72.5 53.2 94.6 106.8 119.8 •133.4 •147.9 •163.0 Tables 3, 4, and 5 are based on ASCE 7-10 and consistent with the 2012 IBC, 2012 IRC and the 2014 Florida Building Code Z 2412 9.•• tArc 0v Flo a TRED RONALD I.OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714.292-2602 714-847-4595 FAX PROJECT: RIO -2556-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888.542-7343 info@jameshard.is..com Table 6, Allowable Wind Speed (mph) for HardiePanel Siding (Analytical Method in ASCE 7.10 Chapter 30 CdC Part 1 and Pail 3)e 201218C, 2014 F8C 201218C, 2014 FBC Allowable, Ultimate Allovrable, Nominal Design Wind, Speed, Design Wind, Speed, V.". V„s , V d , Applicable to methods specified in [2012 IBC. Appkable to methods 2014 FBCI Section in Exceptions 1 19.1 1.8s determined through 3 0112012 IBC, 12012 18C. 2o14 FBC] 2014 FBC) Section Figures 16011A B. or C. 1609.1.,. Coefficients used In Table 6 calculations for V.. Wind exposure category Wind exposure category Siding Product Product Thickness inches) Width inches) Fastener Type Fastener Spacing Frame Type Stud Spacing inches) Building Heighis'1 feet) B C D B C D Allowable Load PSF) Exp B Exp C Exp D Ka N GC. GC. HardiePane119 5/16 48 ad common 6 2X4 wood Nem -Fir 16 D-15 186 168 153 144 130 118 69.7 0.7 085 1.03 hS60 1 0.85 -14 0.18 20 186 164 149 144 127 116 -49 7 0.7 09 1.08 1 0.85 .1.4 018 1 0.85 -1.4 0.18 1 0.85 -14 0.18 1 085 -1.4 0.18 1 0.85 .1.4 0.18 25 186 160 147 144 124 114 -d9.7 0.7 0.94 1.12 30 186 157 144 144 121 112 .49.7 0.7 0.98 1.16 35 182 154 142 141 120 110 -49.7 0.73 1.O1 1.19 40 178 152 141 138 118 109 -49.7 0.76 1.04 1,22 45 175 150 139 136 117 108 -49.7 0.785 1.065 1245 1 0.85 .1.4 0.18 50 172 149 138 134 115 107 -49.7 0.81 1.09 1.27 1 0.85 .1.4 0.18 55 170 147 137 132 114 106 -49.7 0.83 1.11 1.29 1 0.85 -14 0.16 60 168 146 136 130 113 105 -49.7 0.85 '1.13 1.31 0.85 -14 0.16 100 139 124 116 108 96 90 .49.7 0.99 126 1.43 h>60 1 0.65 -1.8 016 HardiePanel® 5/16 48 60 common 4 2X4 wood Hem -Fu 16 0.15 233 212 192 181 164 149 78.7 0.7 085 103 hs60 1 0.85 -14,0.18. 20 233 206 188 181 159 146 -78.7 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 233 201 185 181 156 143 J8.7 OJ -0.94 7.72 1 0.85 -1.4 0.78 30 233 197 181 181 153 140 -78.7 0.7 0.98 1.16 1 0.65 -14 018 35 229 194 179 177 151 139 .78.7 0.73 1.01 7.19 1 0.85 -1.4 018 40 224 192 177 174 148 137 .787 0.76 104 1 22 1 0.85 -1.4 018 45 220 169 175 171 147 136 -78.7 0.7851 1.065 1.245 1 085 -1.4 018 50 4 187 173 3 145 134 -78.7 0.81 1.09 1.27 1 0.95 -14 0.18 55 214 185 172 166 144 133 -78.7 0.63 1.77 129 1 0.65 -1.4 0.18 6D 212 184 171 164 142 132 -78.7 0.85 1.13 1.31 1 0.85 -1.410.18 10D 175 155 146 136 120 113 .78.7 0.99 126 1.43 h>60 1 0.65 -1.8 0.18 HardiePanel® 5116 48 ad 00mmon 6 2X4 wood Hem -Fr 24 0-15 147 134 121 114 103 94 31.3 0.7 0.85 1.03 h560 1 0.85 -1.4 0.18 1 0.85 -1.4 0.18 1 0.85 -1.4 0.18 1 085 -14 0.16 1 0.85 -14 0.78 20 6.7 130 119 32659 101 92 -31.3 0.7 0.9 1.08 25 7 127 116 5 98 90 -31.3 0.7 094 1.12 30 147 124 114 114 96 89 .31.3 0.7 0.98 1.16 35 144 123 113 112 95 87 -31.3 0.73 1At 1.19 40 141 121 112 109 94 86 31.3 0.76 1.04 122 1 0.85 -1.4 0.18 1 0.85 -1.4 0.1845139119110108928631.3 0.785 1.065 1245 50 137 118 109 106 91 85 31.3 0.81 109 127 1 0.85 -1.4 0.18 1 085 .1.4 0.16551351171081059184 -31.3 0.83 1.11 1. 60 134 116 108 103 90 83 -31.3 0.85 1.13 731 1 085 -1.4 018 100 111 98 92 86 76 71 -37.3 0.99 1.26 1.43 h>60 1 085 -1.8 0.76 HardiePanel® 5116 48 6d common 4 ZX4 wood Hem -Fir 24 0-15 182 165 150 141 728 116 47.7 0.7 0.85 1.03 h560 1 0.85 -1.4.0.18 20 182 160 146 141 124 113 -47.7 0.7 0.9 1.08 1 0.85 -1.4 0.18 25 182 157 144 141 121 111 -47.7 0.7 0.94 11.12 1 0.85 -1.4 0.16 30 182 154 141 141 119 109 -47.7 0.7 0.98 1.16 1 0.85 .11.4 0.78 35 178 151 139 138 117 108 .47.7 0.73 1.01 1.19 1 0.85 -1.4 0.18 40 174 149 138 135 116 107 -47.7 0.76 1.04 7.22 1 0.85 .1.4 0.18 45 172 147 136 133 114 106 -47.7 0.785 1.06F75245- 1 0.85 -1.4 0.18 50 169 146 135 131 113 105 -47.7 0.81 1.09 1 127t 0.85 -7.4 0.16 55 167 144 134 129 112 104 -47.7 0.83 1.11 1.29 1 085 -1.4 0.18 60 165 143 133 128 111 103 -47.7 0.65 1.13 1.31 t 0.85 -7A 016 TDD 137 121 114 106 94 88 -47.7 0.99 126 1.43 h>eo 1 Q55 .1.8 0.18 HardiePanel® 5/16 a8 4d, 0.091 in. shank X 0.225 in. HD X 1.5 in. ang shank nab 4 edge 8 field 2X4 wood SG20.36 16 D-15 144 131 119 112 101 92 300 0.7 0.85 1.03 h560 1 0.85 -1.4 0.18 1 0.85 -1.4 0.18201441271161129890 -3D.0 0.7 0.9 1.08 25 144 124 114 112 96 88 -30.0 0.7 0.94 1.12 1 0.85 -14 0.16 30 144 122 112 112 94 87 -30.0 0.7 098 1.16 1 0.85 -1.4 0.18 35 141 120 111 109 93 86 -30.0 0.73 1.01 1.19 1 0.65 -1.4 018 1 0.85 -1.4 0.16401381181091079285 -300 0.76 1.04 722 45 136 117 108 105 91 84 -30.0 0 7115 1.065 1.245 1 0.85 -14 0.18 7 095 -1.4 0.185013411610710489133 -30.0 0.81 1.09 127 55 132 114 106 103 89 82 -30.0 0.83 1.11 1.29 t 0.85 -/4 0.18 60 131 113 105 101 88 82 -30.0 0.85 1.13 1.31 7 0.85 -1.4 0.18 100 108 96 90 84 74 70 -30.0 0.99 1.26 1.43 h>60 1 L85 -119 0.18 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888.542-7343 Info@jameshardie.com RONALD I.OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO -2556-15 Design Wind. Speed, I Design Wind, Speed. VW1. Vs0". Applicable to methods specified in 12D12 IBC, Applicable to methods 2174 FBCj Section Specified in tions 1 309.1.1. as detemined through 3 of 12012 IM 12.20/4FBCj 2014 FBLy Section Figuuresres116609A B,a+C 1609.1.L Coefficients used in Table 6 calculations for V- 2. Knurled shank pins shall penetrate the natal framing at least 1/4 inch. 3. Building height = mean roof height (in feel) of a building, except that save 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 16D9C; ASCE 7-10 Figures 26.5.1 A, 26.5.18, or 26.5-1C. S. Vesd - the nominal design wind speed applicable to methods specified in Exceptions 1 through 3 of (2012 IBC, 2014 FBC) Section 16D9 1.1. 6. The wind Weds in [2012 IBC, 2014 FBCj Figures 16DW 16098 and 1609C are ultimate design wind speeds, Vult. and shall be converted in accordance with 12012 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 interpolalion of building height and wind speed is permitted. 8 Wind speed design assumptions per Analytical Method in ASCE 7-10 Chapter 30 C&C Part 1 and Part 3 "l, K4=0.85, GCp -1.4 (WO), GCo 1.8 (h>60), GC x=0.18 LIMITATIONS OF USE: 1) Fastener pullout must be evaluated when installed a species of wood studs other than that which was tested. Wind exposure categoryAlWind a posure category Siding x. Product Product Thickness inches) Width finches) Fastener Type Fastener Spacing Frame Type Stud Spacing inches) Building Heighe-" feet) B C D B C D Alksvable Design Load PSF) Ex B EMC UP D V. N GC, GCr 0.15 198 180 163 153 139 126 566 07 0.65 1.03 hs60 1 0.85 -1.4 0.18 20 198 175 159 153 135 123 56.6 07 09 1.08 t O.Bs -1.4 1 OAS -14 t 0.85 -1.4 016 018 016 HardiePanelgr 1/4 48 Min. No6 X 1 in. long X 0.323 in head diameter ribbed bugle head scrawl 6 Min. No. 20 gauge X3.625 in. X 1.375 in mew stud 16 25 198 171 157 153 132 121 -56.6 07 0.94 1.12 30 198 167 154 153 130 119 36.6 0.7 0.98 1.16 35 194 165 152 150 128 lie •56.6 0.73 1.01 1.19 1 0.85 -14 0.18 40 190 162 150 147 126 116 36.6 0.76 1.04 122 1 0.65 •14 0.18 45 187 161 148 145 124 115 366 0.785 1.065 1245 7 0.65 •1.4 0.18 5D 184 159 147 143 123 114 -55.6 0.81 1.09 1 1.27 1 0.85 -1.4 0.18 55 182 157 146 141 122 113 -56.6 0.83 1.11 129 1 085 -1.4 0.18 6D 180 156 145 139 121 112 -56.6 0.115 1.13 1.31 1 085 -1.4 0.18 10D 149 132 124 115 102 96 56.6 0.99 126 1.43 h>60 1 0.85 .1.6 0.18 0-15 146 132 120 113 102 93 306 07 085 1.03 hs60 1 0.85 •1.4 0.18 20 146 128 117 113 99 91 30.6 0.7 0.9 1.08 HardiePanel® 1/4 48 Min Nob 1 in. long X 0.323 in heaX3.625 diameter ribbed bugle head screw/ 6 Min. No. 20 gauge in. X 1.375 in metal stud 24 1 0.85 -14 1 0.85 •14 0.18 018251461261151139789 -30.6 0.7 0.94 1.12 30 146 123 113 113 95 88 -30.6 0.7 0.95 1.16 1 0.85 •1.4 0.18 35 143 121 112 110 94 86 -30.6 073 1.01 179 1 0.85 •1.4 0.18 40 140 119 110 108 93 e5 30.6 0.76 1.00 122 1 0.65 •1.4 0.18 45 137 118 109 106 91 85 .306 0.785 1.065 1 445 1 0.85 •14 018 50 1 135 117 1 108 105 90 84 •30.6 0.81 1.09 127 1 085 -14 016 55 134 116 107 104 90 83 -30.6 0.113 1.11 129 1 0.85 •1.4 0.18 6D 132 115 106 102 89 82 -30.6 085 113 1.31 1 0.85 •1.4 0.18 100 109 97 91 85 75 70 3D.6 0.99 126 1.43 h>60 1 0.85 •1.8 0.18 HardiePane* 5116 48 ETdf 0.100 in. knurled shank X 1.5 in long X 0.25 in. head diameter pin fastens? 4 edge 8 field Min. No 20 gauge X 3.625 in. X 1.375 in mew stud 16 D•15 198 180 163 153 139 127 567 07 085 1.03 hs60 1 0.85 -14 0.18 1 0.85 -1.4 0.16 1 0.85 -1.4 0.18 20 198 175 160 153 135 124 1 •56.7 0.7 09 7.06 25 198 171 157 153 132 121 .56.7 0.7 0.94 1.12 30 198 167 154 153 130 119 -56.7 07 0.96 1.16 1 0.85 -1.4 0.18 35 194 165 152 150 128 118 36.7 073 1.01 1.19 1 0.85 -1.4 0.18 40 190 163 150 147 126 116 36.7 0.76 1.04 722 1 0.65 -1.4 0.18 45 167 161 149 145 124 115 -M7 0 785 1.065 1245 1 085 -14 018 50 184 159 147 143 123 114 -56.7 0.81 1.09 127 1 085 •14 1076 55 182 157 146 141 122 113 -56.7 0.83 1.11 129 1 0.85 -11.4 0.18 60 180 156 145 139 121 112 •587 085 1.13 7 37 1 0.85 •1.4 0.18 100 149 132 124 115 102 96 .56.7 0.99 126 1.43 h>60 1 0.85 •1.8 0.18 HardiePanelt9 5116 48 ETBF 0.100 in. knurled shank X 1.5 in. long in. X head head 4 edge B field Min. No. 20 gauge X 3 625 in. X 1.375 m 24 0.15 153 139 126 118 107 98 33.7 07 •0.85 1,03 hS6O 1 0.85 •1.4 1 0.85 -14 1 10.86. •1.4 1 10851-14 1 0.85 -1.4 1 0.65 •1.4 0.18 0.18 018 018 018 0.18 20 163 135 123 118 104 95 .337 0.7 0.9 1.08 25 153 132 121 118 102 94 •33.7 0.7 094 1.12 30 153 129 119 118 100 92 •33.7 0.7 0.98 1.16 35 150 127 117 116 99 91 •33.7 0.73 '1.01 1.19 40 147 125 116 114 97 9D -33.7 0.76 1.04 122 45 144 124 115 112 96 89 -33.7 0.785 1.065 1245 1 0.65 •1.4 0.18 5D 142 122 113 110 95 88 33.7 0.81 1.09 127diameter pin fastens? metal stud 1 0.85 •14 018 55 140 121 113 109 94 87 33.7 0.83 1.17 1.29 1 0.85 -14 018 60 139 120 112 707 93 87 -33.7 0.85 7.13 1.31 1 0.85 -1.4 0.18 10D 115 102 95 89 78 74 -33.7 0.99 1.25 1.43 h>60 1 0.85 •1.8 0.18 1. Screws shall penetrate the metal framino at least three full threads 2. Knurled shank pins shall penetrate the natal framing at least 1/4 inch. 3. Building height = mean roof height (in feel) of a building, except that save 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 16D9C; ASCE 7-10 Figures 26.5.1 A, 26.5.18, or 26.5-1C. S. Vesd - the nominal design wind speed applicable to methods specified in Exceptions 1 through 3 of (2012 IBC, 2014 FBC) Section 16D9 1.1. 6. The wind Weds in [2012 IBC, 2014 FBCj Figures 16DW 16098 and 1609C are ultimate design wind speeds, Vult. and shall be converted in accordance with 12012 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 interpolalion of building height and wind speed is permitted. 8 Wind speed design assumptions per Analytical Method in ASCE 7-10 Chapter 30 C&C Part 1 and Part 3 "l, K4=0.85, GCp -1.4 (WO), GCo 1.8 (h>60), GC x=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 HARDIFO BRAND FIBER -CEMENT PANELS TO WOOD FURRING SOLUTIONS JAMES HARDIE BUILDING PRODUCTS, INC. 10901 ELM AVENUE FONTANA. CA 92337 TABLE OF CONTENTS COVER PAGE EVALUATION SUBJECT EVALUATION SCOPE EVALUATION PURPOSE REFERENCE REPORTS TEST RESULTS TABLE 1A, RESULTS OF TRANSVERSE LOAD TESTING TABLE 1 B, ANALYSIS OF ALLOWABLE LOAD FOR #B SCREW AT 10" O.C. JUSTIFICATION OF USING THE RESULTS ON LIGHT GAUGE STEEL FRAMING DESIGN WIND LOAD PROCEDURES TABLE 2, COEFFICIENTS AND CONSTANTS USED IN DETERMINING V AND p TABLE 3, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE B TABLE 4, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE C TABLE 5, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE D TABLE 6, ALLOWABLE WIND SPEED (MPH) FOR HARDIEPANEL SIDING PAGE 1 2 2" 2 2- 2 2 2 2 3 . 4 4' 4 4 5.6 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 1.OGAWA& ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX rpGAvv C csS OP1AtEr '` I ROKA:D I.OGAMASSOCIATES. INC. 16835 AL.GONOWN STREET X443 HLPMNGTON BEACH. CA92649 T) 714.292-2= (F7 714-847.4595 PROJECT: Rt0-2578.15 EVALUATION SUBJECT HardloPoneW Sldblg Jams He" Produd Trade Hamra covered 1n this watusDon: HamaPww* Sdep, CampralD Sidap, Real- Panel Sidbtg EVALUATION SCOPE: ASCE 7.10 2014 Fbrids BJWQ Cods 20:2 tnmra:kwW BA hOV Code 2052 brsma:iord Resiieraad Code EVALUATION PURPOSE: Tt" anerys6 Is to drrmins On madrwm 0990pn 3-mmno gust eid speed to be msb%W by an esnm* of Hard»Panel ICrnpanaL Provai Paean own; tatlened b ermd Wfkhp en ~ wow or mets) traminy uta nab cr saws. REFERENCE REPORTS: 1.9M~ Repot tMM936JC004011L Trravras loan Mo on FlardWrW. TEST RESULTS: Table Is. Raatdts of Tmnavema Load Too" t. u hstarrrs weee hrttltlNd en N'n+0 w1Cwn pwraaa ar hmb as trorarp rMmbam. 2. Alpai94 lose b daarFhbtaO can uoanats lord dlvi0sa q • tsaef bl safety d 1 3. HardaPanM Sidrrp mnpsaa widt ASTM C1706, Srandard Spad6aafar lir Gmoa l; T7ye A ksr.asm=s F6eMCemac Flat Stieda. Table lb. Analysb of Allowable Load la as Scmw at it O.0 M So" Spsom Fastener Soa In From Faabrw 10 Uawraa Avowable 16 15 Teat Tnidmoss 1.33 1.11 Spadry Spacing Faster r Typo. Load 0espn Load 38.9 Rebrt tWmber Q.1 fn YAde+ fln.) Frame T ' n, M 1 ane oirn ate PSF) iPSF1 Fattme uoes 1020Ta363C00dOf A h6orts1l 0.3125 48 1X1 wood sh4 3N• a" q 3.5• t9 6 No 6 X 125' long X 0.3'T ND 160.7 53.6 pA ttsotoNaClsawiseSPFWrbpdWmdbupbheadgain ICM4362CO04MA Warts 03125 46 2704 weed 04 314• V" by 3.5- is a Ha e X 125' Wq X 0.725 HD 131 A ISO phi 0ovrPr wide SPF haip nbbed &job head sash 102024353CO04)MA bsnaL 03125 40 2X4 wood ", 3N• l irk q 3S 16 12 No. e X 125• lop X 0.3.'•3• HO f OB.1 35.4 pus evou w(ta SPF farbp rimed brplo head acct f 020243630b0.OMA fntarrk 0.3125 45 2X4 wood rrre. 314• V= by 3.5' t6 6 omw shank x 021 S HD x t 3' t 47.6 RC2 p A tta0byl RraCtrtawideSPFhangWhorm shankQ215 tai 10R0743030:000MA. brortak 0.31?S 46 2X4 Mood Xaa. SN• W= q Sr 24 a No a X I Z tong X tc HD @T 27,6 pull UrouY'r AraauceMtftSPFhnti+g ribbed btpb lreid tOse4 t. u hstarrrs weee hrttltlNd en N'n+0 w1Cwn pwraaa ar hmb as trorarp rMmbam. 