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3833 Loon Ln 17-2881- NEW SFHCOUNTY OF SEMINOLE IMPACT FEE STATEMENT I/)- al?wI STATEMENT NUMBER: 17100007 BUILDING APPLICATION #: 17-10000723 BUILDING PERMIT NUMBER: 17-10000723 DATE: October 03, 2017 3 0 10 Z,k UNIT ADDRESS: LOON LN 3833 17-20-31-502-0000-2190 TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: PARCEL: SUBDIVISION: TRACT: PLAT BOOK: PLAT BOOK PAGE.: BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NAME: PARK SQUARE ENTERPRISE LLC ADDRESS: 5200 VINELAND ROAD SUITE 200 ORLANDO FL 32811 LAND USE: WYNDHAM PRESERVE TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 3833 LOON LANE / LOT 219 SFR WYNDHAM PRESERVE FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE TYPE DIST SCHED RATE UNITS TYPE ROADS-ARTERIALS Single Family CO - WIDE ORD s Houing N/ A 705. 00 1.000 dwl unit 705.00 ROAD COLLECTORS Single Family Housing 00 1.000 dwl unit 00 FIRE RESCUE N/A 00 LIBRARY Single Family CO - WIDE ORD 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 ` RECEIVED BY: cJ` l L'l SIGNATURE: PLEASE PRINT NAME) DATE: 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** STATEMENT OF FEES DUE UNDER THE y 0 . PERSONSAREADVISEDTHATTHISISASEMINOLE 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, FEES XV TOAPPEALTHECALCULATIONOFANYOFTHEABOVEMENTIONEDIMPACTMUST 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. THh 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; 40.7-665-7356. 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 THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST.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. GRANT MALV7 SEMINOLE COUNTY CLERK. OF CIRCUIT COURT t COMPTROLLER BK 9017 P3 1558 (1F'ss) CLERK'S v 2017111088 RECORDED 11/02/2017 02:40:21 PH RECORDING FEES $10.00 RECORDED BY hdesore THIS INSTRUMENT PREPARED BY: Name: Michelle Brana Address: 5200 Vineland Road Suite 200 Orlando, Florida 32811 NOTICE OF COMMENCEMENT Permit Number. —/— 7— / Parcel ID Number: /7 _ 1191e9', 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. DESCRIP7IQN OF PROPERTY: (Legal description of the property and street address if available) Lot Wyndham Preserve Plat Book 81 / Pages 93-102 78'l3 Gods HG Sanford, FL 32771 2. GENERAL DESCRIPTION OF IMPROVEMENT: Construction of a new single family residence 3. OWNER INFORMATION OR LESSEE INFORMATION IF THE LESSEE CONTRACTED FOR THE IMPROVEMENT: C I Name and address: Park Square Enterprises LLC 5200 Vineland Rd Suite 200 Orlando FL 32811 Interest in property: Fee Simple Fee Simple Title Holder (if other than owner listed above) Name: 4, CONTRACTOR: Name: Park Square Homes Phone Number. 407-529-3000 Address: 5200 Vineland Road Suite 200 Orlando, Florida 32811 5. SURETY (if applicable, a copy of the payment bond is attached): Name. N/A Address: N/A Amount of Bond: N/A 6. LENDER: Name: Fifth Third Bank Phone Number: Address: 5050 Kingsley Dr. MD: 1MID= Cincinnati OH 45227 7. Persons within the State of Florida Designated by Owner upon whom notice or other documents maybe served as provided by Section 713.13(1)(a)7., Florida Statutes. Phone Number. 8. In addition, Owner designates to receive a copy of the Uenor's Notice as provided in Section 713.13(1)(b),. Florida Statutes. Phone number: 9. Expiration Dale 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. I Signature of0, or Lessee. Owner'a or Lessae's AWtonted o fimr/UmotOAPartrer/Manager)' Vishaai Gupta, Executive Vice President Pdnl Name and.provide Sigmlonjs Tillers —) State of County of C./ )Z_ The fore olig Instrument Was acknowledged before me this day of by (• s Who is personally known to me p O Name of person makl Q statement who has produced identification O type of identification produced: GERTIF aD' By a. n `' 2017, O" CITY OF iN SEA' 2 3 2017 ' BUILDING & FIRE PREVENTOION i PERMIT APPLICATIONZa Application No: Documented Construction Value: $ k 3b2, 2S, co Job Address: 3833 Loon Lane, Sanford 32771 (Lot 219) Historic District: Yes No Parcel ID: 17-20-31-502-0000-2190 Residential Commercial Type of Work: New Z Addition Alteration Repair Demo Change of Use Move Description of Work: Construction of new single family residence Plan Review Contact Person: Michelle Parkison Title: Permitting Manager Phone:407-529-3135 Fax: Name Park Square Enterprises LLC Street: 5200 Vineland Rd Suite 200 City, State Zip: Orlando, FL 32811 Email: mparkisonaparksguarehomes.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 City, State Zip: Orlando, FL 32811 Fax: 407-529-3001 State License No.: CRC1330351 Architect/Engineer Information Name: Michael Thompson Phone: 407-734-1450 Street: PO Box 580937 City, St, Zip: Orlando, FL 32858 Bonding Company: Address: Fax: 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: 5" Edition (2014) Florida Building Code Revised: June 30, 2015 (30 Permit Application QZJ r 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 accordancewith 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. AA I Signature of Owner/Agent Date Vishaal Gupta Print Owner/Agent's e 7 I7 Sign ure of Notary -State of FI da Date P tY Aryl•. MICHELLE PARKISON MY COMMISSION # FF 063452 EXPIRES: October 30, 2017 ondod Thru Notary Public Undorwrilors Owner/ Age rsona y riorr= r Produced ID Type of ID Signature o Con ractor/Age Date Vishaal Gupta Print Contractor/A s e 7 ASign ure of Notary- tate of orida Date MICHELLE PARKISON MY COMMISSION # FF 063452 EXPIRES: October 30, 2017 Contractor nd ru Notnry Publlc Undorwrlto s e or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: BuildingFA Electrical© Mechanical Plumbing0 Gas[] Roof Construction Type: Total Sq Ft of Bldg Flood Zone: ` 4'5t- ATi IkCNCD Min. Occupancy Load: % 5 # of Stories: 2- Occupancy Use: R- New Construction: Electric - # of Amps 15o Plumbing - # of Fixtures l q Fire Sprinkler Permit: Yes No © # of Heads APPROVALS: ZONING: UTILITIES: COMMENTS: ENGINEERING: M1 C 10 '3 "k-7 FIRE: Ok to construct single family home with setbacks and impervious area shown on plan. 33. y % ; Mp. V)Ckl o - S wcn' 1U'3, &-L Fire Alarm Permit: Yes No E WASTE WATER: BUILDING: GF- tZ)' 3t -q Revised: June 30, 2015 Permit Application V ,: ;., s 0 CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION 7' ZQ 5 tApplicationNo: 1 Documented Construction Value: $ 150,000.00 Job Address: 3833 Loon Lane, Sanford 32771 (Lot 219) Historic District: Yes No Parcel ID: 17-20-31-502-0000-2190 Residential x 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 Title: Permitting Manager Phone:407-529-3135 Fax: Name Park Square Enterprises LLC Street: 5200 Vineland Rd Suite 200 City, State Zip: Orlando, FL 32811 Email: mparkisonta'_parksguarehomes.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 Name: Michael Thompson Street: PO Box 580937 City, St, Zip: Orlando, FL 32858 Bonding Company: Address: Phone: 407-52973000 Fax: 407-529-3001 State License No.: CRC1330351 Architect/Engineer Information Phone: 407-734-1450 Fax: 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: 51h Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit -will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. AA 1 Dy a7 "j Signature of Owner/Agent Datedirl— Vishaal Gupta Print Owner/Agent's e 7 l7 Signs re of Notary -State of FI 'da Date l ; : Y% •. MICHELLE PARKISON MY COMMISSION # FF 063452 lN EXPIRES: October 30, 2017 rrp ondod Thru Notary Public Undorwrllors Owner/Age ersona y Known -to - e r Produced ID Type of ID Lk, Signature o Con actor/Age DateIVIV Vishaal Gupta Print Contractor/A s e Sign ire of Notary- tate of orida Date KSON F 063452 October30, 207 Nola Public Undorwrllo sContractorKenMjeor e orProducedID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas Roof Construction Type: Total Sq Ft of Bldg: Occupancy Use: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: Flood Zone: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No UTILITIES: B P"X-17 WASTEWATER: BUILDING: Revised: June 30, 2015 Permit Application C-1877-11 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: 3833 Loon Lane Property Owner: Park Square Enterprises, LLC Parcel identification Number: 17-20-31-502-0000-2190 Phone Number: 407-529-3000 Email: The reason for the flood plain determination is: New structure Existing Structure (pre-2007 FIRM adoption) Expansion/Addition Existing Structure (post 2007 FIRM adoption) Pre 2007 FIRM adoption = finished floor elevation 12" above BFE Post 2007 FIRM adoption = finished floor elevation 24" above BFE (Ordinance 4360) r 4 A OFFICl/4 dSE ONLY Flood Zone: X Base Flood Elevation: NSA 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# 17-2881 Reviewed by: Michael Cash, CFM Date: October 3, 2017 Application for Paved Driveway, Sidewalk or Walkway Including Right -of -Way Use & O I 1877D9 Landscaping i11 Right -of -Way www.sanfordfl.gov Department of Planning & Development Services 300 North Park Avenue, Sanford, Florida 32771 Phone:407.688.5140 Fax:407.688.5141 This permit authorizes work to be done on the subject property or in the City of Sanford's right-of-way in accordance with the City's regulations and the attached construction plans approved as part of this permit. The permit is required for driveway or sidewalk construction over 100 square feet of concrete or other material on the subject parcel and / or any construction of a driveway, walkway or landscape improvements within the city right-of-way: It does not approve any work within any other jurisdiction's right-of-way. All requested information below as well as a current survey, site plan or plat clearly identifying the Know wbaesbelow. size and location of the existing right—of-way and use shall be provided or application could be delayed. Call before you dig 1. Project Location/Address: ,3 2. Proposed Activity: X Driveway 0 tj Walkway Other: 3. Schedule of Work: Start Date Completion Date 4. Brief Description of Work: Construction of new driveway for new single family residence This application is submitted by: Property Owner: J %I Signature: Address: 5200 Vineland Rd Suit Phone: (407) 529-3135 Fax: ndo, FL 32811 Print Name: Vishaal Gupta Emergency Repairs Email: mparkison@parksquarehomes.com Date: 07,2- 2 Maintenance Responsibilities/Indemnification The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the improvement installed under this Agreement. This shall include maintenance of the improvement and unpaved portion of right-of-way adjacent thereto. Requestor may, with written City authorization, remove said installation/improvement fully restoring the right-of-way to its previous condition. In the event that any future construction of roadways, utilities, stormwater facilities, or any general maintenance activities by the City becomes in conflict with the above permitted activity, the permittee shall remove, relocate and/or repair as necessary at no cost to the City of Sanford insofar as such facilities are in the public right-of-way. If the Requestor does not continuously maintain the improvement and area in accordance with previously stated criteria, or completely restore the right-of-way to its previous condition, the City shall, after appropriate notice, restore the area to its previous condition at the Requestor's expense and, if necessary, file a lien on the Requestor's property to recover costs of restoration. To the fullest extent permitted by law, Requestor agrees to defend, indemnify, and hold harmless the City, its councilpersons, agents, servants, or employ- ees (appointed, elected, or hired) from and against any and all liabilities, claims, penalties, demands, suits, judgments, losses, expenses, damages (direct, indirect or consequential), or injury of any nature whatsoever to person or property, and the costs and expenses incident thereto (including costs of defense, settlement, and reasonable attorney's fees up to and including an appeal), resulting in any fashion from or arising directly or indirectly out of or connected with the use of the City's right-of-way. I have read apd understand the Above statement and by signing this application I agree to its terms. y7I i i!s Date: This pMmitopall be posted on the site during construction. Please call 407.688.5080 24 hours in advance to schedule a pre -pour inspection. Pre -pour Inspection by: Date: Official Use Only Application No: Fee: Date: Reviewed: Public Works Date: Utilities Date: Approved: Engineering Date: Site Inspected by: Date: Special Permit Conditions: November 2015 ROW Use Driveway.pdf LIMITED POWER OF ATTORNEY Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford, Seminole County, Winter Springs Date: Z // 7 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): The specific per and cation for loca d: e— Street Address) Expiration Date for This Limited Power of Attorney: 12/31/17 License Holder Name: Vishaal Gupta State License Number: CRC1330351 Signature of License Holder: STATE OF FLORIDA - v COUNTY OF Orange The foregoing instrument was acknowledged before me this a day of 20V' by Vishaal Gupta who is ;;personally known to me or who has produced identification and who did (did not) take an o gn ture Notary Sea]) p;j;;6;';,,, MICHELLE PARKISON MY COMMISSION # FF 063452 EXPIRES: Octobor 30, 2017 Bondod Thai Notary Public Undorwrilora Rev. 08.12) nl i C--r L• SotrJ Print or type name Notary Public - State of '--oridc., Commission No. FF 0c6'3 ((50 My Commission Expires: L':PQ i-7 as Page 1 of 1 THIS INSTRUMENT PREPARED BY AND UPON RECORDING, PLEASE RETURN TO: R. Travis Retz, Esq. GODBOLD, DOWNING, BILL & RENTZ, PA 222 W. Comstock Avenue, Suite 101 Winter Park, FL 32789 RK :JF :Ii?.-UI? Uiif,:T ;::1t1P7kDLLEr' CLERK' r 2017078 01 C TAX CORDED 'Y hJFr.ar_. SPACE ABOVE THIS LINE FOR RECORDING DATA) -------- --------------------- SPECIAL WARRANTY DEED THIS SPECIAL WARRANTY DEED is made and entered into as of the 2nd day of August, 2017, by and between BRISSON INVESTMENTS, LLC, a Florida limited liability company,:wwhose post office address is_27-.a North. Summerlin Avenue ,Orlando . FL, 32801 .-... ter Grantor"), to PARK SQUARE ENTERPRISES, LLC, a Delaware µ 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. B,00k8965/Page144 CFN#2017078301 Page 1 of 4 http://officialrecordsbv.seminoleclerk.org/BrowserView/ 8/24/2017 0 Page 1 of 1 IN WITNESS WHEREOF, Grantor has caused this Special Warranty Deed to be executed as of the day and year first above written. Signed, Sealed and Delivered in the Presence of: Print Name: QdE es'_ (y) —b ee- Print Name: 11. 'Travis Rentz STATE OF FLORIDA COUNTY OF ORANGE GRANTOR: BRISSON INVESTMENTS LLC, a Florida limited liability company Ro A4 The foregoing instrument was acknowledged before me this 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 lr ducecl ica io . RO D FBM neeE TWu Ndary t kds+r+Nxo Book8965/Page145 CFN#2017078301 Notary Public, Late of on a Seal) Page 2 of 4 http://officialrecordsbv. seminoleclerk. org/BrowserView/ 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/Pagel46 CFN#2017078301 Page 3 of 4 http://officialrecordsbv.seminoleclerk.org/BrowserView/ 8/24/2017 11 Page 1 of 1 Exhibit `B" Permitted Exceptions Annexation Ordinance recorded October 13, 2005 in Book 5950, Page 1143. 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.=—.-..,..¢v....--. ---a October 31, 2012 in Book 7889, Page 598 and Amendment to Cooperation Agreement recorded October 26, 2016 in Official Records Book 8793, Page 289. 4. Provisions of Wyndham Preserve, recorded in Plat Book 81, Pages 93 through 102, inclusive. 5. Declaration and Dedication of Avigation Easement and Related Covenant and Agreements recorded May 17, 2017 in Book 8916, Page 1019. 6. Declaration of Covenants, Conditions, Easements and Restrictions for Wyndham Preserve recorded July 5, 2017 in Book 8947, Page 158. 7. Notice of Commencement recorded July 12, 2017 in Book 8951, Page 634 (as to Lot 112). 8. Notice of Commencement recorded July 12, 2017 in Book 8951, Page 635 (as to Lot 113). 9. Notice of Commencement recorded July 12, 2017 in Book 8951, Page 636 (as to Lot 114). 10. Zoning, ordinances and/or restrictions and prohibitions imposed by governmental Authorities. Book8965/Pagel47 CFN#2017078301 Page 4 of 4 http://officialrecordsbv.seminoleclerk.org/BrowserView/ 8/24/2017 REQUIRED INSPECTION SEQUENCE PARK SQUARE HOMES SFR-DETACHED Permit # i'1. 7 `^5L0 Address: [_ootil G4 BUILDING PERMIT Min Max Inspection Description 10 v Form board / Foundation Survey 10 Slab / Mono Slab Prepour 20 Lintel / Tie Beam / Fill / Down Cell 30 Sheathing — Walls 30 v/ Sheathing — Roof 40 Roof Dry In 50 Frame 60 Insulation Rough In 70 cx Drywall / Sheetrock 40 70 Lath Inspection 50 1000 V Final Roof 50 1000 A Final Stucco / Siding 80 1000 Insulation Final 1000 Final Single Family Residence ELECTRICAL PERMIT Min Max Inspection Description 10 Underground Electric 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final PLU,iB Ie P ; °I W Min Max Inspection Description 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final MECHANICAL PERMIT Min Max Ins ection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 RECORD COPY FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot 219 Walton II B LHG Brm 5 - N Builder Name: One Stop Cooling and Heating Street: 3833 Loon Lane City, State, Zip: Sanford , FL , 32771 Permit Office: S i oI Permit Number: #1 ! 2 8 .8 1 D Owner: Park Square Homes Jurisdiction: Design Location: FL, Orlando County:: Seminole (Florida Climate Zone 2) AgRT^, 1. New construction or existing New (From Plans) 9. Wall Types (2771.0 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Int Insul, Exterior R=4.1 1773.30 ft2 b. Frame - Wood, Exterior R=11.0 783.00 ft2 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=11.0 214.67 ft2 4. Number of Bedrooms 4 d. N/A R= ft2 10. Ceiling Types (1889.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1889.00 ft2 6. Conditioned floor area above grade (ft2) 2277 b. N/A R= ft2 Conditioned floor area below grade (ft2) 0 c. N/A R= ft2 11. Ducts R ft2 7. Windows(238.7 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 377.8 a. U-Factor: Dbl, U=0.55 144.22 ft2 b. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 77.6 SHGC: SHGC=0.22 b. U-Factor: Dbl, U=0.58 64.00 ft2 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.25 a. Central Unit 34.8 SEER:16.00 b. Central Unit 18.8 SEER:16.00 c. U-Factor: Dbl, U=0.54 30.44 ft2 SHGC: SHGC=0.25 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a. Electric Heat Pump 33.0 HSPF:9.00 SHGC: b. Electric Heat Pump 16.8 HSPF:9.00 Area Weighted Average Overhang Depth: 2.888 ft. Area Weighted Average SHGC: 0.232 14. Hot water systems a. Electric Cap: 50 gallonsEF: 8. Floor Types (2277.0 sqft.) Insulation Area 0.900 a. Slab -On -Grade Edge Insulation R=0.0 1889.00 ft2 b. Conservation features b. Floor Over Other Space R=0.0 388.00 ft2 None c. N/A R= ft2 15. Credits Pstat Total Proposed Modified Loads: 68.38 Glass/Floor Area: 0.105 PPASSTotalBaselineLoads: 68.87 I hereby certify that the plans and specifications covered by Review of the plans andE this calculation are in compliance with the Florida Energy specifications covered by this R Code. Digitally signed by Bojan calculation indicates compliance p.0 4 r YA PaukovicBojanPaukovieDate:2017.09.131424:41 with the Florida Energy Code.. t gyp` PREPARED BY: _-04'00' DATE: Before construction is completed this building will be inspected for w • ty compliance with Section 553.908 hereby certify that this llding, s design is in c pliance Florida Statutes. t. with the Florida Energ Code. C OWNER/AGENT BUILDING OFFICIAL: DATE: DATE: Compliance req ' es ce - -ion b the air handier unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordan with R403.2.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. Compliance with a proposed duct leakage Qn requires a Duct Leakage Test Report confirming duct leakage to outdoors, tested in accordance with Section 803 of RESNET Standards, is not greater than 0.050 Qn for whole house. 9/8/2017 10:02 AM EnergyGauge@ USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 FORM R405-2014 PROJECT Title: Lot 219 Walton II B LHG Brm Bedrooms: 4 Address Type: Lot Information Building Type: User Conditioned Area: 2277 Lot # 219 Owner: Park Square Homes Total Stories: 2 Block/SubDivision: Wyndham of Units: 1 Worst Case: No PlatBook: Builder Name: One Stop Cooling and Heatin Rotate Angle: 0 Street: 3833 Loon Lane Permit Office: Seminole Cross Ventilation: No County: Seminole Jurisdiction: 6 0 Whole House Fan: No City, State, Zip: Sanford , Family Type: Single-family FL , 32771 New/Existing: New (From Plans) Comment: CLIMATE IECC Design Temp Int Design Temp Heating Design Daily Temp V 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 1889 17624.4 2 Block2 388 3492 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 1st Floor 1889 17624.4 Yes 4 3 1 Yes Yes Yes 2 2nd Floor 388 3492 No 1 1 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio 1 st Floor 189.9 ft 0 1889 ft2 0.29 0 0.71 2 Floor Over Other Space 2nd Floor -_-- ____ 388 ft2 0 0.29 0 0.71 ROOF V 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 2113 ft2 472 ft2 Dark 0.9 N 0.9 No 0 26.6 ATTIC V # Type Ventilation Vent Ratio (1 in) Area FIBS IRCC 1 Full attic Vented 300 1889 ft2 N N 9/8/2017 10:02 AM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5 FORM R4t15-9t114 CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) 1 st Floor 30 Blown 1889 ft2 0.1 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below 9 Ornt Tn Wall Type Space 1 N Exterior Frame - Wood 2nd Floor 11 12 6 9 0 112.5 ft2 0 0.25 0.8 0 2 N Exterior Concrete Block - Int Insul 1 st Floor 4.1 20 6 9 4 191.3 ft2 0 0 0.8 0 3 E Exterior Frame - Wood 2nd Floor 11 31 0 9 0 279.0 ft2 0 0.25 0.8 0 4 E Exterior Concrete Block - Int Insul 1 st Floor 4.1 63 0 9 4 588.0 ft2 0 0 0.8 0 5 S Exterior Frame - Wood 2nd Floor 11 12 6 9 0 112.5 ft2 0 0.25 0.8 0 6 S Exterior Concrete Block - Int Insul 1st Floor 4.1 40 0 9 4 373.3 ft2 0 0 0.8 0 7 W Exterior Frame - Wood 2nd Floor 11 31 0 9 0 279.0 ft2 0 0.25 0.8 0 8 W Exterior Concrete Block - Int Insul 1 st Floor 4.1 66 6 9 4 620.7 ft2 0 0 0.8 0 9 - Garage Frame - Wood 1 st Floor 11 23 0 9 4 214.7 ft2 0 0.25 0.8 0 DOORS Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 N Insulated 1st Floor None 4 3 8 24 ft2 2 Wood 1st Floor None 46 2 8 6 8 17.8 ft2 WINDOWS Orientation shown is the entered, Proposed orientation. Wall Overhang V # Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 N 1 Metal Low-E Double Yes 0.54 0.25 6.0 ft2 1 ft 0 in 0 ft 8 in Drapes/blinds None 2 N 2 Metal Low-E Double Yes 0.54 0.25 12.0 ft2 1 ft 0 in 0 ft 6 in Drapes/blinds None 3 N 2 Metal Low-E Double Yes 0.54 0.25 8.0 ft2 12 ft 0 in 3 ft 0 in Drapes/blinds None 4 E 3 Metal Low-E Double Yes 0.55 0.22 15.0 ft2 1 ft 0 in 0 ft 8 in Drapes/blinds None 5 E 4 Metal Low-E Double Yes 0.55 0.22 32.0 ft2 1 ft 0 in 11 ft 0 in Drapes/blinds None 6 S 5 Metal Low-E Double Yes 0.55 0.22 15.0 ft2 1 ft 0 in 0 ft 8 in Drapes/blinds None 7 S 6 Metal Low-E Double Yes 0.55 0.22 32.9 ft2 1 ft 0 in 0 ft 8 in Drapes/blinds None 8 S 6 Metal Low-E Double Yes 0.58 0.25 64.0 ft2 6 ft 8 in 0 ft 8 in None None 9 W 8 Metal Low-E Double Yes 0.55 0.22 49.3 ft2 1 ft 0 in 0 ft 8 in Drapes/blinds None 10 W 8 Metal Low-E Double Yes 0.54 0.25 4.4 ft2 1 ft 0 in 0 ft 8 in Drapes/blinds None GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 410 ft2 384 ft2 57 ft 9.33 ft 1 9/8/2017 10:02 AM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 5 FORM R405-2014 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) 000354 2111.6 115.93 218.02 .3178 6 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump 2 Electric Heat Pump Split Split HSPF:9.0000 33 kBtu/hr HSPF:9 16.8 kBtu/hr 1 2 sys#1 sys#2 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit 2 Central Unit Split Split SEER: 16 34.8 kBtu/hr 1044 cfm SEER: 16 18.8 kBtu/hr 564 cfm 0.75 1 0.75 2 sys#1 sys#2 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 System Model # Collector Model # Area Storage Volume FEF None None ft2 DUCTS Supply ---- V # Location R-Value Area Return ---- Air CFM 25 CFM25 Location Area Leakage Type Handler TOT OUT ON RLF HVAC # Heat Cool 1 Attic 6 377.8 ft 2 Attic 6 77.6 ft2 Attic Attic 94.45 ft Proposed On 2nd Floor --- cfm 94.5 cfm 0.05 0.50 19.4 ft2 Proposed Qn 2nd Floor --- cfm 19.4 cfm 0.05 0.50 1 1 2 2 TEMPERATURES Programable Thermostat: Y CoolingJan Feb [ Mar HeatinJan lX Feb `XMar Ventin Jan [ Feb X Mar Ceiling Fans: A r [ May jXj Jun Jul Aug[X] Se [ ] Apr l May [ ] Jun l Jul J1Au[ ] Sep [ ] A rIMa [ ]Jun [ Jul Au [ ] Se [X] Oct [ ]] Nov Oct [X] Nov Oct [X] Nov Dec Dec H Dec9/8/ 2017 10:02 AM EnergyGauge@ USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 FORM R405-2014 Thermostat Schedule: Schedule Type HERS 2006 Reference 1 2 3 4 5 Hours 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 9/8/2017 10:02 AM EnergyGauge@ USA - FlaRes2014 Section R405.4.1 Compliant Software Page 5 of 5 FORM R405-2014 Florida Department of Business and Professional Regulations Hesidential Whole Building Performance and Prescriptive Methods ADDRESS: 3833 Loon Lane Permit Number: Sanford , FL , 32771 MANDATORY REQUIREMENTS See individual code sections for full details. 401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law Section 553.9085, Florida Statues] requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit. The building official shall verify that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate compliance for the building. A copy of the EPL display card can be found in Appendix C. R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.1 through R402.4.4. O R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. R402.4.1.1 Installation. The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance with the manufacturer's instructions and the criteria listed in Table 402.4.1.1, as applicable to the method of construction Where required by the code official, an approved third party shall inspect all components and verify compliance. R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, and 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. O R402.4.2 Fireplaces. New wood -burning fireplaces shall have tight -fitting flue dampers and outdoor combustion air. O R402.4.3 Fenestration air leakage. Windows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot (1.5 Us/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 Us/m2), when tested according to NFRC 400 or AAMA/WDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site -built windows, skylights and doors. O R402.4.4 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than 2.0 cfm (0.944 Us) when tested in accordance with ASTM E 283 at a 1.57 psf (75 Pa) pressure differential. All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load. O R403.2.2 Sealing (Mandatory)AII ducts, air handlers, and filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts and plenum chambers, shall be constructed and sealed in accordance with Section C403.2.7.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria by post -construction or rough -in testing below. Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by either an energy rater certified in accordance with Section 553.99, Florida Statutes, or as authorized by Florida Statutes, to be "substantially leak free" by either of the following: 1. Post -construction test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. All register boots shall be taped or otherwise sealed during the test. 2. Rough -in test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25Pa) across the system, including the manufacturer's air handler enclosure. All registers shall be taped or otherwise sealed during the test. If the air handler is not installed at the time of the test, total leakage shall be less than or equal to 3 cfm 85 Umin) per 100 square feet (9.29 m2) of conditioned floor area. Exceptions: The total leakage test is not required for ducts and air handlers located entirely within the building envelope. 2. Duct testing is not mandatory for buildings complying by Section R405 of this code. 9/8/2017 10:02 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 1 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) R403.2.3 Building Cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. 0 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. 0 R403.4.1 Circulating hot water systems (Mandatory). Circulating hot water systems shall be provided with an automatic or readily accessible manual switch that can turn off the hot-water circulating pump when the system is not in use. R403.4.3 Heat traps (Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a downward and upward bend of at least 3 1/2 inches (89 mm) in the hot water distribution line and cold water line located as close as possible to the storage tank. R403.4.4 Water heater efficiencies (Mandatory). 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 140OF (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 a tilt angle between 10 degrees and 40 degrees of the horizontal; and 2. Be installed at an orientation within 45 degrees of true south. p 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. p 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. 9/8/2017 10:02 AM EnergyGauge@ USA - FlaRes2014 - Section R405.4.1 Com Page 2 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) O R403.6.1.1 Cooling equipment capacity. (continued) The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacture's expanded performance data shall be used to select cooling -only equipment. This selection shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry bulb temperature for the load calculation (or entering water temperature for water -source equipment), the blower cfm provided by the expanded performance data, the design value for entering wet bulb temperature and the design value for entering dry bulb temperature. Design values for entering wet bulb and dry bulb temperature shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space. Exceptions: 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. 0 R403.6.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. 2. A variable capacity system sized for optimum performance during base load periods is utilized. R403.7 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the Commercial Provisions in lieu of Section R403. R403.8 Snow melt system controls (Mandatory). Snow and ice -melting systems, supplied through energy service to the building, shall include automatic controls capable of shutting off the system when the pavement temperature is above 55°F, and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40°F. R403.9 Swimming pools, inground spas and portable spas (Mandatory). The energy requirements for residential pools and inground spas shall be as specified in Sections R403.9.1 through R403.9.3 and in accordance with ANSI/APSP-15. The energy requirements for portable spas shall be in accordance with ANSI/APSP-14. O R403.9.1 Pool and spa heaters. All pool heaters shall be equipped with a readily accessible on -off switch that is mounted outside the heater to allow shutting off the heater without adjusting the thermostat setting. R403.9.1.1 Gas and oil -fired pool and spa heaters. All gas- and oil -fired pool and space heaters shall have a minimum thermal efficiency of 82 percent for heaters manufactured on or after April 16, 2013 when tested in accordance with ANSI Z 21.56. Pool heaters fired by natural gas or LP gas shall not have continuously burning pilot lights. R403.9.1.2 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance with AHRI 1160, Table 2, Standard Rating Conditions -Low Air Temperature. A test report from an independent laboratory is required to verify procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard. O R403.9.2 Time switches. Time switches or other control method that can automatically turn off and on heaters and pumps according to a preset schedule shall be installed on all heaters and pumps. Heaters, pumps and motors that have built in timers shall be deemed in compliance with this equipment. Exceptions: 1. Where public health standards require 24-hour pump operations. 2. Where pumps are required to operate solar- and waste -heat -recovery pool heating systems. 3. Where pumps are powered exclusively from on -site renewable generation. O R403.9.3 Covers. Heated swimming pools and inground permanently installed spas shall be equipped with a vapor -retardant cover on or at the water surface or a liquid cover or other means proven to reduce heat loss. Exception: Outdoor pools deriving over 70 percent of the energy for heating from site -recovered energy, such as a heat pump or solar energy source computed over an operating season. RR404.1 Lighting equipment (Mandatory). A minimum of 75 percent of the lamps in permanently installed lighting fixtures shall be high -efficacy lamps or a minimum of 75 percent of permanently installed lighting fixtures shall contain only high efficacy lamps. Exception: Low -voltage lighting shall not be required to utilize high -efficacy lamps. O R404.1.1 Lighting equipment (Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights R405.2 Performance ONLY. All ducts not entirely inside the building thermal envelope shall be insulated to a minimum of R-6. O R405.2.1 Performance ONLY. Ceilings shall have minimum insulation of R-19. Where single assemby of the exposed deck and beam type or concrete deck roots do not have sufficent space, R-10 is allowed. 9/8/2017 10:02 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* = 99 The lower the EnergyPerformance Index, the more efficient the home. 3833 Loon Lane, Sanford, FL, 32771 1. New construction or existing New (From Plans) 9. Wall Types Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Int Insul, Exterior R=4.1 1773.30 ftzb. Frame - Wood, Exterior R=11.0 783.00 ft 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=11.0 214.67 ft2 4. Number of Bedrooms 4 d. N/A R= ft2 10. Ceiling Types Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1889.00 ft2 6. Conditioned floor area (ft2) 2277 b. N/A R= ft2 c. N/A R= ft2 7. Windows- Description Area 11. Ducts R ft2 a. U-Factor: Dbl, U=0.55 144.22 ft2 a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 377.8 SHGC: SHGC=0.22 b. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 77.6 b. U-Factor: Dbl, U=0.58 64.00 ft2 SHGC: SHGC=0.25 12. Cooling systems kBtu/hr Efficiency c. U-Factor: Dbl, U=0.54 30.44 ft2 a. Central Unit 34.8 SEER:16.00 SHGC: SHGC=0.25 b. Central Unit 18.8 SEER:16.00 d. U-Factor: N/A ft2 13. Heating systems kBtu/hr Efficiency SHGC: a. Electric Heat Pump 33.0 HSPF:9.00 Area Weighted Average Overhang Depth: 2.888 ft. b. Electric Heat Pump 16.8 HSPF:9.00 Area Weighted Average SHGC: 0.232 8. Floor Types Insulation Area 14. Hot water systems Cap: 50 gallons a. Slab -On -Grade Edge Insulation R=0.0 1889.00 ft2 a. Electric EF: 0.9 b. Floor Over Other Space R=0.0 388.00 ft2 b. Conservation features c. N/A R= ft2 None 15. Credits Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final ins on. Otherwise, a new EPL Display Card will be completed. based on installed Cod ompli nt feature . Builder Signature: Date: Address of New gome: 72 P >j3 City/FL 5j 7- 77 / 01 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. 9/8/2017 10:02 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot 219 Walton II B LHG Brm 5 - N Builder Name: One Stop Cooling and Heating Street: 3833 Loon Lane Permit Office: Seminole City, State, Zip: Sanford , FL , 32771 Permit Number: Owner: Park Square Homes Jurisdiction: Design Location: FL, Orlando C 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/doorjambs and framing and skylights and framing shall be sealed. Rim 'oists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 9/8/2017 10:03 AM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 wrightsoft& Project Summary SYS 1 One Stop Cooling and Heating 7225 Sandscove Court, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OneStopCooling.com License: CAC032444 For: Park Square Homes 3833 Loon Lane, Sanford, FL 32771 Notes: Weather: Orlando Intl AP, FL, US Winter Design Conditions Outside db 42 OF Inside db 68 OF Design TD 26 OF Heating Summary Structure 19232 Btuh Ducts 2137 Btuh Central vent (0 cfm) 0 Btuh none) Humidification 0 Btuh Piping 0 Btuh Equipment load 21369 Btuh Infiltration Method Simplified Construction quality Average Fireplaces 0 He 188g Cooling Area ftz 9 9 Volume (ft3) 17565 17565 Air changes/hour 0.34 0.17 Equiv. AVF (cfm) 100 51 Heating Equipment Summary Make Trane Trade TRANE Model 4TW R6036H 1 AHRI ref 7562981 Job: Lot 219 Walton II B LHG B... Date: 09-08-2017 By: LF/BP Summer Design Conditions Outside db 92 OF Inside db 74 OF Design TD 18 OF Daily range M Relative humidity 50 Moisture difference 49 gr/Ib Sensible Cooling Equipment Load Sizing Structure 17689 Btuh Ducts 4454 Btuh Central vent (0 cfm) 0 Btuh none) Blower 0 Btuh Use manufacturer's data n Rate/swing multiplien 0.97 Equipment sensible load 21568 Btuh Latent Cooling Equipment Load Sizing Structure 2686 Btuh Ducts 970 Btuh Central vent (0 cfm) 0 Btuh none) Equipment latent load 3656 Btuh Equipment Total Load (Sen+Lat) 25224 Btuh Req. total capacity at 0.75 SHR 2.4 ton Cooling Equipment Summary Make Trane Trade TRANE Cond 4TWR6036H1 Coil TEM6A0C36H31++TDR AHRI ref 7562981 Efficiency 9 HSPF Efficiency 13.0 EER,16 SEER Heating input Sensible cooling 26100 Btuh Heating output 33000 Btuh @ 47°F Latent cooling 8700 Btuh Temperature rise 0 OF Total cooling 34800 Btuh Actual air flow 0 cfm Actual air flow 1160 cfm Air flow factor 0 cfm/Btuh Air flow factor 0.052 cfm/Btuh Static pressure 0.50 in H2O Static pressure 0.50 in H2O Space thermostat Load sensible heat ratio 0.86 Capacity balance point = 31 OF Boldrfalic values have been manually overridden Calculations approved byACCAto meet all requirements of Manual J 8th Ed. 1 wri htsoftP 2017-Sep-0809 727 Ai 9 Rig ht-Sute®Universal 201717.0.23 RSU16877 Page 1 EMP PRIM1Lot 219 Walton 11 B LHG Brm 5 - N.rup Calc = W8 House faces: N Project Summary Job: Lot 219 Walton II B LHG B ft... wri htso, Date: 09-08-2017 SYS 2 By: LF/BP One Stop Cooling and Heating 7225 Sardscove Court, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOneStopCooling.00m License: CAC032444 For: Park Square Homes 3833 Loon Lane, Sanford, FL 32771 Notes: t` Des n,lnfom' M1 0H k atton t Weather: Orlando Intl AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 42 IF Outside db 92 IF Inside db 68 IF Inside db 74 IF Design TD 26 IF Design TD 18 OF Daily range M Relative humidity 50 Moisture difference 49 gr/Ib Heating Summary Sensible Cooling Equipment Load Sizing Structure 3948 Btuh Structure 4807 Btuh Ducts 767 Btuh Ducts 2510 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh none) none) Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 4715 Btuh Use manufacturer's data n Rate/swing multiplier Equipment load 0.97 7127 BtuhInfiltrationsensible Method Simplified Latent Cooling Equipment Load SizingConstructionqualityAverage Fireplaces 0 Structure 1147 Btuh Ducts 545 Btuh Central vent (0 cfm) 0 Btuh Heating Cooling none) Area (ft2) 388 388 Equipment latent load 1692 Btuh Volume (ft3) 3488 3488 Air changesthour 0.76 0.39 Equipment Total Load (Sen+Lat) 8819 Btuh Equiv. AVF (cfm) 44 23 Req. total capacity at 0.75 SHR 0.8 ton Heating Equipment Summary Cooling Equipment Summary Make Trane Make Trane Trade TRANE Trade TRANE Model 4TWR6018H1 Cond 4TWR6018H1 AHRI ref 8937191 Coil TEM6AOB24H21++TDR AHRI ref 8937191 Efficiency 9 HSPF Efficiency 12.5 EER,16 SEER Heating Input Sensible cooling 14100 Btuh Heating output 16800 Btuh @ 47°F Latent cooling 4700 Btuh Temperature rise 0 OF Total cooling 18800 Btuh Actual air flow 0 cfm Actual air flow 627 cfm Air flow factor 0 cfm/Btuh Air flow factor 0.086 cfm/Btuh Static pressure 0.50 in H2O Static pressure 0.50 in H2O Space thermostat Load sensible heat ratio 0.81 Capacity balance point =11 OF Bolditahc values have been manually overridden Calculations approved byACCAto meet all requirements of Manual J 8th Ed wrightsoft" RigH-Su3727 Page te®Uriversal201717.023RSU16877 2017- Sep-0809:age2 2EMP PRINT\Lot 219 Walton 11 B LHG Brm 5 - N.rnp Calc = W8 Hose faces: N f F wrightsoft• Right-M Worksheet Job: Lot219 Walton II B LHG Bnn... SYS 1 Date: os-0s-2o» By: LF/BP One Stop Cooling and Heating 7225 Sandscove Court, W irter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OneStopCooling.com License: CAG032444 1 Room name SYS 1 NEED 2 Exposed wall 189.9 It 155 It 3 Room height 9.3 ft d 9.3 ft heat/000l 4 Room dimensions 1.0 x 215.3 ft 5 Room area 1888.8 fF 215.3 fF Ty Construction U-value Or HTM Area (iF) Load Area (it) Load number BtuMit2°F') B1uh4tz) or perimeter (ft) B1uh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W.,... yj128-OsH,,, ', N 0097 ne' 0.00... 0.00 00 0 0 0 ,, 0 0 O; 13A-4ocs 4A5-2om 0.143 0.500 ne ne 3.73 13.05 2.90 25.04 618 49 565 0 2109 640 1636 1228 144 33 111 0 416 427 323 819 11 VVV lll 4B5-2fm 126 09w "' " 4B5 2fm 13A-4ocs 4B5-2fm 0.500 0 097 0.500 0.143 0.500 ne se ` se0 se se 13.05 0.00 3.73 13.05 25.04 O.OQ 2.90 21.06 4 0 191 12 0 0 147 5 57 547 157 109 0 425 253 0 0: 0 0 0 0 0 0 0 s' 0 0 0 0 0 0 0 D W 4B5-2fm 11 DO 128 Dsw ,; 14A5tom„:.. 13A-4ocs 0.500 0.390 0.097 0.500 0.143 se se sw sw': sw 13.05 10.18 0.00 O.tX7 3.73 13.53 1227 0 00 000 2.90 8 24 0 00 586 8 24 0 554 104 244 0 as;; 0 2068 108 294 0 0 1605 0 0 0 0 ,I,. 0 0 0 y 0: 0..0 0 0 0 0 0 0 0 0 i,R 0 L-G 4A5-2om 126 Osw 4A5 tom.- .. z °' 0.500 0 097 0.500 sw nw. nw'' 13.05 0`00 0.00 25.62 0:00 0.00 32 g 0 0 0 v 0 x,,.0 415 0 0 815 O 0 0 F 0 o 0 0 0 0 0 j C 13A-4ocs 4A5-2om 0.143 0.500 nw nw 3.73 13.05 2.90 25.04 372 33 275 0 1028 427 797 819 0 0 0 0 0 0 0 0 C P L 4A5 2omd 12C Osw a 11.D0 ... _... , , .. ': 0.500 q 091 0390 nw n : ,., 13.05 2 38 10:18 28.98 1 51' 1227 64 214 z , ':18 0 96 466 18 835 182 y 1855 295 219 0 0 0 0 0 0 0 0 Q 0 0 a.. 0, r 1FR-'tnari nn'2q nAd 17a irni 1Fn1 19rd 9Fdn P15 p15 1Rn 17R 61 c) AED excursion 1713 73 Envelope loss/gain 16381 13810 1500 1447 12 a) Infiltration 2851 1030 233 84 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 5 1150 2 460 Appliancestother 1700 0 Subtotal (lines 6to 13) 19232 17689 1732 1991 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 500 430 14 Subtotal 19232 17689 2233 2421 15 Duct loads 11 % 25%1 2137 4454 11 % 251/, 248 610 Total room load 213691 22143 2481 3030 Air required (cfm) 0 1160 01 159 Calculations approved byACCAto meet all requirements of Manual J 8th Ed. wright54Dft` 27 Rig ft-Sute@Universal 201717.023 RSU16877 2017- Sep-OS 09Page 1 EMP PRINnLot 219 Walton 11 B LHG Brm 5 - N.rup Calc = W8 House faces: N g J. Job: Lot 219 Walton 11 B LHG Brrn... ji- wrightsoft* Right-M Worksheet Date: 09-08-2017 SYS 1 By: LF/BP One Stop Cooling and Heating 7225 Sardscove Coin, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OrieStopCoolirig.com License: CAC032444 1 Room name BED3 BTH2 2 E)posed well 33.0 ft 55 ft 3 Room height 93 ft heat/cool 93 ft heat/cool 4 Room dimensions 1.0 x 152.5 ft 105 x 5.5 ft 5 Room area 152.5 fF 57.8 IF Ty Construction U-value Or HTM Area (fF) Load Area OF) Load number BtuMt--F) BUM12) or perimeter ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W'_ 12E 0 097 n e oo b i12 Ti2 0 13A-4ocs 0.143 ne' 3.73 2.90 417 323 51 47 175 136 4A5-2om 0.500 ne 13.05 25.04 0 0 0 0 0 0 0 0 4B5-2fm 0.500 ne 13.05 25.04 0 0 0 0 4 0 57 109 11 1213-0swV 0:097 se 0.00 0.00 0 b b 6 0 b 0 0 4135,21ni"", 0.500 se. 0.00 0.00 d 0 0 0 0, 0 0 0 0.143 se 3.73 2.90 0 0 0 0 0 0 0 0 GT:: 13A-4ocs 4B5-2fm 0.500 se 13.05 21.06 0 0 0 0 0 0 0 0 4135-21m 0.500 se 13.05 13.53 0 0 0 0 0 0 0 0 D 11DO 0.390 se 10.18 1227 0 0 0 0 0 0 0 0 1 26OSN 0.00 066 000 0 0 0 0 511 1-1110 0 1 , 0 4M -2orn 0.500 sw 0.00 J"""'_ 0.00 0 0 0 0 t-G 13A-4ocs 0.143 9N 3.73 2.90 60 60 M6 175 0 0 0 0 4A5-2om 0.500 sw 13.05 25.62 0 0 0 0 0 0 0 Q t-G 126-OsN nw 1 0.'00 0 0 0 0 4A5,2om 0.500 -. nw z_, _,0.00 000. 0 119 A 0 0 6' 01 0 13A-4ocs 0.143 nw 3.73 2.90 135 442 343 0 0 0 0 4A5-2om 0.500 nw 13.05 25.04 16 0 213 409 0 0 0 0 4A5-2omd 0.500 nw 13.05 28.98 0 0 0 0 0 0 0 0 P 12C-0s;N'."`.",',"_ 0.091 151 b q 0 0 0 0 11 O. n 10.11 B38 12-27 0 0, 0 0 C 16B-30ad 0.032 0,134 1.76 153 1,6 127 268 58 58 48 F , _22kipm``Z5, M, 1 180 jdw 0.00 f6a 35 1016 58 6 189 102 0 71 7 6 c) AED excursion 98 17 Envelope loss/gain 2441 1616 449 329 12 a) Infiltration 495 179 83 30 b) Room ventilation 0 0 0 0 13 Internal gains: Omipants @ 230 1 230 0 0 Appliances/other 01 0 Subtotal (lines 6 to 13) 2937 2025 531 358 Less e)demal load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 2937 2025 531 358 15 Duct loads 11% 25% 326 510 11%1 25%1 59 90 Total room load 32631 25351 1 590 4491Airrequired (cIhm) 0 133 0 24 Calculations approved byACCAto meet all requirements of Manual J 8th Ed. 4F wrightscft, Rigtt-SLite(9Uriversal20l7l7.023RSU16877 2017-Sep-08 093727 ACZK EMP PRINT\Lot 219 Walton 11 B LHG Brm 5 - N.rup Calc = MJ8 House faces: N Page 2 djF wrightsoftu Right-M Worksheet Job: Lot219 Walton 11 B LHG Byrn... SYS 1 Date: 09-08-2017 By: LF/BP One Stop Cooling and Heating 7225 Sandsoove Court, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OreStopCooling.com License: CAC032444 1 Room name BED2 METH 2 Exposed wall 11.5 It 21.4 It 3 Room height 9.3 ft heatbod 9.3 ft heat/cool 4 5 Room dimensions Room area 14.0 x 161.0 f12 11.5 ft 107.4 ft' 1.0 x 107.4 It Ty Construction U-value Or HTM Area (ft) Load Area (ftz) Load number Btuh/ft--q Btuh ) or perimeter ft) Btuh) or perimeter ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W 126 Osw tea.. , 0 097 ne' 0 00 0;00 O 0 0MY 0 0 Q 0 0'', 13A flocs 4A5-2om 0.143 0.500 ne ne 3.73 13.05 2.90 25.04 167 16 91 0 338 213 262 409 144 0 144 0 538 0 417 0 1 1 i:4B52(m. 4B5 2fm 12&Ostiv ux 13A-4ocs 4135-2(m 0.500 0.097 OS00 0.143 0.500 ne se; se' se se 13 05 0.00 0:00 3.73 13.05 25.04 0.00 0.00. 2.90 21.06 0 0 0 0 0 0 0 0 0 0 0 0 u 0 0 0 0 0" 0 0 0 0 0 0 56 6 0, 0 0 50 2 0 0 0. 186 78 0 0 01 144 126 VV 4B5-2tm 11DO 126 Ds 4A572om , • 13A-4ocs 0.500 0390 0§7 050o 0.143 se se sN sw.„ sw 13.05 10.18 act, 000 3.73 13.53 1227 0 0 o.00 2.90 0 0 0 0 0 0 0 0 0 0 0 0 0 0 . 0 0 0 0 O 0 0 0 0 0 0 o 0 0 0 0 0 0 0 0 v Aw.. 0 0 0 0 0, 0. 0 G V J G 4A5-2om 128 Osw• 4A52om..' ...,,;0.500 13A-4ocs 1 4A5-2om 0 500 0097mv 0.143 0.5001 sw nw nw nw 13.05 0.00 0.00,°0.00 3.73 13.05 25 62 0.00 2.90 25.04 0 0` 0 0 0 0 0 00 0u 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 61 c) AED excursion 461 15 Envelope loss/gain 1040 909 1551 881 12 a) Infiltration 173 62 323 116 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 1 230 0 0 Applianceslother 0 0 Subtotal (lines 6to 13) 1213 1201 18741 998 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1213 1201 1874 998 15 Duct loads 11 % 25 % 1351 302 11 % 25 % 208 251 Total room load 1347 1503 2082 1249 Air required (cfm) 1 0 79101 65 Calculations approved byACCAto meet all requirements of Manual J 8th Ed. i4G h - wrightsoft` 2017-Sep-08 09 Riga-Suile®Uriversal 201717.0.23 RSU16877 Pageage 33 EMP PRINT\Lot 219 Walton 11 B LHG Brm 5 - N.np Calc = MJ8 House faces: N Aj- wrightsoft' Right-J® Worksheet Job: L-ot219 Walton If B LHG Brm... SYS 1 Date: 09-08-2017 One Stop Cooling and Heating By. LF/BP 7225 Sandscove Court, Wirier Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOneStopCooling.00m License: CAG032444 1 Room name NNVIC Mr01 2 Exposed wall 11.5 It 10.0 ft 3 Room height 9.3 If heat/000l 9.3 it heaU000l 4 5 Room dimensions Room area 65.3 ftz 1.0 x 65.3 It 1.0 x 23.9 ft' 23.9 It Ty Construction U-value Or HTM Area (ftz) Load Area OF) Load number Btuh/112-09 BtuW) or perimeter ft) Btuh) or perimeter ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W 12B-Osw„,, „u... 0097 ne_", 0.00 0.00 0 11 10. 0,. 00 0 0 VJ 13A-4ocs 0.143 ne 3.73 2.90 0 0 0 0 0 0 0 0 4A5- 2om 0.500 ne 13.05 25.04 0 0 0 0 0 0 0 0 11„ t CGI Vj 4135- 2fm • •„ 12B Qsw . - AB5. 2rm > „ 13A- 4ocs 4B5- 2fm 0. 500 0. 097 ' O. 500. 0. 143 0. 500 ne se Se',. se se 13. 05 0. 00 0. 00 3. 73 13. 05 25. 04 000 0. 00 2. 90 21. 06 0 0 0 42 0 0 0 0 42 0 w w 0 0 0 156 0 0 0 0 121 0 0 0 0 37 6 i 0 0 0 31 2 0 0 0 116 78 0. 0; 90 126 D yJ G W 4135- 21m 11 DO zB osw, 4A5- tom' 13A- flocs 0. 500 0. 390 o os7 0. 500 -.sw 0. 143 se se sw sw 13. 05 10. 18 o. 00 0. 00 3. 73 13. 53 1227 o. 00 0, 00 2. 90 0 0 0 0 65 0 0 0 0 65 0 0 0 O 243 0 0 0 0 ..., 189 0 0 0 0. 56 0 0 0 6 56 0 0 0 0 208 I' ll 0 0 0' 11 162 G,- 1N„ 4A5 2om _ 12B Osw 0. 500 • 0. 097 sw nw 13. 05 0. 00 25. 62 0. 00 0 O 0 O 0 0 0 0 0 0 0 0 0 70 0 6 1al 4A5-, 2om-_; 13A- 4ocs 0. 500 0. 143 nw., nw 0. 00 3. 73 0. 00 2. 90 0...._ 0 0 0 0 0 0„ 0 u.. 0 0 q . ..... 0 0 0 0 0: 0 4A5- 2om 0.500 nw 13.05 25.04 0 0 0 0 0 0 0 0 I--CGI P D 4A5- 2omd 12C Osw 11D0 s:' 0. 500 0 091 0. 390 nw n : 13. 05 2. 38 1018. 28. 98 151 u1227 0 0 0 0 6 0 0 0 0 0 0 0 0 0 0 0 Q, 0 0 D A 0 0_ 0' C" F -. 16B- 30ad 22A Wm '< 0032 g1. 180 .... 0. 84 30. 8 1. 76 NE 0.o0 65 65 65 12 54 115 O 24 24 24 10 20 308 42 w ,.. ; Oi a- 6 c) AED excursion 22 28 Emelope loss/gain 808 402 731 448 12 a) Infiltration 173 62 150 54 b) Room ventilation 0 0 0 0 13 Internal gains: 0ocupantst7a 230 0 0 0 0 Appliances/ ofher 0 0 Subtotal ( lines 6 to 13) 980 465 881 503 Less extemalload 0 0 0 0 Less transfer 0 0 0 0 Redistribution 136 117 0 0 14 Subtotal 1117 582 881 503 15 Duct loads 11 % 25% 124 147 11 % 25% 98 127 Total room load Air required (cfm) 1241 0 728 38 979 0 629 33 Calculations approved bvACCAto meet all requirements of Manual J 8th Ed 4G wrightsoft Righl- SuleOUniversal 201717.023RSU16877 2017-Sep- 080Page7 27 EMP PRINT\ Lot 219 Walton 116 LHG Brm 5 - N.r p Calc = W8 House face s: N4 7y wrightsoft• Right-M Worksheet Job: Lot Walton II B LFiG Brm... SYS 1 Date: 09-08-28-2017 By: LF/BP One Stop Cooling and Heating 7225 Sandscove Court, Wirier Park FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OreStopCoolirig.com License: CAC032444 1 Room name LAUN PAN 2 Exposed wall 6.0 It 7.0 ft 3 Room height 9.3 8 heaU000l 9.3 It heat/000l 4 Room dimensions 12.0 x 6.0 It 6.0 x 7.0 It 5 Room area 72.0 IF 42.0 IF Ty Construction U-value Or HTM Area (ft) Load Area (fiz) Load number BtuW°F) BtuM2) or perimeter (ft) Bluh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W , . 126-Osw _, .. 0.097 ne_d......,.000-...._A.00.., 0 0 uw,.0 0 0.-:= u. .,,0 r Q 0: 13A-flocs 4A5-2om 0.143 0.5W ne ne 3.73 13.05 2.90 25.04 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 465 2fm 12B Osw =° 4f35 2hn . _ 13A-4ocs 4B5-2fm 0.500 0097 0.500 0.143 0.500 ne se,, se se se 13.05 0.00 a..0.00' 3.73 13.05 25.04 0.00 A- 2.90 21.06 0 0 0 0 0 0 0 0 0 0 0 0 c 0 0 0 0 0 0 0 0 0 0 2,.0 0 0 0 0 T x 0 0 0 0 0 0 0 0 0 0' 0 0 W 4135-2fm 11DO 126 Osw 4A5-2om,„„„ r 13A 4ocs 0.500 0.390 0 097 0 500 0143 se se sw ' en sw sw 13.05 10.18 0 00 e, 0 00.u. 3.73 13.53 1227 0.00 0.00 2.90 0 0 0 u=,0..,...w0 56 0 0 a 0 56 0 0 g 0 u. ;_, , 0 208 0 0 x° 0 d.N. _ _` . 0 162 0 0 0 w.,,..,...., 0, 65 0 0 M 0. a....H 0 65 0 0 0 243 0 0 0 189 I-G j C 4A5 2om 12B Osw .. 4A5 2om .. 13A-4ocs 4A5-2om 0.500 s0 097 0 500 0.143 0.500 sw nw' nw nw nw 13.05 0 00, w_0.00' 3.73 13.05 25.62 0.00 0.00 2.90 25.04 0 0 0 0 0 0 0` d 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 y 0 0 0 0 0 y 0 0 0 0 0 0 0 0 G 4A5-2omd 0.500 nw 13.05 28.98 0 0 0 0 0 0 0 0 61 c) AED excursion 1 45 10 Envelope loss/gain 718 412 459 178 12 a) Infiltration 90 33 105 38 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants@ 230 0 0 0 0 Applianoes/other 500 0 Subtotal (lines 6to 13) 808 944 564 216 Less external load 0 0 0 0 Lesstransfer 0 0 0 0 Redistribution 405 299 66 32 14 Subtotal 1213 1243 629 249 15 Duct loads 11 % 25% 135 313 11 % 25 % 70 63 Total room load 1348 1556 699 311 Air required (cfm) 01 82 0 16 Calculations approved bVACCAto meet all requirements of Manual J 8th Ed. AFF 9C A wright50ft 93727 Rig ft-SUIe®Universal 201717.023RSU16877 2017-Sep-080Page 5 EMP PRINTLot 219 Walton 11 B LHG Brm 5 - N.rup Calc = W8 House faces: N r- wrightsottx Right-JO Worksheet Job: Lot219 Walton II B LFiG Brm... SYS Date: 09-08-2017 By: LF/BP One Stop Cooling and Heating 7225 Sandscove Coin, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www..OneStopCooling.00m Lioerse: CAG032444 1 Room name KIT FLEX 2 Exposed well 0 It 34.0 It 3 Room height 9.3 ft heaV000l 9.3 It heaVoDol 4 Room dimensions 1.0 x 149.0 it 1.0 x 166.5 ft 5 Room area 149.0 fill 166.5 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number BWh/ft2-09 BtjW) or perimeter (ft) Bti,h) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W.... ' 1213-09N ..,_ a. 0097 ne, a ..K000 o-00 0 0 0 0 0t c Q 0' 13A-4ocs 0.143 ne 3.73 2.90 0 0 0 0 60 60 226 175 4A5-2om 0.500 ne 13.05 25.04 0 0 0 0 0 0 0 0 11 4B5-2fm 126-Oswy 0.500 0.097 ne se : 13.05 0.00 25.04 0.00 0 v `0 0 0 0 o 0 o 0 o 0 b 0 o 0 0 465 2fmw. 0.500 se 0.00 0.00. w :0 w„w 0 0 0-. 0 0 w. :0 a...... 0! 13A-4ocs 0.143 se 3.73 2.90 0 0 0 0 0 0 0 0 465-2fm 0.500 se 13.05 21.06 0 0 0 0 0 0 0 0 4B5-2fm 0.500 se 13.05 13.53 0 0 0 0 0 0 0 0 W 11 D0 26 osw:.: 0.390 o.n97 se _ 10.18 o 1227 000 0 0 0 0 0 0 0 o 0 n 0 n 0 n 0 6 G 4A5 tom' 13A-flocs G 4A5-2om 0.143I nw I 3.73 0.500 nw 13.05 1 3731 289 213 409 0 0 6 c) AED excursion -61 102 Envelope loss/gain 1 701 871 1 1 24471 1522 12 a) Infiltration 0 0 510 184 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 1 230 Applianceslother 1200 0 Subtotal (lines 6 to 13) 70 1287 2958 1936 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redishibution 148 73 0 0 14 Subtotal 218 1360 2958 1936 15 Duct loads 11 % 25%1 24 342 11 % 25%1 329 488 Total room load 242 1702 3286 2424 Air required (cfm) 0 89 0 127 Calculations approved bvACCAto meet all requirements of Manual J 8th Ed wrightsoft` RigFt-SuteOUriversal201717.023RSU16877 2017-Sep-080.3727 A55EMP PRINTLot 219 Walton 118 LHG Brm 5 - N.nQ Calc = MJ8 Horse faces: N Page 6 FJob: Lot Walton If B LHG Brm F wrightsoft' Right-M Worksheet ... SYS 1 Date: 09-08-2017 By: LF/BP One Stop Cooling and Heating 7225 Sandscove Court, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OneStopCooling.com License: CAC032444 1 Room name FAM CAFE 2 Exposed wall 13.0 It 11.5 It 3 Room height 9.3 ft heat/000l 9.3 ft heat/cool 4 Room dimensions 1.0 x 320.3 ft 1.0 x 145.3 ft 5 Room area 320.3 fF 145.3 T Ty Construction U-value Or HTM Area OF) Load Area OF) Load number Bt ML-F) Btuh/ftz) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6Wt26- wY„ 0 09 ne W 13A-4ocs 0143 ne 3.73 2.90 0 0 0 0 0 0 0 0 4A5 2om 0.500 ne 13.05 25.04 0 0 0 0 0 0 0 0 L_ GG 4135 2fm 0 500 ne 13 05 25.04 0 0 0 0 0 0 0 0 1 1 i 12B-Osw , 0 097 se 0 00 0 00 0 0 0 0 t 0 r O 0. 465 2(mw a 0.500 s6,1 0.00 0.00 3.. 0 0 .. 0 0, 13A- 4ocs 0.100 se 3.05 0 0 0 0 0 0 0 0 G 485-2fm 0.500 se 13.05 1.06 21.06 0 0 0 0 0 0 0 0 4B5- 2fm 0.500 se 13.05 13.53 0 0 0 0 0 0 0 0 D 11DO 0.390 se 10.18 1227 0 0 0 0 0 0 0 0 VjJ 126 Dsn 0 097 aw_ 0.00 0.00 0 0 0 0 4A5- 2om, 0.500 a sw' 0 00 0.00 0 e. 0 0 .. 0 0 a 0 0 x, 0: I- W13A-flocs 0.143 sw 3.73 2.90 0 0 0 0 107 75 280 218 G 4A5-2om 0.500 sw 13.05 25.62 0 0 0 0 32 0 415 815 Vf/ 12Bosw^' oos7 rnv 000 0.00 0 0 o o... L- C 4A5 2om ,; ,, 0.500 nw 0.00 0.00.,..; 0 0 0 . 0 0 fi ..,, , 0 0 0:. y 13A-4ocs 0.143 nw 3.73 2.90 121 57 212 165 0 0 0 0 4A5- 2om 0.500 nw 13.05 25.04 0 0 0 0 0 0 0 0 4A5- 2omd 0.500 nw 13.05 28.98 64 0 835 1855 0 0 0 0 P 12C],Osw' x' 's 0 091 2.38 151 4' 0 O x 0 0 0 0 n ^. 0 0 L_ D 11 DO" 0 390 n...: 10.18 1227 M ... 0., 0 0 0 0 0 0 0 C 16B-30ad 0.0 320.84 1.76 320 320 267 563 0 0 0 0• F . _ .,- 22Q pxn M1 180 a --...,__. 3089 0.00 320 13 A 400 _ 0 145 12. G354 0; r M a ... ....,.."..._....,-,., i, ow, a..«..4r.F.,«s^.Mw.. s" s. rw.a.. w....... 6 c) AED excursion 571 241 Envelope loss/gain 1715 3154 1050 1273 12 a) Infiltration 195 70 173 62 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants@ 230 0 0 0 0 Applianoesiother 0 0 Subtotal ( lines 6to 13) 1910 3224 12221 1335 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 296 254 0 0 14 Subtotal 2206 3478 1222 1335 15 Dud loads 11 % 25% 245 876 11%1 250 136 336 Total room load 2451 4354 1358 1672 Air required (cfm) 0 228 01 88 Calculations approved byACCAto meet all requirements of Manual J 8th Ed. wrigt7t5+ Dft Right-Suite®Universal201717.023RSU16877 2017-Sep-080Page 7 EMP PRINTLot 219 Walton 11 B LHG Brm 5 - N.rtp Calc = MJ8 House faces: N wrightsoftw Right-JO Worksheet Job: Lot 219 Walton II B LHG Brm..- SYS 1 Date: 09-08-2017 By- LF/BP One Stop Cooling and Heating 7225 Sardscove Court, W irter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OneStopCoolirg.com License: CAG032444 1 Room name FOY STR1 2 Exposed v alI 6.0 ft 4.0 It 3 Room height 9.3 ft heaU000l 9.3 ft heat/cool 4 Room dimensons 1.0 x 132.8 It 19.5 x 4.0 ft 5 Room area 132.8 IF 78.0 fF Ty Construction U-value Or HTM Area (f?) Load Area (ftz) Load number BWhRtz OF) Btuhlt1) 1 or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W . W 128 Osw:c: ...a.a,. 13A-4ocs 4A5-2om 0.097, 0.143 0.500 ne, ne ne y 0.00 3.73 13.05 0.00 2.90 25.04 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 w 0 0 11 L—GG w t—G 4135-21m 126 osw a65-z M. ', 13A-4ocs 0.500 o os7 0 500 0.100 ne se r SeM. se 13.05 0.06 a ,o.00 3. 05 25.04 0.00 o.00 0 o M._ , . o 56 0 o 0 24 0 0 0 89 0 0 T " o 69 0 0o 0 0 0 0 o 0 0 o 0 4B5 2(m 0.500 se 13.05 121.(r 0 0 0 0 0 0 0 0 4135-21m 0.500 se 13.05 13.53 8 8 104 108 0 0 0 0 D 1 DO 12Bosw`...i 0.390 o.osim" se 10.18 w. o. 1227 o.00 24 p 24 r o._ 244 o.._. 294 o 0 o 0 o 0 o 0 w, o 13A-4oc5 4A5-2om 0.143I nw I 3.73 0.500 nw 13.05 1 0 0 0 6 c) AED excurson 49 8 Envelope loss/gain 1116 1002 285 149 12 a) Infiltration 90 33 60 22 b) Room ventilation 0 0 0 0 13 Internal gains: Ooaipants@a 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 1206 1035 345 171 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 1206 1035 345 171 14 Subtotal 0 0 0 0 15 Dud loads 11 % 25 % 0 0 11 % 25 % 0 0 Total room load 0 0 0 Air required (dm) 0-7 01 0 Calculations approved byACCAto meet all requirements of Manual J 8th Ed. wrightsoft` 2017-Sep-08 093727 Zc Rig rt-Sute®Universal 201717.023 RSU16877 Page 8 EMP PRINPLot 219 Walton 116 LHG Brm 5 - N.rtp Calc = MJ8 House faces: N Job: Lot 8-2 Walton If B LHG Brm rF wrightsoft* Right-M Worksheet ... Date: Os-0-2017SYS2 By: LF/BP One Stop Cooling and Heating 7225 Sandsoove Court, Wirier Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OneStopCooliry.00m License: CAC032444 1 Room name SYS2 BONUS 2 Exposed wall 87.0 ft 47.5 ft 3 Room height 9.0 ft d 9.0 it heaV000l 4 Room dimensions 1.0 x 202.3 ft 5 Room area 387.5 T 202.3 fF Ty Construction U-value Or HTM Area OF) Load Area 09 Load number BtuW-9 Btuh412) or perimeter (ft) Btuh) or perimeter (ft) Btih) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W ... 12&Osw.,_r,e706 13A-4ocs 4A5-2om 0.143 0.500 ne ne 0.00 0.00 0.00 0.00 0 0 0 0 0 0 786.. 0 0 131..-W„w131- 0 0 0 0 330... 0 0 368:< 0 0 1 1 W 4,B5-2fm 12B Osw .k 4B5 2fm - 13A-4ocs 4B5 2fm 0.500 0 097 0.500 0.143 0.500 ne se;" se1305 se se 0.00 2.53 0.00 0.00 0.00 2 $2 21.75 0.00 0.00 0 113 x -y ,6 0 0 0 5 107 2 0 0 0 270 78 0 0 0 300 130 0 0 0 0 0 0 0 0 m 0 0 0 p 0 0 0 0 0 0 0 D 4B5-2fm 11 DO 0.500 0.390 se se 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13A-flocs 4A5-2om 0.1431 nw I 0.00 0.500 nw 0.00 0 0 7° 75 376. 0 0 61 c) AED excursion 12491 1 173 Envelope lossigain 2685 3891 1409 2067 12 a) Infiltration 1263 456 690 249 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants@ 230 2 460 2 460 Appliancesrother 0 0 Subtotal (lines 6 to 13) 3948 4807 2099 2776 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 3948 4807 2099 2776 15 Ductloads 191/ 52% 767 2510 19% 520% 408 1449 Total room load 4715 7318 F 2507 4225 Air required (cfm) 0 627 0 362 Calculations approved byACCAto meet all requirements of Manual J 8th Ed. wrights+orft" 2017-Sep-08093727 i9C E RigN-Sute®Uriversal201717.0.23 RSU16877 Page 9 EMP PRINT\Lot 219 Walton 11 B LHG Brm 5 - N.r p Calc = W8 House faces: N wrightsoft' Right-J® Worksheet Job: Lot219 Walton II B LHG Brm... SYS 2 Date: 09-08-2017 By: LF/BP One Stop Cooling and Heating 7225 Sandscove Court, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOneStopCooling.com License: CAC032444 1 Room name BBTH 2 E)posed wall 6.0 ft 65 It 3 Room height 9.0 It heaV000l 9.0 ft heaUceol 4 Room dimensions 9.0 x 6.0 It 6.5 x 6.5 ft 5 Room area 54.0 ft2 42.3 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area OF) Load number Btuh4tz°F) Btuh4t2) or perimeter (ft) Btuh) or perimeter ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W. 2.53 2.82 54 54 l ,137 - w. 152 59 r .>59 „ zt48 165 W 13A-4ocs 0.143 ne 0.00 0.00 0 0 0 0 0 0 0 0 4A5-2om 0.500 ne 0.00 0.00 0 0 0 0 0 0 0 0 I G 4135-2fm 0.500 ne 0.00 0.00 0 0 0 0 0 0 0 0 1 1 W 2B Osw ' 0.097 se 253 2.82 0 0 0 0 O 0 0 0 4652(m .,. s: 0.500 set 13.05 21.75 0 0 b s. 0 o 0 0 0 o, 0.143 se 0.00 0.00 0 0 0 0 0 0 0 0 1513A- 4ocs 4135-21m 0.500 se 0.00 0.00 0 0 0 0 0 0 0 0 4135-21m 0.500 se 0.00 0.00 0 0 0 0 0 0 0 0 D 11DO 0.390 se 0.00 0.00 0 0 0 0 0 0 0 0 12B 0sw 0097 sw' 253 2.82 0 0 0 0 0' 4A5-2om - - ._ 0:50D sw 13.05 23 30 0 0 h 0 0 „„ M 0 O 0 - 0 j 13A-flocs 0.143 sw 0.00 0.00 0 0 0 0 0 0 0 0 G 4A5.2om 0.500 sN 0.00 0.00 0 0 0 0 0 0 0 0 V,J 126-0sw. 0.097 rnv - 2 53 282 0 o y`. 0 0 0 0 0 0 I 4A5 tom .._ 0.500 nw1 13.05 25:04 0 0 0 0 0 0 0 A: W 13A-4ocs 0.143 nw 0.00 0.00 0 0 0 0 0 0 0 0 4A5-2om 0.500 nw 0.00 0.00 0 0 0 0 0 0 0 0 L-GG 4A5-2omd 0.500 nw 0.00 0.00 0 0 0 0 0 0 0 0 P 12C Osw 0091 0.00 0.00 y y,t0 0 D 11 D,0 µ. n. 0390 n .„ O.OQ 0.00 M 0 0 0 ,.... 0 k' 4..-00 0 0' C 168-30ad 0.032 0.84 1.76 54 54 45 95 42 42 35 74 F.. 22A-1pm_: 1.180 0.00 000 p 0 0 0 0 0 0 6 c) AED excursion 1 1 Envelope loss/gain 1 1821 2471 1 1 1831 239 12 a) Infiltration 87 31 94 34 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants@ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 269 278 278 273 Less extemalload 0 0 0 0 Less transfer 0 0 0 0 Redistribution 139 136 278 273 14 Subtotal 408 414 0 0 15 Duct loads I 19% 52°/ 79 216 19%1 529/ 0 0 Total room load 487 631 0 0 Air required (cfm) 01 54 0 0 Calculations approved byACCAto meet all requirements of Manual J 8th Ed. 727 A wrightsoft" RigN-Scite®UNversal201717.0.23 RSU16877 2017-Sep-08Pg ae 10 EMP PRINTLot 219 Walton 11 B LHG Brm 5 - N.ru p Calc = M18 House faces: N g rFr' wrightsoft° Right-M Worksheet Job: Lot 219 Walton II B LIiG Brm... SYS 2 Date: 09-08-28-2017 By: LF/BP One Stop Cooling and Heating 7225 Sandsoove Court, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOmStopCooling.com License: CAG032444 1 Room name HALL STR2 2 Exposed well 16.5 it 105 ft 3 Room height 9.0 ft heat/cool 9.0 ft heat/000l 4 Room dimensions 6.0 x 10.5 ft 6.5 x 4.0 ft 5 Room area 63.0 ft' 26.0 fF Ty Construction U-value Or HTM Area 012) Load Area (ffl Load number BbiML°F) B1uh/ft2) or perimeter ft) Btuh) or perimeter (ft) BWh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W. 129;!, -MI&M ZL&0-097 ne, 253 36 srw36-.. 