2. Alpai94 lose b daarFhbtaO can uoanats lord dlvi0sa q • tsaef bl safety d 1 3. HardaPanM Sidrrp mnpsaa widt ASTM C1706, Srandard Spad6aafar lir Gmoa l; T7ye A ksr.asm=s F6eMCemac Flat Stieda. Table lb. Analysb of Allowable Load la as Scmw at it O.0 The twmw bad tar e8 aaaw as 10.O.C. was 0a1a1aad ague wrome 0; the ter; ms=s is 0• tact Ir O.C. TM ss watm bad ler ae soaw r the wadnp d 1trO.C. tree Mny tea be calm ted q nlerpolaft the reatdts a aama tastrrer el s• tm 1r O.C. dnx body tens not sante Uk" mode d. wwm pd Irobtph trap ata paralt.J4 sham n as table, 6a a0owabla bb ter W errews Ine:alae u t0.O.C. b weed hang u 3X71 psf. JustlfIcafto of Vol" the Results on LWO Gauge Sad Fmrn tp In as stood mrGyaelbns, at taslran was aaaaaS b k rbtg only, ao wtwvw bra turtsp is staaad b wow or tied twerp rites rot araC pamW owns mo lose h7pea:y. trs as pr*% erpinsah mu,oneibltpy b enwa Ila ttrrmp arraxrrnl Xtra trsnhlnp msmaows b rave s.raoam baa tom, adw. OR toffltsyrr.... OGA G N STA 0- FC0 0NI M So" Spsom Fastener Soa In a 12 10 Frarm (n. t6 16 15 Fostarmy Rea M' oss 1.33 1.11 Ahvwr.- s baa 438 3S* 30.2 bvtivimual tasteror bad Ab. 38.9 472 Q.1 The twmw bad tar e8 aaaw as 10.O.C. was 0a1a1aad ague wrome 0; the ter; ms=s is 0• tact Ir O.C. TM ss watm bad ler ae soaw r the wadnp d 1trO.C. tree Mny tea be calm ted q nlerpolaft the reatdts a aama tastrrer el s• tm 1r O.C. dnx body tens not sante Uk" mode d. wwm pd Irobtph trap ata paralt.J4 sham n as table, 6a a0owabla bb ter W errews Ine:alae u t0.O.C. b weed hang u 3X71 psf. JustlfIcafto of Vol" the Results on LWO Gauge Sad Fmrn tp In as stood mrGyaelbns, at taslran was aaaaaS b k rbtg only, ao wtwvw bra turtsp is staaad b wow or tied twerp rites rot araC pamW owns mo lose h7pea:y. trs as pr*% erpinsah mu,oneibltpy b enwa Ila ttrrmp arraxrrnl Xtra trsnhlnp msmaows b rave s.raoam baa tom, adw. OR toffltsyrr.... OGA G N STA 0- FC0 0NI RDNAID 1.OWAASSOGIATES. INC. 16835ALGONOWN STREET *"3 HLPMNGTON BEACH. CA 92619 T) 714.292,2602 (F) 714447.4595 PROJECT. RID -2578-15 DESIGN WIND LOAD PROCEDURES: F'aw-w7oo %bbd ornewene rood c padry Mn load oaadry) b dstenniW w conpWnce I v b www arae bad nmlonei uc cons••++• X4a Ve VWWA a loos tasang an easwabb aulpn loan is oaMmined Dosed an a um to grew of a ewbe b tna 14tmm un bad. Equation 1. gP0• 'K'Kr'K'V< (M ASCE 7.70 sountbn 3057! q, . wabdty posture at hei;M 2 K . wsbdy Poanre s>aoesae ooe»rrie(M avQadW a h*M: K• . bpoOrnPhiofamt Jr. .'clod doadbrWiq t -- V , buk wind synod 0-eedo10 9" MPH) as SMWM wd nom 2012 IBC Figures I609A. B, or C: ASCE 7.10 Fyuraa 20.5.1.4 8, or C V•V. (mf. 207219C SbdSon 7602.1 debnWm4 V..'Ahmala ft$;pn wand apseda (S•eemrd purl MPH) dwmii" loam 2M2 WC F(p ma IGDS& 6. or C ASCE 7.10 Fiptcaa 2aS1A. 8. of G Equations, p -%'(GC. -GC.) (el. ASCE 7.10 ealaVa" 3V.6-1) C4-. Prosed 01 amend Plasma Oo91ftiO M and OU"60 fsdsr GC• . woduO of internal poeeure mcmdem and WN44sed tactor p . deign press" (PSF) tar eidr+p (aabwll 1a aeapn bad for aloin! To demtrrte oe*n pttastre, uOrAse a,'b Etprabon 3, Equation 4. P10.00256.N•Ke•t'v'Vi(GC,-GC•) Aro•reble Sbau Oeaipn, ASCE 7.10 Secten 24.7. toed combuwan 7 Equation a, 0.60. 0.6W W. ASCE 7-10 aactlon 24.1. bas ouablna?on 77 D , oeed bad W. wind bat T0091 "lim tiK All0mbb Sant Oeayn Pt &w*. @POY Me odd IWor tarW Miran "oro Eouaran 4 b o (0eapn paasure) oetemdnoo nam equadon 4 Equation I. Pr • 0.av) Equation 7, P..•0.010.002Wi%*K„•K.•V."(GCti4CG.)) Ecueran 7 Is used to mp,d to AS& 3, 4, and S To deamnire me erarabb 0*:w-•o beak wvd "" for P4nfw Srdry in Tab* S. ar+a Egmum 7 hr t. Equation ti V. •(p„/0.6'OJ025t1•K,•K„•1(,•IGC-C.a)•' AXkabb to me0nea peamd H Ewsra6om 7 fluough 3 o/ 201218C Sectio/ 1603.1.1. to cekm ne dw efewebla normal dearpa wad speed A4so (006re;v SFdinp b Teab 0. etdy tf+e corners so lar:rwb bete: Equation e, - • V. • (0 -or (rd. 2012 (BC Scwam 760.3.T) V—. Nomid dawn wind speed (3-eesdrd pati mph) (o' :012180 Sa:,on 7002.7! 1/ 1l( 77lIII", 0 G A l; .. 4 o STATE 0,: •. Fl p Rl RONALD I.OGANWASSOCIATES. INC. 16835 ALGOKOLRM STREET A"3 HUNTINGTON BEACH. CA 62546 T) 714-M_2602: (F) 714.647-4595 PROJECT: RIO.257815 Tabu 2. Coeffkbm and CcmRaras used N Dmarslaft V and p, Table 2. Adowbb stns. DmIgo • Contporwd and Cbddbtp (CAC) Proauna (PSP) to be Rsslaled as VaAtrra word Speeds •wind Exposure Category 8, Table 4, AOerable Saari Daelon . Campania and Cledding ICAC) Pressures (PSn to be Rambled d Varlors Wind Speeds . Wkd Exposure Category C. Table f. ADanbb Stress Deslpn. Carporrn and CledLing ICAC) Pressures (PSF)to be Restated at Variors Wind Speech. Wind Exp nsureCategory O. Tabica, 3, 4, am) S are based on ASCE 7.10 and awalmWil oft ler 2012 ISC. 2012IRC pGAW 1141 ( QA P 1 :' S FLOR O. t S$IONA mmm_a ara SKIM 0EKSIM oMum ®OR" MILMM Esau= oma®mxm mp;m OMUM ®mxm Table 2. Adowbb stns. DmIgo • Contporwd and Cbddbtp (CAC) Proauna (PSP) to be Rsslaled as VaAtrra word Speeds •wind Exposure Category 8, Table 4, AOerable Saari Daelon . Campania and Cledding ICAC) Pressures (PSn to be Rambled d Varlors Wind Speeds . Wkd Exposure Category C. Table f. ADanbb Stress Deslpn. Carporrn and CledLing ICAC) Pressures (PSF)to be Restated at Variors Wind Speech. Wind Exp nsureCategory O. Tabica, 3, 4, am) S are based on ASCE 7.10 and awalmWil oft ler 2012 ISC. 2012IRC pGAW 1141 ( QA P 1 :' S FLOR O. t S$IONA P1.O1A%-AA.=V1TE5. D¢ 1695 ALCMK-.'%M VTREE T PAO NUtJ7V=Mw 6EAZK CAVW n PAQECT: RID -2011-15 Ubb 6. Albwa6w VIf.10 OPeed (.P6) la w)Ouhrle1 MWh V (Aria"IcAl Atem60M ASCE MOCAgter aD C&C Pot I w W Parr i/ jugs WADE BUXDW. PR= -.TS. or.. 1.65ss.s.: xa e1wQprro asede lo peed= D••pnWw45lrl, D.dPlwr.d...a: 1:.U- tlp• 13•rlela PM "CPd ra•wc.m Ry.7.1, AeY.rlr..r.r I"AlrrtM 11.kI1C•1 0 C 0 B C D D.,iplld" RI IfIfI \• rot ltmD r.sr..PtWteC.SI. ALIO/. r..r.r fCj.ISo1r,10J,. c.•s... e•.•.wmlaec w.sea ta t,aol. 7. 1. eKJIPw. tOel O. CiQN{r 1071.1. r0 Aer nsaw. 7+1•.el. trw.t.e Irr ti.. rreAL. r r. lt).r ..mrn peed= Rale 71117Mr VASM 1:.U- tlp• FeNYn1 Chep I- I'm RYO6 fi. sep I"AlrrtM 11.kI1C•1 0 C 0 B C D D.,iplld" RI IfIfI \• rot ltmD K OC C.. Ne dwl.i 61I! 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Pot Yfy 011.0o.wob-ool.ryl.rA.•.pr DOC N rOOC D..^r AAI.11•tr UMITATIONS OF USE: t) N NO laebaty N1PiKR l Pala QMQ) MW fat f Wmi9b. CWcry FYJMa. NOA 1507J.01 OG W , 21 9. FCORIOP • •. F•'......... r`SIIONAL • +++ RI.OGIW AT3,LVQE'1'. NC. IIMSALGIMIM Ot6TRFETOW MJK7 WGTON SEx UfaW T) T1I-mb28Z; (i) T1a.MT siS PROJECT; RA7.2S1410 Table b A00moubb WITO 5Pte1 ORP0) p311470iP0M 510bV (AIINyQW Ihth00b ASCE 7-10 CLlge7 N C4C Pbt 1 0e11P117ty It1JEa 1NR21E EUCDttO PRA017CT81w- n.SQJlDeshW+mN pOtfO bit, m T11de1•f tatW 4Bsea 111rt1i1 AOYO.1•NW OftOa Ml4 t/f0t. pt lt>K 1Yl N. O•faOD+d l+li+11 Ne•m+f 11M1 1JlNIalla+lr 11YDi/P'er1O aarPtl: Kat+. 0tt1I0Y fllrwa0l tOiTt.r•/01J.Y Y.tlrw1:)Irr+a 011 t11/e1R9t21C. Or•t.NPD17at:3DI. 7DIIL0gIM.1R•L•R 10QM0'Int.1.L YL f elvft+YlbtlrOClt0lar.•rV pOtfO bit, m T11de1•f tatW fM1 D TIM. 1 iu0rr 5a eiV Ft- 0sI tPlrpb) Dlnery How. 5 C . O a C O 0.1>/11e.t tU 00 /n0 •sC a-* K.) V. D[: DL. 11YDi/P'er1O 5.10 N Ib.vA 1271enOam•ItD1•I- rrfww COC. K 7Xa )1dY y Q 1. 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MF1i UJAMTTOMS OF USE: 11 b1 High Vtlnocity II21oYo Lwoo PIYrQ ftUt per YIVIn•OeM Cerny F'b1100, MCA 1"t2..04 forr ifff GAWq" NSE L , STATE ONA , Report of HardiePanelO tested in accordance with ASTM E330-200212014. Standard Test Method for Structural Performance of Exterior Windows, Doors, Skylights and Curtain Walls by Uniform Static Air Pressure Difference A:.OGA 2Y STA ION NRL .t rrr This report is for the exdusive use or Intertek's aient ano is provided pursuant to the agreement between !nterek and is Client. Intertek's responsibility and liability are limited to the terms and conditions of Me agreement_ •Inte..ek assumes no habithy to any party, other than to Me Client in awordance with the agreement, for any loss, expense or damage oocrsioned by the use of Lois report Only the Client is authorized to copy or distrloute this report and then only in its entirety. Any use of the Jn;ertek name or one of its marls for (fie sale or advertisement or the tested material, product or service must fist be approved in Hating by Intertek. The observations and test results Lt this report are relevan: only to the sample tested. This report byrself hoes not imply ttw., the materlal, product, orservice is or has ever been under an Intertek cerdfica ion program. REPORT NUMBER: 102024363COQ-001A ORIGINAL ISSUE DATE: April 1, 2015 REVISION DATE: April 30, 2015 OEVALUATION CENTER ow INTERTEK TESTING SERVICES NA LTD. 1500 BRIGANTINE DRIVE CODUITLAM, BC V3K 7C1 LU RENDERED TO JAMES HARDIE BUILDING PRODUCTS, INC. 10901 ELM AVENUE FONTANA, CA 92337 WPRODUCT EVALUATED: HardiePanel® EVALUATION PROPERTY: Transverse Load Testing Report of HardiePanelO tested in accordance with ASTM E330-200212014. Standard Test Method for Structural Performance of Exterior Windows, Doors, Skylights and Curtain Walls by Uniform Static Air Pressure Difference A:.OGA 2Y STA ION NRL .t rrr This report is for the exdusive use or Intertek's aient ano is provided pursuant to the agreement between !nterek and is Client. Intertek's responsibility and liability are limited to the terms and conditions of Me agreement_ •Inte..ek assumes no habithy to any party, other than to Me Client in awordance with the agreement, for any loss, expense or damage oocrsioned by the use of Lois report Only the Client is authorized to copy or distrloute this report and then only in its entirety. Any use of the Jn;ertek name or one of its marls for (fie sale or advertisement or the tested material, product or service must fist be approved in Hating by Intertek. The observations and test results Lt this report are relevan: only to the sample tested. This report byrself hoes not imply ttw., the materlal, product, orservice is or has ever been under an Intertek cerdfica ion program. James Hardie Building Products, Inc. Report No. 102024363C00.001A 1 Table of Contents April 30,2D15 Page 2 017 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 ofGAWq ." cr SrtP FFSSIOW- fe t 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. a Hardie Panel'AZVertical Siding JamesHardie EFFECTIVE SEPTEMBER 2013 l INSTALLATION REQUIREMENTS RESIDEN 1AL SINGLE FAMILY ONLY - PRIMED & COLORPLUS° PRODUCTS Vistt vrwv.iameshardie.coLn for the most recent version. SMOOTH a CEDARMILL® • SELECT SIERRA 8 - STUCCO IMPORTANT FAILURE TO INSTALL AND FINISH THIS PRODUCT IN ACCORDANCE WITH APPLICABLE BUILDING CODES AND JAMES HARDIE WRITTEN APPLICATION INSTRUCTIONS MAY LEAD TO PERSONAL INJURY, AFFECT SYSTEM PERFORMANCE, VIOLATE LOCAL BUILDING CODES, AND VOID THE PRODUCT ONLY WARRANTY. BEFORE INSTALLATION, CONFIRM THAT YOU ARE USING THE CORRECT HARDIEZONE INSTRUCTIONS, INSTALLATION OF HZ1 OTM PRODUCTS OUTSIDE AN HZ100 LOCATION WILL VOID YOUR WARRANTY. TO DETERMINE WHICH HARDIEZONE APPLIES TO YOUR LOCATION, VISIT WWW.HARDIEZONE.COM OR CALL 1-866-942-7343 (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 caused by improper storage and handling of the product. CUTTING INSTRUCTIONS OUTDOORS INDOORS 1. Position curling station so that wind vAl bkwr dust may from use 1. Cut only using score and snap, or shears (manual, alecbfc or pneumatic). and dinars in woddng area 2 Position cutting station in well -ventilated area 2. Use one of the IoDo vhg netlwds: a Best L Score and snap 11. Sthnars (manual, deft or pneurnakj - NEVER use a power saw indoors b. BeW, I. Dust reducing circular sur, equipped With a NEV31r use a circular saw blade that does not cant' the Hardie8lade saw blade trademark HardieSade' saw blade and HEEPA vacuum tsdraaiorm NEVER drysweep - Use wet suppression or NEPA Vacuum C. Good: I. Dust reducing circular sa v w!Ih a Har+ieBlade saw blade only use for IDw Io frgde,-ale cutin Important tiOtB: Fpr rrtaf6mum prtYrection ib't+est resplratye dUstprtdlxtien),James incudis reconurends always tlsag'Best'-Iiroet citing me5hoc>; wtlaf8leasabla at vvn do not respiraras can be used In conjunction with die.can to help you damrin ha to most ap the above conswy a pradics to further reduce dust awstres Additional a xan information is available g meted for yvur fob ratiulrenments r cancan still aft abut tyre levels or yoti ad industrial hygienim or contact James Halve for funber information. sitoavra, GENERAL REQUIREMENTS: These instructions to be used for residential single family installations only. For Commercial! MuIU-Family installation mquiremerds go towww.JamesHardieCommerc'ral.com HardiePaneP vertical siding can be installed over braced wood or steel studs spaced a maximum of 24" o.c. See general fastening requirements. Inegularities in naming and sheathing can mirror througt the finished application. James Hardie recommends irstalfmg HardiePanel on a capillary break (rairlscreerdtuning) 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 water -resistive barrier must be appropriately installed with penetration and junction flashing in accordance with local building code requirements. James Hardie will assume no responsibility for water infiltration. James Hardie does manufacture HardieWrap® Weather Barrier, a nDn-woven non -perforated housewrapl , which complies with building code requirements. When installing James Hardie products all clearance details in figs. 5,6,7,8,9,108,11 must belollowed. Adjacent finished grade must slope away from the building in accordance with local building codes - typically a minimum of 6" in the first 10'. Do not install James Hardie products, such that they may remain in contact with standing water. HardiePanel vertical siding may be installed on vertical wall applications only. DO NOT use HardiePanel vertical siding to Fascia or Trim applications. Some application are not suitable for COIDrPlus. Refer to ColorPlus section pa a 3. DO NOT use stain, oiValkyd 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 comers. Do not nail into comers. caulked (Not applicable to ColorPlue Finish) (fig. 2). HardiePanel Vertical Siding Installation • Horizontal Joints - Provide Z -flashing at all horizontal joints (fig. 3). Framing must be provided at horizontal and vertical edges for nailing. Figure 2 Figure 3HardiePanelverticalsidingmustbejoinedonstud. water-reststiive barrier water -resistive barrier Double stud may be required to maintain minimum edge P 4 std water -resistiveve t ccba lernailingdistances. C , _ 2x ° s, Figure 1 — upper panel upper panel 9 stud i ,, / p 21k t/L^ ap Droaurlwk4 1/4'pap water -resistive 1 1barriert sheathing HardiePanel Batten Joint "H" Joint '`Z tlaslring f ' Z -flashing p o vertical siding water-resmOve barer decorative keep nails1 2 x 4 stud . _ Iowa ~ band board 3/8' min. 1 - Parncl panel lovier from dge l JL pie p o Figure 4 leave appropriate gap between Recommendation: when r- L- panelc, then caulk- installing Sucre e, wt>"de Caulk Joint a double stud at panela-1moderatecontact Not applicable io ColorPlus° RnisN )pints tD avc reilmg keep fasteners 2' 'Apply caulk in accordance with caulk t roup grimes. away from comers manufacturers writen appimaon instructions. I For additional information on HardieWrap rm Weather Barrier, consult James Hardie at 1-866-41-tardie or www hardnetvrap-mm WARNING: AVOID BREATHING SILICA DUST James hard e'• products calWn respliable txyadene sutra, %t idh is known ,b the state of California to awe cancer and is considered b/ IARC will NIOSH to be a cause a cancer tram some occuo ieial sources, Breathing excessive amounts d resanab!e sifa dust an also caae a disabling and poteallally tatal lung dam aasd slikvss, ani has been linked with oder dlsemes. Sam studies sgperst smoking mayrncrease ftse risks Dlofng Insbtaabon or mridling: (t) mak in outdoor areas %mot ample ventilation: (21 use liper cense sears to Were or. vmere rot teaslblo, use a Hadeftel a saw blade ane dust-rodrarg dr War saw attached to a HEPA vacuum; 3) eam others in me immediate arta (4) wear a properly -Imp, N=H -approved dust mask or respirator (e.g. N-95) In aaadance with anplicoe pvemment regulalkira and manufacturer Instructions to furrier amh respirable sills awsures During dean -up, use HEP4 vacuums or %vet ftnup methods - never dry sweep For further information, refer to our Installation instructions anc Material Safety Bata Sheet avallddle at wvviv lemeshardie.com or by callkg f-90D-gHARDIE (I.800942.7343). FAILURE TO ADHE.°.E TO OUR WA3MNGS. MSDS. AND INSTALLATION INSTRUCTIONS MAY LEAD TO SERIOUS PERSONAL INJURY 0R DEATH. cora HS1236 - P1/3 1/13 CLEARANCES Flush Countersunk, fill 8 add nail Install siding and trim products in Maintain a minimum 1 " Maintain a minimum 1" 2" clearance At the juncture of the roof and vertical Maintain a 114" compliance with local building code 2" clearance between between James Hardie products surfaces, flashing and counterflashing clearance between requirements for clearance between James Hardieg and decking material. shall be installed per the roofing manufacturer's instructions. Provide a the bottom of James Hardie products and the bottom edge of the siding and products and paths, Figure 7 minimum 1 "- 2" clearance between horizontal flashing. the adjacent finished grade. steps and driveways.the roofing and the bottom edge of the Do not caulk gap. Figure 5 stud Figure 6 siding rssiNe siding and him. Refer to fig. 3 on 1. g Figure 8 page eion Maintain a minimum 1" gap between gutter end caps and siding & trim. Figure 9 sidini gutter and end cap deck material 1' - Z" inti t Joist ® 0ashing l ledge` Do not bridge floors with HardlePanel'siding. Horizontal joints should always be created between doors Pig, 10). Water - Resistive Barrier Framing Figure 10 Horizontal r F1oonng Trim 1 1 I , sheathing fascia 1 HardiePenal• yy BLOCKED PENETRATIONS Penetrations such as hose bibs and holes 1 14" or larger such as dryer vents should have a block of trim around point of penetration. GENERAL FASTENING REQUIREMENTS Fasteners must be corrosion resistant, galvanized, or stainless steel. Electro -galvanized are acceptable but may exhibit premature corrosion. James Hardie recommends the use of quality, hot -dipped galvanized nails. James Hardie is not responsible for the corrosion resistance of fasteners. Stainless steel fasteners are recommended when installing James Hardie products near the ocean, large bodies of water, or in very humid climates. Consult applicable product evaluation or listing for correct fastener type and placement to achieve specific design wind loads. NOTE: Published wind loads may not be applicable to all areas where Local Building Codes have specific jurisdiction. Consult James Hardie Technical Services if you are unsure of applicable compliance documentation. Drive fasteners perpendicular to siding and framing. Fastener heads should fit snug against siding (no air space). (fig. A) Do not over -drive nail heads or drive nails at an angle. If nail is countersunk, fill nail hole and add a nail. (fig. B) For wood framing, under driven nails should be hit flush to the plank with a hammer (for steel framing, remove and replace naiq. 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 8 add nail Figure A Eli Figure B do not under drive nails DO NOTbT1°`F T min. KICKOUT FLASHING Because of the volume of water that can pour down a sloped roof, one of the most critical flashing details occurs where a roof intersects a sidewall. The roof must be flashed with step 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, Kickout Flashing To prevent water from, dumping behind the siding and the end of the roof intersection, install a "kickout" as required by IRC code R905.2.8.3 :'...flashing shall be a min. of 4" high and 4" wide." James Hardie recommends the kickout be angled between 1000 - 1 10' to maximize water deflection Figure 11 j/ '' :,•, a I 1 PNEUMATIC FASTENING James Hardie products can be hand nailed or fastened with a pneumatic tool. Pneumatic fastening is highly recommended. Set air pressure so that the fastener is driven snug with the surface of the siding. A flush mount attachment on the pneumatic tool is recommended. This will help control the depth the nail is driven. fl setting the nail depth proves difficult, choose a setting that under drives the nail. (Drive under driven nails snug with a smooth faced hammer - Does not apply for installation to steel framing). HS1236 - P213 8113 y IR CAULKING For best results use an Bastomeric 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 Baulk nail heads when using ColorPlus products, refer to the ColorPlus touch-up section CUT EDGE TREATMENT PAINTING Caulk, paint or prime all field cut edges. DO NOT use stain, oil/alkyd base paint, or powder coating on James 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 nbt paint when wet. For application rates refer to paint manufacturers specdicatiahs. Back -rolling is recommended it the siding is sprayed. COLORPLUSBTECHNOLOGY 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 HardiePanel* 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 gating on James Hardiem Products Apply finish coat in accordance with paint manufacturers written instructions regarding coverage, application methods, -and application temperature RECOGNITION: In a=rdance with ICC -ES Evafuziwn Report ESR -'o840, HardiePanel®vero al siding Is recognized as a suitable alternate to Ito specified in: the 20062009. Z 20121rviamaibnal Residential Code for One -and TrA-fam4 Dr+elbngs and Ove 2006, 2009.6 2012 Intemabonal Building Code. ftfiePanel veriwal sldmg Is also reeogneed for application in Ore fo0mvmg: Gy of L W Angeles Research Report No. 24862. Slave of Florida Irsting 114889. Dade County, Flcrida NOA No. 02-0729.02. U.S. Dept. of HUD Matsials Release 1263c, Teyz Deparbnem of Insurance Product Evaluation EC -23, o ly.of New York MEA 223.93-M, and Caldornia DSc. PA -019. These documents should also be consulted for additional ntomuation vmcernng the sus lily of this product for spacllrc applications. 2013 James Hardie Building Products. WI rights reserved; TM, SM, and ® denote trademarks or registered trademarks of Additional Installation Information, James HardieTechnology Limited B Is a registered Warranties, and Warnings are available at a ameSHardle trademam of James Hardie Technology Limited. www.jameshardie.com HS1236 - P3/3 ISM 3 MIAMI•DADE ivTIAMI-DARE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 DEPARTN ENT 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 (NOM wivw.miamidade.eov/economy James Hardie Building Product, Inc. 10901 Elm Avenue ' Fontana, CA 92337 SCOPE: This NOA is'being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER-Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after- the expiration date stated below. The Miami -Dade County Product Control Section In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ niay 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; HardiePlank, CemPlank Prevail Lap Siding; HardieSoffct, CemSoffit Panel; Installation Details Wood/Metal Stud Construction", sheets 1 through 12 of 12, dated 04/24/2013, prepared by the manufacturer, signed and sealed by Ronald I. Ogawa, P.E., bearing the Miami -Dade County Product Control revision stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: A permanent label with the manufacturer's narne or logo, Plant City, Florida, and.the following statements: "ASTM C 1186 Type A compliant" and "Miami -Dade County Product Control Approved" is to be located on each siding plank or panel and per FBC 1710.9.2 and 1710.9.3 on soffit panels. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided -to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA #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 by Carlos M. Utrera, P.E. NOA No. 15-0122.04 MIAMbDADE COUNTY Expiration Date: May 1, 2017 Approval Date: April 9, 2015 03/30 Iz0 S NO James Hardie Building Products, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS "Subfnitted under NOA # 13-0311.07' 1. Drawing No. PNL, PLK & SOFF, titled "HardiePanel, CemPanel, Prevail Panel; HardiePlank, CemPlank Prevail Lap Siding; HardieSoffir, CemSoffit Panel; Installation Details Wood/Metal Stud Construction', sheets 1 through 12 of 12, dated 04/24/2013, prepared by the manufacturer, signed and sealed by Ronald I. Ogawa, P.E. B. TESTS "Submitted under NOA # 13-0311.07" . 1. Test reports on 1) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 2) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked -up drawings and installation diagram. of HardiePlank, HardieSoffit and HardiePanel, prepared by Intertek Testing Services NA LTD, Test Report No. 100733361COQ-004, dated 08/24/2012, with revision 1 dated 04/25/2013, signed and sealed by Rick Curkeet, P.E. Submitted under NOA # 02-0729.02" Laboratory Report Test Date Signature 2. ATI -16423-1 PA 202 & 203 03/18/96 A. N. Reeves P.E. 3.. ATI 16423-2 PA 202 & 203 03/18/96 A. N. Reeves P.E. 4. ATI 16423-3 PA 202 & 203 03/18/96 A. N. Reeves P.E. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources (RER) E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENTS 1. Statement letter of code conformance to the 5"' edition (2014) FBC issued by Ronald 1. Ogawa & Associates, Inc., dated 10/26/2014, signed and sealed by Ronald I. Ogawa, P.E. 102 03/301 o t5 Carlos M.• Utrera, P.E. Product Control Examiner NOA No. 15-0122.04 Expiration Date: May 1, 2017 Approval Date: April 9, 2015 1 MWI-6 WALL LENGTH SEE Stud Spacing at 16" O.C. DETAIL A Of BH Nails at 16" O.C. (typ.) 31W Minimum Edge Distance Sheathing fastener, as described in Note 1 Panel fastener, as described in l Note 2 wri tRlaii HardiePanel, Cempanel, 7 Prevail Panel Siding R t;oraft / 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 frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code. 2' X 4" S -P -F Wood Studs HardiePanel, S!}CTION M& Cempanel, Prevail Panel Siding PRODUCT pESC[t1.PT10N HardiePaneIV, CemPanel®, & prevail® Panel Siding materials are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade 11, Type A and meeting the requirements of the Florida Building Code. PANEL DIMEN_S.IONS Width Length Thickness N 8,9,10' 5/16" RESLGN PRESSURE RATING Installation Design Pressure Wood Studs -76 psf Impact Resistant— Planks installed over 5/8" thick 15 ply APA rated plywood sheathing HARDIFPANEL,_CEMPANEL• PREVAIL MNEL SIDING INSTAU000 RETAIL$ All installation shall be done in conformance with this Notice of Acceptance, the manufacturer'sinstallationrecommendations, 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.OANote 115/8' thick / 5 ply APA rated plywood sheathing shall be attached to the studs in accordance with Florida Budding Code Section 23223• plywood sheathing supportedThesidingpanelsshagbeinstalledover518' thick 16 ply APA ratedbyaminimumof2"X4" S -P -F wood studs spaced a maximum of 16" O.C. Note 21 The siding panel fastener shall be a T long, 0.22.3" head diameter, 0.092" shankdiameter, oomosion resistant siding nail; the fasteners shah be spaced at 6" O.C. at panel edges and intermediate studs; the fasteners shall be driven through the 5/8" thick / 5 ply APA rated plywood sheathing into wood studs located at 16" O.C. Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" from comers. HARDIEPANEL, CEMPANEL„ PREVAIL PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92.337 ova NO I REV 4 W. 'G. V __ -- Fax 909-427-0634 A PNL-PLIC-SOFF Creator. E. Gonzales SCALE 12' =1'-0 [Date: 4842013 sr r 1 OF 12 518" thick / 5 ply APA rated plywood Shea" in accodance with Florida sulding Code Section 23223 Watearesistive barrierIZt per Florida BwMing Code Section 1404.2 2' X 4" S -P -F Wood Studs HardiePanel, S!