91 1`01 13A-4ocs 0.143 ne 0.00 0.00 0 0 0 0 0 0 0 0 4A5 tom 0.500 ne 0.00 0.00 0 0 0 0 0 0 0 0 4135 2fm 0 500 ne 0.00 0.00 0 0 0 0 0 0 0 0 1 1 128 Osw 0097 se'r 253 282 48 r122 135 59- 59 148 1 fi5' A-135-Orrw .E 0.500 se - 13.05 21:75 a6 s._ 2 M, ` ' 78 w.130 0 u, 0 13A- flocs 0.143 se 0.00 0.00 0 00 0 0 0 0 0 4B5- 2fm 0.500 se 0.00 0.00 0 0 0 0 0 0 0 0 ND4B5-2fm 0.500 se 0.00 0.00 0 0 0 0 0 0 0 0 11DO 0.390 se 0.00 0.00 0 0 0 0 0 0 0 0 126Osw;,, 0097 sv`' 2:53 2.82 95 80 201 224 ,,.' 0 0, 0 Vd 14A5, . I ,..-... 0: 43 slk, 1330055 30 00 e. n=S.150 k3 0 a_ . _.::.,> 196 0 a,.. '... 340 00 0 0 0 a0 0 0 0 13A- flocs 4A5- tom 0. 143I nw I 0.00 0. 500 nw 0.00 01 0061 c) AED excursion 1 78 1 Envelope loss/gain 649 1028 261 311 12 a) Infiltration 240 87 152 55 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants@ 230 0 0 0 0 Applianoestother 0 0 Subtotal ( lines 6 to 13) 889 1115 4131 366 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 552 503 413 366 14 Subtotal 1441 1617 0 0 15 Duct loads 19% 521/. 280 845 19 % 529/. 0 0 Total room load 1721 2462 0 0 Air required (cfm) 0 211 0 0 Calculations approved byACCAto meet all requirements of Manual J 8th Ed. 411- A wYightsOft" 727 Right- Sute®Uriversal201717.023 RSU16877 2017- Sep-080 Page 11 EMP PRINT\Lot 219 Walton 11 B LHG Brm 5 - N.ruo Calc = NM Houma faces: N Duct System Summary Job: Lot 219 Walton II B LHG B... wrl htsoft Date: 09-08-2017 SYS 1 By: LF/BP One Stop Cooling and Heating 7225 Sandscove Court, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www..OneStopCoolirg.com Licerse: CAC032444 For: Park Square Homes 3833 Loon Lane, Sanford, FL 32771 External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 0.50 in H2O 0.16 in H2O 0.34 in H2O 0.170 / 0.170 in H2O 0.181 in/100ft 0 cfm 188 Cooling 0.50 in H2O 0.16 in H2O 0.34 in H2O 0.170 / 0.170 in H2O 0.181 i n/100ft 1160 cfm Name Design Btuh) Htg cfm) Clg cfm) Design FIR Diam in) H x W in) Duct Mat Actual Ln (ft) Ftg.Egv Ln (ft) Trunk BED2 c 1503 0 79 0.188 6.0 Ox 0 VIFx 35.8 145.0 st4 BEDS c 2535 0 133 0.188 7.0 Ox0 MFx 35.7 145.0 st4 BTH2 c 449 0 24 0.197 4.0 Ox0 VIFx 32.3 140.0 st4 CAFE c 1672 0 88 0.189 5.0 Ox 0 VIFx 40.3 140.0 st4 FAM c 4354 0 228 0.194 8.0 Ox 0 VI Fx 29.9 145.0 st4 FLEX c 2424 0 127 0.181 7.0 Ox 0 MFx 42.8 145.0 st4 KIT c 1702 0 89 0.290 6.0 Ox 0 VIFx 12.4 105.0 st1 L4UN c 1556 0 82 0.193 5.0 Ox 0 VI Fx 51.3 125.0 st3 IMBED c 3030 0 159 0.195 7.0 Ox 0 VIFx 39.3 135.0 st3 MBTH c 1249 0 65 0.192 5.0 Ox 0 VIFx 42.2 135.0 st3 MTOI c 629 0 33 0.186 4.0 Ox 0 VI Fx 47.3 135.0 st3 MW IC c 728 0 38 0.198 4.0 Ox 0 VI Fx 36.8 135.0 st3 PAN c 311 0 16 0.276 4.0 Ox 0 VIFx 18.0 105.0 sti Trunk Htg Clg Design Veloc Diam H x W Duct Name Type cfm) cfm) FIR fpm) in) in) Material Trunk st3 PeakAVF 0 377 0.186 691 10.0 0 x 0 VnIFIX st1 st1 PeakAVF 0 1160 0.181 656 18.0 0 x 0 VinIFIX st4 PeakAVF 0 678 0.181 634 14.0 0 x 0 VinIFIX st1 Bo/dlrtalic values have been manually overridden 2017-Sep- 08 093728 wrightsofta Rigtt-Sute®Uriversal 2017 17.023 RSU16877 Page 1 Cp....EMPPRINT\Lot 219 Walton 11 B LHG Brm 5 - N.r p Calc = W8 House faces: N Name Grille Size (in) Htg cfm) Clg cfm) TEL ft) Design FR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Mal Trunk rb2 Ox 0 0 1160 0 0 0 0 Ox 0 M Fx wri htsoft' 2017-Sep-OS 09 age 29Righ!-Sute®Uriversal 2017 17.023 RSU16877 Page 2 CCA ...EMP PRIN'T\Lot 219 Walton 11 B LHG Brm 5 - N.np Calc = W8 HoLse faces: N wrightsoft* Duct System Summary SYS 2 One Stop Cooling and Heating 7225 Sandscove Coot, Wirier Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOreStopCoolirg.com License: CAC032444 For: External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual airflow Total effective length (TEL) Park Square Homes 3833 Loon Lane, Sanford, FL 32771 Heating 0.50 in H2O 0.16 in H2O 0.34 in H2O 0.192 / 0.148 in H2O 0.161 in/100ft 0 cfm 211 ft Job: Lot 219 Walton 11 B LHG B... Date: 09-08-2017 By: LF/BP Cooling 0.50 in H2O 0.16 in H2O 0.34 in H2O 0.192 / 0.148 in H2O 0.161 in/100ft 627 cfm Design Htg Clg Design Diam H x W Duct Actual Ftg.Egv Name Btuh) cfm) cfm) FR in) in) Mal Ln (ft) Ln (ft) Trunk BBTH c 631 0 54 0.161 4.0 Ox 0 VIFx 19.4 100.0 st2 BONUS c 2113 0 181 0.173 8.0 Ox0 VIFx 16.2 95.0 st2 BONUS -A c 2113 0 181 0.164 8.0 Ox 0 VIFx 17.2 100.0 st2 HALL -A c 2462 0 211 0.242 7.0 Ox 0 VI Fx 4.3 75.0 Name Trunk Type Htg cfm) Clg cfm) Design FR Veloc fpm) Diam in) H x W in) Duct Material Trunk st2 PeakAVF 0 416 0.161 529 12.0 0 x 0 VinIFIX Grille Htg Clg TEL Design Veloc Diam H x W Stud/Joist Duct Name Size (in) cfm) cfm) ft) FR fpm) in) in) Opening (in) Mati Trunk rb3 Ox 0 0 362 54.0 0.274 663 10.0 Ox 0 VIFx rti rb1 Ox 0 0 265 92.0 0.161 599 9.0 Ox 0 VIFx rti Bold4talic values have been manually overridden wri htsoft' 2017-Sep-08 093728 t, 9 Righl-Sute®Uriversal 2017 17.023 RSU16877 Page 3 ACC% ...EMP PRINTLot 219 Walton 11 B LHG Brm 5 - N.np Calc = W8 Hose faces: N Name Trunk Type Htg cfm) Clg cfm) Design FIR Veloc fpm) Diam in) H x W in) Duct Material Trunk rt1 PeakAVF 0 627 0.161 586 14.0 0 x 0 VinIFIX 728 Wrl htSOftx 2017-Sep-08093ge49RigFt-Suile®Uriversal 2017 17.0.23 RSU16877 Page 4 EMP PRINTLot 219 Walton 116 LHG Brm 5 - N.np Calc = W8 House faces: N Static Pressure and Friction Rate .lob: Lot 219 Walton II B LHG B... Wrl htsoft Date: 09-08-2017 SYS 1 By: LF/BP One Stop Cooling and Heating 7225 Sandscove Court, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOreStopCooling.com License: CAC032444 For: Park Square Homes 3833 Loon Lane, Sanford, FL 32771 CoolingHeating staticExternal Pressure losses coil 0 0 Heat exchanger 0 0 Supply diffusers 0.03 0.03 Return grilles 0.03 0.03 Filter 0.10 0.10 Humidifier 0 0 Balancing damper 0 0 Other device 0 0 Available static pressure 0.34 0.34 0 0 Supply Return ft) ft) Measured length of run -out 20 0 Measured length of trunk 23 0 Equivalent length of fittings 145 0 Total length 188 0 Total effective length 188 0 Heating Cooling i n/100ft) i n/1001t) Supply Ducts 0.181 0.18 0.181 > 0.18 Return Ducts 0.181 0.18 0.181 > 0.18 Supply 4X=35,11 A=20, 11 G=5,11 Gam, 11 M=20,111=10,11 G--5,11 G--5,11 Gam, 1 A--35: Total EL=145 Return TotalEL=O M 2017-Sep-08093 Wrlhtsofta Page 1gRig201717.023 RSU16877 Page 1 EMP PRINPLot 219 Walton 11 B LHG Brm 5 - N.rup Calc = MJ8 House faces: N Static Pressure and Friction Rate Job: Lot 219 Walton II B LHG B... wri htso Date: 09-08-2017 SYS 2 By: LF/BP One Stop Cooling and Heating 7225 Sandscove Court, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OreStopCoolirg.com License: CAC032444 Ids For: Park Square Homes 3833 Loon Lane, Sanford, FL 32771 Heating Cooling in H2O) in H2O) External static pressure 0.50 0.50 Pressure losses Coil 0 0 Heat exchanger 0 0 Supply diffusers 0.03 0.03 Return grilles 0.03 0.03 Filter 0.10 0.10 Humidifier 0 0 Balancing damper 0 0 Other device 0 0 Available static pressure 0.34 0.34 Supply Return ft) (ft) Measured length of run -out 8 0 Measured length of trunk 12 12 Equivalent length of fittings 100 180 Total length 119 92 Total effective length 211 tl Heating Cooling in/100ft) in/100ft) Supply Ducts 0.161 OK 0.161 OK Return Ducts 0.161 OK 0.161 OK s.i :'.gh -4s'. v}'s tt ta u ua[enLeu tkDefa l q'F s.,',._. Supply1 '—_35: Total EL=1 /1 Return 6M=20, 6A3=40, 5E1=10,11 G=5,11 G=5: Total EL=80 wrI htsoft' 2017-Sep-08 09: ge 2Right-Sutecr Uriversal 2017 17.0.23 RSU16877 Page 29 EMP PRINPLot 219 Walton 11 B LHG Brm 5 - N.np Calc = tvUB House faces: N vn iv L L oc b ` r. I dMlE10x10.1 4, a .1 VTR 1 } t 225 cfm 8 !; 5 10x6 69 cfm =--- -- s h, t 6 ia,.... 10x68X4 / 87 cfm t 16 cfm g$ cfm 4 a I q n l FBB1AA l I[ i Li, k C`. SupRiser t vl 10" 19 J>!'u Z t i9rJ e3 1$" 19r 16 19r^ .19 f; d, y,Y> .... 16,x 16 Ca\ 10X8 4 174 cfm0. e 80 cfm DV VTR r.. IX0 A/C-1: 3.0 k_ ( U: q„ LRB1 68 cfm € 16.0 SEER I I'F..... Hw G t € 138cflP SX4 . t f El ! EF1 VTR16.0SEER HP. 8X4 r GC7r b s j W0111 EF1 VTR EF1 = 50 CFM Fan EF2 = 80 CFM Fan EF3 = 110 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 = Range Vent Lineset Chase — — Condensate- — T = Thermostat 1 /8 SRB = Small Reduction Box LRB = Large Reduction Box FBB = Field Built Box Job #: Lot 219 Walton II B LHG Brm 5 - N Performed by LF for: Park Square Homes One Stop Cooling and Heating 7225 Sandscove Court Winter Park, FL 32792 Phone: ( 407) 629 - 6920 Fax: (407) 629 - 9307 www. OneStopCooling.com Scale: 1 : 117 Page 1 Right - Suite@ Universal 2017 17. 0.23 RS U 16793 2017- Jun-15 15:46:35 L.#A/i G,W - ere, I i 0 - DESCRIPTION AS FURNISHED: Lot 219, WYNDHAM PRESERVE, as recorded in Plat Book 81, Pages 93 through 102 of the Public Records of Seminole County, Florida. PLOT PLAN FOR/C RTIF2ED TO: Park Square Enterprises, LLC (a Delaware Corporation); S Winderweedle, Haines, Ward & Woodman, PA; Attorneys' Title N INInsurance Fund; Bank of America Ok to construct single family home RECORD COPY with setbacks and impervious area LOT 228 shown on plan. 33 • y'0lo iMP. Wcx. 00 —E— GrL 77, 50' I 25.80' 25.80' 1 LOT 219 I 7, 60' 12. 7' 12. 7 14. LANAI e 12.7' W PROPOSED RESIDENCE o WALTON 9 - B BONUS o 2 CAR GARAGE LEFTto MLOT220 COV'D. ENTRY 4.30' 3.0'x3.0' AC MM 4.3, o 9.7' ui 20.0' 7.80' 16, WALK DRIVE 29.20' F25.20' 20 r I I 1 i I ESMT. L WALK 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 BE REDUCED TO 20' ON CERTAIN LOTS. NO MORE THAN 2) IN SUCCESSION AT 20' AND A MINIMUM OF (2) IN SUCCESSION AT 25' PROPOSED = FINSHED SPOT GRADE ELEVATIONS PER DRAINAGE PLANS V- = PROPOSED DRAINAGE FLOW LOT GRADING TYPE A PROPOSED F.F. PER PLANS = 27.4' Q N 89043'03" E (B.B.) 52.50' L OON LAJVE 50' PRIVATE ROAD 29.70' 29, 70' L I w o O CZ O 3cc O D= 90°00'00 " R=25.00' L= 39.27' C= 35.36' CB=S 44°43'03" W PLOT PLAN ONLY PLOT PLAN AREA CALCULATIONS NOT A SURVEY TOTAL LOT AREA 8,778 t SQUARE FEET FLATWORK ON/OFF LOT = TOTAL t SQUARE FEET FLATWORK DRIVE 403/ 110= 513 t SQUARE FEET FOUNDATION/PAD 2,298 t SQUARE FEET WALKS 42/ 1,040 1,082 t SQUARE FEET REAR PATIO 85 t SQUARE FEET S00 5,851 1,138= 6,989 t SQUARE FEET FRONT PORCH DECK 91t SQUARE FEET POOL DECK N/A t SQUARE FEET NOTE.' FRONT SIDEWALK AND STREET LOCATION TAKEN FROM PLANS PROVIDED BY CLIENT • NOT FIELD VERIFIED - CRUSE'NME'YETR-SC077 ASSOC, INC. - LAND SUgVEYORS LEGEND - LEGEND - 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658- 1436 P PLAT PAL POINT ON LINO NOTES: F FIELD I.P. IRON PIPE TYP. PR.G TYPICALPOINTOF REVERSE CURVATURE 1. THE UNDERSIGNED DOES HEREBY CER77FY THAT THIS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORTH BY THE FLORIDA BOARD OF I.R, •IRON ROD P.C.C. POINT OF COMPOUND CURVATURE PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER SJ-17 FLORIDA ADMINISTRATIVE CODE PURSUANT TO SECTION 472.027, FLORIDA STATUES C.M. • CONCRETE MONUMENT RAD. MR. RADIALNON -RADIAL 2. UNLESS EMBOSSED WITH SURVEYOR'S SIGNATURE AND ORIGINAL RAISED SEAL, THIS SURVEY MAP OR COPIES ARE NOT VALID. SET I.R. • 1/2, L.R. •/ALB 4596 REC. - RECOVER[' V.P. WITNESS POINT J. THIS SURVEY WAS PREPARED FROM 1771E INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RESTRICTIONS P.O.B. • POINT OF BEGINNING PA.C. • POINT OF COMMENCEMENT CALLPXM CALCULATEDPERMANENT REFERENCE MONUMENT OR EASEMENTS THAT AFFECT THIS PROPERTY. 4, NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. Q • CENTERLINE FF. FINISHED FLOOR ELEVATION 5. THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT THOSE CERTIFlED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENTRY. N6D • NAIL L DISK B.SLDX BUILDING SETBACK LINE BENCHMARK 6. DIMENSIONS SHOWN FOR THE LOC477ON OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES. R/V RIGHT-OF-WAY ESMT. = EASEMENT BIB. BASE BEARING 7. BEARINGS, ARE BASED ASSUMED DATUM AND ON THE LINE SHOWN AS BASE NEARING (B.B.) DRAIN. DRAINAGE 8. ELEVATIONS, IF SHOWN, ARE BASED ON N4WW4 GEODETIC VERTICAL DATUM OF 1929, UNLESS OTHERWISE NOTED. UTIL. UTILITY 9. CERTIFICATE OF AUT40RIIA770N No. 4596. CL. FC CHAIN LINK FENCE WRFC. • WOOD FEMCE _ C/D CONCRETE BLOCK SCALE 1 1' 20' DRAWN BY: •'* P.C. POINT OF' CURVATURE P.T. POINT OF TANGENCY CERTIFIED BY: DATE ORDER No. DESC. DESCRIPTION -..-.—._ _. ..................... I ........... R • RADIUS - PLOT PLAN09-01-2017 3772-17 L • ARC LENGTH D • DELTA 0 j C • CHORD C.R. CHORD BEARING NORTH THIS BUILDING\PROPERTY DOES NOT LIE WITHIN --------.--------------------^--- THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER FIRM' TOM X. GRUSENMEYER, P..L.S. 4714 ZONE 'X' MAP N 1211700090 F (09-28-07) JAMES W. SCOTT, R.LS 1 4801 L 0 RECORD COPY Filename: PARK SQUARE 1821 WALTON II BONUS 2,277SF.rrr Lighting and Small Appliance/Laundry Circuits Floor Area SmAppNo LaundNo Line Neutral 2277 2 1 Lighting Summary Standard 5,916 5,916 Optional 11,331 5,916 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 \-DING Dryers D Dryer No. No? Nameplate Line Neutral''' OR 1 1 5000 3 0 2 v v Dryer Summary Standard 5,000 3,500 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 22.0 240 5,280 0 1 M •1 1 2.0 240 480 0 1 M 1 1 5.0 240 1,200 0 1 1 1 1 22 240 1 5,280 0 2 M 1 1 14.0 240 3,360 0 2 M 1 1 2.0 240 480 0 2 M 1 1 5.0 240 1,200 0 2 1 1 1 14 240 1 3,360 0 Heat/Cool Summary Standard 20,640 0 Optional 20,640 0 Fixed Appliances: Actual Number = 6 Name M? Ph No Amps Volts VA HP Line Neutral DISP 1 1 120 600 600 600 DISH 1 1 120 1200 1,200 1,200 MICRO 1 1 120 1200 1,200 1,200 WH 1 1 18.5 240 4,440 0 OPT POOL 1 1 10 240 2,400 0 OPT POOL HEAT 1 1 31 240 7,440 0 Fixed Appliance Summary Standard. 12,960 2,250 Optional 17,280 2,250 Other Appliances: Actual Number = 0 Name M? Ph No Amps Volts VA HP Line Neutral Other Appliance Summary Standard 0 0 Optional 0 0 f 25% of Max Motor: Line is Std Only; Neutral for Both Maximum Phase Amps Volts 1 22 240 Heat/Cool Phase Amps Volts 1 22 240 Fixed Appl. Phase Amps Volts 0 Other Appl. Phase Amps Volts 0 Max Motor Summary Standard Only 1,320 0 SUMMARY Standard Line Neutral Total Total 52,236 16,146 Maximum Amperage = 218 67 Service Voltage = 240 Service Phase = 1 Optional Line Neutral Total Total 43,284 16,146 Maximum Amperage 180 67 Service Voltage = 240 Service Phase = 1 U) W J W 2 U r Z J Q Q W Z F— p O Z Z Q W C/) co Z O 0 F— Lu U = W F— Z O Z U) OLLIJ Q O U Z = LU w Q W C 2 Z F— J Q v w O w m 0 Z O 0 1 Z U w W Q LUZ N Z Z Z O W U cA WLJJ Q n U J Q w O OOJ J Z LL. Q RECORD COPY 12'- 8" U 11 J1 C CJ3 3 LVL-1 24" DEEP 71Y GARAGE 12'- 4" s•-o" ,J I , zo'•- o" _ I , 5-4-- _ 1 , a•- a" , _ 10'_ a" , I 24" 12" APPROVED TRUSS ANCHOR BY BUILDER BOTTOM =4x2 TOP = 4x2 2x4 Cont. Band TRUSS END DETAIL APPROVED TRUSS ANCHOR BY BUILDER PLUMB CUT OVERHANG HEEL HEIGHT = 2 x 4 BOTTOM = 2 x 4 TOP= 2x4 12 / 6.0 J L 18 - HUS26 1-PLY HGR L 12 - HHUS46 FLR HGR 1 - HGUS26-2 2-PLY HGR MID - FLORIDA LUMBER ACQUISITIONS BARTOW, FLORIDA TRUSS LOADING CONDITIONS ROOF TRUSSES FLOOR TRUSSES _ TOP CHORD LIVE. 20.0 jTOP CHDRD LIVE 40.0 TOP CHORD DEAD10.0 JTDP CHORD DERD 10.0 IBOTTOM CHORD DERD 10.0 ;BOTTOM CHORD DEAD: 5.0 ITOTRL LORD (PSF) 40,0 yTOTRL LORD (PSF) 550 STRESS INCRERSE 1 25, STRESS INCRERSE _ l 0 n,_, THIS TRUSS SYSTEM HAS BEEN DESIGNED WITH LORDS GENERATED BY ]40 MPH WINDS USING'4,2 PSF TOP CHORD DEAD LOAD AND 30 PSF BOTTOM CHORD DEAD LORD 0 MILES FROM HURRICRNE DCERNLINE. CRT. II. EXP. B IRSCE 7-101 8 LIII DER_ s Park Square Homes 1ECflL ADDRESS BONUS RM /TRAY CLG. I = Walton II - B ll msloll P22836 - BRTjAa I N/A 9 5-17 - Bmax ; No. Seal# Truss Name Date No. Seal# Truss Name Date I1 IT11992058 lAlT 9/6/17 112 IT11992069 I B4T 9/6/17__ 12 I T11992059 I A2T 19/6/17 113 I T11992070 I B5T 19/6/17 13 I T11992060 I A3T 19/6/17 114 I T11992071 I B6 19/6/17 14 IT11992061 IA4 19/6/17 115 IT11992072 I B7 19/6/17 15 I T11992062 I A5 19/6/17 116 I T11992073 I B8 19/6/17 16 I T11992063 I A6 19/6/17 117 I T11992074 I B9 19/6/17 I 17 I T 11992064 I A7 19/6/17 118 I T 11992075 I B 10 19/6/17 18 I T11992065 I B1 19/6/17 119 I T11992076 I B11 19/6/17 19 IT11992066161A 19/6/17 120 IT11992077IC1 19/6/17 I 110 I T11992067 I B2T 19/6/17 121 I T11992078 I C2 19/6/17 I Ill I T11992068 I B3T 19/6/17 122 I T11992079 I C3 19/6/17 I RE: P2283B-BRT - Park Sq/ Walton II 2283E-Bonus MiTek USA, Inc. Site Information: 6904 Parke 33ONEa stpBlvd.. T L9'B / U5CustomerInfo: PARK SQ HMS. Project Name: P2283B-BRT Model: WALTON II _V RM / TRAY CLG. Lot/Block: 219 Subdivision: WYNDHAM PRESERVE Address: 3833 LOON LN. City: SANFORD State: FLORIDA Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014ITP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 140 mph Roof Load: 40.0 psf Floor Load: 55.0 psf This package includes 56 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. _ 17 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 ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. mm STATE OF :44/Z MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 6,2017 Velez, Joaquin 1 of 2 RE: P2283B-BRT - Park Sq/ Walton II 2283E-Bonus Site Information: Customer Info: PARK SQ HMS. Project Name: P2283B-BRT Model: WALTON II - 2283-B / BONUS RM / TRAY CLG. Lot/Block: 219 Subdivision: WYNDHAM PRESERVE Address: 3833 LOON LN. City: SANFORD State: FLORIDA No. Seal# Truss Name Date 23 IT11992080 I CJ 9/6/17 124 I T11992081 I CA 19/6/17 125 IT11992082 I CJ2 19/6/17 126 IT11992083 I CJ2A I9/6/17 I 127 IT11992084 I CJ3 19/6/17 128 IT11992085 I CJ3A 19/6/17 I 129 IT11992086 I CJ4 19/6/17 I 130 IT11992087 I CJ5 19/6/17 I 131 IT11992088 I D1 19/6/17 132 IT11992089 I D2 19/6/17 I 133 IT11992090 E1 19/6/17 I 134 1T11992091 I E2 19/6/17 I 135 IT11992092 I F1 19/6/17 136 IT11992093 I F2 19/6/17 I 137 IT11992094 I F3 19/6/17 I 138 IT11992095 I F4 19/6/17 139 IT11992096 I F4A 19/6/17 140 IT11992097 I FT1 19/6/17 I 141 IT11992098 I FT2 19/6/17 I 142 I T11992099 I FT3 19/6/17 143 IT11992100 I G1 19/6/17 144 IT11992101 I G2 19/6/17 I 145 I T11992102 I G3 19/6/17 146 1T11992103 I J5 19/6/17 I 147 1T11992104 I J6 19/6/17 I 148 1T11992105 I J7 19/6/17 I 149 IT11992106 I KJ5 19/6/17 I 150 1T11992107 I KJ6 19/6/17 151 IT11992108 I KJ7 19/6/17 152 IT11992109 I P61 19/6/17 153 1T11992110 I PB2 19/6/17 154 1T11992111 I PB3 19/6/17 155 1T11992112 I P64 19/6/17 156 1T11992113 I P135 19/6/17 2 of 2 Job Truss Truss Type Qty Ply Park Sq/ Walton II 2283B-Bonus T11992058 P2283B-BRT A1T SPECIAL 1 1 ob R f ence lion I Mid -Florida Lumber, Barlow, FL. 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 06 11 *45:03 2017 Page 1 ID:3zzrE5595gH BgKdROwR6OYzkwee-S WAbvStucpK9ujQCmakgumB2NLnAOhEmsoSvDyygN Q_ 1-0- 2-7-0 -7- 7-5-8 11-0-8 1 -0- 17-8-0 22-4-0 28-0-8 33-9-0 40.0-0 1-0. 0.0 2-7-0 1-0.0 3-10-8 3-7-0 1-0.0 5-7-8 4-8-0 5-8-8 5-8-8 6-3-0 Scale = 1:72.6 5x7 = 5x5 = 6.00 12 7 30 31 8 21 5x12 MT18HS = 5x7 18 17 34 16 1b 35 35 14 3x8 = 5.6 MT20HS // 5x6 \ 3x4 = 3x6 MT20HS = 3x4 3x6 12.00 12 3x8 MT20HS = 2-7- -7- 11-0- 1 -0- 17-8- 2- - 0.0.0 2-7-0 -0. 7-SB -0. 5-7-8 4-8-0 8-6-12 9-1-4 Plate Offsets (x,Y)— r2:0-8-4.0-0-61, r5:0-2-8.0-3-01, r6:0-4-11.0-1-121, n:0-5-4.0-2-81, r8:0-2-8.0-2-41, r12:0-2-12.0-1-81, r18:0-2-8.Edget, [21:0-2-8.Edge1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.32 19-20 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.88 Vert(TL) 0.92 19-20 >519 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WE 0.98 Horz(TL) 0.39 12 n/a n/a MT18HS 2441190 BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 243lb FT=11% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-4 oc purlins. BOT CHORD 2x4 SP No.2 `Except` BOT CHORD Rigid ceiling directly applied or 6-11-6 oc bracing. 2-21,19-20: 2x4 SP No.1 WEBS 1 Row at midpt 6-18, 6-17, 7-16, 9-16 WEBS 2x4 SP No.3 `Except` 3-20: 2x4 SP No.2 REACTIONS. (lb/size) 2=1676/0-7-8, 12=1644/0-7-8 Max Horz 2=-179(LC 10) Max Uplift2=-305(LC 12), 12=-299(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-28=-2294/678, 3-28=-2248/684, 3-4=-5402/1490, 4-5=-5405/1549, 5-6=2990/923, 6-29=-1971/705, 7-29=-1893/716, 7-30=-1718/691, 30-31=-1718/691, 8-31=-1718/691, 8-32=-1913/718, 9-32=-1998/707, 9-10=-2605/840, 10-11=-2678/828, 11-33=-2833/872, 12-33=-2915/853 BOT CHORD 2-21=-515/1918, 20-21=-634/2438, 19-20=-824/3176, 18-19=-665/2872, 17-18=-493/2103, 17-34=-332/1703, 16-34=-332/1703, 15-16=-534/2149, 15-35=-534/2149, 35-36=-534/2149,14-36=-534/2149,12-14=-689/2534 WEBS 3-21=-1962/514, 3-20=-808/3217, 6-19=-604/2569, 6-18=1920/471, 6-17=-615/254, 7-17=-154/551,8-16=-168/596, 9-16=-668/277, 9-14=-82/487, 11-14=301/182, 5-20=-532/2051, 5-19=-698/266 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vutt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 17-8-0, Exterior(2) 17-8-0 to 25-4-0, Interior(1) 25-4-0 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pond ing. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=305, 12=299. Printed copies of this document are 8) "Semi -rigid pdchbreaks including heels" Member end fixity model was used in the analysis and design of this truss, not considered Signed and Sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE 1411-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Is fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type oty Ply Park Sq/ Walton 112283E-Bonus T11992059 P2283B-BRT A2T SPECIAL 1 1 obRf ne olio I Mid -Florida Lumber, Bartow, FL. 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 06 11:45:04 2017 Page 1 ID:3zzrE5595gHBgKdROwR6OYzkwee-xikz7ouWN6SOVt—OKI FvRzjD617X78Rw4SCSXOyg N Pz 2-7-0 -7- 7312 11-0.8 1 -0.23-4-0 28-8-8 34-1-0 40.0.0 1-0- 0.0 2-7-0 1-0.0 3-8-12 3-8-12 1-0.11 4-7-8 6-8-0 5-4-8 5-48 5-11-0 -0.0 Scale = 172.6 d1 d 5x7 = 5x5 = 6.00 12 7 2930 8 20 _. - 5x7 = 17 16 as 15 -14 J4 JD 1J S4 / 5x6 \\ 3x4 = 3x6 = 4x6 = 2.00 12 3x4 = 4x6 = 3x8 = 1-4-12 o- 8- 0 0 2-7-0 -0- 7-5-8 0. a-7-8 E&O 8-412 7-4 Plate Offsets (X.Y)— f2:0-0-12.Edgel, f5:0-2-12.0-3-01. 16:0-4-15,0-2-01, f7:0-5-4,0-2-81, f8:0-2-8.0-2-41. 10:0-2-8,0-3-01, f11:0-2-12,0-1-81, f17:0-2-8,Edge1. f20:0-2-8.Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.31 18-19 >999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.88 Vert(TL) 0.92 18-19 >524 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.98 Horz(TL) 0.39 11 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 240 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-2 oc purlins. BOT CHORD 2x4 SP No.2 `Except* BOT CHORD Rigid ceiling directly applied or 6-10-4 oc bracing. 2-20,18-19: 2x4 SP No.1 WEBS 1 Row at midpt 6-17, 7-15 WEBS 2x4 SP No.3 'Except* 3-19: 2x4 SP No.2 REACTIONS. (lb/size) 2=1676/0-7-8, 11=1644/0-7-8 Max Horz 2=-169(LC 10) Max Uplift2=-305(LC 12), 11=-299(LC 12) FORCES. (lb) -Max, Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-27=-2308/687, 3-27=-2262/694, 34=-5417/1504, 4-5=-5408/1553, 5-6=2992/928, 6-28=-2040/725, 7-28=-1932/740, 7-29=-1803/712, 29-30=-1803/712, 8-30=-18031712, 8-31=-2008/739, 9-31=-2083/728, 9-10=-2710/853, 10-32=-2850/881, 11-32=-2930/863 BOT CHORD 2-20=-524/1941, 19-20=-646/2469, 18-19=-847/3231, 17-18=-668/2890, 16-17=499/2109, 16-33=-366/1802, 15-33=-366/1802, 14-15=-559/2196, 14-34=-559/2196, 34-35=-559/2196, 13-35=-559/2196, 11-13=-702/2549 WEBS 3-20=-1985/523, 3-19=-813/3224, 6-18=-604/2593, 6-17=-1960/464, 6-16=-545/232, 7-16=-146/591, 8-15=-142/581, 9-15=-608/256, 9-13=78/442, 10-13=280/171, 5-19=-515/2020, 5-18=-741/285 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=5ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 16-8-0, Exterior(2) 16-8-0 to 26-4-0, Interior(1) 26-4-0 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=305, 11=299. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WERINA WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the RIW fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Ouality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandna, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/ Wafton It 2283B-Bonus T11992060 P2283B-BRT A3T SPECIAL 1 1 ob Reference o tional Mid -Florida Lumber, Bartow, FL. 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 06 11:45:05 2017 Page 1 ID:3zzrE5595gH BgKdROwR6OYzkwee-PvILK8v88Qat71 Zbt?m8_AGNJ9Thsbl3J6x?4rygNPy 7-5-8 11-0-8 -0- 14-B-0 2D-0-0 25-4-0 1 32-4-12 1 40-0-0 41-0. 1-0-0 2-7-0 1-0-0 3-10-8 3-7-0 -0.0 2-7-8 5-4-0 5-4-0 7-0-12 7-7-4 1-0-0 Scale = 1:72.0 5x7 = 1.5x4 11 5x7 = 30 31 9 2'1 -- 5x7 = 18 17 ' 16 30 10 14 13 4x6 = 5x6 12 00 12 5x6 \ 3x4 = 3x8 = 3x6 = 1.5x4 3x6 = 3x4 = 11-0-8 -00 5- - -4-1 470.-717- -7- 7-5-8 08 54-- 02-7-0-0-ON 8 7-0-12 LOADING ( psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2014/TP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 2- 21,19-20: 2x4 SP No.1 WEBS 2x4 SP No.3 `Except' 3- 20: 2x4 SP No.2 REACTIONS. ( lb/size) 2=1675/0-7-8, 11=1645/0-7-8 Max Horz 2=150(LC 11) Max Uplift2=-304(LC 12), 11=-300(LC 12) CS]. DEFL. in (loc) I/deft Ud TC 0.86 Vert(LL) 0.3219-20 >999 240 BC 0.88 Vert(TL) 0.9219-20 >520 180 WB 0.98 Horz(TL) 0.40 11 n/a n/a Matrix- M) PLATES GRIP MT20 244/190 Weight: 247 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 6-9-12 oc bracing. WEBS 1 Row at midpt 6-18 FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-28=-2295/690, 3-28=-2249/697, 3-4=-5395/1517, 4-5=-5389/1572, 5-29=-2984/939, 6- 29=-2869/947, 6-7=-2160/794, 7-30=-2091/788, 8-30=-2091/788, 8-31=2091/788, 9- 31=-2091/788, 9-32=-2165/767, 10-32=2274/755, 10-33=-2720/869, 11-33=2891/845 BOT CHORD 2-21=-526/1916, 20-21=-648/2435, 19-20=-857/3183, 18-19=-675/2847, 17-18=-509/2089, 17- 34=-426/1911, 16-34=-426/1911, 16-35=-454/1948, 15-35=-454/1948, 14- 15=-454/1948, 13-14=-683/2501, 11-13=-683/2501 WEBS 3-21=-1962/525, 3-20=-829/3206, 6-19=-613/2564, 6-18=-1921/450, 6-17=-485/226, 7- 17=-169/542, 7-16=-116/435, 8-16=-364/182, 9-16=100/390, 9-14=87/484, 10- 14=-644/261, 10-13=0/283, 5-20=-527/2023, 5-19=-726/284 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuR=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=5ft; Cat. 11; Exp B, Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 14-8-0, Exterior(2) 14-8-0 to 28- 4-0, Interior(1) 28-4-0 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL= 1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=304, 11= 300. 7) " Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411•7473 rev. 10/03/2015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the -- fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type city Ply Park Sq/ Walton II 2283B-Bonus T11992061 P2283B-BRT A4 SPECIAL 1 1 Job Referen e o tional Mid -Florida Lumber, Bartow, FL. 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 06 11:45:06 2017 Page 1 ID:3zzrE5595gHBgKdROwR6OYzkwee-t5rjYUvmvj ik1B8nRjIN WOpYAYgVb7eDYmhZcHygNPx 1-0. 15-2-0 7-81 274-0 z7-12-4 50. L 7- 10-4 264-10-0 6167-4 1-a 0. 0 5x5 11 6. 00 12 5.5 = Scale = 173.3 15 28 29 14 1330 31 12 11 3x6 / 3x4 = 5x8 = 3x6 = 3x8 = 1. 5x4 1 3x6 i 9-11 I 17_8.1 1 27_4-0 1 33-4-12 I 40-0-o I LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 TCDL 10.0 Lumber DOL 1.25 BC 0.78 BCLL 0.0 ' Rep Stress Incr YES WB 0.68 BCDL 10.0 Code FBC2014/TP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 'Except' 3-4: 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1662/0-7-8, 9=1658/0-7-8 Max Horz 2= 172(LC 11) Max Uplift2=-302( LC 12), 9=-302(LC 12) DEFL. in (loc) I/deft Ud Vert(LL) -0. 29 14-15 >999 240 Vert(TL)-0. 7412-14 >648 180 Horz(TL) 0. 16 9 n/a n/a PLATES GRIP MT20 244/190 Weight: 215 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 7-3-8 oc bracing. WEBS 1 Row at midpt 5-14 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2- 22=-2916/884, 3-22=-2770/905, 3-23=-2814/956, 4-23=-2724/971, 4-5=-2789/1008, 5-6=2473/ 882, 6-24=-2157/807, 24-25=-2157/807, 7-25=2157/807, 7-26=-2384/834, 8-26=-2472/ 819, 8-27=-2881/932, 9-27=-2964/919 BOT CHORD 2- 15=-696/2646, 15-28=-445/2023, 28-29=-445/2023, 14-29=-445/2023, 13-14=-628/2430, 13-30=-628/ 2430, 30-31=-628/2430, 12-31=-628/2430, 11-12=-750/2577, 9-11=-750/ 2577 WEBS 3-15=- 427/273, 4-15=-263/785, 4-14=-549/1729, 5-14=-1354/536, 6-12=-512/195, 7-12=-213/ 808,8-12=-515/242 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp B; Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 3-0-0, Interior(1) 3-0-0 to 15-2-0, Exterior(2) 15-2-0 to 31-4-0, Interior(1) 31-4-0 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 0=11b) 2=302, 9=302. 7) " Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MI TEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/ Wafton II 2283B-Bonus TI 1992062 P2283B-BRT A5 SPECIAL 1 1 ob ference o tional Mid -Florida Lumber, Barlow, FL. 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 06 11:45:07 2017 Page 1 ID:3zzrE5595gH BgKdROwR6OYzkwee-LHP61gwOg 1 gbMLjz?Qpc3bLj3yAEKVzMm QQ68jygN Pw 1-0. 7-10-0 15-2-0 19-8-0 24-6-0 29-3-15 34-4-12 40.0.0 1-0- 1-0.0 7-10-0 7-3-12 4-6-0 4-10-0 4-10.0 1.12 57-4 -0.0 Scale = 1:73.3 cs d 4x5 = 5x6 = 6.00 12 23 14 29 3u 13 31 32 12 11 3x4 = 6x10 = 3x8 = 1.5x4 10-1-4 19-8-0 29-3-15 34-4-12 40-0.0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 TCDL 10.0 Lumber DOL 1.25 BC 0.81 BCLL 0.0 Rep Stress Incr YES WB 0.99 BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 `Except* 3-4: 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1663/0-7-8, 9=1657/0-7-8 Max Horz 2=-172(LC 10) Max Uplift2=-302(LC 12), 9=-302(LC 12) DEFL. in (loc) I/deft Ud Vert(LL) -0.43 13-14 >999 240 Vert(TL)-0.9313-14 >514 180 Horz(TL) 0.17 9 n/a n/a 3x6 = PLATES GRIP MT20 244/190 Weight: 208 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 7-1-5 oc bracing. WEBS 1 Row at midpt 4-13 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-21=-2893/900, 3-21=-2737/924, 3-22=-2692/920, 4-22=-2601/935, 4-23=-3373/1245, 5-23=-3423/1230, 5-6=-2914/1018, 6-24=2298/851, 24-25=-2298/851, 25-26=-2298/851, 7-26=-2298/851, 7-27=-2547/889, 8-27=-2617/872, 8-28=-2905/965, 9-28=-2981/948 BOT CHORD 2-14=-695/2616, 14-29=-442/1979, 29-30=-442/1979, 13-30=-442/1979, 13-31=-771/2752, 31-32=-771/2752, 12-32=-771/2752, 11-12=-787/2599, 9-11=-787/2599 WEBS 3-14=-427/271, 4-14=-209/765, 4-13=-727/2142, 5-13=-1736/694, 6-13=-27/369, 6-12=-744/266, 7-12=-242/877,8-12=-380/198 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp B; Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 3-0-0, Interior(1) 3-0-0 to 15-2-0, Exterior(2) 15-2-0 to 19-2-0, Interior(1) 19-8-0 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=302, 9=302. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Vwffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ERICisalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPIt Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq/ Walton II 228313-Bonus T11992063 P2283B-BRT A6 SPECIAL 1 1 ob Reference o i n I Mid -Florida Lumber, Barlow, FL. 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 06 11:45:08 2017 Page 1 ID:3zzrE5595gHBgKdROwR60Yzkwee-pUzUzAx1 RLyS_UTAZSKrbpuzaMcS3?pW?4Agg9ygNPv 10.38 152-0 18-3-1 21-4-1 26-2-0 31-0-0 352-12 40.0-0 1-0. 1-0.0 SSO 4-10.8 4-10.8 3-1-0 3-1-0 4-10-6 4-10-0 4-2-12 4-9-4 Scale = 1:73.0 5x5 = 6.00 F12 21 20 19 18 17 16 15 14 13 4x5 = 2x4 I 7.6 — 7x8 — 4x4 = 7x8 = 4x4 = 2x4 14x5 = 140-8 Q 17-4-0 1 20.7-8 21- -1 26-2-0 1 31-0-0 352-12 40.0-0 SSO 4-10-8 3-&0 1-1-8 2-2-0 338 O-& 4-10.0 4-10-0 4-2-12 4-&4 Plate Offsets (X,Y)— f3:0-2-8,0-3-01. f7:0-5-4.0-2-81 f9:0-5-4 0-2-81 f15:0-4-0 0-4-81 f18:0-4-0 0-4-81 f20:0-2-12 0-4-121 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 TCDL 10.0 Lumber DOL 1.25 BC 0.43 BCLL 0.0 ' Rep Stress Incr NO WB 0.83 BCDL 10.0 Code FBC2014/TP12007 Matrix-M) DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.05 20-21 >999 240 MT20 244/190 Vert(TL)-0.1120-21 >999 180 Horz(TL) 0.02 11 n/a n/a Weight: 266 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-4 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 6-0-0 oc bracing: 17-18,16-17,15-16. WEBS 1 Row at midpt 4-18, 5-18 REACTIONS. All bearings 0-7-8 except Ot=length) 18=6-7-0, 19=0-3-8, 17=0-3-8. lb) - Max Horz 2=-155(LC 6) Max Uplift All uplift 100 lb or less at joint(s) except 2=-204(LC 8), 18=-772(LC 8), 11=-202(LC 25), 19=-122(LC 8), 17=-229(LC 25) Max Grav All reactions 250 lb or less at joint(s) except 2=852(LC 17), 18=3038(LC 1), 11=723(LC 14), 19=481(LC 1), 17=599(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1428/326, 3-4=-910/409, 4-5=-216/1216, 5-6=-201/1198, 6-7=-106/702, 7-8=-493/302, 8-26=493/302, 9-26=-493/302, 9-10=-790/284, 10-1 1=1 188/324 BOT CHORD 2-21=-307/1227, 20-21=-310/1221, 19-20=-451/759, 18-19=-451/759, 17-18=-826/315, 16-17=-826/315, 15-16=-612/257, 14-15=128/642, 13-14=-225/1019, 11-13=-225/1019 WEBS 3-21=0/276, 3-20=-530/132, 4-20=-621/2175, 4-18=-2329/710, 5-18=1252/250, 6-18=-459/154, 6-16=-135/498, 7-16=-725/270, 7-15=206/1089, 9-14=-25/330, 10-14=-442/111, 8-15=-330/106, 9-15=-423/91 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuR=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Opsf; h=15ft; B=45ft, L=24ft; eave=5ft; Cat. 11. Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live 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 204 lb uplift at joint 2, 772 lb uplift at joint 18 202 lb uplift at joint 11, 122 lb uplift at joint 19 and 229 lb uplift at joint 17. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1982 lb down and 638 lb up at 10-1-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=60, 5-7=-60, 7-9=-60, 9-12=-60, 2-11=-20 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. q- Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing r l04 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/ Wallon II 2283B-Bonus T11992063 P2283B-BRT A6 SPECIAL 1 1 Job Reference o tional Mid -Florida Lumber, Bartow, FL. LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 20=1982 fl 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 06 11:45:08 2017 Page 2 ID:3zzrE5595gHBgKdROwR6OYzkwee-pUzUzAxIRLyS_UTAZ8KrbpuzaMcS3?pW?4Agg9ygNPv WARNING - Veri/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the is fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type oty Ply Park Sq/ Walton II 2283E-Bonus T71992064 P2283B-BRT A7 HIP 1 1 ob Ref rence o t nal Mld-Flonda Lumber, Banow, FL. /.ti4U s Aug 1b ZU1 / MI I el( Inausines, Inc. vveo Jep m 11:40:Ue ZUl I rage 1 ID:3zzrE5595gHBgKdROwR6OYzkwee-HgXsAWyfCe4lcetM6rr480R 5fmpjoTFfEkwDDcygNPu 11-0-0 5-0-0 9-8-14 14-4-0 18-1-5 21-10-11 25-8-0 30.3-2 35-0-0 -0-0 0-0 1-0-0 5-0-0 4-8-14 4-7-2 3-9-5 404,1- 3- 9-5 3-9-5 4-7-2 4-8-14 5-0-0 1-0-0 Scale = 170.7 6. 00 12 5x7 = 1. 5x4 II 3x8 = 1.5x4 11 5x8 = 4x5 = 1.5x4 11 5x7 = 21 44 45 20 46 1947 18 48 49 17 50 51 16 52 53 15 54 55 14 56 57 13 3x5 = 1. 5x4 II 3x8 = 5x6 = 3x10 = 1.5x4 11 5x7 = 4x10 = 1. 5x4 I 3x5 = LOADING ( psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/TP12007 CSI. TC 0.71 BC 1.00 WB 0.75 Matrix- M) DEFL. in (loc) I/defl Ud Vert( LL) -0.09 20-21 >999 240 Vert( TL) -0.24 20-21 >620 180 Horz( TL) 0.04 15 n/a n/a PLATES MT20 Weight: 199 lb GRIP 244/ 190 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-12 oc purlins. BOT CHORD 2x4 SP No.I D *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 15- 18: 2x4 SP No.2 6-0-0 oc bracing: 16-17,15-16 WEBS 2x4 SP No.3 5-3-4 oc bracing: 14-15. REACTIONS. All bearings 0-7-8. lb) - Max Horz 2=64(LC 7) Max Uplift All uplift 100 lb or less at joint(s) except 2=-212(LC 8), 15=-497(LC 8), 11=-127(LC 8), 19=-148(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 2=953(LC 17), 15=2456(LC 1), 11=563(LC 18), 19=803(LC 17) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1554/317, 3-28=-1376/333, 28-29=-1376/333, 4-29=-1376/333, 4-30=-13761333, 30- 31=-13761333, 31-32=-1376/333, 5-32=-1376/333, 5-33=-948/243, 33-34=-948/243, 6-34=-948/243, 6-35=-948/243, 35-36=-948/243, 7-36=-948/243, 7-37=-276/1560, 37-38=-276/1560, 8-38=-276/1560, 10-11=-693/131 BOT CHORD 2-21=- 213/1328, 21-44=-211/1343, 44-45=-211/1343, 20-45=-211/1343, 20-46=-191/1088, 19-46=-191/1088, 19-47=-191/1088, 18-47=-191/1088, 18-48=-191/1088, 48-49=-191/1088, 17-49=-191/1088,15-54=-1560/367,54-55=-1560/367, 14-55=-15601367, 14- 56=-70/574, 56-57=70/574, 13-57=70/574, 11-13=73/563 WEBS 3-21=0/ 360, 5-18=-424/140, 6-17=-312/121, 7-17=-240/1163, 7-15=-1859/385, 8-15=-1242/312, 10-13=0/303, 4-20=-440/171, 5-20=-70/331, 9-14=-427/169, 10-14=-654/119, 8-14=-352/1780 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7- 10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp B, Encl., GCpi= 0.18, MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live 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 212 lb uplift at joint 2, 497 lb uplift at joint 15 127 lb uplift at joint 11 and 148 lb uplift at joint 19. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed Copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall _ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing i is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrTPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq/ Walton II 2283E-Bonus T71992064 P2283B-BRT A7 HIP 1 1 Job Reference o tional Mid -Florida Lumber, Bartow, FL. 7.540 s Aug 16 2017 MiTek IntluStnes, Inc. wed Sep u6 11:45:09 2017 Page 2 I D:3zzrE5595gH BgKdR OWR6OYZkwee-HgXsAWyfCe4lcetM6rr480R 5fmpjoTFfEkwDDcygN Pu NOTES- 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 181 lb down and 157 lb up at 5-0-0, 80 lb down and 64 Ito up at 7-0-12, 80 lb down and 64 lb up at 9-0-12, 80 lb down and 64 lb up at 11-0-12, 80 lb down and 64 lb up at 13-0-12, 80 lb down and 64 lb up at 15-0-12, 80 lb down and 64 lb up at 17-0-12, 80 lb down and 64 lb up at 19-0-12, 80 lb down and 64 lb up at 20-11-4, 80 lb down and 64 lb up at 22-11-4, 80 lb down and 64 lb up at 24-11-4, 80 lb down and 64 lb up at 26-11-4, 80 lb down and 64 lb up at 28-11-4, 80 lb down and 64 lb up at 30-11-4, and 80 lb down and 64 lb up at 32-11-4, and 181 lb down and 157 lb up at 35-0-0 on top chord, and 87 lb down at 5-0-0, 36 lb down at 7-0-12, 36 lb down at 9-0-12, 36 lb down at 11-0-12, 36 lb down at 13-0-12, 36 lb down at 15-0-12, 36 lb down at 17-0-12, 36 lb down at 19-0-12, 36 lb down at 20-11-4, 36 lb down at 22-11-4, 36 lb down at 24-11-4, 36 lb down at 26-11-4, 36 lb down at 28-11-4, 36 lb down at 30-11-4, and 36 lb down at 32-11-4, and 87 lb down at 34-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=60, 3-10=-60, 10-12=-60, 22-25=-20 Concentrated Loads (lb) Vert: 3=-123(F) 10=-123(F) 21=-64(F) 13=-64(F) 28=-51(F) 29=-51(F) 30=-51(F) 31=-51(F) 33=-51(F) 34=-51(F) 35=-51(F) 36=-51(F) 37=51(1`) 38=-51(F) 40=-51(F) 41=-51(F) 42=-51(F) 43=-51(F) 44=-26(F) 45=-26(F) 46=-26(F) 47=-26(F) 48=-26(F) 49=-26(F) 50=-26(F) 51=-26(F) 52=-26(F) 53=-26(F) 54=-26(F) 55=-26(F) 56=26(F) 57=-26(F) mmmmmmmmm WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not Wflrbbatrusssystem. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq/ Walton II 2283B-Bonus T11992065 P2283B-BRT 81 MONO HIP 5 1 obRef r e o ti n l Mid -Florida Lumber, Ban—, FL. 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 06 11:45:10 2017 Page 1 ID:3zzrE5595gH BgKdROwR6OYzkwee-Is5ENszHzyC9DoSYgYMJgEzKtACMXvaoTOfml2ygNPt 1-0-q 7-4-2 + 14-1-12 19-2-0 232-0 27-4-0 1 If, 7-4-2 6-9-10 4-10-4 4-2 y11 d 44 = 1.5x4 11 Scale = 1:61.7 3x4 = 5 18 6 19 7 12 '' 10 "' 9 8 3x4 = 1x4 I 3x4 = 3z8 = 3x4 = 3x4 = Plate Offsets (X,Y)— f2:0-0-8,Edgel, (3:0-3-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.21 8-9 >756 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.72 Vert(TL) -0.40 8-9 >388 180 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(TL) 0.01 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 183 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-4 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 9-10. WEBS 1 Row at midpt 7-8, 5-9, 6-9, 6-8 REACTIONS. (lb/size) 8=44 1 /Mechanical, 2=574/0-7-8, 10=122010-3-8 Max Harz 2=286(LC 12) Max Uplift 8=-1 04(LC 12), 2=-61(LC 12), 10=-234(LC 12) Max Grav 8=497(LC 17), 2=574(LC 1), 10=1274(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-16=-577/0, 3-16=-490/0 BOT CHORD 2-12=-248/452, 11-12=-249/449, 10-11=-249/449 WEBS 3-12=0/296, 3-10=-628/234, 4-10=-840/327, 4-9=-67/429, 6-8=-307/191 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=27ft, eave=4ft; Cat. 11; Exp B, Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 19-0-0, Exterior(2) 19-0-0 to 23-2-0 zone,C-C for members and forces & MWFRS for reactions shown; Lumber D0L=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 104 lb uplift at joint 8, 61 lb uplift at joint 2 and 234 lb uplift at joint 10. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. . Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not t a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall builtling design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq/ Walton II 2283B-Bonus T11992066 P2283B-BRT 31A MONO HIP 1 1 ob eferen o bona Mid -Florida Lumber, Bartow, FL. 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 06 11:45:12 2017 Page 1 I D:3zzrE5595gHBgKdROwR6OYzkwee-iFD?oX_XUZTtT6cxozPnmf3hDzsU?tp5wi8tpxygNPr t1-0-q 6-8-5 12-10-3 19-0-0 23-2-0 1 27-4-0 1-0.0 6-8-5 6-1-13 6-1-13 4-2-0 4-2-0 b11 44 = Scale = 1:61.5 3x4 = 1.5x4 5 17 6 18 7 9 6 3x4 — 4x4 — 3x8 = 5x5 = 4x4 = 9-94 Plate Offsets MY)— f2:0-2-O.Edgel, r3:0-2-8,0-3-01 9-2-12 8-4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.18 9-11 >999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -0.40 9-11 >816 180 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.06 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 174 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-15 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-2-15 oc bracing. WEBS 1 Row at midpt 7-8. 4-9, 6-8 REACTIONS. (lb/size) 8=1074/Mechanical, 2=1161/0-7-8 Max Horz 2=286(LC 12) Max Upllft8=-227(LC 12), 2=-172(LC 12) Max Grav 8=1174(LC 17), 2=1173(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-15=-1908/393, 3-15=-1840/413, 3-4=-1676/381, 4-16=-881/213, 5-16=-803/234, 5-17=-729/266, 6-17=-729/266 BOT CHORD 2-11=-661/1703, 11-19=-488/1238, 10-19=-488/1238, 10-20=-488/1238, 9-20=-488/1238, 9-21=-162/415, 21-22=-162/415, 8-22=-162/415 WEBS 3-11=-341/202, 4-11=-102/551, 4-9=-731/316, 6-9=-267/810, 6-8=-1050/418 NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft, B=45ft, L=27ft; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 19-0-0, Exterior(2) 19-0-0 to 23-2-0 zone;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 8=227, 2=172. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type oty Ply Park Sq/ Walton 11 2283B-Bonus T71992067 P2283B-BRT B2T SPECIAL 1 1 fern o lion I Mid -Florida Lumber, Bartow, FL. 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 06 11:45:13 2017 Page 1 I D:3zzrE5595gHBq KdROwR6OYzkwee-ARnNOt?9Ftbk4GA7 LhwOlsbiDNDTkGHF9MuOMNygN Pq 1-0-0 2-7-0 3-7-0 7-58 11-0-8 12-0-8 19-6-0 27-4-0 1-40 2-7-0 -0.0 3-10.8 3-7-0 1-0-0 7-58 7-10.0 d, 5x5 = 20 21 3x5 = Scale = 162.6 14 bxb — 11 " 10 `'' 9 5x6 /,r2.00 12 5x5 2x6 11 3x6 = 3x8 = 7-0 -7-0 6- 7-4-0 2-7-0 -0-0 7-SB -40 7-58 7-1a0 LOADING (pso SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2014rTP12007 CSI. DEFL. in (loc) I/defl Ud TC 0.99 Vert(LL) -0.19 12-13 >999 240 BC 0.82 Vert(TL) -0.61 12-13 >536 180 WB 0.81 Horz(TL) 0.20 9 n/a n/a Matrix-M) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD WEBS REACTIONS. (lb/size) 9=1063/Mechanical, 2=1172/0-7-8 Max Horz 2=293(LC 12) Max Uplift9=-226(LC 12), 2=-172(LC 12) Max Grav 9=1166(LC 17), 2=1172(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-18=-1589/276, 3-18=-1543/283, 3-4=-3739/1081, 4-5=-3768/1150, 5-6=1789/444, 6-19=-802/186, 7-19=-706/198, 7-20=-653/242, 20-21=-653/242, 8-21=-653/242, 8-9=1012/432 BOT CHORD 2-14=-555/1382, 13-14=-686/1771, 12-13=-793/2059, 11-12=-644/1724, 11-22=-475/1262, 10-22=-475/1262 WEBS 3-14=-1393/522, 3-13=-805/2230, 6-12=-585/1666, &11 =1 053/464, 6-10=-787/299, 8-10=-388/1047, 5-13=-619/1669, 5-12=-573/256 10§ PLATES GRIP MT20 244/190 Weight: 182 lb FT = 20% Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-7-11 oc bracing. 1 Row at midpt 8-9, 6-10, 7-10, 8-10 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft; B=45ft, L=27ft; eave=4ft, Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 19-6-0, Exterior(2) 19-6-0 to 22-6-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 9=226, 2=172. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. . Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not 1 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 AMCisalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, OSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type - Qty Ply Park Sq/ Walton 112283E-Bonus T11992068 P2283B-BRT B3T SPECIAL 1 1 fer o ti n Mid -Florida Lumber, Bartow, FL. 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 06 11:45:14 2017 Page 1 I D:3zzrE 5595gH Bq KdROwR6OYzkwee-eeKI D DOnOBj bi P I KvO R Fr48?d nZjTjb000d_upyg N P p 11-0-Q 2-7-0 3-7-0 7-5-8 11-0-8 12-0-8 17-3-4 20-0-0 22-5-15 27-4-0 1-0-0 2-7-0 1-0-0 3-10.8 3-7-0 1-0-0 5-2-12 2-8-12 2-5-15 4-10-1 4x4 = Scale = 1:64.8 17 5x5 = 14 13 zs za 12 Sx6 '. 2 00 12 5x5 \\ 2x6 3x6 = 4x8 = 4x8 = 2-7-0 3-7.0 11-0.8 12-0-8 17-3-4 22-5-15 27-4-0 2-7-0 1-0-0 7-5-8 1-0.0 5-2-12 5-2-12 4-10.1 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2014/TP12007 CSI. DEFL. in (loc) I/deft L/d TC 0.50 Vert(LL) 0.19 15-16 >999 240 BC 0.82 Vert(TL) 0.61 15-16 >534 180 WB 0.81 Horz(TL) 0.20 11 n/a n/a Matrix-M) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD WEBS REACTIONS. (lb/size) 11=1063/Mechanical, 2=1172/0-7-8 Max Horz 2=265(LC 12) Max Uplift 11=217(LC 12), 2=-182(LC 12) Max Grav 11=1124(LC 17), 2=1172(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-21=-1590/317, 3-21=-1544/323, 3-4=-3638/1075, 4-5=-3650/1132, 5-6=-1726/466, 6-7=-940/279, 7-8=-927/355, 8-9=-574/223, 9-22=-483/168, 10-22=-483/168, 10-11=-1041 /403 BOT CHORD 2-17=-538/1343, 16-17=-665/1722, 15-16=-774/1993, 14-15=-593/1637, 13-14=-442/1180, 13-23=-207/573, 23-24=-207/573, 12-24=-207/573 WEBS 3-17=-1354/507, 3.16=-769/2147, 6-15=-558/1641, 6-14=1095/417, 6-13=-601/235, 7-13=-256/177, 9-12=-467/228, 10-12=-361/1041, 5-16=-577/1604, 5-15=601/275, 8-13=-329/885. 8-12=-372/ 141 PLATES GRIP MT20 244/190 Weight: 216 lb FT = 20% Structural wood sheathing directly applied or 2-7-7 oc purlins, except end verticals. Rigid ceiling directly applied or 6-8-11 oc bracing. 1 Row at midpt 10-11, 7-13, 9-12, 8-12 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuR=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=27ft; eave=4ft; Cat. 11; Exp B, Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 20-0-0, Exterior(2) 20-0-0 to 22-5-15 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 11=217, 2=182. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev, 10/03/2015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall - building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/ Walton II 22836-Bonus T71992069 P2283B-BRT B4T SPECIAL 1 1 ob Refere c o do Mid -Florida Lumber, Barlow, FL. 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 06 11:45:14 2017 Page 1 ID: 3zzrE5595gHBgKdROwR6OYzkwee-eeKIDDOnOBjbiP IKvORFr46xynYNTjY00od_upygN Pp 11-0-Q 2-7-0 3- 0- 0 7-7-8 11-0-8 11.4r6 15-8-4 20-0-0 23-4-0 27-4-0 2-7-0 1-0-0 4-0-8 3-5-0 0-4-0 4-3-12 4-3-12 3-4-0 4-0-0 1 d 4x5 11 15 4x5 = 3x4 = 7x8 = < i « 6.00112 Sx5 = 3x6 = Sx6 'f2 00 12 5x8 MT20HS = Scale = 1:64.8 Plate Offsets (X,Y)— 2:0-2-12,0-1-81. f11:0-2-8,0-2-41. f13:0-7-8,0-2-01 f13:0-2-0,0-2-01, f14:0-5-4.0-2-41. f15:0-2-8.Edoe1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) 0.21 13-14 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.84 Vert(TL) 0.63 13-14 >516 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.81 Horz(TL) 0.10 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 184 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD WEBS REACTIONS. (lb/size) 2=1171/0-7-8, 10=1064/Mechanical Max Horz 2=199(LC 12) Max Upl'Ift2=-200(LC 12), 10=-198(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-19=-1600/375, 3-19=-15551381, 3-4=-3657/1083, 4-5=-3675/1148, 5-6=1634/480, 6-7=1187/395, 7-20=-1193/473, 8-20=-1106/484, 9-10=-979/370, 8-23=-587/272, 23-24=-600/257, 9-24=-690/256 BOT CHORD 2-15=-498/1359, 14-15=-612/1742, 13-14=-686/1921, 12-13=-476/1439, 12-21=-184/627, 21-22=-184/624, 11-22=-184/622 WEBS 3-15=-1365/466, 3-14=-714/2162, 6-13=-114/460, 7-12=-270/163, 8-12=-345/1002, 8-11=-437/184, 5-14=-575/1726, 5-13=-600/262, 6-12=-635/236, 9-11 =-1 72/739 Structural wood sheathing directly applied or 2-7-1 oc purlins, except end verticals. Rigid ceiling directly applied or 7-1-9 oc bracing. 1 Row at midpt 8-11 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, VuIt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft; 6=45ft, L=27ft, eave=4ft, Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 20-0-0, Exterior(2) 20-0-0 to 23-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=200, 10=198. 8) "Semi -rigid p tchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MO-7473 rev. 1010312015 BEFORE USE. —- Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Y is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - @ fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/ Watlon II 2283B-Bonus T11992070 P2283B-BRT BST SPECIAL 1 1 o eferen a tion Mid -Florida Lumber, Bartow, FL. 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 06 11:45:15 2017 Page 1 I D:3zzrE 5595gH Bq Kd R OwR6OYzkwee-6qu7 RZOQ nU rS KZKW T6yU N Hh6 i BucCAoXcg NXQ GygN Po 11-0-Q 2T 7-0 3Z 7-7-8 11-4-8 15-8-4 18-149 20-o-r>, 2r34-0 1 27 1-0.0 2-7-0 1-0.0 4-0.8 3-9-0 4312 3-2-5 1-1-7 3-4-0 4-D-0 4x8 o= 3x4 — 2t 22 11 6.00 112154x5 = 7x8 = Sx5 = 3x6 = 5x6 4l'2.00 12 5x8 MT20HS = 2-7- -7- -4- 1 -4 18- 0. 0.0- 21- - -4- 2-7-0 -0.0 7-9-8 4312 3-2-5 1-1-7 1-8-8 5-7-8 Scale = 165.3 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.74 BC 0.84 WB 0.81 Matrix-M) DEFL. in (loc) I/defl L/d Vert(LL) -0.21 13-14 >999 240 Vert(TL) -0.63 13-14 >516 180 Horz(TL) 0.10 10 n/a n/a PLATES MT20 MT20HS Weight: 184 lb GRIP 244/190 187/143 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-1-11 oc bracing. WEBS 1 Row at midpt 8-11 REACTIONS. (lb/size) 2=1171/0-7-8, 10=1064/Mechanical Max Horz 2=199(LC 12) Max Uplift2=-200(LC 12), 10=-198(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-19=-1600/374, 3-19=-1554/381, 3-4=-3656/1083, 4-5=-3675/1148, 5-6=1634/480, 6-7=1187/394, 7-20=-1183/468, 8-20=-1099/479, 9-10=-979/370, 8-23=-589/271, 23-24=-602/256, 9-24=-690/255 BOT CHORD 2-15=-498/1358, 14-15=-611/1741, 13-14=-685/1918, 12-13=-476/1439, 12-21=-187/632, 21-22=-187/629, 11-22=-187/627 WEBS 3-15=-1364/466, 3-14=-714/2162, 6-13=-115/460, 5-14=-576/1728, 5-13=-598/262, 7-12=-252/154, 6-12=-634/236, 8-12=-335/982, 8-11=-442/187, 9-11=175/744 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=27ft; eave=4ft; Cat. 11, Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 20-0-0, Exterior(2) 20-0-0 to 23-D-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=200, 10=198. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTelkS connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq/ Walton II 2283E-Bonus T11992071 P2283B-BRT Be MONO HIP 1 1 b Reference o tional mio-rionoa LUmOef, eanow, rL. t.oau s Aug - zut w mi i es mausmes, mc. vvea aep uo 1 t:ao:to zut t rage 1 ID:3zzrE5595gHBgKdROwR6OYzkwee-aOSVevl2YozJxjvi 1 pTjwV D NAaJ4xjwhrK65yiygN Pn 6-0-5 11-6-3 17-0-0 22-0-4 27-4-0 6-0-5 5-5-13 5-5-13 5-0-0 5-3-12 1 5x5 = Scale = 1:58.7 1x4 3x4 = 5 18 19 6 20 7 11 c. cc ii 10 c c» 9 c 8 3x4 3x4 = 3x4 = 3x8 = 1.5x4 II 3x4 = 7-4-2 5-9-10 7-10-8 53-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) 0.11 9-10 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.51 Vert(TL) 0.22 9-10 719 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.44 Horz(TL) 0.01 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD WEBS REACTIONS. (lb/size) 8=39 1 /Mechanical, 2=523/0-7-8, 10=1321/0-3-8 Max Horz 2=258(LC 12) Max Uplift 8=-91 (LC 9), 2=55(LC 12), 10=-261(LC 12) Max Grav 8=470(LC 24), 2=523(LC 1), 10=1436(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-16=-525/0, 3-16=-457/0, 3-4=-390/18, 5-17=-108/333, 7-8=398/184 BOT CHORD 2-12=-237/425 WEBS 3-12=-300/178, 4-12=-154/521, 4-10=-556/288, 5-10=702/263, 7-9=-121/327, 6-9=359/ 192. 5-9=-52/326 PLATES GRIP MT20 244/190 Weight: 176 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 7-8, 5-10, 6-9 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuR=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft, L=27ft; eave=4ft, Cat. 11. Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 17-0-0, Exterior(2) 17-0-0 to 21-2-15 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 2 except Qt=lb) 10=261. 8) "Semi -rigid pftchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2016 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not - a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - rw fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/ Walton II 2283E-Bonus T11992072 P2283B-BRT B7 MONO HIP 1 1 job Reference o lion I M0-1-10naa Lumber, ban—, FL. 7.640 s Aug 16 2011 Mil ek Industries, Inc. Wed Sep O6 11:45:17 2017 Page 1 I D:3zzrE5595gH BgKdROwR6OYzkwee-2DOtrF2gJ65AZtU ua WyTim UR_cKg7wg4_seV8ygNPm r1-0-0i 7-9-4 15-0.0 21-2-0 27-4-0 1-0-0 7-94 7-2-12 6-2-0 6-2-0 4x8 = Scale = 1:51.7 1.4 3x4 = 6.00 12 4 1819 5 20 6 M QI1 0 12 10 9 - 8 -- 7 3x5 1x4 ll 44 = 3x4 = 3x8 = 1.5x4 7-9- 14-3-8 1 -0- - -0 7-4- 7-9-4 6-6-4 -8-8 6-2-0 6-2-0 Plate Offsets (X Y)— 13:0-3-8 0-3-01 14:0-5-4 0-2-0) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.08 8-9 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.70 Vert(TL) 0.20 8-9 766 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.58 Horz(TL) 0.04 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD WEBS REACTIONS. (lb/size) 7=827/Mechanical, 2=936/0-7-8, 10=472/0-3-8 Max Horz 2=230(LC 12) Max Uplift7=-174(LC 12), 2=-160(LC 12), 10=-64(LC 12) Max Grav7=886(LC 17), 2=936(LC 1), 10=472(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-16=-1315/305, 3-16=-1223/329, 3-17=-744/213, 4-17=-654/229, 4-18=-530/209, 18-19=-530/209, 5-19=-530/209, 5-20=-530/209, 6-20=-530/209, 6-7=783/350 BOT CHORD 2-12=-509/1136, 11-12=-510/1134, 10-11=-510/1134, 9-10=-510/1134, 9-21=-269/597, 8-21=-269/597 WEBS 3-12=0/250, 3-9=-619/273, 5-8=-428/223, 6-8=-330/836 PLATES GRIP MT20 244/190 Weight: 163 lb FT = 20% Structural wood sheathing directly applied or 4-8-10 oc purlins, except end verticals. Rigid ceiling directly applied or 7-11-11 oc bracing. 1 Row at midpt 6-7, 3-9, 4-8 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, Vutt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=27ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 15-0-0, Exterior(2) 15-0-0 to 19-2-15 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf 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.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10 except (it=11o) 7=174, 2=160. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the R fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPlt 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 Dty Ply Park Sq/ Walton II 2283B-Bonus T11992073 P2283B-BRT B8 MONO HIP 1 1 Job Reference do I Mid -Florida Lumber, Bartow, FL. 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 06 11:45:17 2017 Page 1 ID:3zzrE5595gHBgKdROwR6OYzkwee-2DOtrF2gJ65AZtUuaW.yTim SS_g9g6kg4_seV8ygNPm r1-0-0 6-9-4 130-0 20-8-0 27-4-0 1 0-0 6-9-4 6-2-12 7-8-0 6-8-0 Scale = 149.0 5x5 = 3x4 = 3x4 = 4 17 18 19 5 20 6 11 g 8 7 3x4 = 3x4 = 3x4 = 3x4 = 1.5x4 II LOADING (psi] SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 TCDL 10.0 Lumber DOL 1.25 BC 0.39 BCLL 0.0 ' Rep Stress Incr YES WB 0.66 BCDL 10.0 Code FBC2014/TP12007 Matrix-M) 3x4 = DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) -0.07 9-11 >999 240 MT20 244/190 Vert(TL) -0.15 9-11 >999 180 Horz(TL) 0.01 7 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No-2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD WEBS REACTIONS. (lb/size) 7=364/Mechanical, 2=503/0-7-8, 9=1368/0-3-8 Max Horz 2=202(LC 12) Max Uplift7=-79(LC 9), 2=71(LC 12), 9=-263(LC 12) Max Grav 7=455(LC 24), 2=503(LC 1), 9=1429(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-15=-466/0, 3-15=-388/9, 3-16=-480/133, 4-16=-404/154, 4-17=-93/306, 17-18=-93/306, 18-19=-93/306, 5-19=-93/306, 6-7=-366/149 BOT CHORD 2-11=-197/372 WEBS 3-11=-399/273, 4-11=-321/790, 4-9=-762/394, 5-9=-670/216, 6-8=-91/305 Weight: 158 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 9-11. 1 Row at midpt 5-9 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vutt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=27ft; eave=4ft; Cat. II; Exp B, Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1)2-0-0 to 13-0-0, Exterior(2) 13-0-0 to 17-2-15 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 2 except (jt=lb) 9=263. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ironicatrusssystem. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type oty Ply Park Sq/ Waiton II 2283B-Bonus T11992074 P2283B-BRT 89 MONO HIP 1 1 ob eferen o do mu-r iuiaa urtiuer, oanuw, . r uy io ..eP — i raye , ID:3zzrE5595gHBgKdROwR6OYzkwee-WPaG3b314PD1 B1358EVB?wljiOl kPb?_lebB1 aygNPI r1-0-0 5-9-4 11-0-0 16r4-3 i 2b8-5 i 27-4-0_ 1-0-0 1.4 5-2-12 54-3 5-4-3 5-7-11 Scale = 1:49.0 d1 5x5 = 3x4 1.4 II 3x4 = 4 18 19 20 5 21 6 22 7 10 _. 9 8 3x4 3x4 = 3x4 = 3x8 = 1.5x4 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) 0.07 9-10 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.37 Vert(TL) 0.15 9-10 999 180 BCLL 0.0 " Rep Stress Incr YES WB 0.53 Horz(TL) 0.01 10 n/a n/a BCDL 10.0 Code FBC2014/rPI2007 Matrix-M) LUMBER- BRACING - PLATES GRIP MT20 244/190 Weight: 154 lb FT = 20 TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 8=375/Mechanical, 2=506/0-7-8, 10=135410-3-8 Max Horz 2= 175(LC 12) Max Uplift8=-78( LC 9), 2=79(LC 12), 10=-256(LC 12) Max Grav 8= 425(LC 22), 2=506(LC 1), 10=1354(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2- 16=-512/72, 3-16=450/86, 3-17=-357/76, 4-17=-278/94, 4-18=-125/343, 18-19=-125/ 343, 19-20=-125/343, 5-20=-125/343, 7-8=-381/140 BOT CHORD 2- 12=-244/403 WEBS 3-12=- 311/218, 4-12=-179/488, 4-10=-656/330, 5-10=682/274, 5-9=-121/417, 6-9=-349/ 186, 7-9=-81/335 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=27ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 11-0-0, Exterior(2) 11-0-0 to 15-2-15 zone;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 2 except 0=1b) 10=256. 8) " Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/ Walton 112283B-Bonus T11992075 P2283&BRT B10 MONO HIP 1 1 of r n o ti I mia-rionaa Lumber, earIM, VL. 1-0-0 - 4-9-4 4-2-12 6-1-15 f.b40 s Aug to z01 r Mi I ek Industries, Inc. wed Sep ub 11:4b:71 Z01 r Page 1 I D:3zzrE5595gHBgKdROwR6OYzkwee-D3fcbBzvkGKOry1 IEGtYDRWVOZYDGUcyh2PKHUygN Ps 6- 0-3 6-1-15 Scale = 1:48.9 4x8 = 3x4 = 5x5 = 2x4 11 4 18 19 20 5 21 6 22 7 13 .— 11 10 9 . 8 3x5 = 3x4 = 3x6 MT20HS = 3x4 = 3x4 = 3x4 = 9- 14- -8 1 1-1 1 7-4- 9- 0-0 5-3-8 10. 6-0-3 6-1-15 Plate Offsets (X Y)— f2:0-2-8 Edgel 14:0-5-4 0-2-01 16:0.2-8 0-3-01 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) 0.12 13-16 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 115 BC 0.75 Vert(TL) 0.35 13-16 >486 180 MT20HS 187/143 BCLL 0.0 " Rep Stress Incr YES WB 0.31 Horz(TL) 0.05 8 n/a n/a BCDL 10.0 Code FBC20141TP12007 Matrix-M) Weight: 149 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-13 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-10-9 oc bracing. WEBS 1 Row at midpt 6-8 REACTIONS. ( lb/size) 8=793/Mechanical, 2=897/0-7-8, 11=545/0-3-8 Max Horz 2=147(LC 12) Max Uplift8=-139(LC 12), 2=-158(LC 12), 11=-102(LC 12) FORCES. ( Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-17=-1342/443, 3-17=-1291/457, 3-4=-1059/343, 4-18=-836/292, 18-19=836/292, 19- 20=-836/292, 5-20=-836/292, 5-21=-793/264, 6-21=-793/264 BOT CHORD 2-13=-549/1155, 12-13=-353/899, 11-12=353/899, 10-11=-353/899, 9-10=-292/836, 8- 9=-264/786 WEBS 3-13=-297/221, 4-13=-23/298, 5-10=376/184, 6-9=-2/321, 6-8=-975/326 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=27ft; eave=oft; Cat. II; Exp B, Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 9-0-0, Exterior(2) 9-0-0 to 13-2-15 zone; C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 139 lb uplift at joint 8, 158 lb uplift at joint 2 and 102 lb uplift at joint 11. 9) " Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIP7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing isaWaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. SafetyInformationavailablefromTrussPlateInstitute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/ Waiton II 2283B-Bonus T11992076 P2283B-BRT Bit MONO HIP i 1 o feren e o lion d1 1-0-0 - 7-0-0 6-9-15 y io < a mi ex n.u."Z, mc. v ea xP - i rno: i i -, r rage i ID:3zzrE5595gH BgKdROwR6OYzkwee-D3fcbBzvkGKOryl IEGtYDRVNJ_ZdrGOpyh2PKH UygNPs 5-8-3 6-9-15 Scale = 1:49.2 4x8 = 1x4 5x6 = 3x4 = 3 18 19 4 20 5 21 6 12 3x4 = 1.5x4 I 3x4 = 1x4 II 10 9 8 7 3x4 = 3x8 = 7-0. 13- - 4 6- -4-0 7-0.0 6-9-15 D-6- 6-2-1 rr9-15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) 0.05 7-8 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.39 Vert(TL) 0.12 7-8 678 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.68 Horz(TL) 0.01 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) PLATES GRIP MT20 244/190 Weight: 136 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-13 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 13-3-8 except (jt=length) 2=0-7-8, 9=0-3-8. lb) - Max Horz 2=119(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 7, 8, 9 except 2=113(LC 12), 10=-161(LC 12) Max Grav All reactions 250 lb or less at joint(s) 7, 9 except 2=587(LC 1), 10=888(LC 1), 8=539(LC 22) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-16=-591/130, 16-17=-531/136, 3-17=-499/152 BOT CHORD 2-12=-197/446, 11-12=-196/452, 10-11=-196/452 WEBS 3-12=0/277, 3-10=-633/261, 4-10=-426/222, 5-8=373/203 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=27ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 7-0-0, Exterior(2) 7-0-0 to 11-2-15 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 8, 9 except Qt=lb) 2=113, 10=161. 7) 'Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq/ Walton II 22838-Bonus T11992077 P22838-BRT C1 COMMON 3 1 ob Refer nce o tiona Mid -Florida Lumber, Barlow, FL. 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 06 11:45:18 2017 Page 1 ID:3zzrE5595gHBgKdROwR6OYzkwee-WPaG3b314PD1 B 1358EVB?wlkFOvVPgy_lebB 1 aygNPI i -1-0-0 5-3-4 10-0-0 14-8-12 19-8-0 1-0-0 5-3-4 4-8-12 4-8-12 4-11-4 Scale = 1:36.1 44 = 3 3x5 = 5x8 — 3x5 = Id 10 0 1 8-0 ao-o 9-6-o 14- Plate Offsets (X,Y)— 12:0-2-8.Edge1. 17:0-4-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) -0.14 7-10 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.83 Vert(TL) -0.37 7-10 >646 180 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix-M) Weight: 88 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-13 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. (lb/size) 6=773/G-7-8, 2=861/0-7-8 Max Horz 2=102(LC 11) Max Uplift6=-131(LC 12), 2=-167(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-14=-1266/417, 3-14=-1210/433, 3-15=-948/319, 4-15=-877/330, 4-16=-877/341, 5-16=-948/329, 5-17=-1158/440, 6-17=-1268/431 BOT CHORD 2-7=338/1082, 6-7=325/1085 WEBS 4-7=-138/534, 5-7=-358/207, 3-7=-350/217 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 10-0-0, Exterior(2) 10-0-0 to 13-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 6=131, 2=167. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual builtling component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall ,}, building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing _ P'e2 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - L lf fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park sq/ wahon II 22638-Bonus T11992078 P2283&BRT C2 HIP 1 1 ob fere e o ti Mid -Florida Lumber, Bartow, FL. 7,640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 06 11:45:19 2017 Page 1 ID:3zzrE5595gHBgKdROwR6OYzkwee-_b8eGx4wrj LuoBeHix1 QY7rwgola87r7XI LIZI ygNPk 1-0-0 4-9-4 4-2-12 2-0-0 4-2-12 4-5-4 4x4 = 4x4 = Scale = 1:35.5 US = 3x4 = 3x4 = 3x5 = 3x4 = 11-0- 19-8- 9-0-0 2-0-0 8-8-0 -4- Plate Offsets (X Y)— f2:0-1-12 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) -0.12 8-13 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.65 Vert(TL) -0.32 8-13 >749 180 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.04 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 92 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-3 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-1-10 oc bracing. WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. (lb/size) 7=774/0-7-8, 2=859/0-7-8 Max Horz 2=92(LC 11) Max Uplift7=-131(LC 12), 2=-167(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-17=-1291/483, 3-17=-1241/497, 3-4=-999/382, 4-5=-842/381, 5-6=-999/391, 6-18=-1190/480, 7-18=-1289/467 BOT CHORD 2-10=411/1110, 9-10=-207/842, 8-9=-207/842, 7-8=-381/1107 WEBS 3-10=-328/231, 4-10=-76/258, 5-8=-76/276, 6-8=-335/217 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 9-0-0, Exterior(2) 9-0-0 to 11-0-0, Interior(1) 15-4-11 to 19-8-0 zone,C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 7=131, 2=167. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must 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 andlor chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI7 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/ Walton II 22838-Bonus T71992079 P2283B-BRT C3 HIP 1 1 b efere c tin I Mid -Florida Lumber, Bartow, FL. 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 06 11:45:20 2017 Page 1 ID:3zzrE5595gH BgKdROwR6OYzkwee-TniOUG4Ycl TIQLDTGfYf4LOzSCc4tYN Hmy4l5TygN Pj 3-5-4 6-8-0 9-8-0 12-8-0 15-10-12 19-6-0 i 20-8-0 3-5-4 3-2-12 3-0.0 3-0-0 3-2-12 3-94 1-0.0 Scale = 1:35.1 4x4 = _ 3x4 = 44 3 18 19 4 20 5 1? 0 4x5 = 3x8 = 4x5 = 3x8 = 4x4 = 0 6 6-8-0 6-0-0 7-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) 0.11 9-11 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.82 Vert(TL) 0.30 9-11 792 180 BCLL 0.0 Rep Stress Incr NO WB 0.28 Horz(TL) 0.09 7 n/a n/a BCDL 10.0 Code FBC2014(TPI2007 Matrix-M) Weight: 97 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 1=1412/0-7-8, 7=1476/0-7-8 Max Horz 1=-73(LC 6) Max Uplift 1 =-290(LC 8), 7=-323(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-8-7 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=2595/563, 2-3=2456/541, 3-18=-2201/507, 18-19=-2201/507, 4-19=2201/507, 4-20=-2224/513, 5-20=-2224/513, 5-6=-2486/549, 6-7=-2666/582 BOT CHORD 1-11=-439/2244, 11-21=-445/2344, 10-21=-445/2344, 10-22=-445/2344, 9-22=-445/2344, 7-9=460/2328 WEBS 3-11=-89/705, 4-11=-274/103, 5-9=-95/731 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=290, 7=323. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 197 lb down and 175 lb up at 6-8-0, 104 lb down and 88 lb up at 8-8-12, and 104 lb down and 88 lb up at 10-7-4, and 197 lb down and 175 lb up at 12-8-0 on top chord, and 343 lb down and 75 lb up at 6-8-0, 66 lb down at 8-8-12, and 66 lb down at 10-7-4, and 343 lb down and 75 lb up at 12-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Printed copies of this document are Uniform Loads (plf) not considered signed and sealed and Vert: 1-3=-60, 3-5=-60, 5-8=-60, 12-15=-20 Concentrated Loads (lb) the signature must be verified on Vert: 3=-147(F) 5=-147(F) 11=-343(F) 9=-343(F) 19=-97(F) 20=-97(F) 21=-41(F) 22=-41(F) any electronic copies WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev, 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job TfLss Truss Type Qty Ply Park Sq/ Walton II 2283B-Bonus T71992080 P2283B-BRT cJ JACK 4 1 o fern o i n Mid -Florida Lumber, Bartow, FL. 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 06 11:45:20 2017 Page 1 I D:3zzrE5595gH BgKdR OWR6OYZkwee-TniOU G4Yc1 TIQ LDTGfYf4LO41 CmFtq Hmy415TygNPj 1-0-12 0-11-4 1-0-12 D-11-4 6.00 Scale = 1:16.9 3.4 11 D-11-4 0-11-4 , LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.17 Vert(TL) -0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.02 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 8 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=16010-7-4, 3=26/Mechanical, 4=1/Mechanical Max Horz 5=107(LC 12) Max Uplift5=- 43(LC 10), 3=-59(LC 12), 4=-100(LC 12) Max Grav 5=160(LC 1), 3=42(LC 10), 4=77(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft, Cat. II; Exp B; Part. Encl., GCpi=0.55; MWFRS (directional) and C-C Exterior(2) zone; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3, 4. 6) "Semi - rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING . Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIlTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/ Wagon II 2283E Bonus T11992081 P2283B-BRT CJ1 JACK 19 1 b Reference o lion Mid -Florida Lumber, Bartow, FL. 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 06 11:45:21 2017 Page 1 I D:3zzrE5595gH BgKdROwR6OYzkwee-x_FOhc5ANKbb2UogpM3udYwlhb85c3zQ?cgsevygNPi 1-0-0 1-0-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 TCDL 10.0 Lumber DOL 1.25 BC 0.01 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/TP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=12/Mechanical, 2=124/0-3-8, 4=3/Mechanical Max Horz 2=35(LC 12) Max Uplift 3=-4(LC 9), 2=-51(LC 12) Max Grav 3=13(LC 17), 2=124(LC 1), 4=12(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:7.1 2x4 = DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.00 7 >999 240 MT20 244/190 Vert(TL) -0.00 7 >999 180 Horz(TL) -0.00 2 n/a n/a Weight: 5 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf, h=15ft, B=45ft; L=24ft, eave=4ft, Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIlTPI1 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 TrurLS Truss Type Qty Ply Park Sq/ Walton II 2283E-Bonus T11992082 P2283B-BRT CJ2 JACK 2 1 ob Referent o tional Mid -Florida Lumber, Barlow, FL. 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 06 11:45:21 2017 Page 1 I D:3zzrE5595gHBgKdROwR6OYzkwee-x_FOhc5ANKbb2UogpM3udYw9Hb2wc3zQ7cgsevygNP i r-1-0-1-422-11 1-0-12 2-114 5 4x5 = LOADING (pst) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 TCDL 10.0 Lumber DOL 1.25 BC 0.40 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014rrP12007 Matrix-M) Scale = 121.9 2-11-4 2-11-4 DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) 0.02 4-5 >999 240 MT20 244/190 Vert(TL) 0.02 4-5 >999 180 Horz(TL) -0.09 3 n/a n/a Weight: 14 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 5=198/0-6-12, 3=66/Mechanical, 4=27/Mechanical Max Horz 5=145(LC 12) Max Uplift5=-2(LC 8), 3=-79(LC 12), 4=36(LC 12) Max Grav 5=198(LC 1), 3=95(LC 17), 4=55(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 2-11-4 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VuR=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft, Cat. II; Exp B; Part. Encl., GCpi=0.55, MWFRS (directional) and C-C Exterior(2)-1-0-12 to 1-11-4, Interior(1) 1-11-4 to 2-10-8 zone; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3, 4. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. qw, Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a trusssystem. Before use, the builtling designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/ Walton II 2283E-Bonus T11992083 P2283B-BRT CJ2A JACK 2 1 ob Reference o tion I Mid -Florida Lumber, Bartow, FL. 7,640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 06 11:45:22 2017 Page 1 ID:3zzrE5595gHBgKdROwR6OYzkwee-PApmvy6pBejSgeMsN4a7AmTKv?OOLWDZDGZPAMygNPh r-1-0-12 2-11-4 1-0-12 2-11-4 Scale = 1:21.9 i 0-7-12 i 2-1 A 1 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.68 BC 0.41 WB 0.00 Matrix-M) DEFL. in Vert(LL) 0.00 Vert(TL) 0.01 Horz(TL) -0.12 loc) I/dell Ud 4-5 >999 240 4-5 >999 180 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 14 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=55/Mechanical, 4=-46/Mechanical, 5=28210-7-8 Max Horz 5=145(LC 12) Max Uplift3=-79(LC 12), 4=-46(LC 1), 5=-23(LC 8) Max Grav 3=86(LC 17), 4=34(LC 10), 5=282(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 5-6=172/264 NOTES- 1) Wind: ASCE 7-10; VuH=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft, B=45ft, L=24ft; eave=4ft; Cat. 11, Exp B; Part. Encl., GCpi=0.55; MWFRS (directional) and C-C Exterior(2)-1-0-12 to 1-11-4, Interior(1) 1-11-4 to 2-10-8 zone; cantilever left exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4, 5. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the W - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 36610 Job Truss Truss Type oty Ply Park Sq/ Walton 112283E-Bonus T11992084 P2283B-BRT CJ3 JACK 19 1 o eferen e o tional Mid -Florida Lumber, Barlow, FL. 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 06 11:45:22 2017 Page 1 I D:3zzrE5595gHBgKdROwR6OYzkwee-PApmvy6pBejSgeMsN4a7AmTTJ7UYL WDZDGZPAMygNPh 1-0-0 3-0-0 Scale = 1:12.3 2x4 = LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) -0.00 4-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.06 Vert(TL) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 1D-0-0 oc bracing. REACTIONS. (lb/size) 3=65/Mechanical, 2=201/0-3-8, 4=29/Mechanical Max Horz 2=62(LC 12) Max Uplrft3=-26(LC 12), 2=-50(LC 12) Max Grav 3=65(LC 1), 2=201(LC 1), 4=46(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B, Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 2-114 zone,C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing .. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq/ Walton 112283B-Bonus T11992085 P2263B-BRT CJ3A JACK 1 1 fr otin Mid -Florida Lumber, Bartow, FL. 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 06 11:45:22 2017 Page 1 ID: 3zzrE5595gHBgKdROwR6OYzkwee-PApmvy6p8ejSgeMsN4a7AmTT8?TBLWDZDGZPAMygNPh 2-8-0 2-8-0 Scale = 1:12.3 3x4 = 0-4-0 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) -0.00 3-6 >999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.08 Vert(TL) -0.01 3-6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 9 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=104/0-7-8, 2=70/Mechanical, 3=35/Mechanical Max Horz 1=36(LC 12) Max Uplift I =-6(LC 12), 2=29(1_C 12) Max Grav 1=104(LC 1), 2=70(LC 1), 3=49(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone,C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/ Walton II 2283E-Bonus T71992086 P2283B-BRT CJ4 JACK 1 1 Job Reference (ootionall Mid -Florida Lumber, Bartow, FL. 3x4 = 4-8-0 Z640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 06 11:45:23 2017 Page 1 ID 3zzrE5595gH BgKdR OW R6OYZkwee-tMN9617 RvyrJHox2xn5MizObTPmi4zTjSwJyioygN Pg Scale = 1:17.3 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) 0.03 3-6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.25 Vert(TL) -0.06 3-6 >908 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 1 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix-M) Weight: 15 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=184/0-7-8, 2=124/Mechanical, 3=60/Mechanical Max Horz 1=64(LC 12) Max Uplift/=-12(LC 12), 2=-51(LC 12) Max Grav 1=184(LC 1), 2=124(LC 1), 3=87(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; VuK=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 4-7-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the EW fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 36610 Job Truss Truss Type oty Ply Park Sq/ Walton II 2283E-Bonus T11992087 P2283B-BRT CJ5 JACK 3 1 ob eferen do I Mid -Florida Lumber, Bartow, FL. 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 06 11:45:23 2017 Page 1 I D:3zzrE5595gHBgKdROwR6OYzkwee-tMN9617RvyrJ Hox2xn5MizOcOPnu4zTjSwJyioygNPg 1-0-0 5-0-0 1-0-0 5-0-0 Scale = 1:18.2 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) 0.02 4-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.18 Vert(TL) -0.04 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 18 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=1 11 /Mechanical, 2=298/0-7-8, 4=46/Mechanical Max Horz 2=90(LC 12) Max Uplift3=-47(LC 12), 2=-60(LC 12) Max Grav 3=111(LC 1), 2=298(LC 1), 4=76(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 13=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-11-4 zone,C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq/ Walton 112283E-Bonus T71992088 P2283B-BRT D1 COMMON 10 1 o ference o tional Mid -Florida Lumber, Bartow, FL. 1-0-0 6-4-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 06 11:45:24 2017 Page 1 I D:3zzrE5595gHBgKdROwR6OYzkwee-LZxXJe73gFZAvyWFVVcbFBYITp4epPDsha2 WFEygNPf 4x4 = 3x4 = 1x4 II 6-4-0 3x4 = 1-0-0 Scale = 1:24.9 Id LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.35 BC 0.34 WE 0.10 Matrix-M) DEFL. in Vert(LL) -0.02 Vert(TL) -0.07 Horz(TL) 0.01 loc) I/defl Ud 6-12 >999 240 6-12 >999 180 4 n/a n/a PLATES GRIP MT20 244/190 Weight: 48 Ito FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=567/0-3-8, 4=567/0-3-8 Max Harz 2=70(LC 11) Max Uplift2=-119(LC 12). 4=-119(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-613/194, 13-14=-538/203, 3-14=-531/214, 3-15=-531/214, 15-16=-538/203, 4-16=-613/195 BOT CHORD 2-6=76/475, 4-6=-76/475 WEBS 3-6=0/253 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6-4-0, Exterior(2) 6-4-0 to 9-4-0 zone,C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 2=119, 4=119. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the R fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Crtteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type city Ply Park Sq/ Wallon II 2283E-Bonus T11992069 P2283B-BRT D2 HIP 2 1 Job Referenc o tiona Mid -Florida Lumber, Bartow, FL. 1-0-0 5-0-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 06 11:45:24 2017 Page 1 I D:3zzrE5595gHBgKdROwR60Yzkwee-LZxXJe739FzAvyWFWcbFBYnAp5?pP Isha2 WFEygN Pf 2-8-0 4x8 = 4x4 = 3 15 4 3x4 = 1.4 11 3x4 = 5-0-0 3x4 = 1-0-0 Scale = 1:24.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.02 8 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.31 Vert(TL) -0.06 8-11 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.09 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 54 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-10 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=792/0-3-8, 5=792/0-3-8 Max Horz 2=-58(LC 6) Max Uplift2=-171(LC 8), 5=-172(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1167/226, 3-15=-992/220, 4-15=-992/220, 4-5=-1168/226 BOT CHORD 2-8=146/983, 8-16=144/991, 7-16=144/991, 5-7=-141/984 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft, L=24ft, eave=Oft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=171, 5=172. 7) "Semkrigid pftchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 181 lb down and 154 lb up at 5-0-0, and 81 lb down and 64 lb up at 6-4-0, and 181 lb down and 154 lb up at 7-8-0 on top chord, and 87 lb down at 5-0-0, and 36 lb down at 6-4-0, and 87 lb down at 7-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (6). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=60, 3-4=-60, 4-6=-60, 9-12=-20 Concentrated Loads (lb) Vert: 3=-123(F) 4=-123(F) 8=-64(F) 7=-64(F) 15=-51(F) 16=-26(F) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - L fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type oty Ply Park Sq/ WaMon II 22838-Bonus T11992090 P2283B-BRT E1 COMMON 3 1 o feren o ti n I Mid -Florida Lumber, Bartow, FL. 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 06 11:45:25 2017 Page 1 ID:3zzrE5595gHBgKdROwR6OYzkwee-plVvX_8hRZ51X65R2C7gnO5xeDTBYsCOvDo3ngygNPe 1-0-12 1-0-12 6-14 11-1.4 12-2-8 13-34 r 1-0-12 1-0-12 N, 5-M 1-14 1-0-12 4x4 = Scale = 1:33.5 1.5x4 11 11 3x8 = 1 x4 11.5x4 tx4 II 1-0-12 0-114 6-14 5-0-8 12-2-8 1 t-14 11 3 SD-0 0- - 0-114 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.01 10-11 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.19 Vert(TL) -0.03 10-11 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.11 Horz(TL) -0.00 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 77 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 11=547/0-3-0, 9=551/0-4-0 Max Horz 11=-133(LC 10) Max Uplift 11 =-204(LC 12), 9=-186(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 3-13=-304/187, 13-14=-267/193, 4-14=-261/204, 4-15=-261/204, 15-16=-267/193, 5-16=-304/187 WEBS 3-11=-464/378, 5-9=466/378 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu@=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11, Exp B; Part. Encl., GCpi=0.55; MWFRS (directional) and C-C Exterior(2)-1-0-12 to 1-11-4, Interior(1) 1-11-4 to 6-1-4, Exterior(2) 6-1-4 to 9-1-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 11=204, 9=186. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system.. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrTPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq/ Wanon II 2283B-Bonus T11992091 P2283B-BRT E2 HIP 1 1 job Reference o do al Mid -Florida Lumber, Bartow, FL. 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 06 11:45:26 2017 Page 1 ID:3zzrE5595gHBgKdROwR6OYzkwee-Hx3HkK9JBtDu8Ggdcvf3Kce8ecpsH1198tXcJ7ygNPd i -1-0-12 4-11-4 7-3-4 11-1-12 1 — 13-3-0 1-0-12 4-11 2-4-0 3-10-8 1-0-12 1-0-12 4x4 = 4x4 = 15 16 17 1.5x4 11 3x4 = 3x4 = 1.5x4 II 2x6 11 2x6 11 Scale = 1:30.6 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/TP12007 CSI. TC 0.18 BC 0.16 WB 0.19 Matrix-M) DEFL. in (loc) I/deft L/d Vert(LL) 0.02 12 >999 240 Vert(TL) -0.02 12-13 >999 180 Horz(TL) 0.00 10 n/a n/a PLATES MT20 Weight: 79 lb GRIP 244/190 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 9-0-8 oc bracing: 11-12. REACTIONS. (lb/size) 13=748/0-3-0, 10=748/0-4-0 Max Horz 13>122(1_C 6) Max Uplift 13=-538(LC 8), 10=-518(LC 8) Max Grav 13=851(LC 32), 10=851(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 34=624/467, 4-15=514/443, 15-16=-514/443, 16.17=-514/443, 5-17=-514/443, 5-6=624/467 BOT CHORD 12-18=-416/559, 11-18=-416/559 WEBS 3-13=-755/500, 6-10=-755/493, 6-11=-448/610, 3-12=447/609 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft, B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Part, Encl., GCpi=0.55; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 13=538, 10=518. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 291 lb down and 273 lb up at 4-11-4, and 135 lb down and 118 lb up at 6-1-4, and 291 lb down and 273 lb up at 7-3-4 on top chord, and 178 lb down and 158 lb up at 4-11-4, and 77 lb down and 63 lb up at 6-1-4, and 178 lb down and 158 lb up at 7-2-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=60, 2-4=-60, 4-5=-60, 5-7=-60, 7-8=-60, 9-14=-20 Concentrated Loads (lb) Vert: 4=-90(F) 5=90(F) 12=-59(F) 11=-59(F) 16=73(F) 18=-27(F) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. 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 ANSIrrP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandna, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/ Walton 11 2283B-Bonus T71992092 P2283B-BRT F1 ROOF TRUSS 13 1 Job Referen e joptiona 0-1-8 H 1-3-0 3x3 = 2 w.onu s nug io [u i w m i eK mousmes, mc vvea oep - i eui w rage 1 I D:3zzrE5595gH BgKdROwR6OYzkwee-IBdfygAxyALlm PFpAdAItpAGuO4tOj KJ NXHArZygN Pc 1 1 Scale = 1:20.7 3x3 = 1x3 1x3 3x3 = 3 4 5 6 3x3 = 3x3 7 8 3x3 = 3x3 = 3x3 = 3.3 = 3x3 = 3x8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ltd PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.34 Vert(LL) -0.07 10-11 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.49 Vert(TL) -0.10 10-11 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.26 HOr7(TL) 0.02 9 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 65 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9=655/0-3-8, 14=655/0-3-8 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1063/0, 3-4=-1594/0, 4-5=-1594/0, 5-6=1594/0, 6-7=-1083/0 BOT CHORD 13-14=0/664, 12-13=0/1433, 11-12=0/1594, 10-11=0/1445, 9-10=0/690 WEBS 7-9=-919/0, 2-14=-902/0, 7-10=01546, 2-13=0/555, 6-10=-503/0, 3-13=-514/0, 6-11=-2/377, 3-12=0/388 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) "Semi - rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/ Walton II 2283B-Bonus T11992093 P2283B-BRT F2 ROOF TRUSS 1 1 ob feren tin I mio-rwnca wmoer, canoes, r. nuy i wp w rayc i dROwR60Yzkwee-18dfygAxyALImPFpAdAItpAEdOBQOnpJNXHArZygN PcID: 3zz rE 5 5 9 5q H B q 130 0-8-8 Scale = 1:12.4- 34 = 3x8 = 1 3x8 = 2 3 3x3 = 4 3x3 11 3x3 = tx3 11 1x3 11 34 = 3.3 11 LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr NO Code FBC2014/TPI2007 CSI. TC 0.49 BC 0.01 WB 0.04 Matrix) DEFL. in (loc) 1/deft L/d Vert(LL) 0.00 6 "" 360 Vert(TL) -0.00 10 >999 240 Horz(TL) -0.00 5 n/a n/a PLATES GRIP MT20 244/190 Weight: 39 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-5-8 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 6-5-8 except (jt=length) 10=0-3-0, 10=0-3-0. lb) - Max Grav All reactions 250 lb or less at joint(s) 5, 6, 9, 8, 7 except 10=1472(LC 1), 10=1472(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-10=-1467/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 10, 10. 3) na 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 5-10=-10, 1-4=-100 Concentrated Loads (lb) Vert: 1=-1448 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Instdule, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/ Walton II 2283E-Bonus T11992094 P2283B-BRT F3 ROOFTRUSS 1 1 ob feren o ti n mi-rronaa Lumoer, eanow, rL. 1 3x8 = 9 3x3 11 2 1x3 II 8 3x3 = 54U s Aug 16 ZU1 I MI I ek industries, Inc. Wea Sep Ub 11:4b:2t 2U1 I Page 1 I D: 3zzrE5595gH BgKdROwR60Yzkwee-18dfygAxyAUrn PFpAdAItpAJAOBfOngJNXHArZygNPC 3 1x3 II 4 3x3 = 7 3x3 = i 1-6-0 6-0-8 11- 0 4-6-8 5 3x3 11 6 3x8 = Scale = 1:11.6 LOADING ( psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.13 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.06 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code FBC2014(TP12007 Matrix) Weight: 35 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-8 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 6-0-8 lb) - Max Grav All reactions 250 lb or less at joint(s) 9, 6, 8 except 7=253(LC 1) FORCES. ( lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Gable requires continuous bottom chord bearing. 2) " Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. 111 DesignvalidforuseonlywithMiTekOconnectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/oi& chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/ Walton 112283E-Bonus T11992095 P2283B-BRT F4 ROOFTRUSS 3 1 o Reference o do Mia-tlonaa lumber, Bartow, I-L. r.bnu s rug io V r- i eK inousmes, urc. v a p— i '. zo m i r rdye I ID:3zzrE5595gHBgKdROwR6OYzkwee-EKB29?AZjUUcOZgOkKhXP1jV9QWWIDAScBOjO?ygNPb 0-1-8 31" = 1-3-0 2 ix3ill 0-0-8 3 nx3 II 4 3x3 = Scale = 19.5 3x3 = 3x3 = 1_ a-a4.0-8 s I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.12 Vert(LL) 0.00 7 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.08 Vert(TL) 0.00 7 999 240 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2014ITP12007 Matrix) LUMBER- BRACING- 10 1x3 = PLATES GRIP MT20 2441190 Weight: 26 lb FT = 20%F, 11 %E TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 4-0-8 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=202/0-3-8, 5=202/0-3-8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Old (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 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. - Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing _Y is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the -• Lt fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/ Walton II 2283B-Bonus T11992096 P2283B-BRT F4A GABLE 1 1 ob R f rence o tional 9 8 s hug io <u i r m i art muusnea, inc. v .-P — i rage ID:3zzrE5595gHBgKdROwR60Yzkwee-EKB29?AZjUUcOZgOkKhXPljVpQXglEEScBOjO?ygNPb 1 1x3 11 2 1x3 3 1x3 I 4 1x3 11 Scale = 1:9.5 1x3 = 7 6 5 3x3 = 1x3 II 1x3 I 3x3 = i 1-4-0 1-7-8 2-0.4 2-5-0 2-8-8 1-4-0 038 0-412 0-4-12 0.3-8 1-4-0 10 tx3 = LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.07 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 21 lb FT = 20%F, 11%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 4-0-8. Ib) - Max Grav All reactions 250 lb or less at joint(s) 8, 5, 6, 7 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Gable requires continuous bottom chord bearing. 2) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 3) Gable studs spaced at 1-4-0 oc. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strong backs, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II.7473 rev. 10/03/2015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the plow fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/ Wallon II 2283B-Bonus T11992097 P2283B-BRT FT1 SPECIAL 1 AL ob R erence o ti n I Mid -Florida Lumber, Bartow, FL. 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 06 11:45:29 2017 Page 1 ID:37zrE5595gHBgKdROwR6OYzkwee-iWkQNLBCUocT?jPCH2CmyEGbjc jAUbTbgrmHwSygNPa 3-1-9 6-1-6 9-1-3 12-2-12 3-1-9 2-11-13 2-11-13 3-1-9 2x6 11 4x8 = KI 12 48 = Scale = 1:21.1 2x6 II 104x4 — LX4 4xu — - LX4 6 4X4 = LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 ' BCDL 5.0 SPACING- 1-4-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr NO Code FBC2014/TP12007 CSI. TC 0.38 BC 0.63 WB 0.42 Matrix-M) DEFL. in Vert(LL) -0.11 Vert(TL) -0.17 Horz(TL) 0.03 loc) I/defl Ud 8 >999 240 8 >868 180 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 135 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No-2 TOP CHORD Structural wood sheathing directly applied or 5-4-12 oc purlins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=1576/Mechanical, 6=1576/0-7-8 Max Uplift 10=232(LC 4), 6=-232(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-10=-378/63, 1-2=-282/42, 2-11=-4601/672, 3-11=-4601/672, 3-12=-4601/672, 4-12=4601/672, 4-5=-282/42, 5-6=378/63 BOT CHORD 9-10=-526/3580, 8-9=-526/3580, 7-8=-526/3580, 6-7=526/3580 WEBS 3-8=718/121, 2-1O=3464/508, 2-8=163/1073, 4-8=-163/1073, 4-6=-3464/508 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"xY) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; VuR=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18, MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 232 lb uplift at joint 10 and 232 Ib uplift at joint 6. 9) Girder carries tie-in sparl 5-0-0 from 0-0-0 to 12-7-4 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-5=257, 6-10=7 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7479 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing -r is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/ Walton II 2283E-Bonus - T11992098 P2283B-BRT FT2 SPECIAL 1 2L o Reference o tional Mid -Florida Lumber, Bartow, FL. 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 06 11:45:29 2017 Page 1 ID:3zzrE5595gHBgKdROwR60Yzkwee-iWkQNLBCUocT?jPCH2CmyEGd?goTUbybgrmHwSygNPa 3-10-0 7-7-15 3-10-0 3-10-0 Scale = 1,18.0 3x4 = 2x4 I1 4x4 = 1 7 2 A o 3 2x6 11 4x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.01 5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.29 Vert(TL) -0.03 5 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.38 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix-M) Weight: 110 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 SP No-2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=2170/0-7-8, 4=1644/Mechanical Max Uplift 6=-921 (LC 4), 4=-489(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-6=1952/891, 1-7=1732/496, 2-7=1732/496, 3-4=-428/156 BOT CHORD 5-11=-496/1732, 4-11=-496/1732 WEBS 1-5=578/2020, 2-4=2020/578 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"xY) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water pond ing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 921 lb uplift at joint 6 and 489 lb uplift at joint 4. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 757 lb down and 550 Ito up at 0-1-12, 487 Ib down and 225 lb up at 2-4-12, and 487 lb down and 225 lb up at 4-4-12, and 487 lb down and 225 lb up at 6-4-12 on top chord, and 363 Ito down and 82 lb up at 1-8-12, and 363 lb down and 82 lb up at 3-8-12, and 327 Ito down and 101 lb up at 5-8-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 4-6=-20 Concentrated Loads (Ib) Vert: 5=-363(B) 1 =-710 7=-487 8=487 9=-487 1 0=-363(B) 11 =-327(B) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and. is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and 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 Ply Park Sq/ Walton II 2283B-BonusT1199209P2283B-BRT TFT3SPECIAL 2 erenc o ti n Mid -Florida Lumber, Bartow, FL. 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 06 11:45:30 2017 Page 1 ID:3zzrE5595gH BgKdROwR6OYzkwee-AjloahCgF5kKdt_Orlj?USomNE6yD8C13WgSuygN PZ 4-0-8 4-0-8 1 4x4 = 3x4 = 4x6 11 scale = 1:25.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.02 3-4 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.41 Vert(TL) -0.04 3-4 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.08 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 67 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-8 oc purlins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.2 `Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-3: 2x4 SP No.3 REACTIONS. (lb/size) 5=1307/0-3-8, 6=1448/0-3-0 Max Uplift5=-256(LC 4), 6=-283(LC 4) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 4-5=1307/256, 14=295/77, 3-6=-1448/283, 2-3=-295/76 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131 "xY) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) 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); Lumber DOL=1.60 plate grip D6L=1.60 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 5, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 256 lb uplift at joint 5 and 283 lb uplift at joint 6. 9) Girder carries tie-in span(s): 3-0-0 from 0-0-0 to 4-0-8 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1044 lb down and 218 lb up at 1-1-12, and 1046 lb down and 216 lb up at 3-1-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=157, 3-4=-20 Concentrated Loads (lb) Vert: 7=-1044(F) 8=-1046(F) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing r 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 ANSIRPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/ Walton II 2283B-Bonus T71992100 P22838-BRT 31 SPECIAL 1 1 Job Reference o tional Mid -Florida Lumber, Bartow, FL. 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 06 11:45:30 2017 Page 1 ID:3zzrE5595gHBgKdROwR6OYzkwee-Aj IoahCgF5kKdt_Orlj?U SohQE56D8T13VVgSuygNPZ 1-0-0 7-0-1 9-0-0 10.0-0 1-0.0 7-0-1 1-11-15 1-0.0 44 = 3x4 = 1x4 3x4 = 7 3x5 = - 3x4 11 7-0-1 9-0.0 10-0-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 TCDL 10.0 Lumber DOL 1.25 BC 0.46 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 BCDL 10.0 Code FBC2014/TP12007 Matrix-M) DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) 0.08 9-12 >999 240 MT20 244/190 Vert(TL) -0.22 9-12 >537 180 Horz(TL) 0.01 2 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 7=347/Mechanical, 2=502/0-7-8 Max Horz 2=152(LC 12) Max Uplift7=-81(LC 12), 2=-85(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-304/0, 6-7=-312/204 Scale = 1:25.2 Weight: 46 lb FT = 20% Structural wood sheathing directly applied or 5-0-13 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuR=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf, h=15ft, B=45ft, L=24ft, eave=4ft, Cat. 11; Exp B, Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 7-0-1, Exterior(2) 7-0-1 to 8-10-4, Interior(1) 8-10-4 to 9-10-4 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 pond ing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 81 lb uplift at joint 7 and 85 lb uplift at joint 2. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Ale.ndda, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq/ Walton II 2283B-Bonus T11992101 P2283B-BRT G2 COMMON 2 1 Job Reference o tional Mid -Florida Lumber, Bartow, FL. 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 06 11:45:31 2017 Page 1 ID:3zzrE5595gH BgKdROwR6OYzkwee-evsAnl DSOPsBF1 ZbPTEE1 fLzldVpyaCul9FN_KygN PY 1-0-0 5-2-0 10-0-0 r 1-0-o 5-2-0 4-10-0 Scale = 1:21.2 4x4 = 2x4 = IX4 11 3x4 = 5-2-0 i 10-0-0 S--n 4-10-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 TCDL 10.0 Lumber DOL 1.25 BC 0.24 BCLL 0.0 Rep Stress Incr YES WB 0.08 BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) -0.01 5-8 >999 240 MT20 244/190 Vert(TL) -0.04 5-8 >999 180 Horz(TL) 0.00 4 n/a n/a Weight: 37 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=383/Mechanical, 2=477/0-7-8 Max Horz 2=55(LC 11) Max Uplift4=-62(LC 12), 2=-106(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-12=-510/204, 3-12=-446/215, 3-13=-434/228, 13-14=-446/219, 4-14=-509/217 BOT CHORD 2-5=-126/399, 4-5=-126/399 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft, B=45ft, L=24ft, eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 5-2-0, Exterior(2) 5-2-0 to 8-2-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.0psf 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. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 62 lb uplift at joint 4 and 106 lb uplift at joint 2. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312016 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - aw fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII 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 TNss Truss Type city Ply Park Sq/ Walton II 2283E-Bonus T11992102 P2283B-BRT G3 HIP 1 1 ob Refere o tional Mid -Florida Lumber, Bartow, FL. 7.640 s Aug 16 2017MiTek Industries, Inc. Wed Sep 06 11:45:31 2017 Page 1 ID:3zzrE5595gHBgKdROwR6OYzkwee-evsAnI DSOPsBF1ZbPTEE1fLy5dUByaTu19FN_KygNPY 5-4-0 1-0-0 5-0-0 -2- 4-8-0 0-2-0 Scale = 1:21.6 44 = 2x4 = xn 11 3x4 = 5-0-0 5-0-02 10.0-0 0-0-0 5-0-0 21 4-8-0 -0-0 0-2-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.02 5-11 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.28 Vert(TL) -0.04 5-11 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.13 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2014frPI2007 Matrix-M) Weight: 37 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=535/0-7-8, 2=622/0-7-8 Max Horz 2=55(LC 7) Max Uplift4=-95(LC 8), 2=-136(LC 8) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=822/155, 3-4=-822/154 BOT CHORD 2-5=97/680, 4-5=-97/680 WEBS 3-5=0/331 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18, MWFRS (directional); 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 2-0-0 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 95 lb uplift at joint 4 and 136 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks'including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 282 lb down and 224 to up at 5-2-0 on top chord, and 51 lb down at 5-0-0, and 87 lb down at 5-2-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=60, 3-4=-60, 6-9=-20 Concentrated Loads (Ib) Vert: 5=-102(F) 3=-195(F) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII 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 city Ply Park Sq/ Walton II 22838-Bonus T11992103 P2283B-BRT J5 JACK 23 1 Job Refere e o tional Mid -Florida Lumber, Bartow, FL. 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 06 11:45:32 2017 Page 1 ID: 3zzrE5595gHBgKdROwR6OYzkwee-650Y?NE4nj_2sB7nzAlTatu871s?h2h2Wp xXmygNPX 1-0.0 5-0-0 115-0-0 Scale = 1:17.3 2x4 = LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) 0.02 4-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.18 Vert(TL) -0.04 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 18 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ( lb/size) 3=111/Mechanical, 2=298/0-3-8, 4=46/Mechanical Max Horz 2=90(LC 12) Max Uplift3=-47(LC 12), 2=-60(LC 12) Max Grav3=111(LC 1), 2=298(LC 1), 4=76(LC 3) FORCES. ( lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft; 13=45ft, L=24ft; eave=4ft, Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 47 lb uplift at joint 3 and 60 lb uplift at joint 2. 6) " Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rev. 1010312015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 preventcollapsewith possible personal injury and property damage. For general guidance regarding the MW - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/ Walton II 2283E-Bonus T11992104 P2283B-BRT J6 JACK 3 1 Job Reference i nal Mid -Florida Lumber, Bartow, FL. 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 06 11:45:32 2017 Page 1 I D:3zzrE5595gHBgKdROwR6OYzkwee-65QY?N E4nj_2sB7nzAlTatu4M 1 qV h t M2 Wp_xXmygNPX 1-0-12 4-11-4 1.5x4 II 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 TCDL 10.0 Lumber DOL 1.25 BC 0.27 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.03 5-6 >999 240 MT20 244/190 Vert(TL) -0.07 5-6 >757 180 Horz(TL) 0.01 3 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 6=271/0-6-12, 3=133/Mechanical, 4=47/Mechanical Max Horz 6=184(LC 12) Max Uplift6=-20(LC 12), 3=-88(LC 12), 4=-49(LC 12) Max Grav 6=271(LC 1), 3=155(LC 17), 4=95(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD 5-6=262/155 WEBS 2-5=169/286 Scale = 1:26.8 Weight: 27 lb FT = 20 Structural wood sheathing directly applied or 4-11-4 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B, Part. Encl., GCpi=0.55; MWFRS (directional) and C-C Exterior(2)-1-0-12 to 1-11-4, Interior(1) 1-11-4 to 4-10-8 zone, end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 20 lb uplift at joint 6, 88 lb uplift at joint 3 and 49 lb uplift at joint 4. 6) "Semi -rigid pachbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design pammefars and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property, damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/ Walton II 2283B-Bonus T11992105 P2283B-BRT J7 JACK 4 1 Job Reference (oDtional mia-rionaa Lumber, rsanow, I-L. r.oau s t g is zu r mi ex mmae auses, inc. wea p uo i i:n zu i r rage i ID:3zzrE5595gHBgKdROwR6OYzkwee- al_xCjEiYO6uU Kiz WuHi64QEfR9GQVxB IT kU3DygN P W i 1- 0- 0 7-00 3x4 - 4 Scale = 123. 3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d PLATES GRIP TCLL 20. 0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.06 4-7 >999 240 MT20 244/190 TCDL 10. 0 Lumber DOL 1.25 BC 0.37 Vert(TL) -0.16 4-7 >510 180 BCLL 0. 0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10. 0 Code FBC2014(TP12007 Matrix-M) Weight: 24 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-6 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/ size) 3=157/Mechanical, 2=397/0-7-8, 4=61/Mechanical Max Horz 2=118(LC 12) Max Uplift 3=-67(LC 12), 2=-72(LC 12) Max Grav 3=157(LC 1), 2=397(LC 1), 4=106(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=15ft, B=45ft, L=24ft, eave=4ft; Cat. If; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6-11-4 zone;C-C for members and forces & 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 67 lb uplift at joint 3 and 72 lb uplift at joint 2. 6) " Semi - rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This tlesign is based only upon parameters shown, antl is for an individual building component, not a trusssystem. Before use, the building designer must verify the applicability of design parameters antl property incorporate this tlesign into the overall building tlesign. Bracing indicated is to prevent buckling of individual truss web antl/or chord members only. Additional temporary antl permanent bracing is always required for stability and to prevent collapse with possible personal injury antl property damage. For general guidance regarding the FS fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/ Walton 112283B-Bonus T11992106 P2283B-BRT KJ5 JACK 8 1 ob R f fence i al Mid -Florida Lumber, Bartow, FL. 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 06 11:45:33 2017 Page 1 ID:3zzrE5595gHBgKdROwR6OYzkwee-al_xCjEiY06uU KizWuH i64QDZR8jQVxBITkU3DygN P W 1-5-0 7-0-14 Scale = 1:16.9 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.06 4-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.40 Vert(TL) -0.17 4-7 >506 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 24 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-5 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=156/Mechanical, 2=429/0-5-11, 4=67/Mechanical Max Horz 2=90(LC 21) Max Uplift3=-57(LC 8), 2=-97(LC 8) Max Grav 3=156(LC 1), 2=429(LC 1), 4=106(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=15ft, B=45ft, L=24ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); 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 57 lb uplift at joint 3 and 97 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 43 lb down and 11 lb up at 1-6-12, 43 lb down and 11 lb up at 1-6-12, and 64 lb down and 41 lb up at 4-4-12, and 64 lb down and 41 lb up at 4-4-12 on top chord, and 6 lb down and 2 lb up at 1-6-12, 6 lb down and 2 lb up at 1-6-12, and 18 Ib down at 4-4-12, and 18 lb down at 4-4-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=60, 4-5=-20 Concentrated Loads (Ib) Vert: 10=4(F=2, B=2) 11=-1O(F=-5, B=-5) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/ Walton II 2283E-Bonus T71992107 P2283B-BRT KJ6 JACK 2 1 b Reference tion I Mid -Florida Lumber, Bartow, FL. 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 06 11 45:34 2017 Page 1 I D:3zzrE5595gHBgKdRowR6OYzkwee-2UYJQ3FKJKEI6UHA4boxflzR2rSO9yOK_7T2bfygN PV 1-6-0 3-5-14 3-5-15 1.5x4 II 7 3x4 = 5 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 TCDL 10.0 Lumber DOL 1.25 BC 0.53 BCLL 0.0 ' Rep Stress Incr NO WB 0.05 BCDL 10.0 Code FBC20141TP12007 Matrix-M) Scale = 1:27.3 DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) 0.17 5-6 >400 240 MT20 244/190 Vert(TL) 0.16 5-6 >417 180 Horz(TL) -0.18 4 n/a n/a Weight: 36 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 4=100/Mechanical, 5=60/Mechanical, 7=368/0-11-5 Max Horz 7=183(LC 8) Max Uplift4=-113(LC 8), 5=-86(LC 8), 7=-439(LC 8) Max Grav 4=147(LC 28), 5=109(LC 22), 7=440(LC 31) 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. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VuK=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Opsf, h=15ft, B=45ft, L=24ft, eave=oft; Cat. 11; Exp B; Part. Encl., GCpi=0.55, MWFRS (directional), cantilever left exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom 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 113 lb uplift at joint 4, 86 lb uplift at joint 5 and 439 lb uplift at joint 7. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 90 lb down and 146 lb up at 1-5-12, 90 lb down and 146 lb up at 1-5-12, and 115 lb down and 108 lb up at 4-3-11, and 118 lb down and 109 lb up at 4-3-11 on top chord, and 83 lb down and 101 ib up at 1-5-12, 83 lb down and 101 Ib up at 1-5-12, and 27 lb down and 82 lb up at 4-3-11, and 46 lb down and 44 lb up at 4-3-11 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=60, 2-4=-60, 5-8=-20 Concentrated Loads (lb) Vert: 7=7(F=3, B=3) 9=74(F=37, B=37) 11=32(F=-1, B=33) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual buildingcomponent, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type 0ty Ply Park Sq/ Watton II 22838-Bonus T11992108 P2263B-BRT KJ7 JACK 2 1 ob Referent o tional Lumber, Bartow, FL. 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 06 11:45:352017 Page t ID:3zzrE5595gH BgKdROwR6OYzkwee-Wg6hdPGy4eMcjesMeIJABV WcnFoGuKvU DnDb75ygN PU 1-5-0 5-2-5 9-10-13 1-5-0 5-2-5 4•8-7 c 2x4 = 1x4 II 5 3x4 = Scale = 1:22.9 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip COL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014ITP12007 CSI. TC 0.41 BC 0.46 WB 0.35 Matrix-M) DEFL. in Vert(LL) -0.03 Vert(TL) -0.09 Horz(TL) 0.01 loc) I/deft Ud 6-7 >999 240 6-7 >999 180 5 n/a n/a PLATES GRIP MT20 244/190 Weight: 42 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=135/Mechanical, 2=528/0-11-6, 5=330/Mechanical Max Horz 2=118(1_C 21) Max Uplift4=-57(LC 8), 2=109(LC 8), 5=-47(LC 8) FORCES. (11b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-771/84, 11-12=-699/93, 3-12=692/93 BOT CHORD 2-14=-153/693, 14-15=-153/693, 7-15=-153/693, 7-16=-153/693, 6-16=-153/693 WEBS 3-7=0/266.3-6=-752/166 NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Opsf, h=15ft; B=45ft; L=24ft, eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 57 lb uplift at joint 4, 109 lb uplift at joint 2 and 47 lb uplift at joint 5. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 43 lb down and 11 lb up at 1-6-12, 43 lb down and 11 lb up at 1-6-12, 64 lb down and 41 lb up at 4-4-12, 64 lb down and 41 lb up at 44-12, and 96 lb down and 75 lb up at 7-2-11, and 88 lb down and 68 lb up at 7-2-11 on top chord, and 6 lb down and 2 lb up at 1-6-12, 6 lb down and 2 lb up at 1-6-12, 18 lb down at 44-12, 18 lb down at 4-4-12, and 43 lb down at 7-2-11, and 33 lb down at 7-2-11 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 14=60, 5-8=-20 Concentrated Loads (Ib) Vert: 13=66(1`=-27, B=-39) 14=4(F=2, B=2) 15=-10(F=-5, B=-5) 16=-49(F=-17, B=32) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 36610 Job Truss Truss Type oty Ply Park Sq/ Walton II 2283E-Bonus T71992109 P2283B-BRT Pat MONO HIP PIGGYBACK 1 1 ob Referen ti nal Mid -Florida Lumber, Bartow, FL. 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 06 11:45:35 2017 Page 1 I D:3zzrE5595gHBgKdROwR6OYzkwee-Wg6hdPGy4eMcjesMeIJABV WfXFtMuP iU DnDb75ygNPU 8-4-0 8-4-0 5-9-8 Scale = 1:1&8 4x4 = 1.5x4 II 12 4 1.5x4 = 1 mI 6 5 2x4 = 1 x4 11 e-4-0 Plate Offsets (X,Y)— 12:0-4-0,0-041 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.24 Vert(LL) 0.00 1 n/r 120 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.14 Vert(TL) 0.01 1 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014fTPI2007 Matrix-M) Weight: 31 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 7-1-3. lb) - Max Horz 2=81(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 2, 5, 6 Max Grav All reactions 250 lb or less at joint(s) 5 except 2=263(LC 1), 6=281(LC 1), 2=263(LC 1) 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; VuK=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) 0-3-15 to 3-3-15, Interior(1) 3-3-15 to 5-9-8, Exterior(2) 5-9-8 to 8-2-4 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) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 5, 6, 2. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ertyisalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropdamage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd: Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/ Walton II 2283B-Bonus T11992110 P22836-BRT P62 MONO HIP PIGGYBACK 1 1 Job Reference o tional 6.00 12 N_ d 1 2 d 2x4 = m 3 B-4-0 sAug Io-I/ M I I eK mausrnes, Inc. vwu aep uo 1IRo —/ rage1 1D:3zzrE5595gH BgKclROwR6OYzkwee-?sf3rlHbrxUTLoRYCOgPkj2ogeDRdsudRRyBgYygNPT LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) 0.00 1 n/r 120 TCDL 10.0 Lumber DOL 1.25 BC 0.15 Vert(TL) 0.00 1 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. All bearings 7-1-3. lb) - Max Horz 2=53(LC 12) Max Uplift All uplift 100 lbor less at joint(s) 2, 5, 6 Max Grav All reactions 250 Ito or less at joint(s) 2, 5, 2 except 6=287(LC 1) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:16.9 1. 5x4 II 12 4 1. 5X4 — 7 d 5 PLATES GRIP MT20 244/190 Weight: 28 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-3-15 to 3-3-15, Interior(1) 3-3-15 to 3-9-8, Exterior(2) 3-9-8 to 8- 2-4 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) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 5, 6, 2. 8) " Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component - 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq/ Walton II 2283B-Bonus T11992111 P2283B-BRT PB3 MONO HIP PIGGYBACK 1 1 Mid -Florida Lumber, Bartow, FL. 3x4 = 8-4-0 7.640 s Nov 10 2015 MiTek Industries, Inc. Wed Sep 06 14:12:10 2017 Page 1 ID:3zzrE5595gHBgKdROwR6OYzkwee-sHzh?OtHshZdZLehDzOFixGgFZdJ46o1dcCUKgygLG3 6.00 12 2x6 11 1.5x4 I 3 4 12 13 5 2x4 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2014/TP12007 8-4-0 8-4-0 CSI. DEFL. in (loc) I/deft L/d TC 0.15 Vert(LL) 0.00 1 n/r 120 BC 0.11 Vert(TL) 0.00 1 n/r 120 WB 0.06 Horz(TL) -0.00 8 n/a n/a Matrix-M) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. All bearings 7-1-3. lb) - Max Horz 2=25(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 2, 6, 7 Max Grav All reactions 250 lb or less at joint(s) 2, 6, 2 except 7=335(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:16.4 PLATES GRIP MT20 244/190 Weight: 24 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-3-15 to 6-0-7, Interior(1) 6-0-7 to 8-2-4 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) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 6, 7, 2. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. LOAD CASE(S) Standard Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING • Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 10/03/2015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq/ Walton II 2283E-Bonus T11992112 P2283B-BRT PB4 MONO HIP PIGGYBACK 1 1 Job Reference o tional 4-0-0 4-0-0 4x4 = 3 6.00 12 f0dN 2 d 1 2x4 = r.uy .o cu i r mi i en uiuusuiea, 'i . vvnu _P uo i-— r reye , ID:3zzrE5595gHBgKdROwR6OYzkwee-T3DR24H DcFcKzyOkljLeHwb_x2ZsM I9ng5iiCygNPS 8-4-0 4-4-0 Scale = 1:16.9 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) 0.00 1 n/r 120 TCDL 10.0 Lumber DOL 1.25 BC 0.13 Vert(TL) 0.00 1 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. All bearings 7-1-3. lb) - Max Horz 2=56(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 6, 2, 5 Max Grav All reactions 250 lb or less at joint(s) 2, 5, 2 except 6=284(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 1.5x4 it 12 4 1.5x4 = IT 7 5 PLATES GRIP MT20 244/190 Weight: 28 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1t=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft, B=45ft, L=24ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2) 0-3-15 to 3-3-15, Interior(1) 3-3-15 to 4-0-0, Exterior(2) 4-0-0 to 8-2-4 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 pond ing. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 2, 5, 2. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not --- a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the -- - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type oty Ply Park Sq/ Walton II 2283E-Bonus T11992713 P2283B-BRT PB5 MONO HIP PIGGYBACK t 1 I Mid -Florida Lumber , Bartow, FL. 7.640 s Nov 10 2015 MiTek Industries, Inc. Wed Sep 06 14:13:32 2017 Page 1 ID:3zzrE5595gHBgKdROwR6OYzkwee-T3whD2sjYtu?OxvROBVT1EgheccVH665TN3gB4ygLEn 2-0-0 84-0 2-M 6-4-0 3x4 = Scale = 1:16.4 1.5x4 I 6.00 12 3 4 12 13 5 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 TCDL 10.0 Lumber DOL 1.25 BC 0.11 BCLL 0.0 Rep Stress Incr YES WB 0.06 BCDL 10.0 Code FBC2014/TP12007 Matrix-M) 00 0 1.5x4 = IW 0 0 3xB II DEFL. in (loc) I/deft Ud PLATES GRIP Vert(ILL) 0.00 1 n/r 120 MT20 244/190 Vert(TL) 0.00 1 n/r 120 Horz(TL) -0.00 8 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. All bearings 7-1-3. lb) - Max Horz 2=28(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 2, 6, 7 Max Grav All reactions 250 lb or less at joint(s) 2, 6, 2 except 7=331(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Weight: 25 Ito FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-3-15 to 6-2-15, Interior(1) 6-2-15 to 8-2-4 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) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 6, 7, 2. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. LOAD CASE(S) Standard Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall , building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, 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 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3/ " Center plate on joint unless x, y4 offsets are indicated. 6-4-8 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 dia 9 g, is always required. See BCSI. diagonal or X-bracing, 0 -11611 C1-2 C2-3 2. Truss bracing must be designed by an engineer. For 4WEBS 3.4 O 01 U2 'O wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never d s° U stack materials on inadequately braced trusses. a0 4. Provide copies of this truss design to the building For 4 X 2 orientation, locate C7-8 c6-7 C5b designer, erection supervisor, property owner and plates 0- 'lid' from outside BOTTOM CHORDS 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 ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for ICC-ES Reports: use with fire retardant, preservative treated, or green lumber. 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, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species 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 section 6.3 These truss designs rely on lumber values 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING established by others. Indicates location where bearings supports) occur. Icons vary but 2012 MiTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. Min size shown Is for Crushing only. r 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Industry Standards: project engineer before use. ANSI/TP11: 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. BCSI: Building Component Safety20. Information, l fy Y' is not sufficient. Design assumes manufacture in accordance with Guide to Good Practice for Handling, f w , ANS RPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 RFCORD COPY City of Sanford Building and Fire Preventio Product Approva p .._ 'fication Form 1 7- 2 8 8 1 ' ANFORD Permit # FgR rc. 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 FL8871.7 Sliding MI Windows and Doors Series 420 Alum SGD - 2 Panel FL 15332.4 Sectional Clopay Building Products 94/T40-W4 FL15279.20 Roll Up Automatic Other 2. Windows Single Hung MI Windows & Doors Series GA 185 Aluminum SH FL 17499.2 Horizontal Slider Casement Double Hung 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 Florida Approval # including 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 Underlayments 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 Baham,a Colonial Roll up 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 Signature Applicant's Name Please Print) June 2014 W Florida Building Code Online Page 1 of 4 s;,- _ . c. __. .__r x s.;.:m:3;::,•..:t 1"A.Y: .r....- ` .'-'." ' c zK "--- BCIS Home j Log In 's. User Registration ! Hot Topics Submit Surcharge Stats & Facts Publications FBC Staff ; BCIS Site Map ! Links Search it I LProduct ApprovalUSER: Public User Product Approval Menu > Product or Application Search > Application List> Application Detail FL # FL8871-R7 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Therma-Tru Corporation Address/Phone/Email 118 Industrial Drive Edgerton, OH 43517 419) 298-1740 rickw@rwbldgconsultants.com Authorized Signature Vivian Wright rickw@rwbldgconsultants.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered, Architect or a Licensed Florida Professional Engineer rD Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Lyndon F. Schmidt, P.E. the Evaluation Report Florida License PE-43409 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2018 Validated By Ryan J. King, P.E. Se' Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By FL8871 R7 COI (a) CERTIFICATE OF INDEPENDENCE.pdf 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 Florida Licensed Professional Engineer or Architect FL8871 R7 Eauiv of STANDARDS (a).odf http://wNA,.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQvADgty3Ij Wak2nHrp... 9/ 18/2017 Florida Building Code Online Page 2 of 4 Sections from the Code Product Approval Method Method 1 Option D Date Submitted 10/13/2016 Date Validated 12/13/2016 Date Pending FBC Approval 10/21/2016 Date Approved 12/15/2016 Summary of Products FL # Model, Number or Name Description 8871.1 a. "ClassicCraft Rustic" Series 3'6 x 8'0 "Impact" Opaque Fiberglass Radius Top Single Door (X) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 II (a) INST 8871.1.pdf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.1 for Design Pressure Ratings by FL8871 R7 AE (aj-EVAL 8871.1_pdf 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 jaLN5T 8671.2.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.2 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.2.pdf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. 8871.3 c. "ClassicCraft" or "ClassicCraft 3'6 x 8'0 "Impact" Opaque Fiberglass Single Door with Rustic" Series Sidelite (OX or XO) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 II (a) INST 8871.3.idf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.3 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.3.pdf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of "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) 8871.4 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.pdf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.4 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.4.1)df specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of "J" part numbers for these sidelites, which have been stained or painted within six months of installation.) Note - ASTM E1300-98 utilized for areas inside the HVHZ 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 II (a) INST 8871.5.pdf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.5 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.5.pdf Created by Independent Third Party: Yes http://www.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 FL8871 R7 II (a) INST 8871.6.pdf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.6 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.6.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of "J" part numbers for these sidelites, which have been stained or painted within six months of installation.) Note - ASTM E1300-98 utilized for areas inside the HVHZ 8871.7 g. "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 8871.7.1)df 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 8871.7.1)df specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of "J" part numbers for these sidelites, which have been stained or painted within six months of installation.) Note - ASTM E1300-98 utilized for areas inside the HVHZ 8871.8 FiberClassic", "SmoothStar", 6'0 x 8'0 "Impact" Opaque Fiberglass Double Door (XX) - ssicCraft" or "ClassicCraftRustic" Inswing or Outswing Series Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8671 R7 II (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 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 FLU71 R7 AE 1dLEVAL 8871.9.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 Back Next Contact U5 :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click her . Product Approval Accepts: M®RAn', Fl_iR ti.e k, 0 http://vrww.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgty3Ij Wak2nHrp... 9/18/2017 Florida Building Code Online Page 4 of 4 C=ted3 Card safe. http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQMDgty3Ij Wak2nHrp... 9/18/2017 GENERAL NOTES 1. This product has been evaluated and is in compliance with the 5th Edition (2014J Florida Building Code (FBC) structural requirements including the "High Velocity Hurricane Zone" (HVHZ). 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing or stucco. 3. When used in the "HVHZ' the opaque door complies with Section 1626 of the Florida Building Code and does not require an impact resistant covering. The non-impoci sidelite must be protected with an impact resistant covering complying with Section 1626 of the FBC. A. When used in areas outside of the "HVHZ" requiring wind bome debris protection the opaque door complies with Section 1609.1.2 of the FBC and does not require an impact resistant covering. The door panel meets missile level "D" and includes Wind Zone 4 as defined in ASTM El996 and Section 1609.1.2.2 of the FBC: The non -impact sidelites must be protected with an impact resistant covering complying with Section 1609.1.2 of the FBC. 5. For 2x stud framing construction, anchoring of these units shall be the same cis that shown for 2x buck masonry construction. 6. Site conditions that deviate from the details of this drawing require further engineering analysis by a licensed engineer or registered architect. 7. Outswing configurations using coastal sill item #4 under active doors, and all sills used under the sidelites, meet water infiltration requirements for "HVHZ". 8. Inswing configurations and outswing configurations using sill item #5 under the door do not meet the water Infiltration requirements for the "HVHZ' and shall be installed only in non -habitable areas or at habitable locations protected by an overhang or canopy such that the angle between the edge of canopy or overhang to sit is less than 45 degrees. TABLE OF CONTENTS DESCRIPTION Typical elevations, design pressures & general notesDoorpaneldetails (Smooth star) R Door panel details (Fiber classic) Sidelite panel details Horizontal cross sectionsVerticalcrosssections 7 Vertical cross sections 8 Buck and frame anchoring - 2X buck masonry construction 9 Frame anchoring -1 X buck masonry construction _ 10 Components & Glazing details 11 Bill of Materials 0 54.75" MAX. O.A. FRAME WIDTH - 37.75" MAX. 15.50" MAX. % N '• z ice:•• FRAME WIDTH FRAME WIDTH 36.00' MAX. 13.75" MAX. ' .... ' • PANEL WIDTH PANEL WIDTH O .O mx w Z { d O u N Q a a INSWING 54.75" x 98.00" 60.0 60.0 SMOOTH OUTS WING 54.76' x 96.50" 65.0 65.0 STAR INSWING 54.75" x 98.00" 60.0 60;0 FIBER OUTSWING 54.75" x 96.50" 65.0 65.0 CLASSIC See Sheet 10 for design pressure limitations. RATE: 05/22/08 SCALE: N. T. S. DWG. BY: DWS C"K. BY- LFS FL-8871.6 SHEET I OF 111 e 0 46 47 EXTERIOR N:6 loW'•y6j` F NnJOIpm IIIP11 1``` O n 1O i U N •; O Z O Z U 2 INTERIOR 46 46 42 P P E a m u g 9 6 o a2 1 HORIZONTAL CROSS SECTION v a N a 'm a a m 2 47 E oZ c cco° a 41 0 0 4.02" -Io m w w ao TYP. 4 Gjj%!/7j/7, I 13 CORNERS CIJLLLLI 0 o OF PANEL o 1 EXTERIOR INTERIOR of o a a 4 D 42 70P RAIL 43 LOCK STILE m L DETAIL A -A bh U DOOR PANEL 40 Smooth star 41 0 N N m m N 00000000 42 m W O 0000000 HH-- 00000000 47 vl N0000000 00000000 C'q qq 00000000 46 43 _ 11g, H oo CL 0000000 00000000000000 46 `' IL CL 0000000 K _ 000000000000000 0 0 w 000000000000000 m o i. 00000 M N QQ ? 0000 O 2" 0 0 0 0. / q 44 HINGE Si1LE 4S BOTTOM RAIL ^ N Z 0000000 I 1 , o 0000000o Z 0000000 28.86%OPEN 2 VERTICAL CROSS SECTION MBE 05122 0800000000AREAMAX. 0000000 2 00000000 45 SCALE N.T.S. 3 0000000 DWG. BY: DWS m 00000000 cHK. BY. LFS ; DETAIL A -A DMMNG NO.: m Panel reinforcement FL-8871.6 0 SHEET L OF 11 64 66 67 bl EXTERIOR 67 L L DETAIL A -A J o DOOR PANEL 60 Flber classic 1 HORIZONTAL CROSS SECTION 3 I- 4.07' -I TYP. 4 I CORNERSG%j/7j/ 7 9 1 t od 1 N OF PANEL GIILLLLLI P 62 TOP RAIL 63 LOCK STILE 00000000 6pl 0000000 l 000000000000000 000000000000000 0000 000oa 000000000000000 bb I —f 1.53" m 00000000 v'i• 0000000 O00000000 O 0000000 I4LLLL1 Ld a00000000 o 00 000 00 r, Lfq 9 HINGE STILE BOTTOM RAIL 0000oo00000 28.86%OPEN 65 000000 AREA MAX. 00000L 6500000000000000000 DETAIL A•A Panel reinforcement Z: Q z m r'i: A-dm I .......• Jam` J O . ;- m i, p Z o 0 0 0 ZrIllllN . m o U ](z e E Zmo o ua 9 u oda ama moat 4 O E oZ c 4lo a EXTERIOR SCALE: N.T.S. 21 VERTICAL CROSS SECTION DWG, BY: DWS 3 CHK. BY: LFS DRAWING NO.: FL-887 T.6 SHEET 3 OF T i 13.75' MAX. PANEL WIDTH i o Ito Ew I a D 70 SIDELITE PANEL r'-1.53" yl o 71 TOP RAIL Stdelite I -- I i7 72 STILE Stdelite 1.53" --I 73 BOTTOM RAILStdelite 9" MAX. D.L.O. ----{ EXTERIOR J INTERIOR \zfJ 1 HORIZONTAL CROSS SECTION Q (Closslc craft & rustic) 66.. 