}CTION M& Cempanel, Prevail Panel Siding PRODUCT pESC[t1.PT10N HardiePaneIV, CemPanel®, & prevail® Panel Siding materials are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade 11, Type A and meeting the requirements of the Florida Building Code. PANEL DIMEN_S.IONS Width Length Thickness N 8,9,10' 5/16" RESLGN PRESSURE RATING Installation Design Pressure Wood Studs -76 psf Impact Resistant— Planks installed over 5/8" thick 15 ply APA rated plywood sheathing HARDIFPANEL,_CEMPANEL• PREVAIL MNEL SIDING INSTAU000 RETAIL$ All installation shall be done in conformance with this Notice of Acceptance, the manufacturer'sinstallationrecommendations, 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.OANote 115/8' thick / 5 ply APA rated plywood sheathing shall be attached to the studs in accordance with Florida Budding Code Section 23223• plywood sheathing supportedThesidingpanelsshagbeinstalledover518' thick 16 ply APA ratedbyaminimumof2"X4" S -P -F wood studs spaced a maximum of 16" O.C. Note 21 The siding panel fastener shall be a T long, 0.22.3" head diameter, 0.092" shankdiameter, oomosion resistant siding nail; the fasteners shah be spaced at 6" O.C. at panel edges and intermediate studs; the fasteners shall be driven through the 5/8" thick / 5 ply APA rated plywood sheathing into wood studs located at 16" O.C. Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" from comers. HARDIEPANEL, CEMPANEL„ PREVAIL PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92.337 ova NO I REV 4 W. 'G. V __ -- Fax 909-427-0634 A PNL-PLIC-SOFF Creator. E. Gonzales SCALE 12' =1'-0 [Date: 4842013 sr r 1 OF 12 Fastener Spacing per FloridaBuildingCodeSection2322.3 I. Il Sar • e mwpfl 6"' Ide•ilo+ AWWWW No •d 2 - Ahduot C9asd MoDucr iaWs icU a «,wfVfB* VIA me flar:ft Amvmw ?4, By t taimi: Rodau Cenaod 16.00in. I I I I•I Fastener Spacing per Florida Building Code Section 2322.3 I I•I I06011 Cladding Framing Sheathing FRAMING NOMINAL 2" X 4" S -P -F WOOD STUDS 16" O.C. FASTENED WITH 3-1/2" 16d COMMON NAILS (2 PER TOP AND FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE BOTTOM CONNECTION) NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEATHING 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 CLADDIN-A James Hardie Building Products, Inc. THE PANEL IS FASTENED WITH 2- LONG, 0.223 HEAD 10901 Elm Avenue DIAMETER, 0.092" SHANK DIAMETER, CORROSION o RESISTANT SIDING NAILS, PLACE NAILS 6" O.C. AT Fontana, CA 92337 PANEL EDGES AND INTERMEDIATE STUDS Phone: 909356-6300 saE FSCM No om No RE Fax 909-427-0634 A PNL-PLKSOFF 1 Creator E. Gonzales SCALE 1"= T-0' Dste:4/2412013 SHEET 2 OF 12 ALL LENGTH SEE Stud Spacing at 16" O.C. DETAIL A REV 6 wA die Fkvida 3/8" Minimum 0M*"0WWj Ftioc lbe-Floirds No. 241. 1 - STATE F40 RM Distance Nails at 6" O.C. (typ.) Sheathing fastener, as described in Note 1. Panel fastener, as described in Note 2 HardiePonelO 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 Archited or Engineer of Record in compliance with the Florida Building Code. 5/8" thick /5 ply APA rated plywood sheathing fastened to metal studs as described in Note 1 Water -resistive barrier per Florida Building Code Section 14042 20ga, 3-5/8"X 1.5/8" Metal Cstud HardiePanel, Cempanel, Prevail Panel Siding P$ WO—DESCRIPTPH HardlePaneW, Gempanel®, & Ptevail® Panel Siding materials are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade II, Type A and meeting the requirements of the Florida Building Code. PANEL DLMENSIONS Width Length Thickness 4' 8,9,10' 5/16" DESIGN Pj3,ES_S_U_R RATING Installation Design Pressure Metal Studs -104 psf Impact Resistant— Panel installed over 5/8" thick / 5 ply APA rated plywood sheathing HAR 1EPAREL_CEMPANEL,-MAIL PANEL SIDING INS -TA --LLATION DETAILS All installation shall be done in conformance with this Notice of Acceptance, the manufacturer's installation recommendations, and the applicable sections of the Florida Building Code. Metal studs where HardiePanel, Cempanel, Prevail Panel Siding will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.O.A, Note 115/8!' thick 15 ply APA rated plywood sheathing shall be attached to metal studs at 6"oc at panel edges and all intermediate supports using a No.8-18, 0.315" head diameter 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 3-518"X 1-5/8" Metal C -studs spaced a maximum of 16" O.C. Note 21 The siding panel fastener shall be a minimum No. 8-18, 0.315" head diameter X 1-S/8" long* ribbed bugle head screw (*or screw shall have at least 3 full threads penetrating .metal framing), the fasteners shall be spaced at 6'0.C. at panel edges and intermediate studs; the fasteners shall be driven through the 5/8" thick /5 ply APA rated plywood sheathing into metal studs located at 16" O.C. Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" from comers. Creator. E. Gonzales HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc 10901 Elm Avenue Fontana, CA 92337 512E FSCM NO I DWG NO RF/ A PNL-PLK-SOFF I 1 12" = 110" 1 Date: 4242013 3 OF 12 6.00in. N- 4- 1 6.00in. I I I I. I I I 6.00in. PRODUCTREVISM wC, a yiag with dw F74ssdn Bmift code grAimm a pmdW creeot F_RgMING 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 SHEATHJNC 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, 0.315" HEAD DIAMETER X 1-1/4• LONG BUGLE HEAD SCREW CLADDING THE PANEL IS FASTENED WITH NO. 8-18, 0.315' HEAD DIAMETER X 1-5/8' LONG CORROSION RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 FULL THREADS PENETRATING THE METAL FRAMING), PLACE SCREWS 6" O.C. AT PANEL EDGES AND INTERMEDIATE STUDS Cladding I I I /I I / Framing II Sheathing II 141 fjGA 1%. 1,1 II II I I,I I.I II II 0• 121 I I•I ; `. STATE OF FS0R10'-••'-1' ONA\- 1y FOR METAL LOAD NOT PART OFTHIS APPROVAL (MUST PROVIDE ALTERNATE PRONASIONS FOR THDWOODSTUDS, PROVISIONS FOR DIAPHRAGM ACTION AND ESE LOADS) RE HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc 10901 Elm Avenue Fontana, CA 92337 wnone: aua-saowwu PNL-PLK-SOFF 1 Fax 909-427-0634 A Creator. E Gonzales SCALE '--71,r Date: 4/242013 SHEET 4 OF 12 Stud Spacing at 16" O.C. LLLENGTH I I I------- -------------- .i--......- — T; I i.i i ..; i 7'mt3wirL+geYbeda WALL i I Hardie_ la . Cemplank®, & W i Ntier,i,i as Fnsda Cooaol are nonasbestos fiber -cement 518" thick / 5 ply APA products tested in accordance with rated p"od ASTM X1186 Grade It, Type A and sheathing in meeting the requirements of the accordance Florida Building Code. ssl0 N AA Section 23223 Nails at 16" O.C. (typ.) Width Length Thickness 3/4" Minimum Edge Distance 59-1/2' 12' 5/W Building Code 77IF 7Y Sheathing fastener, as described in Nobe 1 Siding fastener, as described in Note 2 1 HardiePlank, Cemplank, Prevail Lap Siding Water -resistive barrier rper Florida Building Code Section 1404.2 518" 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 compliance with the Florida Building Code. SE3F_ DETAIL A Lap Siding Impact Resistant– Planks installed over 5/8" thick/ 5 ply 1-1/4"tall X 5116" APA rated plywood sheathing thick starter strip H.AitDI1:P_LA.N_.K CEMPLANICLPREj/J 141-A S.ID_INGJNST_l4LA ON O fAILSAllinstallationshallbedoneinconformancewiththisNoticeofAcceptance, the manufacturer'sinstaNationrecommendations, and the applicable sections of the Florida Building Code. Wood studs where HardiePlank, Cemptank, Prevail Lap Siding will be installed shall be designed by anEngineerorAndlitectpertheFloridaBuildingCodeandtherequirementsofthisN.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 1-1/47 wide laps at the top of the plank such that the exposure area of each plank is 5 8-114" vertically. Note 2] The siding fastener shall be a 2-1/2' long, 0.223" head diameter, 0.092' shank diameter, corrosion -resistant siding nal; The siding is fastened:s 8-1/4" O.C. vertically and 16" O.C.o i otenely; fasteners are driven into wood studs through 5/8" thick / 5 ply APA rated Plywood sheathing, are placed in the overlapping area approximately 314" from the bottom edge of the overlapping Plank Vertical joints shall be placed over studs. The planks shall be installed over 5/8" thick / 5 ply APA rated plywood sheathing supported by a minimum of 2'7X4" S -P -F wood studs spaced a maximum of 16" O.C. Fasteners shall have a minimum edge distance of 318". Creator. E. Gonzales HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, (nc- 10901 Elm Avenue Fontana, CA 92337 A I I PNL-PLKSOFF 112" m V0 1 • Date: 4/242013 5 OF 12 P—RQDUCT DESCRIPTION Hardie_ la . Cemplank®, & W Prevail Plank Lpp Siding materials are nonasbestos fiber -cement 518" thick / 5 ply APA products tested in accordance with rated p"od ASTM X1186 Grade It, Type A and sheathing in meeting the requirements of the accordance Florida Building Code. Florida Building Code Section 23223 PANELD1MFNS_QNA VvateriesUtive Width Length Thickness N,, barrier per Florida 59-1/2' 12' 5/W Building Code Section 14042 DESIGNPRESS -0,9RATING 2'X 4" S -P -F Installation Design Pressure wood Studs Wood Studs .92 psf Lap Siding Impact Resistant– Planks installed over 5/8" thick/ 5 ply 1-1/4"tall X 5116" APA rated plywood sheathing thick starter strip H.AitDI1:P_LA.N_.K CEMPLANICLPREj/J 141-A S.ID_INGJNST_l4LA ON O fAILSAllinstallationshallbedoneinconformancewiththisNoticeofAcceptance, the manufacturer'sinstaNationrecommendations, and the applicable sections of the Florida Building Code. Wood studs where HardiePlank, Cemptank, Prevail Lap Siding will be installed shall be designed by anEngineerorAndlitectpertheFloridaBuildingCodeandtherequirementsofthisN.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 1-1/47 wide laps at the top of the plank such that the exposure area of each plank is 5 8-114" vertically. Note 2] The siding fastener shall be a 2-1/2' long, 0.223" head diameter, 0.092' shank diameter, corrosion -resistant siding nal; The siding is fastened:s 8-1/4" O.C. vertically and 16" O.C.o i otenely; fasteners are driven into wood studs through 5/8" thick / 5 ply APA rated Plywood sheathing, are placed in the overlapping area approximately 314" from the bottom edge of the overlapping Plank Vertical joints shall be placed over studs. The planks shall be installed over 5/8" thick / 5 ply APA rated plywood sheathing supported by a minimum of 2'7X4" S -P -F wood studs spaced a maximum of 16" O.C. Fasteners shall have a minimum edge distance of 318". Creator. E. Gonzales HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, (nc- 10901 Elm Avenue Fontana, CA 92337 A I I PNL-PLKSOFF 112" m V0 1 • Date: 4/242013 5 OF 12 Fastener Spacing per Florida Building Code Section 2322.3 0.75in ERAMNCZ 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 PLANKS.OVERLAP 1-1/4" THE EXPOSURE IS 58-1/4" THE PLANKS ARE FACE NAILED WITH 2-1/2" LONG, 0223" 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 Sheathing No.121 k STATE OF ORIOP•• ` i A1... FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GFlAtfl'I`Y LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) Creator. E Gonzales HAROIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 A I I PNL-PLK-SOFF Date: 4124/2013 6OF12 V Stud Spacing at 16" O.C. i ---__...--- i i ij I i' MIA WALL IEIGHT j F]epe tvti mil..._....... B F-- 3/4" Minimum Edge Distance ft "Wide NG SEE PRQDUC7 D9SC 1P11PA DETAIL A HardiePlank®, Cemplank®, and 518 thick / 5 pry APA rialsPrevail® Plank la Siding mate rated Plymood are nonasbestos fiber -cement sheathing fastened products tested in accordance with studs ASTM C1186 Grade II, Type A and to medescribed in Note 1 meeting the requirements of the Florida Building Code. witbii vFlfwW* ,• ` LV water -resistive barrier per Florida PLA NI I4Qh SLONS Building Code Width Length Thickness Sectlon 14042 5 9-12" 12' 5/161• 04 t+odmotCaessl ? ' 20ga, 3-5/8' X 1-518' DESIGN PRESSURE RATING DesignsrPMetalCstudIstalationDe ' PressurenFX% HardiePlank Metal Studs -92 psf i - ---- :' -- •--..•/S- :. % CeImplank, Prevail Lap Siding Impact Resistant — Nails at 16" O.C. p.) ONA` CnO 1-114' tan X5/16' Planks installed over 5/8" thick / 5 ply thick starter strip APA rated plywood sheathing Sheathing fastener, as described in Note 1 Siding fastener, as described in Note 2 1 HardiePlank, Cemplank, Prevail Lap Siding Water -resistive barrier per Building Code Florida_ Section 1404.2 5/8" thick / 5 ply APA rated plywood sheathing fastened to metal studs as described in Note 1 20ga, 3-516'X 1-5/8" Metal Co -stud The wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Floiida Building Code. HARDIEPLANK CEMPLANIPREVAIL LJ P $IOiNG_INSTA LATION DEJ.S A11 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.OA Note 1] 5/8" thick 15 ply APA rated plywood sheathing shall be attached to metal studs at 6"oc at panel edges and all intermediate supports using a No.8-18, 0.315" head diameterx 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 8-114" 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:5 8-1/4" O.C. vertically and 16" O.C. horizontally, fasteners are driven into metal studs through 518" thick / 5 ply APA rated plywood sheathing, fasteners are placed in the overlapping area approximately 3/4" from the bottom edge of the overlapping plank. Vertical joints shall be placed over studs. The planks shall be installed over 5/8" thick / 5 ply APA rated plywood sheathing supported by a minimum 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". Creator I— Gonzales HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 SIZE A SCALE 1/2"=1'-0" OW0 N0 REV PNL-PLK-SOFF 1 Date: 41242013 SKEE'r 7 OF 12 16.00in. 0.75in m eompbmino with &c Fk iida Amu Coemptom No g, T By Ma& Zd 58.25in. FEZgMING 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 SHEATFJJNG 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, 0.315" HEAD DIAMETER X 1-114" LONG BUGLE HEAD SCREW CLADDING PLANKS OVERLAP 1-114' THE EXPOSURE 18 :9 8-1/4" THE PLANKS ARE FASTENED WITH NO. 8-18,0.315- HEAD 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 314" UP FROM THE BOTTOM EDGE OF THE PLANK AT EACH STI In I nCATION in. Cladding I Framing l 6. 00inT OC • I I Sheathing I• jI I 1, 01 GA t 1, 01 NO. 121 w =. STATE OF I - mac... OR10P•'•. 0MAl. ill 3 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 Fontana, CA 92337 Phone: 909-356-6300 FScM NO oG No w Fax 909-4274)634 A PNL-PLK-SOFF 1 Creator. E. Gonzales SCALE 1"= 1* -0" Date: 4/24/2013 I sHefr 8 OF 12 WALL 1 D-QrA14A WALL LENGTH Stud Spacing at IV'O.C. 3/8" Minimum SEE DETAIL A r 2'X 4" S -P -F Wood Studs HardieSoffd, Cemsoffit 11S-- C]J-O-N.B=B Nails at 4" C. (typ.)pReotcr aEY SM Distance al cca0yu* v t do F%" 0 DY M PR Soffit'fastener, as described in Note 1 HardieSoffit, Cemsoffit Minimum 2" X 4" S -P -F Wood Studs The wall and soffit frames are to be designed by the Architect or Engineer of Record In compliance with the Florida Building Code. OALKIT_DESCRIPTION HardieSoffiW & Cemsoffitmaterials are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade Il, Type A and meeting the requirements of the Florida Building Code. SOFFCf DIMENSIONS Width Length Thickness 4' 8' 1/4" PAS.IG_N EP-,k$S.1REj3A1I1JG Installation Design Pressure Wood Studs -70 psf IPROIWC'r REVISED Uwb -M me nwide OUR&* Cone Aa eptaue No 13 -,C.;.ll.Z7 a`9 By PrOUS Cam%* IRI\ UbAW,4 No. 4 21 STATE OF ON AX, HARD(ES_O-EF_I-T.C-EMS_O.EELr-P— ARLIRSAMAJJ-O-N DETAILS AD 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, Cemsoffitwill be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.OA The soffit shall be installed over minimum 2"X4" S -P -F wood studs spaced a maximum of 16" O.C. Note 1] The soffit fastener shall be a 2" long, 0.223" head diameter, 0.092" shank diameter, corrosion resistant siding nail: the fasteners shall be spaced at 4" O.C. at panel edges and intermediate studs; the fasteners shall be driven into wood studs located at 16" 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 WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 PNL PLK-SOFF Creator. E Gonzales Isco a 1/2" = 1'-0" 1 Date: 4/24/2013 9OF12 REV 4.00in.1 PSC 7UCrQEVISED PRODQICraeE lsw oypi g vn& 16e F7oo& as wi& me Florida coft A Wj;AOMMarro ' Gia! 107 7 r..• cd.nl sy Lroe IPet+ct Coerol PAML 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 NTH 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 Cladding Framing* 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. 10901 Elm AvenueNMIFontana, CA 92337 Phone: 909-356.6300 SIZE FSCM NO OWS No REV Fax 909-427-0634 A I I PNL-PLK-SOFF 1 Creator. E Gonzales SCALE 1" =1'-0" Date: 4rW2013 s+Eec 10 OF 12 No. 121 STATE OF S COR1............ ` 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. 10901 Elm AvenueNMIFontana, CA 92337 Phone: 909-356.6300 SIZE FSCM NO OWS No REV Fax 909-427-0634 A I I PNL-PLK-SOFF 1 Creator. E Gonzales SCALE 1" =1'-0" Date: 4rW2013 s+Eec 10 OF 12 WALL LENGTI Stud Spacing at 16•' O.C. WALL LEIGH i 3/8" Minimum Edge Distance oETAIL-A Nails at 6" O.C. (typ. fastener, as ribed in Note 1 HardieSofSt, Cemsoffit f 20ga, 3.5/8" 1-5/8" Metal C -stud Lj The wall and soffit frames are to be L- — designed by the Architect or Engineer of Record in compliance with the Florida.Building Code. SEE p 10_DU_CT DEA9E41R7(O.N HardieSoffW & CemsoMtO materials DETAIL A are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade II, Type A and meeting the requirements of the Florida Building Code. toga, 3-5/8"X 1-58" SO-F_F_rT DJMEN_SLPN.? etas Cstud Width Length Thickness 4' 8' Y" HaroieSoffit, DESIGN PRE8SURE RATING Cemsoffrt Installation Design Pressure i. Metal Studs 013,4 SECTIA0-15--B PRODUCTREVISE.D MODtlCt+ REViSM ,w canvl» wild Oe Florida d *m0 Wft dW Flo" edim 0. lily c=ptwK 121 AecePro! Ns ,01 ? —p 0% SIATE of ei i fi sae > Cnneoi +.cam `- IARDIESOFF[TACE.MSOFFIT -A NEL./ONaL ENrr rtr r, AU installation shall be done in confbrmance with this Notice of Acceptan'4'f'fr('nufacturees 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.O k The soffit shall be installed over minimum 20ga, Nominal 3.5/8" X 1-5/8" Metal C -studs spaced a maximum of 16, O.C. Note 11 The soffit fastener shall be a minimum No. 8-18, 0.315" head diameter X 1-1/4" long' ribbed bugle head screw (`or screw shall have at least 3 full threads penetrating metal framing);the fasteners shall be spaced at 6" O.C. at panel edges and intermediate studs; the fasteners shall be driven into metal studs located at 16'0.C. Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" from comers. Creator. E Gonzales. IscAu HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 PNL-PLKSOFF 1!2" =1'-0" 1 Date: 4/2412013 11 OF 12 U -UT Cladding Phone: 909.356-6300 sum FSCM NO ovrG NO Fax 909.427-0634 A PNL-PLK-SOFF 1 Creator. E- Gonzales SCALE 1" = 9'-0" Date: 4x2412013SHEET 12 OF 12 Framing I 6 00in. oo i me •Fl0)!i FRODl7CT B>E D ' w S I tse F1Qibs cp* 1 0////Aw w+oeo+*b ( j7 No• opraimconua ff•• FL R\OP•' EMM ING, FsSI0NP4;i NOMINAL 20 GAUGE 3-5/8" X 1-5/8" STEEL STUDS 16" O.C. FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM AC TION AND GRAVITY LOAD AREFASTENEDWITH5/8" WAFER HEAD SCREWS (2 PER TOP NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESELOADS) AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCEWITH THE FLORIDA BUILDING CODE HARDIESOFFTf, CEMSOFFIT PANEL CLADDING THE SOFFIT IS FASTENED WITH NO. 8-18,0.315" HEAD INSTALLATION DETAILS METAL STUD CONSTRUCTION DIAMETER X 1-1/4' LONG CORROSION RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 James Hardie Building Products, Inc, FULL THREADS PENETRATING THE METAL FRAMING), PLACE 10901 Elm Avenue SCREWS 6" O.C. AT PANEL EDGES AND INTERMEDIATE o Fontana, CA 92337 STUDS REti Phone: 909.356-6300 sum FSCM NO ovrG NO Fax 909.427-0634 A PNL-PLK-SOFF 1 Creator. E- Gonzales SCALE 1" = 9'-0" Date: 4x2412013SHEET 12 OF 12 Florida Building Code Online Page 1 of 2 ltt Professionai Regulation rc c r SCIS Home I Lop ]n I user Registration I Hot TOp45 I submit Surcharge I Stats S Facts f Publications I FSC Staff l SCIS site Map I Links I Search boir Product Approval USER: Public User 7=mL Product agnroval Menu > proouR or Application Searth > Application List > Application Detail FL # Application Type Code Version Application Status Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence FL12194-R5 Revision 2014 Approved L: Aluminum Coils, Inc. 5001 West Knox Street Tampa, FL 33634 813) 249-9743 grahman@aluminumcoilsinc.com Gareth Rahman grahman@aluminumcoilsinc.com Paul Frost 5001 West Knox Street Tampa, FL 33634 813) 249-9742 PFrost@aluminumcoilsinc.com Panel Walls Soffits Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 13 Evaluation Report - Hardcopy Received Zachary R. Priest PE -74021 PRI Construction Materials Technologies, LLC 06/19/2020 Locke Bowden 0 Validation Checklist - Hardcopy Received FL12194 R5 COI ALC15001.2 Evaluation Report 2014 FBC 04 T4 Soffits - FINAL.Ddf Referenced Standard and Year (of Standard) Standard AAMA 1402 Equivalence of Product Standards Certified By Sections from the Code Year 1986 http://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDquk24AUCD/`2fE... 9/7/2017 Florida Building Code Online 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 Page 2 of 2 FL if 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 RS II 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 R5 AE ALC15001.2 Evaluation Report 2014 FBC 04 T4 Soffits - FINAL.Ddf Created by Independent Third Party: Yes Back Neat r.,ntact uc • • 28D1 Btair Stone Road. Tallahassee FL 32399 Phone: 850-187.1821 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida low, 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 455, F.S. must provide the Department with an email address If they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please did[ here . Product Approval Accepts: LaTEM LE_ Credi; Card Safe http://www.floridabui]ding. org/pr/pr_app_dtl. aspx?param=wGEVXQwtDquk24AUC%2fE... 9/7/2017 CREEK TECHNICAL SERVICES, LLC Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, Fl. 33647 813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE 5'" 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 infiN Report No. Standard Year Certified Testing Laboratories (TST1577) CTLA 1847W AAMA 1402 1986 Certified Testing Laboratories (TST1577) CTIA 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 FI -12194-R5 Paoe 1 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3 The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits 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 int/lin.ft and for the 'center vent' configuration. See Appendix D for dimension drawings. 18" CENTER VENT 12" T4 Soffit Preformed nominal 0.0135 -inch thick, 3105 H-14 aluminum soffit P,anels provided in 12- inch sections. The reported net free ventilation areas are 12.5 in /lin.ft for the 'full vent' configuration and 4.2 in2/lin.ft for the 'center vent' configuration. See Appendix D for dimension drawings. 12" AlFVENT 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 51" Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. Q •'',G E•N SF• ccs, ' No 74021 z_ O:• /STATE OF •:` CERTIFICATION OF INDEPENDENCE 2017.06.06 l2 15:48:16 04'001 Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. APPENDICES 1) APPENDIX A—Approved Systems (8 pages). 2) APPENDIX B— Installation Drawings (12 pages) 3) APPENDIX C — Design Wind Loads(4 pages) 4) APPENDIX D — Dimension Drawings (4 pages) ALC15001 2 FL12194-R5 Page 3 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 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 -inch o.c. Fastener Fastener Location Location b. 12" T4 Soffit — 4 -inch o.c. Fasterier Fastener Fastener Fastener Location 1 Location 1 Location 1 Location 1 c. 16" Q4 Soffit —16 -inch o.c. Fastener Fastener Location Location 11 1 ALC 15001.2 FL12194-R5 Page 1 of 8 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC d. 16"Q4 Soffit — 8 -inch o.c. Fastener Location i F Fastener Fastener Location 11,l ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 12 -inch overhang with F -Channel Approved System Numbers and Definitions 12F-# Approved Systems for 12 -inch Overhang with F -Channel 12J-# Approved Systems for 12 -inch Overhang with J -Channel 16F-# Approved Systems for 16 -inch Overhang with F -Channel 16J-# Approved Systems for 16 -inch Overhang with J -Channel 24F-# Approved Systems for 24 -inch Overhang with F -Channel 24J # Approved Systems for 24 -inch Overhang with J -Channel Appendix A Approved Systems for 12 -inch overhang with F -Channel Wall Connection Eave Connection System Panel MDP No. Width 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 0.072 -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 12F-2 16 -inch Wood crown staples in diamond pattern Wood crown staple spaced 8 -inch o.c. 0.072 -inch dia. x min. 1/4 -inch head diatrip nail spaced 48- 48 64.2spaced24 -inch o.c. and securing each panel lap inch o.c. One (1) min 3/4 -inch x 1/4 -inch One (1) min. 1 3/4 -inch long x 12F-3 Max. Masonry One (1) 14 ga. 5/8 -inch long T nail Wood crown staple spaced 8 -inch o.c. 0.072 -inch dia. x min. 1/4 -inch 48 16 -inch spaced 8 -inch o.c. and securing each panel lap head dia. trip nail spaced 48- 64.2 inch o.c. ALC 15001.2 FI -12194-R5 Page 2 of 8 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 12 -inch overhang with J -Channel Wall Connection Eave Connection System Panel MDP No. Width No. Width psf) psf) Substrate Substrate F -Channel Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Attachment Attachment One (1) 18 ga. 1/4 -inch crown x Three (3) min. 3/4- inch x 1/4 -inch crown One (1) min. #8 x 1/2 -inch 16F-1 One (1) min 3/4 -inch x One (1) min. 1 3/4 -inch long x One (1) 14 ga. 5/8 -inch long T nail 12J-1 Max. Wood staples in diamond long x 3/8 -inch head diameter Wood 1/4 -inch crown staple 0.072 -inch dia. x min. 1/4 -inch 48 4 -inch o.c. and securing each 16 -inch pattern spaced 24- screw spaced 16 -inch o.c. spaced 8 -inch o.c. head dia. trip nail spaced 48- 64.2 12 -inch o.c. inch o.c. connecting soft to J -channel inch o.c. One (1) min. 1.75 -inch x 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- 153.312 -inch spaced max. 8 -inch o.c. 4 -inch o.c. and securing each inch head spacedpanellap12 -inch o.c. One (1) 18 ga. 1/4 -inch crown x One (1) min. 1.75 -inch x Max. Three (3) 18 ga. 1/4 -inch crown x 1- 1 -inch leg staple spaced max. 0.072 -inch diameter 16F-2 12 -inch Wood inch leg staples in diamond"pattem Wood 4 -inch o.c. and securing each finishing nail with min. 3/16- 153.3 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. 16F-3 16 -inch Wood 1.25 -inch embedment spaced 24- Wood crown staple spaced 16 -inch x 0072 inch dia . x min. 3/164nch head dia. trim nail 125.6 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. ALC 15001.2 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. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 16 -inch overhang with F -Channel Wall Connection Eave Connection System Panel MDP No. Width No. Width psf) Substrate F -Channel Substrate Panel Attachment Fascia Cap Attachment Attachment Max. Three (3) min. 3/4 -inch x 1/4 -inch One (1) 18 ga. 1/4 -inch crown x One (1) min. 1.75 -inch x 23.5 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- 143.316 -inch spaced 8 -inch o.c. o.c. and securing each panel inch head spaced lap 16 -inch o.c. One (1) 18 ga. 1/4 -inch crown x One (1) min. 1.75 -inch x Max. Three (3) 18 ga. 1/4 -inch crown x 1- 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 sec each panel finishing nail with min. 3/16- 143.3 spaced 16 -inch o.c. lapg inch head spaced 16 -inch o.c. Approved Systems for 16 -inch overhang with J -Channel Wall Connection Eave Connection System Panel MOP No. Width psf) Substrate J -Channel Substrate Panel Attachment Fascia Cap Attachment Attachment Max. Three (3) min. 3/4 -inch x 1/4 -inch One (1) min 3/4 -inch x 1/4 -inch One (1) min. 1 3/4 -inch long x 0.072 -inch dia. x 23.5 16,1 1 16 -inch Wood crown staples in diamond pattern spaced 24 -inch o.c. Wood 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-RS 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 16 -inch o.c. shank nail x 0.072 -inch diameter 12 -inch o.c. 24 -inch o.c. finishing nail with min. 3/16 -inch head spaced 4 -inch o.c. One (1) 18 ga.1/4-inch crown x 1 -inch leg Nominal 1x2 staple spaced One (1) min. 1.5- No.2 SYP 12 -inch o.c. securing One (1) 18 ga. 1/4 - One (1) min. 1.75 -inch x Max. inch x 11 ga. anchored to each panel lap inch crown x 1 -inch 0.072 -inch diameter 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 ga1/4- One (1) min. 1.75 -inch x Max. One (1) 14 ga. 5/8- anchored to each panel lap inch crown x 1.inch 0.072 -inch diameter 801 24F-3 12 -inch Masonry inch long T nail rafter with one Wood leg staple spaced 8- finishing nail with min. 76.6 spaced 8 -inch o.c. 1) 7d x 2.25- One (1) min. 1.75 -inch inch o.c. 3/16 -inch head spaced inch rina shank x 0.0724nch diameter 12 -inch o.c. nail 24 -inch o.c. finishing nail with min. 3/16 -inch head spaced 4 -inch o.c. ALC 15001.2 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 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. 