57' MAX. D.L. l EXTERIOR v INTERIOR 2 HORIZONTAL CROSS SECTION 4 (Fiber classic) 1"MAX. D.L. EXTERIOR INTERIOR 3 HORIZONTAL CROSS SECTION Q (Smooth star) l O EXTERIOR INTERIOR EXTERIOR a INTERIOR a EXTERIOR f n N 3 7 z m 41'osp om 1711 pr Za n 0 N 49 V 0 0 o zuEm 'Im o J 23 V Faa at maa` 0 oz a Cwo° j a O O v INTERIOR fr C gO w a 2O Ww N23 0 o a 0 rn a aM I EXEM II 4 VERTICAL CROSS SECTION 5 VERTICAL CROSS SECTION 6 VERTICAL CROSS SECTION DRAWING No.: Q ( Classic crab &rustic) 4 (Fiber classic) 4 (Smooth star) FL- 8871.E e.. rrr d nr 1 1-1/4" MIN. EMB. )TYP.) 4 HORIZONTAL CROSS SECTION Shown w/1Xsub-buck 1 HORIZONTAL CROSS SECTION 2 HORIZONTAL CROSS SECTION HORIZONTAL CROSS SECTION Outswing shown - inswing 5 Outswing shown - inswing 5 Outswing shown - inswing also approved also approved also approved rTr z° 04':`O`FZ urn o m 0 COz0 o nUN v 0 • Z a z m 8 9oLa a 0) maa 0 V aa6 vD c w Cl o° 3 d L 1-1/4" MIN. EMB. (TYP.) DATE: 05122108 z Sour: N.T.S. ° DWG. BY: DWS m CIIK. BY: LFS 3 DRAWING NO.: tt FL-8871.6 a SHEET 5 OF 11 N C d d z_ p_ A z w EXTERIOR —` INTERIOR 1 VERTICAL CROSS SECTION b Outswing shown - inswing also approved EXTERIOR INTERIOR I VERTICAL CROSS SECTION JInswing configurationseegeneralnotessheet I for "HVHZ" water infiltration requirements EXTERIOR y%,,,,, INTERIOR 2 VERTICAL CROSS SECTION b Shown w/IX sub -buck EXTERIOR INTERIOR see general notes sheet I for "HVHZ" water Infiltration requirements z° 4;'0 0m V':• 6l a can i% •.. PINTERIOREXTER 1 11111 z 00 0 O N Z V v 0 . Z h n r0 ° c°w 5 40 d Ot a M) m aa`m z 10 60 9 4 ZuoIJ E o° a v. O g v) w w U) 3 VERTICAL CROSS SECTION m b Outswing conrguration see general notes sheet I u o 0 for"HVHZ" water infiltration 0 a requirements a a z a w INTERIOR EXTERIOR o K DATE 05122 08 SCA E: N.T.S. DWG, BY: DIMS tbVERTICAL CROSS SECTION CHK. W: LFS b Outswing configuration DRAWING NO.; see general notes sheet I FL-8871.6 for " HVHT'waterinfiltration requirements ISHEET 6 or 11 z Y m EXTERIOR // INTERIOR 1 VERTICAL CROSS SECTION 7 Outswing shown - Inswing also approved EXTERIOR INTERIOR 4 VERTICAL CROSS SECTION 7 Inswing configuration EXTERIOR // INTERIOR 2 VERTICAL CROSS SECTION 7 Shown w/IX sub -buck EXTERIOR INTERIOR 5 VERTICAL CROSS SECTION 7 Inswing configuration W Nlyg v'•. yy .g INTERIOR EXTERIO///// r Ps o N zrr 1 0zooz Q z Tp V ma m o:1P 5 4 \ o 22 l\\ 9Z 8 E o z a5 T z K uwi o Urlti 31 VERTICAL CROSS SECTION 7 Outswing configuration INTERIOR EXTERIOR o v J6_' VERTICAL CROSS SECTION 7 Outswing configuration DATE: 05 22/08 scuE: N.T.S. DWG. er: DWS CHK. BY; LFS DRAWING NO.: FL-8871.6 SHEET 7 of I Ty iV// jI N O 4"y g -j 4° ry T U: 3 d n Q J O(0 aD r III z o m d a n z UN ; v U zo D I I I I TYP. HEAD & m V 1 P ox i g 9 m °c w MASONRY TYP. HEAD & MASONRY JAMBS U V\ a m a a OPENING JAMBS II I I OPENING 9 o z MULLION I ISHOWNFORIREF 1t i En v u c w XzERENCEINFRAME ONLYOL: lI i ? csmOKS o 2X BUCK II o I I 2X BUCK TYP. it MULLION] o v Z ao I I N C6 w o o TYP. SILL TYP. SILL a uu o a a mm a ffrBUCKANCHORINGHINGEJAMBFRAMEANCHORINGSTRIKEJAMB Masonry 2X buck construction CONCRETE ANCHOR NOTES: 1. Concrete anchor locations at the corners may be adjusted to maintain the min. edge distance to mortarjoints. 2. Concrete anchor locations noted as "MAX. ON CENTER" must be adjusted to maintain the min. edge distance to mortar joints, additional concrete anchors may be required to ensure the "MAX. ON CENTER" dimension are not exceeded. 3. Concrete anchor table: ANCHOR ANCHOR MIN, - MII.N CLEARANCE EMIN. CLEARANC11 TYPE ;: S.IZE EMBEDMENT; TO MASONRY EDGE TO ADJACENT i ANCHOR_....::.' ITW 1/4" 1-1/4" 2" 4" iAPCON® ELCO ® 1/4" 1-1/4" 1" 4" ULTRACON WOOD SCREW IN51ALLAIION NUItS: 1. Maintain a minimum 5/8" edge distance, 1"end distance, & I"o.c. spacing of wood screws to prevent the splitting of wood. HINGE DETAIL LATCH & DEADBOLT DETAIL F. N.T.S. BY, DWS rn: LFS 3 MNO NO.; a a FL-8871.6 C n ET 8 or 11 3" THIS ANCHOR REQ'D 4. ONLY WHEN DP > 60.0 PSF 4" 0 U TYP. HEAD & F JAMBS MASONRY OPENING L? CJ uih O FRAME F N TYP. L 1 X BUCK TYP' h MULLION N F L 4TYP0 TYP. SILL SILL J-JU HINGE JAMB CONCRETE ANCHOR NOTES: FRAME ANCHORING I. Concrete anchor locations at the corners may be adjusted to maintain the min. Masonry I buck construction edge distance to mortarjoints. 2. Concrete anchor locations noted as "MAX. ON CENTER" must be adjusted to maintain the min. edge distance to mortar joints, additional concrete anchors may be required to ensure the "MAX. ON CENTER" dimension are not exceeded. 3. Concrete anchor table: ANCHOR ANCHOR MIN. MIN:CLEARANCE MIN ::CLEARANCE; TYPE SIZE EMBEDMENT.70 MASONRY;; 70 ADJACENT EDGE ANCHOR :: ITW TAPCON WUUU SCKLW IMIALLAIIUN NUILJ: 1. Maintain a minimum 518"edge distance, I" end distance, & I"o.c. spacing of wood screws to prevent the splitting of wood. STRIKE JAMB LATCH & DEADBOLT DETAIL HINGE DETAIL m i ••••'•. ......• j > m P` err rlrrt l z o m a On z V v E Z O Z U m m V\ e 960 a maaP 0 E az w Cli 0 3`d Lim 13: DWS m er: LFS 3 FL-8871.6 a 9 OF 11 " O •Inswing ' usloble 4 THRESHOLD Outswing coastal 1 /2" GLASS BITE L 5.85" P'l, 2 THRESHOLD Inswing adjustable 5.75' O S THRESHOLD Outswing standard 2.14" v 20 INSWING SIDEW TE Spacer 3/4" THK. GLASS 1 X' TEMP. AIR SPACE 1 /8" TEMP. SWIGGLE GLAZING 24 SPACER GLAZING DETAIL C°T 3/4"Insulated glass 7/16" GLASS BITE 5.8T' r to 3 THRESHOLD Inswing self -adjust e i— 1YB 6 THRESHOLD Inswing MAX. DESIGN PRESSURE _ +/- SO PSF 2.14L ci 2I INSWING SIDELITE Spacer GLAZING DETAIL C'2 1" insulated glass I" THK. GLASS 1 /8" TEMP. AIR SPACE 1 /8" TEMP. SWIGGLE GLAZING SPACER 4.56" I N D98 HEAD d SIDE Jamb 2.17' --I A T 0 OUTSWING SIDELITE Spacer 7/16"GLASS _ BITE 1 /2" THK. GLASS 1 /8" TEMP. AIR SPACE 1 /8" TEMP. 25"STEEL 24 INTERCEPT 23 SPACER G3 GLAZING DETAIL 1/7 insulated glass V Nat Ji tiOZ U06, yy <LN 0 1) z a N Z O Z U Em m u g 9 6 o aNOOLm a mnali coZ 2 wa BY: DWS er: LFS NING NO.; FL-8871.6 Er 1O.OF 11 N'•7 z IV: -Z 6 J O p llllllPt a0 oon U N v v a X. z°O <: U ago 9m. e oµo oa5a a m aa o TWa co O Wo w c w 07 U m o o a aa Y m m 0 m N y U ovw 0 c N Qoo oo uo'aa K Z n N F w z rn n N Q N NOTE: WOOD DOOR COMPONENTS: PINE (SG >= 0.42) DATE 5122108 i SCAM N.T.S. ° Dwc. er: DWS m M. BY: LFS ? DRAWING NO.: 0 FL-8871.E ° o SHM 1 1 OF BILL OF MATERIALS ITEM DESCRIPTION MATERIAL ITEM DESCRIPTION MATERIAL A 1X BUCK SG >= 0.55 WOOD 40 SMOOTH STAR DOOR -SEE DOOR PANEL DETAIL SHEET FOR DETAILS B 2X BUCK SG >= 0.55 WOOD 41 DOOR SKIN 0.072"THK. (SMOOTH STAR F = 6,000 PSI MIN. FIBERGLASS C MAX. 1 /4"SHIM SPACE WOOD 42 TOP RAIL SMOOTH STAR COMP. D 1 /4" X 2-3/4"PFH ELCO CONCRETE SCREW STEEL 43 LOCK STILE SMOOTH STAR) WOOD/LVL E MASONRY - 3,000 PSI MIN. CONCRETE CONFORMING TO ACI 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 CONCRETE 44 HINGE STILE (SMOOTH STAR) WOOD 45 BOTTOM RAIL SMOOTH STAR COMP. F 1 /4" X 2-3/4" PFH ITW CONCRETE SCREW STEEL 46 PANEL REINFORCEMENT 0.023"THK. SMOOTH STAR STEEL H 3/16" X 3-1 /4" PFH ITW CONCRETE SCREW STEEL 47 FOAM CORE POLYURETHANE I 1 /4" X 2-1 /4"PFH ITW CONCRETE SCREW STEEL 48 SIDELITE SKIN SMOOTH STAR FIBERGLASS J 1 /4" X 3-3/4"PFH ITW CONCRETE SCREW STEEL 49 LITE FRAME (SMOOTH STAR PVC K 1/4" X 1-3/4"PFH ITW CONCRETE SCREW STEEL 57 FOAM CORE POLYURETHANE L 10 X 2-1 /2" PFH WOOD.SCREW l .l 5"MIN. EMBEDMENT STEEL 58 SIDELITE SKIN CLASSIC CRAFT FIBERGLASS M 9 X 2-1 /2"PFH WOOD SCREW STEEL 60 FIBER CLASSIC DOOR -SEE DOOR PANEL DETAIL SHEET FOR DETAILS N 2X MULLION SG >= 0.55 WOOD 61 DOOR SKIN 0.13T' THK. FIBER CLASSIC Fy = 6,000 PSI MIN. FIBERGLASS 1 INSWING ADJUSTABLE THRESHOLD (15300AJ) ALUM./WOOD 62 TOP RAIL FIBER CLASSIC COMP. 2 INSWING THRESHOLD (IS300HP5) ALUM./COMP. 63 LOCK STILE FIBER CLASSIC) WOOD/LVL 3 INSWING SELF ADJUST THERMAL BREAK THRESHOLD (ISP30M) ALUM./COMP. 64 HINGE STILE (FIBER CLASSIC) . WOOD 4 OUTSWING COASTAL THRESHOLD ALUM./WOOD 65 BOTTOM RAIL (FIBER CLASSIC COMP. 5 OUTSWING STANDARD THRESHOLD ALUM./WOOD 66 PANEL REINFORCEMENT 0.023"THK. FIBER CLASSIC STEEL 6 INSWING THRESHOLD ALUM./COMP. 67 FOAM CORE POLYURETHANE 7 DOOR BOTTOM SWEEP VINYL 68 SIDELITE SKIN FIBER CLASSIC FIBERGLASS 8 . JAMB PINE SG >= 0.42 WOOD 69 LITE FRAME FIBER CLASSIC) PVC 9 JAMB OAK SG >= 0.42 WOOD 70 SIDELITE -SEE SIDELITE PANEL DETAIL SHEET FOR DETAILS 10 WEATHERSTRIP FOAM 71 SIDELITE TOP RAIL COMP. 11 HINGE STEEL 72 SIDELITE STILE WOOD 12 10 X 3/4"PFH SCREW STEEL 73 SIDELITE BOTTOM RAIL COMP. 13 9 X 3" PFH WOOD SCREW STEEL 14 LATCH STRIKE PLATE STEEL 15 SECURITY STRIKE PLATE STEEL 16 8 X 2-1/2"PFH SCREW STEEL 18 KWIKSET 200 SERIES PASSAGE LOCK STEEL 19 KWIKSET 600 SERIES DEADBOLT STEEL 20 INSWING SIDELITE SPACER FOR HP THRESHOLD DB 14HPA PVC 21 INSWING SIDELITE SPACER FOR SELF ADJUST THRESHOLD D614) PVC 22 OUTSWING SIDELITE SPACER PVC 23 6 X 1-3/4"PFH SCREW LITE FRAME STEEL 24 GLAZING COMPOUND SILICONE 25 SEALANT SILICONE 26 9 X 1" PPH SCREW LITE FRAME STEEL zF a Florida Building Code Online Page 1 of 3 t mi BCIS Home i Log In User Registration Hot Topics Submit Surcharge Stats & Facts .2 Publications ; FBC Staff BCIS Site Map Links I Search Product Approval pr E Kl1USER: Public User Product Approval Menu > Product or Application Search > Application Lis[ > Application Detail c.. _ FL # FL15332 R3 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@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 ED 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 Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Product Approval Method FL15332 R3 COI FLCOI.pdf Standard AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 Option D Year 2008 http://www. floridabuilding. org/pr/pr_app_dtl. aspx?param=wGEVXQwtDgtH8 5 72gvd WIdk... 9/7/2017 Florida Building Code Online Page 2 of 3 Date Submitted 10/29/2015 Date Validated 10/30/2015 Date Pending FBC Approval 11/01/2015 Date Approved 12/15/2015 Date Revised 08/11/2017 Summary of Products FL # Model, Number or Name Description 15332.1 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OXO 145-3/4"x80" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R3 II 08-00500D.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 510807C.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.2 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OX, XO, XX 96"x80" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R3 II 08-00498D.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 510805C.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 II 08-02248B.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 512968B.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.4 SERIES 420 ALUMINUM SGD REINFORCED SERIES 420 ALUMINUM SGD REINFORCED OX, XO, XX 96"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R3 II 08-02249B.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 512969B.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.5 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED XXX 143"x96" REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R3 II 08-02250B.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 512970B.gdf 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 08-00499D.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 510806C.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.7 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OXO 146"x96" ALUMINUM SGD Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A Installation Instructions FL15332 R3 1I 08 00501.D_pdf Verified By: Luis Roberto Lomas 62514 Created by Independent Third Party: Yes Evaluation Reports http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH8 5 72gvdWIdk... 9/7/2017 Florida Building Code Online Page 3 of 3 Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 510808C.pdf PRESSURE RATINGS I Created by Independent Third Party: Yes 15332.8 SERIES 430/440 ALUMINUM SGD SERIES 430/440 ALUMINUM SGD XXX 143"x80" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R3 II 08-00502D.0 Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 510809C.pdf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.9 SERIES 430/440 REINFORCED SERIES 430/440 REINFORCED ALUMINUM SGD XXX ALUMINUM SGD 143"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R3 II 08-00503D.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 510810C.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes Back Next Contact Us :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida :: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: 0 mom" ;iwsf CM Geed#:'Card Safe' http : //www. flori dabuilding. org/prlpr_app_dtl. aspx?param=wGE VX Q,A,tDgtH 8 5 72 qvd WI dk... 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 REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM, SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4". 9. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EQUAL OR GREATER THAN 1.0 DO NOT REQUIRE WATER INFILTRATION RESISTANCE. OVERHANG RATIO = OVERHANG LENGTH/OVERHANG HEIGHT 10. FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 11. FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 12. FOR ANCHORING INTO METAL STRUCTURE USE #10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 13. ALL FASTENERS TO BE CORROSION RESISTANT. 14. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD - MINIMUM SPECIFIC GRAVITY OF G=0.42 B. CONCRETE - MINIMUM COMPRESSIVE STRENGTH OF 3,192 PSI. C. MASONRY - STRENGTH CONFORMANCE TO ASTM C-90, GRADE N, TYPE 1 (OR GREATER). D. METAL STRUCTURE: STEEL 18GA, 33KSI OR ALUMINUM 6063-T5 1/8" THICK MINIMUM 15. APPROVED CONFIGURATIONS: OX, XO, XX, XP, PX, XIP, PIX TABLE OF CONTENTS SHEET NO. DESCRIPTION 1 NOTES 2 - 3 ELEVATIONS 4 - 10 INSTALLATION DETAILS REVISIONS DESCRIPTION DATE APPROVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. REVISED INSTALLATION DETAILS 08/03/15 1 R.L. SIGNED: 1012312015 MI WI D LLC I!Lr0PDOORYOOOWSLAKESIDEJ`'`R FLOWER MOUND, TX 75028 v••XCENT'..,p ir• b, 6?5 = SERIES420SGDREINFORCEDWITHOUTADAPTER96" x 96" NOTES l 4TATE OF LQR` OP:,\``` DRAWN: DWG NO. REV V. 08 9 4OF B 1/1111110X SHEET HEErcALENTSDATE10/30/13 10 E FE HE 6" MAX -- 96" MAX FRAME WIDTH 2) ANCHORS PER LOCATION SEE CHART #3 FOR NUMBER OF LOCATIONS REQUIRED 17" MAX OC. - r 6" MAX 17" MAX O.C. 6" T- IAX AME IGHT 5" MAX 6" MAX SERIES 420 SGD REINFORCED WITHOUT ADAPTER EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING t35.OPSF NONE SEE CHARTS N7 AND X2 FOR OTHER UNITS RATINGS REVISIONS REV I DESCRIPTION I DATE APPROVED A ADDED FLANGE AND FIN INSTALLATION 12/10, 13 RL. B REVISED INSTALLATION DETAILS 08/03/15 R.L. CHART N1 WHERE WATER INFILTRATION RESISTANCE IS REQUIRED. SEE NOTE 9 SHEET I Design pressure chart (pso Frame Single Panel and Total Frame Width (in) Height 30.0 36.0 42.0 48.0 60.00 7200. 84.00 96.00 in) Pos I Neg Pos Neg Pos Neg Pos Neg 84.0 40.0 58.4 40.0 50.9 40.0 45.7 40.0 42.0 88.0 40.0 55.2 40.0 48.0 40.0 43.0 39.4 39.4 92.0 40.0 52.4 40.0 45.4 40.0 40.6 37.1 37.1 96.0 40.0 49.8 40.0 43.1 38.4 38.4 1 35.0 35.0 CHART#2 WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED. SEE NOTE 9 SHEET 1 Design pressure chart (psi Frame Single Panel and Total Frame VVldth (in) 30.0 36.0 42.0 48.0 60.00 72.00 84.00 96.00 Pos Neg Pos Neg Pos Neg Pos Negi58.4 58.4 50.9 50.9 45.7 45.7 42.0 42.0 55.2 55.2 48.0 48.0 43.0 43.0 39.4 39.4 52.4 52.4 45.4 45.4 40.6 40.6 37.1 37.1 49.6 49.8 43.1 43.1 38.4 38.4 35.0 35.0 CHART N3 Number o/ anchor locations required Frame Single Panel and Total Frame Width (in) Height 30.0 36.0 42.0 48.0 60.0 72.0 84.0 96.0 in) HBS IJamb H8S Jamb HBS Jamb H8S Jamb 84.0 4 6 5 6 6 6 6 6 88.0 4 6 5 6 6 6 6 6 92.0 4 6 5 6 6 6 6 6 96.0 4 6 5 6 6 6 6 6 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" ELEVATION DRAWN: DWG NO. REV V.L. 08-02249 B SCALE NT$ DATE 10/30/13 IIHEET2 OF 10 SIGNED: 1012312015 III r07 7// i v,•yXG ENS qiP TAT 5OF w` p' F• ORIOP. ss10NA 11EG\` c ti FR HE 96" MAX FRAME WIDTH 1) ANCHOR PER LOCATION AT HEAD & JAMBS SEE CHART #4 FOR NUMBER OF LOCATIONS REQUIRED 6" MAX 17" MAX r- r--r Q.G. 6" MAX 17" MAX O.C. 6„ -F—. 4X ME GHT 6" MAX 6" MAX f 2) ANCHORS PER LOCATION SERIES 420 SGD REINFORCED WITHOUT ADAPTER AT SILL EXTERIOR VIEW SEE CHART #4 FOR NUMBER OF LOCATIONS DESIGN PRESSURE RATING IMPACTRATING REQUIRED 35.OPSF NONE SEE CHARTS # 1 AND M2 SHEET 2 FOR OTHER UNITS RATINGS REVISIONS ` DESCRIPTION DATE APPROVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. REVISED INSTALLATION DETAILS 08/03/15 R.L. CHART#4 Number oranchor locations required Single Panel and Total Unit Wldlh (in) Frame Height 30.0 36.0 42.0 48.0 in) 60.0 72.0 84.0 96.0 H&S Jamb H&S Jamb H&S Jamb H&S Jamb 84.0 4 6 5 6 6 6 6 6 88.0 4 6 5 6 6 6 6 6 92.0 4 6 5 6 6 6 6 6 96.0 4 6 5 6 1 6 6 6 6 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" FIN ELEVATION DRAWN: DWG NO. REV V.L. 08-02249 B SCALE NTS JDATE 10/30/13 SHEEr3 OF 10 SIGNED: 1012312015 l0///// ENSc q% TAT:OF .w1 40 R'I'OA iis ONA1.1 ` 1/2" MIN. EDGE DISTANCE 1 3/8" MIN. WOOD FRAMING OR 2X BUCK EMBEDMENT BY OTHERS 1/4" MAX. SHIM 10 WOOD SPACE rnSCREW 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS EXTERIOR 11 11 11 11 INTERIOR SILL TO BE SET IN A BED OF APPROVED SEALANT MIN. ENT MN. LuUL VI,TANCE REVISIONS DESCRIPTION, DATE APPROVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. REVISED INSTALLATION DETAILS 03/03/15 R.L. 1 3/8" MIN. 1/4" MAX. EMBEDMENT SHIM SPACE INTERIOR 1/2" MIN. EDGE DISTANCE 1-1 10 WOOD U SCREW EXTEI WOOD FRAMING JAMB INSTALLATION DETAIL OR 2X BUCK WOOD FRAMING OR 2X BUCK INSTALLATION BY OTHERS VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION SIGNED: 1012312015 MI WINDOWS AND DOORS LLC 1111f!fliifiR. L-4f/// 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 5 w•GEIV& SERIES 420 SGD REINFORCED WITHOUT ADAPTER ir• ,!0 51 = NOTES: 96" x 96" I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, FRAME INSTALLATION DETAILS f S` ST NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DRAWN: DWG NO. REV ip'T • R[ O R IQp ' •\' DESIGNED IN ACCORDANCEWITHASTME2112 V.L. 08-02249 B i/sS dNA SCALE NTS DATE 10/30/13 S"E T4 OF 10 f I(IfIII111 X METAL STRUCTURE BY OTHERS 3/4" MIN. EDGE DISTANCE 1/4" MAX. N F SHIM SPACE 10 SMS OR SELF DRILLING , SCREW EXTERIOR I I I I I I I I INTERIOR SILL TO BE SET IN A BED OF APPROVED SEALANT 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS 3/4" MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES, 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED INACCORDANCE WITHASTM E2112 H- 3/4" MII EDGE DISTA L 10 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS REVISIONS REV DESCRIPTION DATE APPROVED A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. 8 REVISED INSTALLATION DETAILS 08/03/15 R.L. Lll.f.l i JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 1012312015 MI WI D LLC I ILI0PDOOWRYOOCLAKESIDE FLOWER MOUND, TX 75028 XWS \S11R GENS'.i i. v SERIES 420 SGD REINFORCED WITHOUT ADAPTER p61 A = 96" x 96" FRAME INSTALLATION DETAILS o` 5 TAT OFru DRAWN: DWG NO, dB 7 Al tS' ZORM GN V. 08 02249 jr10NAII- LE DATENTS 10/30/13 5 OF 10 E: 2 1/2" MIN. I_ EDGE DISTANCE 1 1/4" MIN. a EMBEDMENT CONCRETE/ 4 MASONRY 1/4" MAX. BY OTHERS SHIM SPACE OPTIONAL J IX BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 3/16" TAPCON 3/16" TAPCON MASONRY/ CONCRETE BY OTHERS EXTERIOR INTERIOR SILL TO BE SET IN A BED OF APPROVED SEALANT e, 1 1/4" MIN. a' EMBEDMENT a. REVISIONS ` DESCRIPTION DATE APPROVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. REVISED INSTALLATION DETAILS 08/03/15 R.L. 1 1/4" MIN. EMBEDMENT p' 1/4" MAX. 2 1/2" a SHIM SPACE MIN. e EDGE DISTANCE v 3/16" TAPCON " CONCRETE/MASONRY L` BY OTHERS OPTIONAL 1 X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 S 33 N _F INTERIOR EXTERIOR JAMB INSTALLATION DETAIL 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 2 1/2" MIN. EDGE DISTANCE SIGNED: 1012312015 VERTICAL CROSS SECTION MI WINDOWS DDOORS LLC19001RIlip., CONCRETE/MASONRY INSTALLATION 0PARKWAY 9s% FLOWERMOUND, TX 75028 w•GENS SERIES 420 SGD REINFORCED WITHOUT ADAPTER 5 *= 96" x 9IO FRAMEINSTALLATIONDETAILS Q O• SAT OF DRAWN: DWG NO. REV C0R`'D` 1/ ss/o D802249BNAI.1\ G\\ GALE DATE NTS10/30/13 6 OF 10 1/2" MIN. EDGE DISTANCE WOOD FRAMING 1 3/8" MIN. OR 2X BUCK EMBEDMENT BY OTHERS 1/4" MAX. SHIM SPACE 10 WOOD SCREWS EXTERIOR II II H INTERIOR f0 BE SET IN OF JVED SEALANT 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS MIN. MENT LUUL UI>IAM-t. 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 REVISIONS ` DESCRIPTION DATE APPROVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. REVISED INSTALLATION DETAILS 08/03/15 R.L. 1 3/8" MIN. 1/4" MAX. EMBEDMENT SHIM SPACE INTERIOR 1/2" MIN. EDGE DISTANCE nv== EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK WOOD FRAMING OR 2X BUCK INSTALLATION BY OTHERS SIGNED: 1012312015 MI WI900OLAKEAWS ADND PDOONR Y LLC FLOWER MOUND, TX 75028 R I iL10 v,•GiENS i+! py61251" SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" r FLANGE INSTALLATION DETAILS I TATE OF 4 CQR p•`'\ i ip ....ON0011111100 DRAWN: V.L. DWG NO. 08-02249 B SCALE NTS IDATE 10/30/13 ISHEET7 OF 10 METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW M ETAL STRUCTURE BY OTHERS 3/4" MIN. EDGE DISTANCE 3/4" MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 1/4" MAX. SHIM SPACE SMS OR DRILLING V L TO BE SET IN BED OF PROVED SEALANT 3/4" Mil EDGE DISTA L 10 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS 1A^ uAV REVISIONS REV DESCRIPTION I DATE I APPROVED A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. 8 REVISED INSTALLATION DETAILS 08/03/15 R.L. JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 420 SGD REINFORCED WITHOUT ADAPTE 96" x 96" FLANGE INSTALLATION DETAILS DRAWN: DWG NO. V.L. 08-02249 SCALE NTS I DATE 10/30/13 1 SHEETS OF 10 SIGNED: 1012312015 1RoNWL III0 ,// R *. 09 61 4 TjATE OF ; ,t: REV % a' F•'; t00P. B i ss/oNA i 2 1 /2" MIN. EDGE DISTANCE 1 1/4" MIN. a .' EMBEDMENT CONCRETE/ MASONRY 1/4" MAX. BY OTHERS SHIM SPACE OPTIONAL J 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 3/16" TAPCON 3/16" TAPCON MASONRY/ CONCRETE BY OTHERS EXTERIOR " H INTERIOR SILL TO BE SET IN A BED OF APPROVED SEALANT a 1 1/4" MIN. Q `, EMBEDMENT VERTICAL CROSS SECTION CONCRETEIMASONRY INSTALLATION 2 1/2" MIN. EDGE DISTANCE REVISIONS ` DESCRIPTION DATE I APPROVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. REVISED INSTALLATION DETAILS 08/03/15 R.L. 1 1/4" MIN. EMBEDMENT 1 /4" MAX. SHIM SPACE 2 1 /2" INTERIOR MIN. ° EDGE DISTANCE Fr 3/16" TAPCON v > CONCRETE/MASONRY BY OTHERS v vv l EXTERIOR JAMB INSTALLATION DETAIL OPTIONAL 1X BUCK CONCRETE/MASONRYINSTALLATION TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM Elf 12 SIGNED: 1012312015 MI WI9000LAKEs oARKWSNDPDOORSLLC AY FLOWER MOUND, TX 75028 q R II`Ia i/' v •GENS 0 61251' SERIES 420 SGD REINFORCED WITHOUT ADAPTER 9"' T 96 FLANGE INSSTALL LATION DETAILS 1• TAT OF rF C 0 RIOP • \\ i/j0NAL1EaG\\ DRAWN: DWG No. 08 REV B SCALE NTS DATE 10/30/13 SHEET990F 10 vvvw rmmNlm BY OTHEF 1 N EMBE APPRO\ SEALF BEHIND 8 WOUD SCREW APPROVED SEALANT BEHIND FIN 8 WOOD SCREW 1 /4" MAX 7/16" MIN EDGE DISTANCE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 1 1 /4" MIN. EMBEDMENT WOOD FRAMING BY OTHERS 1 /4" MAX. SHIM SPACE 7/16" MIN — EDGE DISTANCE II II INTERIOR EXTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION FOR SILL INSTALLATION SEE SHEETS 4-9. INTERIOR TRIM REVISIONS ' REV DESCRIPTION DATE APPROVED A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. B REVISED INSTALLATION DETAILS 08/03/15 R.L. 1 5/8" MIN. EDGE DIST. TRIM 1 1 /4" MIN. INTERIOR EMBEDMENT MASONRY/CONCRETE BY OTHERS IX BUCK BY OTHERS, HOOK STRIP 1X BUCK TO BE PROPERLY SECURED 3/16.. TAPCON EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION MASONRY/CONCRETE 1/2" MIN. EDGE DISTANCE METAL STRUCTURE BY OTHERS 3/4" MIN. EDGE DISTANCE TRIM 1 3/8" MIN. EMBEDMENT INTERIOR HOOK STRIP HOOK STRIP 10 WOOD SCREW 1 10 SELF DRILLING SCREW PANEL EXTERIOR PANEL INTERLOCK EXTERIOR INTERLOCK HOOK STRIP INSTALLATION HOOK STRIP INSTALLATION 2X BUCKANOOD FRAMING METAL STRUCTURE SIGNED: 1012312015 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY u11111rr77 i5f. • ff FLOWER MOUND, TX 75028 1w•\GENSF NOTES: SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" 05 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, SHOWN FOR CLARITY. NAILFIN & HOOK INSTALLATION DETAILS S 40TATF [t NOT F •' 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DRAWN: DWG NO. REV O• R S••PR'.o• DESIGNED IN ACCORDANCE WITHASTM E2112 - _ 08 e GALE NTS DATE 10/30/13 sOeET10 OF 10 ItONA11E\ Florida Building Code Online Page 1 of 6 BCIS Home ? Log In I User Registration Hot Topics `; Submit Surcharge Stats & Facts Publications FBC Staff BCIS Site Map ; Links Search dbProduct Approval USER: Public User c= k Product Approval Menu > Product or Apolication Search > Application List > Application Detail r FL # FL15279-R4 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Clopay Building Products Company Address/Phone/Email 8585 Duke Blvd. Mason, OH 45040 513) 770-6062 mwesterfield@clopay.com Authorized Signature Scott Hamilton shamilton@clopay.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Sectional Exterior Door Assemblies Compliance Method Certification Mark or Listing Certification Agency Intertek Testing Services NA, Inc. Validated By Gary Pfuehler R. Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year ANSI/DASMA 108 2005 ANSI/DASMA 115 2005 ASTM E1886 2002 ASTM E1996 2002 ASTM E330 2002 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect FL15279 R4 Eouiv 20150319 - FBC - DASM.A 108 eouiv.pdf FL15279 R4 Eauiv 20150319 - FBC - DASMA 115 eouiv.pdf Product Approval Method Method 1 Option A http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv-yVVKJZ 1 QR... 9/7/2017 Florida Building Code Online Page 2 of 6 Date Submitted 03/19/2015 Date Validated 06/12/2015 Date Pending FBC Approval Date Approved 06/21/2015 Date Revised 08/10/2017 Summary of Products Go to Page 77 0 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 windborne debris regions (ref 1609.1.4 FBC). 10 to Page l/8i2 0 Description 1-3/8" Double -skin Insulated EPS (exterior skin 27 ga. min.; interior skin 29 ga. min.) Single -Car (up to 9'0" wide) WINDCODE@ W3 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of inection_Pdf FL15279 R4 C CAC W3 Listina Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 101655-Rev12.pdf Verified By: Intertek 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 of inspection..df FL15279 R4 C CAC W3 Listing Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 103952-RevOl.odf Verified By: Intertek 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 9V' wide) HDPL13, 7130, 7131, 7133, 8130, WINDCODE® W3 Garage Door 8131, 8133 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-20 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 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 inspection.odf FL15279 R4 C CAC W3 Listina Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 104175-RevOl.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 1-3/8" Double -skin Insulated EPS (exterior skin 27 ga. min.; interior skin 29 ga. min.) Double -Car (9'2" to 16'0" wide) WINDCODE® W3 Garage Door Certification Agency Certificate FL15Z79 R4.._C_CAC__Letter withroof of contract and..proof of inspection.pdf FL15279 R4 C CAC W3 Listina Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 101820-Rev13.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZ 1 QR... 9/7/2017 Florida Building Code Online Page 3 of 6 15279.5 005 W3-16 DSIE-1A471: GD1SP, GR1SP, GD1LP, GR1LP, ARISP, AR1LP, ED1SP, ED1LP, 4132, 2132, 6132, SFC38, MFC38 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-21 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). Evaluation Reports Created by Independent Third Party: Gallery/Artistry/Expressions: 1-3/8" Double -skin Insulated EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.) Double -Car (9'2" up to 16'0" wide) WINDCODE@ W3 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of insoection.odf FL15279 R4 C CAC W3 Listing Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 104028-Rev0l.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.6 006 W3-16 DSIU-1A171: 9130, Double -skin Insulated PUR (exterior skin 27 ga. min.; 9131, 9133, HDP13, HDPF13, interior skin 27 ga. min.) Double -Car (9'2" to 16'0" wide) HDPL13, 7130, 7131, 7133, 8130, WINDCODE@ W3 Garage Door 8131, 8133 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-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 insoection.pdf FL15279 R4 C CAC W3 Listing Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FLIS279 R4 II 104168-Rev0I.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.7 75, 190, 84AA94, 42, 48, 55, 402B, I WINDCODE@ W3 Garagee Door Car (9'2" to 16'0" wide) 48B,55S,4RST,6RST,4RSF,6RSF Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-21 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). Certification Agency Certificate FL15279 R4 C CAC Letter with oroof of contract and proof of inspection.pdf FL15279 R4 C CAC W3 Listing Intertek,l)df Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 101308-Rev12:odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.8 008 W4-09 DSIE-1F171: 4300, 2" Double -skin Insulated EPS (exterior skin 27 ga. min.; 4301, 4310, 4400, 4401, HDG, interior skin 27 ga. min.) Single -Car (up to 9'0" wide) HDGL, HDGF, 66, 66G, 67, 67G, WINDCODE® W4 Garage Door 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). 15279.9 009 W4-09 DSIE-IF471: GD2SP, GR2SP, GD2LP, GR2LP, AR2SP, AR21_P, ED2SP, ED21_P, 4302, HDGC, 6202, SFC68, MFC68 Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of ins ection.odf FL15279 R4 C CAC W4 Listing Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 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: Gallery/Artistry/Expressions: 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 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 ins pection.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.aspa?param=wGEVXQvrtDgv3yVVKJZI QR... 9/7/2017 Florida Building Code Online Page 4 of 6 Other: The standard glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FL15279 R4 11 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: 15279.10 010 W4-09 DSIU-1F171: 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 FL1S279 R4 C CAC Letter with proof of contract and proof of inspection.pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL15279 R4 C CAC W4 List12g Intertgk.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-RevOl.12df 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: 15279.11 011 W4-09 DSIUO-1K479: Canyon Double Skin Insulated PUR (exterior skin 27 ga. min.; Ridge/Brookstone interior skin 27ga. min.) with Overlay Single -Car (up to 9'0" wide) WINDCODE@ W4 Garage Door Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15279 R4 C CAC Letter with proof of contract and roof of inspection.pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL15279 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 Created by Independent Third Party: 15279.12 012 W4-09 PAN-21`151: 73, 1500, Steel Pan (min. 25 ga.) Single -Car (up to 9'0" wide) 75, 190, 84A, 94, 76, 42, 48, 55, WINDCODEp W4 Garage Door 426, 48B, 55S, 4RST, 6RST, 4RSF, 6RSF, 2RST, GD5S, GD5SV, GR5S, GR5SV, AR5S, AR5SV, ED5S, ED5SV Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15279 R4 C CAC Letter with proof of contract and proof of inspection.pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL15279 R4 C CAC W4 Listino Intertek.