114 -inch crown x 1 -inch leg Nominal 1x2 staple securing the No.2 SYP nailer of each female Three (3) 18 ga.1/4- anchored to lock or spaced One (1) 18 ga. 1/4- One (1) min. 1.75 -inch x Max. inch crown x 1 -inch rafter with one 16 -inch o.c, securing inch crown x 1 -inch 0.072 -inch diameter 24F-4 16 -inch Wood leg staples in 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. 114 -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 pso Substrate F -Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga. 1/4 -inch crown x 1 -inch leg staple securing the Nominal 1x2 nailer of each female No.2 SYP lock or spaced One (1) 18 ga. 1/4- One (1) min. 1.75 -inch x Max. One (1) 14 ga. 5/8- anchored to 16 -inch o.c. securing inch crown x 1 -inch 0.072 -inch diameter 24F-6 16 -inch Masonry inch long T nail rafter with one each panel lap Wood leg staple spaced 8- finishing nail with min. 801-60 spaced 8 -inch o.c. 1) 7d x 2.25- inch o.c. and securing 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 0.0724nch diameter finishing nail with min. 3/16 -inch head spaced 4 -inch o.c. ALC 15001.2 FL12194-R5 Page 7 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 24 -Inch overhang with J -Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Batten J -Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Nominal 1x2 No.2 SYP scabbed between rafters with One (1) 18 ga.1/4- one (1) min. 2.25- inch crown x 1 -inch Nominal 1x2 inch x 7d ring shank leg staple spaced No.2 SYP Three (3) 18 nail straight -nailed 124nch o.c. anchored to ga.1/4-inch crown through the rafter securing each panel One ga. ' One (1) min. 1.75 -inch Max. rafter yailh one x 1 -inch leg into the end of the lap chinchcrroownnx1-incle x 0.072 -inch diameter 24J-1 12 -inch 1) min. 2.25- staples in diamond batten or two (2) Wood g staple spaced finishing nail with min. 60 inch x 7d ring pattern spaced 16- min. 2.25 -inch x 7d One (1) min. 1.75- 8 -inch o.c. 3/164nch head spaced shank nail inch o.c. ring shank nails toe- inch x 0.072 -inch 12 -inch o.c. 24 -inch o.c. nailed on either side diameter finishing of the batten at nail with min. 3/16 - each batten/rafter inch head spaced intersection. Max. 4 -inch o.c. rafter spacing is 24 -inch o.c. . Nominal 1x2 No.2 SYP scabbed One (1) 18 ga. 1 /4 - between rafters with inch crown x 1 -inch one (1) min. 2.25- leg staple securing Nominal 1x2 inch x 7d ring shank the nailer of each No.2 SYP Three (3) 18 nail straight -nailed female lock or One (1) 18 ga. %- anchored to ga.1/4-inch crown through the rafter spaced 16 -inch o.c. inch crown x 1 -inch One (1) min. 1.75 -inch Max. rafter with one x 1 -inch leg into the end of the securing each panel leg staple spaced x 0.072 -inch diameter 24J-2 16 -inch 1) min. 2.25- staples in diamond batten or two (2) lap Wood 8 -inch o.c. and finishing nail with min. 53.3 inch x 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 44nch o.c. 24 -inch o.c. ALC 15001.2 FL12194-R5 Page 8 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 B INSTALLATION Note - Refer to the APPROVED SYSTEMS section of this report for additional installation details of a selected system and maximum design pressures limitations. No. I Installation Detail Min. 3/8" head dia, nail with min. 14" eugogementlror w.x-"1 subetratet or min. 0.097° dia. T-tiall or stub, nail with min. 5/0" engagementttor cvncrote or block subutrote), njorwl as noted at'we . ASCIA SLIP BOARD FASCIA TRIM 12F -1 12F-3 I I I II \—"F\— CHANNEL SOFFIT OVERHANG WIDTH VARIES) Hood. conc"& - or Bloch H FASCIA LIP 1/4" STAPLE SOFFIT TO ASCIA BOARD #T50 8" X 3/8" STAPLE 16" O.C. PAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALC 15001.2 FI -12194-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. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail Lj a" SOFFIT STAPLE1 3/4• x 1/4• OPEN RAFTER i DIAMOND PATTERN 1 ;DETAILjLWrCROWNSTAPLES USING A DIAMOND arvcorr at ata / PATTERN FACIA BOARD O / FASCIA CAP 12F-2 3/4' X 1/4' CROWNJS.S. FACIA BOARD t STAPLE W ON CENTER P' F" CHANNEL CAW BE 1-3/4" TRIM NAIL PAINTED S.S. 48' INSTALLED CAPWITHTHEO.C. FASCIA NAILING FLANGE UP OR 4' X 1/4" DOWN ROWN STAPLE SOFFIT - max-. 12 -inch span WOOD SOFFIT SUBSTRATE SOFFIT &FASCIA DETAIL ALC 15001.2 FL12194-R5 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. 12J-1 CREEK TECHNICAL SERVICES, LLC No. I Installation Detail OPEN RARER 3/4- X 1/4- CROWN STAPLE -24- ON CENTER USING A DIAMOND PATTERN J—CHANN0.1-3/4' TRIM NAZI screwed to so[[ie PAINTED S.S. 4B - with one (1) Ne x L/2" x 3/8" head O.C. diameter ocrew. 15• O.C. WOOD OR BLOCK SUBSTRATE SOFFIT—max. 12 -inch span ALUMINUM COILS, INC Soffits Appendix B sVM `, SOFFIT STAPLE uvr DIAMOND PATTERN Facu eoaRo vervMi I DETAIL 7Tm s / ASCIA CAP 3/4- X 1/4- CROWN STAPLE '8' ON CENTER 1-3/4' TRIM NAIL PAINTED S.S. SOFFIT FACIA BOARD FASCIA CAP 3/4- X 1/4 - CROWN STAPLE SOFFIT -& FASCIA DETAIL ALC 15001.2 FL12194-R5 Page 3 of 12 This evaluation report is provided for Slate of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 t' TRIM HAIL FASCIA BOARD PAINTED IS. FASCU [AP SOFFIT raj' CROWN STAPLE OPEN RAFTER FASCIA BOARD N W ur I•N2l 16F-1 SOFFIT &FASCIA 16F-5 OETAIL FASOA CAP. REFER TO SOFFIT L FASCIA DETAIL f' CHANNEL SOFFIT, MAN. 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 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. GREEK TECHNICAL SERVICES, LLC System No. I Installation Detail 16F-3 Min. 3/8" head dia. nail with min. 1!f" engagement(for wood substrate) or min. 0.097" dia. T -nail or stub nail with min. 5/8" engagement(ior concrete or block substrate). spaced as noted above. ASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) CHANNEL Wo'A. conc—l-n or Block W FASCIA LIP 1/4" STAPLE SOFFIT TO ASCIA BOARD #T50 8" X 3/8" STAPLE 16" O.C. LPAINTED S.S. 1 .3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALUMINUM COILS, INC Soffits Apoendix B ALC15001.2 FL12194-R5 Page 5 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail i/ , SOFFIT STAPLE 3/4' x 1/4' OPEN RAFTER DIAMOND PATTERN I DETAIL. CROWN STAPLES USING A DIAMOND srePL,Es / PATTERN FACIA BOARD If FASCIA CAP 16F-4 L.,/4- X 1/4' CROWNFACIA 8' BOARD 1-3/4' TRIM NAILSTAPLEONCENTER 1-3/4' TRIM NAIL PAINTED S.S. F' CHANNEL CAN 8E PAINTED S.S. 48" FASCIA CAPINSTALLEDWITHTHEO.C. NAILING FLANGE UP OR 3/4' X 1/4' GOWN CROWN STAPLE SOFFIT—max. 16 -inch span WOOD SOFFIT SUBSTRATE SOFFIT &FASCIA DETAIL ALC 15001.2 FL12194-R5 Page 6 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 I' TRIM NAIL FASCIA BOARD PAINTED !.5. FASCIA CAP SOFFIT 1'4' CROWN STAPLE OPEN RAFTER FASCIA BOARD I"q- CROWN STAPLES SOFFIT 8 FASCIA USING A DIAMOND PATTERN; REFER i0 DETAIL 16F-2 & SOFFIT STAPLE 16F-6 DIAMOND PATTERN DETAIL FASCIA CAP; REFER SOFFIT t FASCIA F' CHANNEL—z" HANNEL DETAIL e, 3,a1SOFFIT: MAX. 16' 1--- SPAN W000 SUBSTRATE SOFFIT STAPLE DIAMOND PATTERN ALC 15001.2 FL12194-R5 Page 7 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 System No. I Installation Detail 16J-1 3/4' X 1/4' CROWN STAPH '24' ON CENTER USING A DIAMOND PATTERN WOOD OR BLOCK SUBSTRATE OPEN RAFTER 1-3/4' TRIM NAIL PAINTED S.S. 48' O.C. SOFFrr–max. i6 -inch span ALUMINUM COILS, INC Soffits Appendix B 21V KrYM SOFFIT STAPLE DIAMOND PATTERN IDETAIL I I 1LFACIABOARD vw arvmri TwLts ASCIA CAP 3/4" X 1/4' CROWN 1_3/4' TRIM NAILSTAPLE 'e' ON CENTER PAINTED S.S. SOFFIT FACIA BOARD FASCIA CAP 3/4' X I/4' CROWN STAPLE SOFFIT & FASCIA DETAIL ALC 15001.2 FL12194-R5 Page 8 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 iR01 NAIL FASCIA BOARD 1-4- CROMR S— i TAPLES FASCIA CAP USING A DIAMOND SOFFIT PAINTED S.S. PATTERN; REFER TO SOfFIT STAPLE 1' ' CROWN STAPLE DIAMOND PATTERN OCT AR I P' TRIMNATE FASCIA BOARD PAINTED S.S. SOFFIT g FASCIA 24F-1 8 DETAIL 24F-4 1"q!' EROWR STAPLE FACIA (App REFER TO SOFFIT i FASCIA / \ OETAR. _ Normal SYP Batten Anchored to SOFFIT, MAX, !l' I I If -CHANNEL Rafters withith ant ld Ring Shank Nail at very Rafter % M000 SUBSTRATE \ / SOFFIT STAPLE DIAMOND PATTERN ALC 15001.2 FL12194-R5 Page 9 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I t' TRIM NAR FASCIA BOARD PANTED S.S. 1-} SMOOTH SHANK FASCIA CAP ROOF NA0.5 SOFFIT I'rt' CROWH STAPLE 1 t' TRIM HA0. FASCIA BOARD PAINTED 5.5. SOFFIT & FASCIA 24F-2 &DETAIL 24F-5 rr!' CROWN STAPLE FASCIA CAP; REFER TO SOFFIT • FASCIA DETAIL Nominal rr2' SYP Batten Anchored to SOFFIT; MAX. ta' F -CHANNEL Rafters with one ld Ring Shank Hal at ever/ Rafter WOOD SUBSTRATE ALC 15001.2 FL12194-R5 Page 10 of 12 This evaluation report is provided fot 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 t' TRIM NAIL FASCIA BOARD PAINTED S.S. 1sGA i- T-IIA0.5 I MSCIA CAP SOffli VVVI 1'14' CROWN STAPLE I 4' TRIM NAIL FASCIA BOARD PAINTED S.S. SOFFIT & FASCIA OETAIL 24F-3 & 24F-6 I'14' CROWN STAPLE FASCIA CAP, REFER TO SOFFIT L FASCIA DETAILNominal1'12' SYP Batten Anchored to SOFFIfj MAX. 24' F•CNAIINEL Rafters with one 1d Ring ShanM Nan at every Rafter MASONRY ALC15001.2 FL12194-R5 Page 11 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' IRM NAIL FASCIA BOARD PAINTEDS.S. 1-s!' CROWN STAPLES FASCIA CAP USING A OIAMOIIO SOFfli PATTERN; REFER TO CANTIIEVEREO 1'34' CROWN STAPLE SOFFIT STAPLE RAFTERDIAMONDPATTERN DETAIL FASCIA BOARD SOFFIT & FASCIA I f- TRIM HAIL PAINTED S.S. DETAIL 24J-1 & 1'ej' CROWN STAPLE 24J-2 FASCIA CAP; REFER TO SOFFIT 1 FASCIA DETAIL Nominal 1' rt 2' SYP bsllens 8 scabbed been rafters and SOFFIT; MAX. TC' 3/8'1 1-CHAN4EL secured with one (1) 7d ring IIshanknailsbalght-need through the rafter Into the em1 WOOD SUBSTRATE of the batten or two (7) 7d ring P. nags toe -naffed an either side of the babem at The batteNraller Intersection SOFFIT STAPLE DIAMOND PATTERN ALC 15001.2 FL12194-R5 Page 12 of 12 This evaluation report is provided for Stale 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 calculations are based on an effective wind area of 10*2 or less. 5. Topographic factors such as escarpments or hills have been excluded from the analysis. 6. Wind directionality factor, Kd = 0.85 7. Vuit 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 FL12194-135 Page 1 of This evaluation report is provided for Stale of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not spgcifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C ALC 15001.2 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. Design Wind Pressures for Soffits in Ekpos ure B,"' Building Type Zone BasicWitid..80ei?d'(niph)-,7*,e'.t Roof .. - 120 --"z'130___-z. .-.I 40, 16. .180VNelght'(ft), --ISO 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 1 -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 41A 46.0 -51.3 56.8 Negative Loads) 5 20 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 25 -20.8 -24.4 -28.3 -32,5 -37.0 -41.7 46.8 -52.1 57.8 30 -20.8 -24.4 -28.3 -32.5 -37.0 41.7 46.8 -52.1 57.8 40 -22.6 -26.5 -30.7 -35.3 40.1 45.3 -50.8 -56.6 62.7 50 24.1 28.2 32.8 37.6 42.8 48.3 54.1 60.3 66.8 60 -25.3 -29.6 -34.4 -39.5 44.9 -50.7 -56.8 -63.3 70.1 Enclosed 4 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4 Positive Loads) 5 1 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30..0 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 1 12.5 1 14,7 17.0 1 19.5 1 22.2 25.1 28.1 31.3 1 343 60 1 13.1 1 15.4 17.8 1 20.5 1 23.3 26.3 29.5 32.9 1 36.4 ALC 15001.2 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. ACREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C ALC15001.2 FI -12194-R5 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Design Wind Pressures for Soffits in Exposure C Building Type Zone Mean Basic Wind Speed (mph) HeR hof ( ft) 120 130 140 150 160 170 180 190 200 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 1 -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 75.5 Negative 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 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 1 39.2 1 43.7 1 48.4 ALC15001.2 FI -12194-R5 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SIE-FIVICIES, LLC ALUMINUM COILS, INC Soffits Appendix C ALC 15001.2 FL12194-R5 Page 4 of 4 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. Design Wind Pressures for Soffits in Egposure Building Type Zone Mean - Basic Wihd-SiJedd fth)'d? kA J'j;- i Roof Height (ft) 3d Enclosed 4 20 26.0 30.5 35.4 40.6 46.2 52.2 58,5 65.2 72.2 25 -27.0 -31.6 -36.7 42.1 47.9 -54.1 -60.6 -67.6 74.9 30 -27.9 -32.8 -38.0 43.6 49.6 -56.0 -62.8 -70.0 77.5 40 --29.4 -34.5 40.0 45.9 -52.2 -58.9 -66.1 -73.6 81.6 50 -30.6 -35.9 41.6 47.8 -54,3 -61.3 -68.8 -76.6 84.9 60 -31.5 -37.0 42.9 49.3 -56.1 -63.3 -70.9 -79.0 87.6Negative Loads) 5 1 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 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 ALC 15001.2 FL12194-R5 Page 4 of 4 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 318" F -Channel 3/8" 3/8" J -Channel 3/4" — 1/8" HEM T -T 3/4" 3/8' ISOMETRIC VIEW 3/0- PROFILE ISOMETRIC VIEW 3/!' PROME ALUMINUM COILS, INC Soffits Appendix D ALC 15001.2 FL12194-R5 Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Fascia CREEK TECHNICAL SERVICES, LLC S 3/4" 7/6" 1/8" HEM 6"FASCIA 7" BLANK 1/4" ISOMETRIC VIEW ALUMINUM COILS, INC Soffits Appendix D ALC 15001.2 FI -12194-R5 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 16" Q4 Soffit ALUMINUM COILS, INC Soffits Appendix D c 2r r,•o o12Tm 18' BLANK' 3. / 8 PRonLE 00000 0000 00000 000 nUa 00000 0000 ALC 15001.2 FI -12194-R5 Page 3 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 12" T4 Soffit 3 1/8" 7/8" 3 1/8" 7/8" 3 1/8" S/16" 1/2"/ 1/2" 1/2" ~ / 1/2" 1/2" r Y 3/4" 1/8" 1/8" 3/8" 0 25' iYP 0 Urn0 13.75" BLANK 3/8" PROFILE ooaoa ooalu oa000 0000 000ao oaoo ALUMINUM COILS, INC Soffits Appendix D END OF REPORT ALC 15001.2 FL12194-R5 Page 4 of 4 This evaluation report is provided for Stale of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Florida Building Code Online Page 1 of 3 Professional '- BCIS Horn! I Lop In I Use, Reghosbon Hot Topics I submit Surcharge I Stats & Farts : Publications I FBC Staff I BGS Site Map I Unks I Search b 9 -- Product ApprovaldprUSER: Public Uslr racta Product ADnroval Menu > Product or Aoobcatlon Search > Application List > Application Detall 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 U IKO Industries, Ltd 40 Hansen Road South Brampton, NON -US L6W 31-14 708) 496-2800 Ext 200 rmetzOOI@tampabay.rr.com Robert Metz rmetzOO1@tampabay.rr.com Bob Metz REMCO of Pinellas 456 Avila Circle NE Saint Petersburg, FL 33703 727)776-5261 rmetzOO1@tampabay.rr.com Don Shaw IKO Industries LTD 120 Hay Rd. Wilmington, DE 19808 717) 579-6706 don.shaw@iko.com Roofing Asphalt Shingles Certification Mark or Listing FM Approvals - CER Locke Bowden G 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.orglpr/pr app_dtl.aspx?param=wGEVXQwtDgse7mYBd2b3K6... 9/7/2017 Florida Building Code Online Product Approval Method Method 1 Option A Date Submitted 06/28/2015 Date Validated 06/30/2015 Date Pending FBC Approval Date Approved 07/06/2015 Summary of Products Page 2 of 3 FL 7t IModel, 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 - Approved for use outside HVHZ: Yes 2015 .Ddf Impact Resistant: N/A FL7006 R9 C CAC FM Letter - ASTM d3462 letter - 5 6 Design Pressure: N/A 15.Ddf Other: FL7006 R9 C CAC FM Letter - ASTM E 108 letter - 5 3 15 .Ddf Quality Assurance Contract Expiration Date 12/31/2020 Installation Instructions FL7006 R9 II IKO-133-02-01 Letter - Installation Instructions for FBC FL7006.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 - 2015 .DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Design Pressure. N/A FL7006 R9 C CAC FM Letter - ASTM d3462 letter - 5 6 15.Ddf Other: 3FL7006R9CCACFMLetter - ASTM E 108 letter -_.La 15 .odf Quality Assurance Contract Expiration Date 12/31/2020 Installation Instructions FL7006 R9 11 Hip and Ridpe Cap Shmole Installation Instructions. Ddf FL7006 R9 11 IKO-133-02-01 Letter - Installation Instructions for FBC FL7006.Ddf Verified By: Duc T Nguyen PE 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: 7006.3 Leading Edge Plus Asphalt Shingle Starter Strip Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure- N/A Other: 7006.4 Marathon 25 AR, CRC Superglass M25AR One piece fiberglass asphalt shingle used as a starter strip at the bottom of a roof system manufactured in Brampton and Hawkesbury, Ontario plants Certification Agency Certificate FL7006 R9 C CAC FM Letter - ASTM d3161 letter - 4-15- 2015 .Ddf FL7006 R9 C CAC FM Letter -ASTM d3462 letter - 5 6 15 Ddf FL7006 R9 C CAC FM Letter - ASTM E 108 letter 15 .Ddf Quality Assurance Contract Expiration Date 12/31/2020 Installation Instructions FL7006 R9 11 IKO-133-02-01 Letter - Installation Instructions for FBC FL7006.pdf FL7006 R9 11 Roofino Products LeadinD-Edoe-Plus- Aophcation-EN(1). Ddf Verified By: Duc T Nguyen PE 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: 3 tab fiberglass asphalt shingle manufactured at IKO's Brampton, Ontario, Hawkesbury Ont., Toronto, Ont.; Sylacauga, AL and Kanakakee, IL plants http://www. floridabuilding.org/pr/pr_app_dti.aspx?param=wGEVXQwtDgse7mYBd2b3K6... 9/7/2017 Florida Building Code Online Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Page 3 of 3 Certification Agency Certificate Fl 7006 R9 C CAC FM Letter - ASTM d3161 letter - 4-15- 2015 .Ddf FL7006 R9 C CAC FM Letter - ASTM d3462 letter - 5 6 15.Ddf FI 7006 R9 C CAC FM Letter - ASTM E 108 letter - 5 3 15 .odf Quality Assurance Contract Expiration Date 12/20/2020 Installation Instructions Fl 7006 R9 11 IKO-133-02-D1 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: Back Ne t Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850.487.11124 The State of Florida is an AA/EEO employer. Copyright 2007.2013 State of Florida.:: Privacy Statement :: Attesslblllty Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e -mall address released in response to a Pubk-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 650.487.1395. 'Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The !mails provided may be used for official communication with the btensee. 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 dick here . Product Approval Accepts: @ Credit Card Safe http://www.floridabuil ding. org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgse7mYBd2b3K6... 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-HipandRidgel2_3HRTri-2013-08_reformatted 2013-08) 4) IKO Leading Edge Plus Shingle Application Instructions EN-3LEP-Tri-2012-06_reformatted 2013-03) 5) ASTM D3161 Test Report (FM Approvals Project No. 3040947) The attached instructions should be used in conjunction with the published manufactureVs 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 Grzybo ski Duc T. u en Managing Director Florida Reps ere 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, LLC 6412 Badger Dnve Tampa, FL 33610 Tel. 813621.5777 Fax. 813621.5840 e-mail' materialstes6ng@pricmt.com WebSile.htV./AYww.pricmt.com IKO Installation Instructions for Asphalt Shingles Page 2 of 5 IKO Shingle Application Instructions – 3 -Tab Shingles ASTM D3161, Class F — IKO Marathon 25 AR and CRC Superglass M25AR) NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION CONFLICT, THESE INSTRUCTIONS WILL GOVERN. ROOF DECK: Solidly sheathed and fastened deck conforming to 2014 FBC. UNDERLAYMENT: Applied in accordance with building code requirements. For areas where the roof slope is less than 4" per foot down to 2" per foot, use 2 layers of underlayment conforming to building code requirements, the first sheet overlapping the eave protection by 19", followed by full 36" widths overlapping each preceding course by 19" or other Approved underlayments in accordance with the qualified application instructions. For areas where the roof slope is 4" per foot or greater, cover the deck with one ply of underlayment laid parallel to the eaves, with 2" horizontal laps and 4" end laps. Apply metal drip edges on top of any underlay along rake edges and directly to the deck along eaves in accordance with building code requirements. NAILING: Use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with at least 3/8" diameter heads, long enough to penetrate through plywood or 3/4" into boards. Use 4 nails per shingle placed 6-1/8" above the butt edge, approx. 1" and 13" from each end and 1/2" above each cutout. Drive nails straight so that nail head is flush with, but not cutting into shingle surface. NAILING ON STEEP SLOPES: For steep slopes of 21" per foot (60°) or more, use 6 nails per shingle placed as shown below. Ensure that no nail is within 2" of a joint/cutout of the underlying shingle. Seal down each shingle at time of application with three 1" diameter (approx. size and thickness of a quarter) spots of asphalt plastic cement placed under the shingle 2" above the bottom edge and equally spaced along the shingle. Apply plastic cement in moderation since excessive amounts may cause blistering. CAUTION: Shingles should seal to the underlying course when the factory applied asphalt sealant is sufficiently warmed by the heat of direct sunlight. EXPOSURE: Installed shingles shall have a maximum average exposure of 5-5/8". STEEP SLOPES 1- tJ—,- SMNG f— i STRIP— 611!< t2' I 1 b NAILS DO NOT NAIL INTO OR ABOVE THE SEALING STRIP PW Consh#Mn Materials Tedmbgies, LLC. 6412 Badger Drive Tampa, FL 33610 Tel: 813621.5777 Fax. 813621.5840 e-mail. malenalstesbng@piicmt.com WebSde: hdpJlwww.p6cmLcom 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". 6 3/81 NAIL LINE NAILING - STEEP SLOPES APPLICATION Use sbc nits as shown. LIM [!'Z M r"l CEMENT PROPER APPLICATION REOUIRES THAT THE NAILS PENETRATE BOTH THE OVERLAY AND UNDERLAY PORTIONS OF THE SHINGLE PRI Com#uction Materials Technologies, LLC. 6412 Badger Drive Tampa, FL 33610 Tel* 813621-5777 Fax: 613621.5840 e-mail: malenalslesbng@pncmLcom WebSite: htlp./lwww.pricmLoom IKO Installation Instructions for Asphalt Shingles Page 4 of 5 IKO Hip and Ridge 12 Application Instructions ASTM D3161, Class F — IKO Hip and Ridge 12) NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION CONFLICT, THESE INSTRUCTIONS WILL GOVERN. Cut hip and ridge shingles into thirds, using the perforation marks as a cutting guide. These shingles are designed for a 5 1/8" (130 mm) exposure. (For a neater appearance, the top of each side of each piece has been factory trimmed on a 1" (25 mm) taper (see drawing). Bend each piece over the hip or ridge, and nail 5 5/8" (143 mm) above the butt edge 1" (25 mm) in from each edge, exposing each piece 5 1/8"(130 mm). Apply hip pieces starting at the lower end of the hip, working up toward the ridge. On hip roofs, apply ridge pieces starting at each end, meeting in the middle. On gable roofs, apply ridge pieces starting at the end opposite to the prevailing wind direction and continue to the other end. Note: To obtain a three-dimensional effect, (which is recommended, but not required), apply hip and ridge shingles double thickness by stacking 2 pieces on top of one another, the lower piece extending about 3/4" (19 mm) further than the top piece (see diagram). The final shingle should be set in cement, and the exposed nail heads of the final shingle should be covered with cement. Prior to application in cold weather, storing the shingles in a heated area will allow for easier bending. NOTE: SHINGLES MUST BE APPLIED PROPERLY. THEYARE DESIGNED FOR USE AS HIP AND RIDGE SHINGLES ONLY, AND SHOULD NOT BE USED FOR ANY OTHER APPLICATIONS. WE ASSUME NO RESPONSIBILITY FOR LEAKS OR DEFECTS RESULTING FROM POOR APPLICATION OR FAILURE TO PROPERLY PREPARE THE SURFACE TO BE ROOFED OVER, OR FAILURE TO PROVIDE PROPER VENTILATION IN ACCORDANCE WITH MINIMUM PROPERTY STANDARDS REQUIREMENTS. REVIEW ALL APPLICABLE BUILDING CODES, MINIMUM PROPERTY STANDARDS, AND REQUIREMENTS PRIOR TO APPLYING THESE SHINGLES USING THESE APPLICATION INSTRUCTIONS. 11 raoea cvr PRI Consmxlion Materials Technologies, LLC. 6412 Badger Dnve Tampa, FL 33610 Tel - 813-621-5777 Fax: 613621.5640 e-mail. materialstesting@pricmt.com Website* httpJ/www pncmtcom 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. PRI ConsbWion Materials Technologies, LLC. 6412 Badger Dnve Tampa, FL 33610 Tel, 813621.5777 Fax,813-621-5840 e-mail: materialstesGng@pricmt.wm WebSite. htlpJAvww.pricmt com Florida Building Code Online Page 1 of 2 Professional Regulation SCIS Home I Log In I User Registration I Hot Topic$ Submit Surcharge I Stats B Facts ; Publications I FBC Staff j BPS Site Map I Unks I Search Comments Product Approval USER: Archived Or Public User Warrior Roofing Manufacturing Address/Phone/Email 3050 Warrior Road Tuscaloosa, AL 35404 Product Approval Menu > Product or AophcaUon Search > Application USt > Application Detail FL # FL2346-115 n_ Application Type Affirmation Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Warrior Roofing Manufacturing Address/Phone/Email 3050 Warrior Road Tuscaloosa, AL 35404 205) 5S3-1734 Ext 115 Steven@WarriorRoofing.net Authorized Signature Steven Crew Steven@WarriorRoof'ing.net Technical Representative Steven Crew Address/Phone/Email 3050 Warrior Road Tuscaloosa, AL 35404 205) 553-1734 Ext 1024 Steven@WarriorRoofing.net Quality Assurance Representative Steven Crew Address/Phone/Email 3050 Warrior Road Tuscaloosa, AL 35404 205) 553-1734 Ext 1024 Steven@WarriorRoofing.net Category Roofing Subcategory Underlayments Compliance Method Test Report Testing Lab PRI Construction Materials Technologies, LLC Quality Assurance Entity Keystone Certifications, Inc. Quality Assurance Contract Expiration Date 10/05/2019 Validated By )esus Gonzalez, P.E. Validation Checklist - Hardcopy Received Certificate of Independence FL2346 R5 COI PRI CMT Cert of Independence.pdf Referenced Standard and Year (of Standard) Standard Year ASTM D226 2006 ASTM D4869 2005 Equivalence of Product Standards Certified By 1 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?parwn=wGEVXQwtDgtOc8bnSknRps9... 9/7/2017 Florida Building Code Online Documentation from approved Evaluation or Validation Entity OYes ONO CN/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 Page 2 of 2 FL it Model, Number or Name Description 2346.1 tt 15 and #30 roofing felt ASTM D 226 Tested Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL2346 RS II Installation) nstructions.odf Approved for use outside HVHZ: Yes Verified By: PRI Construction Materials Technologies, LLC Impact Resistant: N/A Test Reports Design Pressure: N/A FL2346 R5 TR 15A Test Reoort.odf Other: Primary roof covering should be installed FL2346 R5 TR 30A Test Reoort.odf Immediately after felt. Roofing felt is not intended to be an unprotected weathering surface. 2346.2 15w and 30w roofing felt ASTM D 4869 Tested Limits of Use Installation Instructions Approved for use in HVHZ: No FL2346 RS 11 Installation) nstructlons.odf Approved for use outside HVHZ: Yes Verified By: PRI Construction Materials Technologies, LLC Impact Resistant: N/A Test Reports Design Pressure: N/A FL2346 R5 TR I5w Test Reoort.odf Other: Primary roof covering should be installed FL2346 R5 TR 30w Test Reoort.Ddf immediately after felt. Roofing felt is not intended to be an unprotected weathering surface. Back Nert Contact us :. 2607 Blair Scone Read. Tallahassee FL 32399 Phone: 8SO-487.1824 The State of Flonda is an AA/EEO employer. Coovdaht 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, oDmact 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 455; F.S. must provide the Department with an email address If they have one The emails provided may be used for official communication with the licensee. However email addresses are public record If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. TO determine if you are a licensee under Chapter 455, F.S , please dick here . Product Approval Accepts: M FM Holes®®® Credh Card Safe http://www.floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDgtOc8bnSknRps9... 9/7/2017 M WARRIORe ROOFING MANUFACTURING r P. O. BOX 40185 • TUSCALOOSA, AL 35404 • PHONE (205) 553.1734 • FAX (205) 5531755 193 LEROY ANDERSON ROAD • MONROE, GA 30655 • PHONE (770) 207-0695 • FAX (70) 207-0775 t 323 DEVELOPMENT AVENUE • CHAMBERSBURG, PA 77201 • PHONE (717) 709-0323 • FAX (717) 709-0027 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 comer of the felt after it has been properly positioned and roll the felt out across the roof. Pay careful attention to roll the felt out smoothly, avoiding wrinkles as you move across the roof. The top edge of the felt should be fastened no less than every eight inches. The middle and bottom edge should also be fastened no less than every eight inches. Fasteners should be applied no less than every eight inches along the eaves. The next -course of felt should also be aligned with the roof edge and should overlap the previous course two inches (sometimes referred to as head lap). • In the event you get to the end of a roll prior to getting to the opposite edge of the roof, begin a new roll with a four inch overlap over the end of the prior roll (sometimes referred to as end lap). The same fastening pattern used on the middle and bottom of the initial course should be used for each subsequent course. For the top of each subsequent course, fasten intermittently to hold the top edge in place until the next course is applied. The fasteners in the bottom of the next course will hold the top of the previous course securely. Continue up the roof in this manner. Be sure to firmly fasten the top of the final course if it terminates at the top edge of the roof. Otherwise, overlap the felt over the ridge and secure then begin at the bottom of the other side of the ridge and repeat the process. In valleys, lay a vertical section of roofing felt the length of the valley prior to the installation of the horizontal runs of roofing felt. If you use more than one section of roofing felt in a valley, be certain to start at the bottom and overlap each subsequent length a minimum of two inches as you move up the valley reprgpexv!ater shedding. .= ^:: sem:; CIV.• n1Y• :•".r,'r.•. i•t n :IL St./,/itis>`i%a..•. .. 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. 1r 5 0. m0C) 1 CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No:1 r7-351 r% Documented Construction Value: $ Job Address: 3 8 3 R ix:)n Lane. Historic District: Yes No Parcel ID: Residential.2--c-'ommercial Type of Work: NewET'Addition Alteration Repair Demo Change of Use Move Description of Work: i'_1,-_PJn C' of loia l X Plan Review Contact Person: Phone: Fax: Name Street: City, State Zip: Title: Email: Property Owner Information Phone: Resident of property? : Contractor Information Name sS i Street: /0-3 S igecr e City, State Zip:TgF— 5. L/ 3 Name: Street: City, St, Zip: Bonding Company: Address: Phone: 81-3-910-31103 CX4 .9-3.1 Fax: State License No.: CX f3 0c)5 yu'y Architect/Engineer Information Phone: Fax: E-mail: Mortgage Lender: Address: _ WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51^ Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application AD NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may befoundinthepublicrecordsofthiscounty, 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. y of the executed ntract is ired The City of Sanford requires payment of a planreview considered the estimated construction value of the job at he time of submittal. in order to calculate a plan review charge and willTheactualconstructionvaluewillbefiguredbased on the current ICC Valuation.Table in effect at the time the permit is issued, inaccordancewithlocalordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit 'is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction an ningi' Signature of Owner/Agent - Date Print Owner/Agent's Name Signature of Notary -State of Florida Date , Owner/Agent is r Personally' Knowd to Me or - Produced ID . Type of ID Print Contractor/Agent's Name Signature ntary-State pUf FlnQRd. O\C alr Date ComroisSion GG151701 Expires. October 15, 2021 y tl•1•1 bonow lnitl malvtl Contractor/Agent is Pe sonally Know tW> Produced ID Type BELOW IS XOR OFFICE USE ONLY Permits Required: Building [] Electrical F1 Mechanical E] Plumbing[] Gas Roof [] Flood Zoite: Construction Type: Occupancy Use: Min. Occupancy Load: #•of Stories: Total Sq Ft of Bldg: _ # of Fixtures - New Construction: Electric - # of Amps - _ Tlumbiitg _ Fire Alarm Permit:' Yes []' No Fire Sprinkler Permit: Yes No # of He APPROVALS: ZONING: ENGINEERING: COMMENTS: Revised: June 30, 2015 UTILITIES: FIRE: WASTE WATER: BUILDING: Permit Application CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: I I - _ J5 1 —1 Documented Construction Value: $ (J • V Job Address: ;,, 3 n i cnn Lar t-2_ Historic District: Yes No\X Parcel ID: Residentialt4:zommercial Type of Work: Nei Addition Alteration Repair Demo Change of Use Move Description of Work: Plumbing New Residential Construction Plan Review Contact Person: Khrissy or Jamie Title: Clerical Phone: 407-323-7515 Fax: 407-323-8954 Name Rp1y-. sG' ua V1_ Street: City, State Zip: Name Advantage Plumbing, Inc. Street: PO Box 1117 City, State Zip: Sanford, FL 32772 Name: Street: City, St, Zip: Email: Property Owner Information Phone: Resident of property? : Contractor Information Phone: 407-323-7515 Fax: 407-323-8954 State License No.: CF -C057881 Architect/Engineer Information Phone: Fax: 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: 5'a Edition (2014) Florida Building Code Revised: June 30, 201 S Permit Application NOTICE: In addition to the requirements of this permit, trete may be additional restrictions applicable to thio property that may be found m 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 to 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 an work win be done in compliance with all applicable laws regulating construction and zoning. Sipawre of owoedApw Date Print 0WAWAs M's Name - Sigawro of Notary-Sute of Florida D= Owner/Agent is Personally Known to Me or Produced ID Type of ID 2/13/18 sigawre of ContracWAvt Data A. 71re®m smith Print ContractodAgtatts Neroe D • 2 /18 atnY-StafeMeIedofjIh L itlrsSnstD ° as NOTARY PU91.tc STATE OF FIARIDA cannot Q01388g9 t Enplres 8121/2021 Contractor/Agent is X Personally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas Roof Construction Type: 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: ZONMG: Lnuxnn: WASTE WATER ENGINEERING: FIRE: BUILDING: COMMENTS: Ravised: June 30, 2013 Permit Appliatioo 15 lightyears, Inc 776 Bennett Drive Longwood, Florida 32750 June 1, 2018 To: Local Building Department RE: Blower Door Test & Duct Leakage Test Reports To whom it may concern, 15 lightyears This letter is to request that the attached forms be accepted for compliance of the 2017 Florida Building Code statute R402.4.1.2 Envelope leakage testing (Blower Door Testing) and R403.3.3 Duct testing. The attached forms were provided by the Florida Building Commission as the accepted forms to be submitted. These forms are listed on the 2017 Florida Building Code, Energy Conservation Technical Assistance Manual, Document Number: TAM -2017-1.0, released February 02, 2018, pages R-78 through R-80 (page numbers 159-161). Web link provided for quick access to the TAM document https:/Itinyurl.com/2017FBC-TAM These forms meet all three required Residential Energy Efficiency Compliance Paths listed under R401.2, Prescriptive, Performance, and Energy Rating Index (ERI) paths. We are working with building departments across Florida to standardized the form submittal process and would like your department to allow these forms to meet compliance. If there are any issues with accepting these forms, please reach out to me directly and I will ensure that we submit any specific form that you will require. Tim Smith (407)-951-3236 tsmith@151ightyears.com Respectfully, Timothy Mith 15 Lightyears, Chief Operations Officer Energy Technical Advisor RESNET Quality Assurance Designee IECC Residential Energy Inspector/ Plans Examiner Member, Building Officials Association of Florida Member and Code Development Committee participating member. Also, representative to the Florida Building Commissions, Energy Technical Advisory Committee for the BOAF- CDC Envelope Leakage Test Report (Blower Door Test) Residential Prescriptive, Performance or ERI Method Compliance 2017 Florida Building Code, Energy Conservation, 6th Edition Copy of License / Certificate of the tester must be attached) Jurisdiction: Cliy of SaNPoAb Permit #: 1-7-,3S V7 Job Information Builder:gQkC S Community: %(/ynlbHAA---- PRCSCQvC Lot: Z?m Address: 3839 to&4 tA04C Unit: City: :54V11r,00 State: FL Zip: 3Z7Z3 Air Leakage Test ReSUItS Passing results must meet either the Performance, Prescriptive, or ERI Method OPRESCRIPTIVE METHOD- The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 7 air changes per hour at a pressure of 0.2 inch w.g. (50 pascals) in Climate Zones 1 and 2. PERFORMANCE or ERI METHOD- The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding the selected ACH(50) value, as shown on FORM R405-2017 (Performance) or R406-2017 (ERI), section labeled as Infiltration, sub -section ACH50. ACH(50) specified on Form R405 -2017 -Energy Calc (Performance) or R406-2017 (ERI): 2140!V X 60 _ 2M IC%, 7 c S,%5 Method for calculating building volume- CFM(50) Building Volume ACH(50) O Retrieved from architectural plans PASS (Mechanical Ventilation is not required) Code software calculated PASS (with Mechanical Ventilation) O Field measured and calculated FAIL R402.4.1.2 Testing. Testing shall be conducted in accordance with ANSI/RESNET/ICC 380 and reported at a pressure or 0.2 inch w.g. (50 Pascals). Testing shall be conducted by either Individuals as defined in Section 553.993(5) or (7), Florida Statues, or individuals licensed as set forth In Section 489.105(3)(f), (g), or (1) or an approved third parry. 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, back draft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures. 3.Interior doors, if installed at the time of the test, shall be open. 4.Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed. S.Heating and cooling systems, if installed at the time of the test, shall be turned off. 6.Supply and return registers, if installed at the time of the test, shall be fully open. Testing Company Company Name: 15 Lightyears, Inc Phone: (855)438-1515 1 hereby verify that the above Air Leakage results are in accordance with the 2017 6th Edition Florida Building Code Energy Conservation requirements according to the compliance method selected above. Signature of Tester: , Date of Test:OsAeV Printed Name of Tester: Michael Estrera License/Certification #: 516874V Issuing Authority: RESNET Copy of License / Certificate of the tester must be attached) Duct Leakage Test Report Residential Prescriptive, Performance or ERI Method Compliance 2017 Florida Building Code, Energy Conservation, 6th Edition Jurisdiction: C'ITf pF SA, POP -1 Permit #: Job Information Builder: PAqk &A4e fb ES Community: k/y yDjAq,ti P SC4W- Lot: 220 Address: 3g3c L,crf 1q„« Unit: City: SA FcQ) State: Zip: R-773 Duct Leakage Test Results System 1 cfm25 System 2 cfm25 System 3 cfm25 Sum of any additional systems cfm25 Total of all systems S cfm25 OPrescriptive Method cfm25 (Total) To qualify as "substantially leak free" Qn Total must be less than or equal to 0.04 if air handler unit is installed. If air handler unit is not installed, Qn Total must be less than or equal to 0.03. This testing method meets the requirements in accordance with Section R403.3.3. Is the air handler unit installed during testing? E] YES (O.) []NO (1,03) Performance / ERI Method cfm25 (out or Total) Copy of License / Certificate of the tester must be attached) To qualify using this method, Qn must not be greater than the S7—_ + ZS 7 = VZ Qn proposed duct leakage Qn specified on Form R405-2017 or R406-2017. Total of all Total Conditioned systems Square Footage Leakage Type selected on Form Qn specified on Form R405-2017 PASS R405-2017 (Energy Calc) or R406-2017 (Energy Calc) or R406-2017 Rcp, L gut rk- I v 06 1 1 Duct tightness shall be verified by testing in accordance with ANSI/RESNET/ICC380 by either individuals as defined in Section 553.993(5) or (7), Florida Statutes, or individuals licensed as set forth in Section 489.105(3)(f), (g) or (i), Florida Statutes. Testing Company Company Name: 15 Lightyears, Inc Phone: (855) 438-1515 1 hereby verify that the above duct leakage testing results are in accordance with the 2017 6th Edition Florida Building Code Energy Conservation requirements according to the compliance method selected above. Signature of Tester: , & Date of Test: Printed Name of Tester: Michael Estrera License/Certification #: 516874V Issuing Authority: RFSNFT Copy of License / Certificate of the tester must be attached) L 0 V LL 1= W z V) W ce Certificate of Achievement THIS ACKNOWLEDGES THAT Michael Estrera HAS MET THE STANDARD REQUIRED BY RESNET, AS A CERTIFIED RATING FIELD INSPECTOR R F I# 51684V Certification Date: October 20, 2017 Certification Expires: October 20, 2020 72 Tim Smith, RESNET Quality Assurance Designee 15 ears RESNET QA Provider # (1998-199)