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 II 300159-B-Rev16.pdf 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 of inspection.pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL15279 R4 C CAC Vd4 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 II. 103486-BRev08_df 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 Page 5 of 6 014 W4-09 SPO-21`449: Grand Harbor, Stone Manor Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +25 PSF/-32 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). Steel Pan (min. 24 ga.) with Overlay Single -Car (up to 9'0"wide) WINDCODE@ W4 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof ofinspection.pdf FL15279 R4 C CAC W4 Listino Intertek.Ddf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 103549-Rev06.Ddf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.15 015 W4-16 DSIE-1F171: 4300, 2" Double -skin Insulated EPS (exterior skin 27 ga. min.; 4301, 4310, 4400, 4401, HDG, interior skin 27 ga. min.) Double -Car (97' to 16'0" wide) HDGL, HDGF, 66, 66G, 67, 67G, WINDCODE@ W4 Garage Door 68, SP200, SF200, SE200, 6200, 6201,6203 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25.5 PSF/-25.5 PSF Other: The standard glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. 15279.16 016 W4-16 DSIE-IF471: GD2SP, GR2SP, GD2LP, GR2LP, AR2SP, AR2LP, ED2SP, ED2LP, 4302, HDGC, 6202, SFC68, MFC68 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25.5 PSF/-25.5 PSF Other: The standard glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. 15279.17 017 W4-16 DSIEO-1F479: Coachman/Settlers/Affinity Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +25 PSF/-25 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of_inspectim.pFL15279dfR4C CAC W4 Listing Intertek..odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 101481-B-Revl3.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Gallery/Artistry/Expressions: 2" Double -skin Insulated EPS exterior skin 27 ga. min.; interior skin 27 ga. min.) Double - Car (9'2" up to 16'0" wide) WINDCODE@ W4 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of inspection_.Pdf FL15279 R4 C CAC W4 Listino Intertek.Ddf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 104029-B-Rev03.1)df Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Double Skin Insulated EPS (exterior skin 27 ga. min.; interior skin 27ga. min.) with Overlay Double -Car (up to 16'0" wide) WINDCODE® W4 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and Droof of inspection.pdf FL15279 R4 C CAC W4 Lis ting_Intertek.psif Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 103046-Rev07.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.18 018 W4-16 DSIU-1F171: 9200, Double -skin Insulated PUR (exterior skin 27 ga. min.; 9201, 9203, HDP20, HDPF20, interior skin 27 ga. min.) Double -Car (9'2" to 16'0" wide) HDPL20, 7200, 7201, 7203, 8200, WINDCODE® W4 Garage Door 8201, 8203 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +25.5 PSF/-25.5 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of inspection.Ddf FL15279R4 C CAC W4 Lis _Intert9kp Quality Assurance Contract Expiration Date 05/ 21/2028 Installation Instructions FL15279 R4 II._104169=Rev0l,pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: http:// www.floridabuildint:' QR... 9/7/2017 Florida Building Code Online Page 6 of 6 comply with the impact resistant requirement for windborne Evaluation Reports debris regions (ref 1609.1.4 FBC). Created by Independent Third Party: I 15279.19 019 W4-16 DSIUO-1K479: Canyon Double Skin Insulated PUR (exterior skin 27 ga. min.; Ridge/Brookstone interior skin 27ga. min.) with Overlay Double -Car (9'2" to 16'0" wide) WINDCODE® W4 Garage Door Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15279 R4 C CAC Letter with proof of contract and proof of inspection.pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL15279 R4 C CAC W4 Listing Intertek.odf Design Pressure: +25.5 PSF/-25.5 PSF Quality Assurance Contract Expiration Date Other: The OPTIONAL glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FLIS279 R4 II 104457-RevO2,Ddf windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc. comply with the impact resistant requirement for windborne Created by Independent Third Party: debris regions (ref 1609.1.4 FBC). Evaluation Reports Created by Independent Third Party: 15279.20 020 W4-16 PAN-21`153: 73, 1500, Steel Pan (min. 25 ga.) Double -Car (9'2" to 16'0" wide) 75, 190, 84A, 94, 42, 48, 55, WINDCODE& W4 Garage Door 4RST, 6RST, 4RSF, 6RSF, GD5S, GD5SV, GR5S, GR5SV, AR5S, AR5SV, ED5S, ED5SV Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15279 R4 C CAC Letter with proof of contract and proof of inspection.DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL15279 R4 C CAC W4 Listing Intertek.pdf Design Pressure: +24 PSF/-24.5 PSF Quality Assurance Contract Expiration Date Other: The standard glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FL15279 R4 II 101711-B-Revl5.pdf windborne debris regions. Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Go to Page = t Back Next io 0 Pagel / 8 0 0 Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AgVEEO employer. Coovriaht 2007-2013 State of Florida :: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 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: M0 re.R3 hFrf _. Gred^ft Card Safe http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQxArtDgv3yVVKJZI QR... 9/7/2017 DOOR HEIGHT 4SECTOQR . 6 UfBA Dml VEDTH LP TO 7' , I S 9'C TD S'lo• X TO. W9'_ S I 8 I I I" TO WW CARRIAGE 1 M' RAISED PA C'MS V, MOMS as GA 27 GA DR CLDPAY GDSS. GO55V, N.I. T• GAS' GR53V TIRADES ARTISTRY' ARSSARSSV DE E tAPNIA¢ 1OIISC' Ems rns:v 2DBWE W SIRES (SEE TA FOR OTY). SHEET 1 OF 2 OPTIONAL GLAZING MAY BE STANDARD OR IMPACT RESISTANT GLAZING. SEE SECTION B-B FOR DETAILS. MAX. STANDARD SIZE IS 42-1/2"0C. IMPACT RESISTANT GLAZING IS 21-5/8'x14-1/8". 3' . 10 Ck U-BwS. U_B N A 2-1-2-1 PATOIN O. E. TWO U-BARS ON BOfTo SECIIN, ONE U- BVtS ON IE%f III III SECTION.. E1cJ I _%WW' a' DESCRIPTION ADDED EXTENDED HEIGHTS, COMBINED CLOPA ADDED M/ N 420, 48B. 55S ADDED MIN 4F ADDED *CARRIAGE HOUSE' EMBOSS DOORS. UPDATED MODEL TABLE. REVISED WIND SPEED TABLE FOR ASCE7-10, ADDED IMPACT RESISTANT OPTION. 1 D _ VEN' tl"0w1. D SECTION A -A (SIDE VIEW) 20 GA. GALV. STEEL g _ 1° ORI MIN. YEILD STRENGTH: 50 KSI 8 ww P M —I 2' THICK I 3• T IDGIIDN QF L_—.-__ A OPIIDHAE vrNn aPTIDroI OUTSIDE NErm Inch P0411oN MAX. DOOR WIDTH - 16'-0' QA44C' SHORT RNSED-PINEL S"OWH. 'THma HOUSE 5 5lpiff RAISED - PANEL R ALSO APPROMD. E14d/8" SHEET ETIL SfxEWSI/4' S/4' SELF W iTMPRIO SCREW9 O u aA NEW bVIEw11WxaEx 1e ra. N1WCrzSEESHEETTWO FOR IMPACT RESISTANT CONSTRUCTION DETAIL " A" AND STANDARD CONSTRUCT DETAIL " B"; TRACK AND JAMB DETAILS. DESIGN ENGINEER: MARK WESTFAREID, P.L. FLORIDA P.E #48495. NO P.E. #23832, TEXAS P.E. P1513 SHIP LAP JOINTS. 1/ DENSITY POLYSTYRENE FOAM INSULATION 1-5/16' THICK WITH VINYL HAIRCELL BACKER (INSULATED MODELS ONLY) 25 GA MIN. GALV. STEEL SKIN WITH A BAKED -ON PRIMER. AND A BAKED -ON POLYESTER TOP COAT APPLIED TO BOTH SIDES OF STEEL SKIN. 111U D0011 IEEIl DII dG®! 111E DmCM IL 9 iDN M R11w1E IIID lPFIDI UIRD mA MXVdq 10 1112 R/'RM DUIDIW NOE Nt THE NRIDYSDIVL D11110TR L'OD[ (wm ON ASC£I-1D) IDR 71E EDDADR C0IEIIIDHA 1) ID1C1R.1ElD BVID1No. 2) mUl IKS 1' OF WIDRI N AEMCb [ID ZDNF: S) NIL' AODf DOPE AND I) TFSIMO N AWMDNIOE NIN NNAl51M t 4R-1PDOfC f:YLUAipli fl A gYUWO Dmdi rRw126xxw wr vr0e. RrvP,rz v0m sA n GPM IN to tm uTEImY 1. C. 2. G D A. c 1. C LEAN Nli 1®R O• Y d IY IE MPG: PAN-2F153 cl® P y DATE, 1/3/97 BMASON' OH aLSow °R""' Y' Building Products JAC Com a n (513) 770-4800 Clepoy CorTwraU.. NI RIgh11 R114IwE. CHECIED BY. Mww PRODUCT APPROVAL 15270 12 GA. GALV. STEEL TOP ROLLER BRACKET. EACH BRACKET ATTACHED W/(4) 114x5/8" SHEET METAL SCREWS. 14 GA. GALV. ROLLER HINGE. EACH HINGE FASTENED TO END STILES WITH (4) #14x5/ 8" SHEET METAL SCREWS AND ( 4) '.. 1/4'x3/4' SELF TAPPING SCREWS. SEE VIEW "B". 3' TALL x 20 GA GALV. STEEL U-BARS IN A 2-1-2- 1 PATTERN (I.E. TWO U-BARS ON BOTTOM SECTION. ONE U-BAR ON NEAR SECTION, ETC.). EACH U- BAR ATTACHED WITH (2) 1/4' 0/4" SELF TAPPING SCREWS PER STILE LOCATION. 13 GA. GALV. STEEL BOTTOM BRACKET. ATTACHED WITH (2) 114x5/ 8' SHEET METAL SCREWS. ALUMINUM EXTRUSION ' VINYL WEATHERSTRIP. DESIGN LOADS: + 24.0 PSF & -24.5 PSF TEST LOADS: +38.0 PSF & -37.0 PSF VDNADAD RATDIG MAX DOOR = 1 W 4 1 16- OV K 16'O'H TESCRIPTION CLASSIC AND CH RP STEEL PAN DOUBLE -CAR, 16'W + 24/-24.5 PSF NUNBER VER, B DTIAVING 101711 IBC mWs .. Cue I GUAR NET— I SQTEIDTS H®EL V IS FLUSH TAIRUNE HOUSE' RAISED PNIEL E WSS SONS 1®EL3 e5 GA ES G NS C13PAY CUSS, GWSV, GALLERY' i8S GRSSV HQESARTISTRY' ARSS M5SV mm TAAIOAE HGLISE' EWS fDSSV IMPACT RESISTANT ASSEMBLY DETAILS DRAWING 10177 1-A SECTION B-B IMPACT -RESISTANT GLAZING OPTION) Ep1 TY OPTION& DOG7RAR+E D— 1ARTIVWR HCH "m TAPE LVP-N RNUR. 1ER IDF ERNE ND FACADE). D6ARAWVE FRONT AMIDE. r 9110pNE 41,NN IElllffll STEEL ARM AND FTVAE). m m3 IR.IM1E11 FASIN ro FPNIE RAINR01mREAM E i i FRONTHHG 10) #aTO) 1 . J/a• MR IR/D MbME LRw3 OPTIONL WPACT-RESWANT GLAZING NE ED PCLYOVd30 M FRIGHT HWIE NO D CC2 PLASTIC N ACCORDANCE RTIN CODE RM W= THE NPICf-R166TANf REWNENEINS STANDARD ASSEMBLY DETAILS DRAWING 10171 1-13 SECTION B-B (NON -IMPACT RESISTANT GLAZING OPTION) FRDM FRAME RIM U.V. CLATNO ON OUTSIDE SURFACE. NOTE THAT FROM FRAME IS RARF0IR THAN NPACT-FIESSIANT FRAUE 1J7 l J OIADNO — NOTED MSDE J LIRE WAINEA jDd/!• PAN HEAD SCREW. STANDARD ASSEMBLY CONSTRUCTION: OPIIEM.1 SSB. 058 OR I/BC ACYRe1C LEES AVAMRLE OPNOAL ACTINIC OUS IS PIASKOME oFm OR WORE OP APPROVED CC2 PLASTIC IN ACCORDANCE WITH IW/FBC IRE MR E DOOR ASSEMBLY INSTALLED IN COWPUANCE WITH THIS SECIIOx NFETS THE NAND LOAD REWIRENEKTS OF THE FLORIDA BUILDING CODE OR INTERNATIONAL BUILDING CODE BUT OiitlDE MEET THE IMPACT RESISTANT" REDUNNNI FIX1 MNDBOIE DEBRIS REGIONS NEF. OLAFlER 1s FBC/IBC). NE„* moan ^ ^^* SHEEP 2 OF 2J/e'.J• W ICRCMS off zap CFNIEIS I-1 e•WASHER REDINRD. VO SCREWS WY BE CNMD]ONM (BUT NOT REOIINED) ro PROMDE A R115NNOLINTSIOSURFACEHOIZORRL1ANB3DIROf1n .Np LOAD. J' SLEEW ANO DIR SOUS ON =' CEMOiS (2,000 PSI M . ERS INCLUDED WAIN SLEEVE ANCHORS OR1/4'.3• TIPWN SMEWS ON 17' CENTERS (2.000 PSI TIN, CONCRETE) OR O• CENTERS (C-00 PLUCK). 1. O.D. WSHDIS REQUIRE) NM TAPCONS ANCHO6 WY E CGL NTERS N LBUT NOT REQUIRED) 10 NIQ70E A FWSII NOUHINO SURFACE HOIBGLNN. W 00 IOf IPAIISFEn LOAD. PROG651OWL MY ALSO BE EWRDIEOTO APPROm ALTERNATE F STENERS10N AND/OR dNR CONIGL1RA1016. PRFPMAIIdI aF .WIA4 BY DIIEAg. slap MOULDING eY DOOR NsTA1LEIH (10 sum SA YFLDW PINE dALIB / YID GA &NAZI ONV. STEM END SRIE 20 W WV. STEEL VIER 5111E— LAGSCREW II g=Q I K BRAgET. \ TODA ON.V. N'"OE. BWII INOE FASTENED ro SIeO T 1e• LD.(Fq n1 R) ` a 14d/1• SHEET 14 oA OTLV. ROl1tR IAl10E FILTH 11110EENEsFASIENmroENoeatsMT1NH) yQg; TRACK CONFIGURATION N BRAnEr 14.e/e' sREET LIEAL scrEws NAND (!) ABOVE THE DOOR OPENING15ANUTS LTA I1VE11 1/!'W/!' SEIf TAPPNG SCREWS. DOES NOT AFFECT THE WIND LOAD RATING OF THIS DOOR. ST 10 BAl1 LON TIRE4TF11 TIQl ROUFN WRHslFaORHnaN IBIA.IBNIOtl WX THE DESIGN Or THE SUPPORTING STRUCTURAL 0"WIS SHALL E THE ESPON99l1IY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND N ACCOROYOE WIN CURRENT BULDHO CODES FOR ME LOADS LISTED ON THE DRAWING. m A = & NRRW.— MARK WESTERFlELD. HORIZONTAL D0011 1 1' TALL DOORS AND UNDER 13 GA OHLV STEER HAG 9UCIET LHR TOP BRACKET EACH fFAFEED Ip 00D Awe WTIH DOUBLE HORIZONTAL 3) S/le.1-5/e• wooD LAO SOIEAS TRACK DOOR DOUBLE IAACK H $ LOW HEADROOM OPTION 2. OALV. Sim TTNRACX : MIN.&RACK 1EL AeO' TTW. 2-1/2•.12 G OALV. STEEL TRACK BRACKET. 4) TRACK WACKEIS PER SIDE NOIF• aWHE 1RAtlf LDW 3' MMO AVAIAB E-0 gnm DOORS OVER F TALL c'® V MPC: PAN-2F153 paJ DATE, 1/3/97 8585 DUKE ullding Products MASON, OH 45040BLVD. DRAW BY, JAC OTTI On ( 513) 770-4800 CHECKED BY, CW— Cme U.. M Rf.hl. R—d. MWW NIX MM- FOR DOORS OVER HIGH, TRACK CONF1CURATON SHALL NOT E1(C® IAIONW SPACING PROVIDED. CONSULT FACTOR! FOR 101E DETAL F ROO. DESIGN LOADS: + 24.0 PSF do -24.5 PSF TEST LOADS: + 36.0 PSF do -37.0 PSF VDILOAD RATING MAX DOR1 SIZE W 4 ) 6•o'w K 16.0-H DESCRIPTION CLASSIC AND CH RP STEEL PAN DOUBLE -CAR, WIN +24/-24.5 PSF B DRA NG NUMBER, VEAL 101711 IBC Florida Building Code Online Page 1 of 3 MR EG3° o x..::..a-."rr*.:u`,a°.x i+ ,«^"-..'wx..: I3';&-,-...,sna.':". -• r 1.&...,' a`ha'fa'ro9wwt,e dria S ..", .. , BCIS Home ` Log In User Registration Hot Topics i Submit Surcharge Stats & Facts Publications FBC Staff BCIS Site Map t Links Search tProduct Approval USER: Public User Product Approval Menu > Product or Application Search > Application List > Application Detail _ s,; 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 MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd,com Brent Sitlinger bsitlinger@miwd.com Windows Single Hung Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE 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.floridabuildinc,.orc/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtCUGgvj Qiz6BP... 9/7/2017 Florida Building Code Online Page 2 of 3 kq LA Summary of Products FL # Model, Number or Name Description 17499.1 185 SH 52x72 Fin/Flange Frame IG/SG Impact Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R1 C CAC MI Windows - 185 SH (Fin) Impact 2Ip...dfApprovedforuseoutsideHVHZ: Yes Impact Resistant: Yes FL17499 R1 C CAC MI Windows - 185 SH (Fin) Impact 3).pdfDesignPressure: +55/-55 Other: R-PG55, Missile Level D, Wind Zone 3. Glass to be FL17499 R1 C CAC MI Windows - 185 SH (Flange) Impact L2):pdfbeddedinPecora896sealant. FL17499 R1 C CAC MI Windows - 185 SH (Flange) Impact 5).pdf Quality Assurance Contract Expiration Date 10/10/2018 Installation Instructions FL17499 R1 II 08-02544A.pdf Verified By: Luis R Lomas PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513320A.pdf Created by Independent Third Party: Yes 17499.2 185 SH 52x84 Fin/Flange Frame IG/SG Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R1 C CAC APC(13362)E1725.01-109-47-RO 185 SH(FLG waiver)5-8IG 1-8A 52 1-BX84 R60(100918) pdfApprovedforuseoutsideHVHZ: Yes FL17499 R1 C CAC MI Windows=185 SH (Fin 110)_pdfImpactResistant: No FL17499 R1 C CAC MI Windows - 185 SH (Fin) (9) pdfDesignPressure: +60/-60 FL17499 R1 C CAC MI Windows - 185 SH (Flange) (9) pdfOther: 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 5133-22A.pdf 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 4).pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: Yes FL17499 R1 C CAC MI Windows.- 185 SHLin Im act 5) Done.odfDesignPressure: +55/-55 Other: R-PG55*, Missile Level D, Wind Zone 3. Glass to be FL17499 Rl C CAC MI Windows - 185 SH (Flange) Impact 3).pdfbeddedinPecora896sealant. FL17499 R1 C CAC MI Windows - 185 SH (Flange) Impact 4).pdf Quality Assurance Contract Expiration Date 10/17/2018 Installation Instructions FL17499 R1 II 08-02545A.pdf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513321A.pdf Created by Independent Third Party: Yes 17499.4 185 SH 52x72 Fin/Flange Frame IG/SG Single Hung Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R1 C CAC APC(13361)E1726.01-109-47-RO 185 SH(FLG waiver).pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL17499 R1 C CAC MI Windows - 185 SH (Fin) (11).pdf FL17499 R1 C CAC MI Windows-.,-_185 SO Fin)_.(12),.pdfDesignPressure: +60/-60 Other: R-PG60 FL17499 R1 C CAC MI Windows 185 SH (Flange) 1( 0).ndf Quality Assurance Contract Expiration Date 10/08/2018 Installation Instructions FL17499 R1 II 08-02549A.pdf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 RI_AE 513327A_pdf Created by Independent Third Party: Yes 117499.5 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(13363)E1729.01-109-47-RO 185 SH (FLG waiver).DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL17499 R1 C CAC MI Windows - 185 SH (Fin) (13).Ddf FL17499_R1.._C,_CAC ML_VJindows_185 SH Fi14.),.pdfDesignPressure: +60/-60 Other: R-PG60* FL17499 R1 C CAC MI Windows - 185 SH (Flany 11 df Quality Assurance Contract Expiration Date 10/17/2018 Installation Instructions FL17499 R1 II 08-02550A.pdf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513328A,pdf Created by Independent Third Party: Yes 17499.E 185 Triple SH 111x72 Fin Frame IG/SG Single Hung 110x72 Flange Frame IG/SG Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R1 C CAC MI Windows - 185 SH Triple (Fin) 0)_Pi fApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL17499 R1 C CAC MI Windows - 185 SH Triple (Fin) 4).pdfDesignPressure: +50/-50 Other: R-PG50* FL17499 R1 C CAC MI Windows - 185 SH Triple (Flange) L34.jdf FL17499 R1 C CAC MI Windows - 185 SH Triple (Flange) 4).pdf Quality Assurance Contract Expiration Date 10/20/2018 Installation Instructions FL17499 R1 II 08-02548A.Ddf Verified By: Luis R Lomas PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513324A.pif 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 R1 C CAC MI Windows - 185 SH Twin (Fin) M-P fApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL17499 R1 C CAC MI Windows - 185 SH Twin (Fin) 4).DdfDesignPressure: +45/-45 Other: R-PG45 FL17499 R1 C_CAC MI Windows=185 $H Twin Flange). 3).Ddf FL17499 R1 C CAC MI Windows - 185 SH Twin (Flange) imp Quality Assurance Contract Expiration Date 10/20/2018 Installation Instructions FL17499 R1 II 08=02547A.pdf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513323A.Ddf Created by Independent Third Party: Yes Back Next Contact Us :: 2601 Blair Stone Road Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. 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Product Approval Accepts: Safe. http://www.floridabuildino,.org/pr/pr app dtl.aspx?param=wGEVXQwtDqtCUGgvjQiz6BP... 9/7/2017 NUM'i THE PPOF,'Lk,-,1 SW,"NN PEREIN IS DE1,t.,'NFr) AND I,A11IMPAC.T(1RED TO COMPLY ifliH 0, IHI, Fh')Rll-BIJIEDINCGODE INICLIL)Nf-, NE HVHZ, 2.. ' wYt-,,0,D' PR/0,1ING, AND MASONRY OPENING M BE DESIGNED AND ANCKDRED TO PROPERLY Ti 41,15't7ER ALL LOADS TO FRAIIN-G.' AND MA',-;,)INPY OPEININf,' IS THE AL OR EN(.'INEEIR )r IX RUC OVER MAEONRY/CON" RIFTE IS (J-PTIONM_ 4. WHIME TIM DR RIKK THICOIESS IS LESS THAN 1-1/2," WIN0,OW 1,117S MUST BE MVIOWD 11AMTH DE FRAMI- IN ACCORDANCE WITH MAMMMIT EIR'S PUBL_TIED INSTRIJ(-Tj...':, . AN,;HOPS. SHALL BE QTTENED DIRECTLY IWO MWONRY CONCIATE OR MAR TPRI-TUIPAL SLIBMAIE MAURIAL. I MUT WKJD BMK HIC'KNLS-S IS 1 -1,,2" :.:It '-kEAIER. Lt-k-i< SHA-LL BE '--E-c1JRL-LY I'A" SIL-W-D 11") MA'--,OFIRY, COICRIDL OR CAER 51`15?11.)1;AL SC13SIR;NT[ MA( BF MCHORFO THRONGH FRAMF TO SV(;RFP WC ) B1.!11K IN ACCORDANCE 011M f:TTUkSHED W IALLAIION INSTRUclic"Ns. MUM A BIAK IS NO JKD NRIMILAR M.Ai ERIMS hAMI BE SWARATED VWH AWWAID Cr I: OF h,!EiA9f-,'ANF. SRFOON OF COMNG OR MEWRXQ !S ME OF THE AI:-,(, IflHEf) OP EPSlIELF'. 0!: REC-OR0, RAKS SHAL EUMD BEYONO WNDOW MUM= FXE SO WAT FiLI. FRAME SLPIPORT iO MR M INWALUMN SH M AS NEMED, MR FRAME INSMaMM 5W AS REOURED A E/C:fl /% NCHOR ','vITII LuAD fl-EARINIG SHIM, SHIM MORE SPACE OF IPF OR GREATER Du(NIAT SHIM TO BE. 1/11". 9. SHIi,,!S ,,; HpJ-l. I I..X::ATI::Q AFTAND ME MWE TIMM MAEMALS AND PKANESS CMALT11: M,Pi n! AND ODD EMATION FAr TOR' C,1=1.6 'AA, JSED FOR 'AlOOD AN-HOR it FRAME MANITMA FORMED RIVID PV,-- i 2.0 I I tAi-S] BE GLAZED PER ASTIA DMOnVOT SEE SHELF 14 MR CLASS DEIMI-S. 1,- APPIP(.,VCD MI ,%(,T IS MR TMS PIT)DUCT IN WIND MR& DEBITS R10101%. P-A", ANCHORIHf-' RROLIGH FIN INTO WOOD FIQMG OR 2X SIXK LIA #S WOOD SWIMS WqH SAPOEW ANKH TO AMIDE A 1 1/4' Mi:1jIM.OIA EMPI-EDMEN1 NTC `'!JBSTRAE- O(All- ANI"' M-1111,1-1, A3 SHO111i'l, th I f. ADC;,N,3 ANI.) 11,1.51ALLACN Df-fAE,',,. TABLE OF CONTENTS sma Mal 1 i 1 2 4 ELEVAI ONS 5 13 114STALLATIO--,! DETAILS, 14 1 COMPONIENTS rescrianch DAIF PEVI$E(-,- ANCHOR SIPACIN(: & CHARTS 1 07/1 1/2C 51 R,- 15. MR A*'.*:HORING HIR;11,311 FRAME NTO OR 2X ).Sf- ffl,..) "'100,) S(XFWS WITH SUPROITNT 111001H TO ACHIEVE A 1 IP' MIMM4101 EMUMMO 11A) 315-WE I -MATE lIJ4fI AS SHO'NiN IN EA%,AIIOIlS AND INSTALLAliCIN DETAILS. 10 FOR ANiCHOM.W. HIROU('41 FRAME WO IJSE 3PIS " TAP,'ONS Will! SIJFi I('11-1, 11 LLNGIII TO N>WE A I 1p" MIN11',liAl I-NBEDMEN!" NTO SILI3'5lRA1E WITH 1/2" 1,11, 41MU) LDGE DI5.ANCE. LOCAVE A.NCHOR.; SHOWN iN LLFv,",DONS 2 lmc) NSIALLAIION BEIAILS. 17, FOR ANCHOIRING THROUCH FRAME ME) METAL STRUTWo LJSIE #10 SMS OR SEJ DRllII1G SGREWS WITH SUMVEPH UN014 TO 3 THREADS MINJIT,10,1 s1RUCIURE WALL. LO(AE . 4.,I(,HORS A..; TIOWN1 IN ELE'VAJIONS AND 11T., I'ALU", I ION DLIAILS, I MJ, "FS ROYSIO , .. T-D'47TO BFCORNRF.SISTANT. I C). NSIAILLAIION ANGHORS L. L.'SHABE N','.1ALLED IN ACCORDANCi- mill MANUMMRMS INSWUMUN AND ANCHORS T-11ILA.. NOI BE IN 193TRAMS WITH SMENGTHS ASS THAN THE MiNIMIUM ',-.TRF.NG H SPFC!FIED 9-F1.0'If: A Wlu,D: MINI'AI P' l Ol: G=0c,;2 R;.(f.. M It'll COMPH" iSS'Pl, T,JR[NGH-I CF.2,000 PSI. C. I"i'A'SONRY1 PER ASIM VflA1 f,,n=-,'.,,0(-)(;PS,,I 1,41NIX-ilJ, D. MFT,%I.. STRIJCTURE: STEEL 18C. A (.1N8'1) F)=33KSI/FI1=52KS1 Or NUWWM 5N3..T5 0-18" HICK MINIMLM SIGNED: 0711212016 M6501 WIWENDSTOWMARS AKENTD DO 0 /1// STREPORS MATt PA "030-0370 tiyI, SERIES 95 AWITUM TINGLE HnG WIND= MAWNON -IMPACT v 040p NOTES t 1 V1OF Qw. MON" G N.. 00 - 0 2 6 4::6: 1Al.11iII10 N T S7 IPA-K: 12/ 09/ 14OF14 3k REV Rlrr, TAME I D T I I52MAX, RAlvll:: V,'l:.)lH RE', DESCRePTION 2" MAX MAX 2" MAX KVISE-, ANC.HiDR SFACINC CHARTS 07/11,, Rt.. W,x 2-4 J- CHART #1 UNITS INSTALLED WITHOUT FILLERS GIAX Number of anchor lacatio"s required MAX Frame Width (in) FramejL 24.00 30.00 36.00 1 42.00, 4&00 52.00 Haight (in) Head Jamb Head Jamb Head Jamb Head Jamb lHead jJamb Need Jamb Head Jamb 24.00 2 3 3 3 3 3 3 3 4 3 34 4 3 30.00 2 3 3 3 3 3 3 3 4 1 3 4 3 4 3 36.00 2 3 3 3 3 3 3 3 4 1 3 4 3 4 3I.IZ"X 42.00 2 4 3 4 3 4 3 4 4 4 4 4 4 4 iiEP;FITiEh'HT 48.00 2 4 3 4 3 4 3 4 4 4 4 4 4 4 54.00 2 5 3 5 3 5 3 5 4 5 4 L_ _4 6 3 Headd r22 3 2 , 2 F42 2 4 5 60.00 2 5 3 5 3 5 3 5 4 5 66.00 2 5 3 5 3 5 3 5 4 5 4 5 4 5 i6364646 4 66 6 3 6 3 6 3 6 4 6 4 6 3 6 764647 5 7 185 ALUMINUM SINGLE HUNG . WINDOW 185 ALUMINUM SINGLE HUNG WINDOW 1 ........ . ....... . EXTERIOR VIEW DESIGNER EXTERIOR VIEW FLANGE & FINLESS INSTALLATION FLANGE & FINLESS INSTALLATION WITHOUT FILLERS WITHOUT FILLERS SEE CHART#1 FOR SMALLER UNITS REQUIRED ANCHORS SEE CHART#t FOR SMALLER UNITS REQUIRED ANCHORS DESIGN PRESSURE RATING IMPACT RATING 60.OPSF NONE SIGNED: 0711212016 IVII WINDOWS AND DOORS 11. L 0 I lAX4,lUV SASI 1 SIZ; .5 1 X 5-3" 650 wEsr MARKET SWEET 2. 17030-0370 .,p ,,iAX ffi V SAS1 t , S/2 . ZX GRATZ, PA13. MIXIIAUV, WED 49 zI'il . SERIES 185 ALUMINUM SINGLE HUNG WINDOW 5r 521'X84" NON IMPACT OF FLANGE FINLESS ELEVATIONSSTATE 0FHARDWARESCHEDULEA. . (2) METAL SWEEP LOCK AT 8" FROM EACH END INTERIOR MEETING RAIL A N. G. 085- 0246ONAV. B1(2)13LOCKAND TACKLE BALANCE AT JAMBS N T S JOA7! 12/09/14 1'K:2 OF 14 2" PAX 2" MAFRAMR WI-DTH .............._ 1 i 1 r` t:wr:.igrr: ` fie ; CF.!?TI:?Id CaTE A'F^C'.Vfo R= vlSF.F, 1:r.CHi]R SFACINC. tt l;Hnrc:.> : 0'•j11 2076 f<<'.— O CHART #2 UNITS INSTALLED WITH FILLERS Number of anchor locations required Frame Fram h (In) Height ( In) 18. 00 Head IJa.b 24. 00 Head Jamb 30. 00 Head Jamb 6 Head Jamb 42. 00 Head Jamb 48. 00 Head Jamb 52. 00 Head Jamb j X 172.00 P, I 24. 00 2 3 3 3 3 3 3 3 4 3 4 3 4 3 30. 00 2 3 3 3 3 3 3 3 4 3 4 3 4 3 36. 00 2 3 3 3 3 3 3 3 4 3 4 3 4 3 42. 00 2 4 3 4 3 4 3 4 4 4 4 4 4 4 2 5 3 4 3 4 3 4 4 4 4 5 4 5 54.00 54. 00 2 3 5 3 3 5 4 5 A 4 60. 00 2 5 3 5 3 5 3 5 4 5 4 5 4 5 66. 00 2 5 3 5 3 5 3 5 4 5 4 5 4 5 2 6 3 6 3 6 3 6 4 6 4 6 4 6 78. 00 2 6 3 6 3 6 3 6 4 6 4 6 4 6 84. 00 2 5 3 6 3 6 3 6 4 6 4 6 4 6 185 ALUMINUM SINGLE HUNG WIN ..... EXTERIOR VIEW DESIGNER EXTERIOR VIEW FLANGE FINLESS INSTALLATION FLANGE& FINLESS INSTALLATION WITH FILLERS WITH FILLERS SEE CHART #2 FOR SMALLER UNITS REQUIRED ANCHORS .SEE CHART #2 FOR SMALLER UNITS REQUIRED ANCHORS DESIGN PRESSURE RATING IMPACT RATING 60. OP5F NONE. 1=; i. T1 t: t, t, I%4 S' 11 SIZE,: 1 i d:,tt91,6. E:;; L: D.l_.C; 4 `,,': \ 2 I/ METAL SWEEP LOCK AT 8" FROM EACH END INTERIOR BLOCK AND TACKLE BALANCE AT JAMBS VI WINDOWS AND DOORS 650 WEST MARKET SIREE'T GRATZ, PA 17030 03i0 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52" X84" NON —IMPACT FLANGE Fc FINLESS ELEVATIONS N. G. T 08- 02546 se. a!T NTS 1e4-`:: 12/09/14 1 "`': 3 OF 14 SIGNED: 0711212016 P. IILId'19% N-J.4\r ENS*.9p A , TAT OF fu A s nNAl1\ 1MAX_MIAX T I II.> ....__..__....................................... .... A_ HEIG IT: ; MT,>' G.U. I i I i_:._-.. Jai .n ... - 185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW EXTERIOR VIEW DESIGNER EXTERIOR VIEW FIN INSTALLATION FIN INSTALLATION SEE CHART #3 FOR SMALLER UNITS REQUIRED ANCHORS SEE CHART #3 FOR SMALLER UNITS REQUIRED ANCHORS DESIGN PRESSURE RATING', IMPACT RATING 60.OPSF NONE II''ll 2. MMl_fkl ;A I O. 4 g r 'Z 1/2'. FIXED I L i 4 1 ,'4 e s" HARDWARE SCHEDULE 2) METAL SWEEP LOCK AT 8" FROM EACH END INTERIOR 2) BLOCK AND TACKLE BALANCE AT JAMBS P.' V.FFC .I.C.I ;P SP CIftC &t c ,-.> ) /,i/'•2ci 15 f+.1... CHART # 3 Number of anchor locations required Frame Frame Width (in) Haight( 1.) 18. 00 24.00 30.00 36.00 42.00 46.00 52.00 H& S Janrb H & S Jamb H & SK59 mb H&S Jamb H & S Jamb H & S Jamb 24. 00 3 3 3 3 4 5 3 6 3 6 3 30. 00 3 4 3 4 4 5 4 6 4 6 4 36. 00 3 5 3 5 45 5 5 6 5 6 5 4200 3 5 3 5 45 5 5 6 5 6 5 48. 00 3 6 3 6 46 5 6 6 6 6 6 54. 00 3 6 3 6 46 5 6 6 6 6 60. 00 3 7 3 7 47 5 7 6 7 6 66. 00 3 8 3 8 d8 5 8 6 8 6 72. 00 3 8 3 8 48 5 R 6 P 6 d;; 76.00 3 9 3 9 49 5 9 6 9 6 84. 00 3 9 3 9 4 9 5 9 5 9 6 9 6 SIGNED: 0711212016 DOORS M6SWINDOWSsTMAKErSkFETGRATZ, PA 1 030-0370 v •\GRNS ;tP t7 5 *- o ({lr SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"X84" NON —IMPACT FIN ELEVATION A • jqj 0 O A tl/ - C0R10 1 r',G, OF3 A rJTS on; 1_ 12/09 /14 `0`254COF 14 AIN F'.I;G.F DLd 7ANC.FT X P I< UY OlI L+5 H P D A .r4r 1 1 ".4.„ MIN. F;IET tTI r,PP LD r. r __1 - 1/4 , 1 /4 FAX. 1I I I M A(' L RE\"510t15 R F. % fiESC;(;IRTkJIJ I Ci TE AP (jV[D RrVi=Erj ANCHOR SP,'.,.ING & C14ARTS i 11:2016 r<L. PVBEG.M.. N SHIIA _ SPACE 1 y. INTERIOR OR FI_r C R LI.JNG WOOD, Fq:,.FIIN.: EXTERIORSCF',L`vV OR2;< GUNK I BYOTi-IER; ._.. EACr:=R F.CiF; S F A AN ll JAMB INSTALLATION DETAIL L r WOOD FRAMING OR 2X BUCK INSTALLATION JL I 1 INTERIOR EXTERIOR ' --r- INTERIOR SHIM SPACE EXTERIOR r N" ^ INTERIORSFi_F URII_L.IhJG Ll Ti FiF `_;-T ,A .. ..._ o; IPI 1CL' Ca: a Iti p fl API RovFD 511 1, Tf FF ;FT ED . l,._ - IN.4 L O( DISTANCE D : L \ APPROVED r. ,^,I r i I..D , -` % , I TURAI_ EXTERIOR NT _ :_ J4 F1 BAI:YFn F - If SLr+LA11J( IIF ". ' A & AFFI r f.. - n'rJ f li - RSl.. / 4' MAX. E. EF., F L ^:F PROVED v v•I; F I N: . 1 _ I SHIM SPACE SE.a6 `: ... 8Y r rf E..3 NLTAL.-, T.IUCTu ?E \ T JAMB INSTALLATION DETAIL BY OTHERS METAL STRUCTURE INSTALLATION SIGNED: 0711212016 VERTICAL CROSS SECTION VI 1VINQO11'/$ AND DOORS ltlllf/1IjWOODFRAMINGOR2XBUCKINSTALLATIONVERTICAL CROSS SECTION 650 WEST MARI(ET SIRE4:T R.. Lp METAL STRUCTURE INSTALLATION GRA 1 Z, PA 17030-0370 J g v • G E N SF.`gif' SERIES 185 ALUMINUM SINGLE NUN. WINDOW= 0 625 •= NOTES: 52"X84" NON IMPACT Ask 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, FLANGE INSTALLATION DETAILS YJITHOUT FILLERS AT w= NOTSHOWNFORCLARITY, 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE 1+<; I.e, reti F•;cC rJR1Da• \' G\\ DESIGNEDINACCORDANCEWITHASTME2112N.G.: D8 N;e. G. 556OF NTSna'- 1 2/ .9,/14 `" 14 ONA 11E 2 1/2" V-1i : . I REM,*)S , 4 ka'I )I'!- ..AI ,;' F Fr, U-SUIP701, OAT "J. E E NI ----------':,FD.S C-7 /1 1 /2, Q 1 F R.L. P'( SEE !OIES 3 7 EV"9I-MIENT 1,4ENlILI S1111.4 SPACEUACK[ "D F D 3 1 C, INTERIOR EXTERIOR INTERIOR Ul . . ....... ............. D I STA'J C E EXTERIOR AC,~ ER ROD OFTIONAL I,< RIB SLL NOIE's 3 L.I. T' JAMB -INSTALLATION DETAIL 0 B F. ,E T CONCRETEIMASONRYINSTALLATION pBACKER' POD V-D z APPROS EV. l pp( STRL CTURAL. ALI S 7 A U N F NOTES: I NCH' f op IOUAi I x PU1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, I!\ NOT SHOWN FOR CLARITY. FEI S144 SPACE2. PERIMETER AND JOINT SEALANT 8 Y OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 K,R7 FF. ' IVCINR' SIGNED: 0711212016 MI WINDOWS AND DOORS \\\\ jlIIlI1111e111 S R. L o6,50 WESF MARKEISIREUGRATZ, PA 17030-0370 52"X84" NON-IMPAC T SERIES 185 ALUMINUM SINGLE HUNG WINDOW FLANGE INSTALLATION DETAILS WITHOUT FILLERS VERTICAL CROSS SECTION CONCRETE/ MASONRY INSTALLATION 12/ 0,q/14 09-02546 I OF 14 IONAL pi 2 MIN EDGE: 'IS OF 1;p HIT% L LiT 111L tS. H C i \ i RLLLR LI s INTERIOR EXTERIOR s NT Orr2X PUCK BY Ll BE. L F PO D T e ILIA: EH. A ; F 1/4" MAX. BACKER ROD IIM S..':•.CE. 8: .A.PPI?OVED r METE STRUCTUF BY OTHEF 5/4 FAN LOGE. LI fANCE 1 t" IiAX F I I'.•1 C L I I l r 1 Ol' E RIII`1h I,F.E44 INTERIOR O =iF SET IN A DLL ..7f f'{ 7 .7 TRU,.T7 <A .. SEA_n.N 1/4" MAX. SHIM SPACE FEV Si;:rtl ` Fe; DEKRIPTmr r TF na =c•;cn TS 1 1, 4 M.N.1 E ?LL.f_I S I! ACE 2. i INTERIOR I -A I N 1I,o :A,Lor, Ifff FRAMINO OP X B EXTERIOR KBY OTh E R f'uC F F, i -.1.7 LL_ f S.. Aid JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION AE I AL 1 <C F C4. STPILIVURE Si IPA 5PACE Ff OTHER' po SIAS 6R INTERIOR it F ;RILI. IN > 1zE a rnm1 nl t I I EXTERIOR i F! i-,.ER A.PP ROVED SEA:_ ANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED; 0711212016 VERTICAL CROSS SECTION MI WINDOWS AND ours 5ltiilfll WOOD FRAMING OR2XBUCK INSTALLATION VERTICAL CROSS SECTION 650 wEsr MARKET STREET S R. 2p ii/ METAL STRUCTURE INSTALLATION GRATZ, PA 17030-0376 y`OENs gp i NOTES: SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"X84" NON IMPACT k 0 6x^5 0 1. INTERIOR ANDEXTERIORFINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. FLANGE. INSTALLATION DETAILS ' AJITIi FILLETS S/E i rA , TAT OFZZ2. T HE ZS TOBEB OTHERS 2; ;N ,1 , y.,O,iA' [ ORkDESIGNEDPERIMETER ACCORDANCE WITNTAIV°' 08 O`2576pF SjON1All4 NTS Anse: 12/09/14 14 2 1/2 C,7/1 I P y ANC-HOR SrAl. GHARt XY -- -IJ( L' ---, i-1 I , --1 R" E N ITS 1EW4 :L)M* N 1 m1m. EEi " I EI,4BEl:%1EW C 0 N ET I l A S 0 1, P S- GF110HAL. 1X BUICK THEPNO - RI 5 F. VEr 0411110, 1. SPACE INTERIOR j! 11 4— lei 2 1 EXTERIOR ill INTERIOR rrr E D GF .................... DISTANCE I EXTERIOR APPROVED SLALAN 1, 11.1. F0 DF 'S BACK ROD ET JAMB INSTALLATION DETAIL 1 3 E D CONCRETE/MASONRY INSTALLATION R - APPi; O'.V D S T rl',) -TURAL SEA UAIIJ I OFT101' J'Ai IX BIJCI JAX. NOTES: E NC; T.- 3 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, SHIM SPACE NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 XI C, R E T E/ 1, -)NRY By cli! IUR % SIGNED: 0711212016 M1 WINDOWS AND DOORS owilloo, 650 WEST MARKET STREET R., L 0 GRATZ, PA 17030-0370 ,\r, E N SERIES 185 ALUMINUW, SINGLE HUNG WINDOV,? 52"X84" NON IMPACT INSTALLATION DETAILS WITH FILLER 7341 Irl Go- F, VERTICAL CROSS SECTION AT ,- It. tj z0 0R 0 CONCRET 08-02546 A N.G. "IV 1;(- Alr NTS IOAIK: 12/09/14 Pl'I'18 OF 14 WOOD OR S N 1 mjw FDGE Dl.--3Tt..!N'-'.- 10 AC)01; SCIP'i: V nI INTERIORLL11: EXTERIOR RACKK ROD rk. APPROVII'll V, 100i) FRA.Mll,- c", ' X El!-)(.K F-- iY OIHER'S' I, 17TAl.. BY j I . HLPS APPROVED ANT EXTERIOR TO FiE SET N A GED (:',I; A PIROVED STFOLICT URAL SI ALAP I i BACKFR R101 M.", X, APPROVE[. L. SHIM 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 METAL STRUCTURE 13Y OTHERS. EDIGL DISIANCE I / m 1:11. 1/ 4" t.,IAX. 'I ,o E P v! - N 1 SHIM SPACE 1 / 2" VIN EDGE DISIANCE 11 OR RiLLING INTERIOR VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION I- L EE 'S.-- x! A BE[) 01: APPRCV- P E' Al-AN 1 1/ 4" MAX. SHIM SPACE DESC R I PTi(' 14 l' A14 I 0,R SPACI IqQ & cl 4Ar-! S IIAX. S WJ .SPACE INTERIOR 1. C_ 4 T F. C71/ 1 1/2rjrj RJ[,. fi 10, 0111010 P W cR[ EXTERIOR JOI FRAMING - - ON iL:i;K BY OTHE ROD JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION m A x SPACE 10 (. N? INTERIOR SELF 101fifill R. OF D! SIANCL EXTERIOR BNCKER ROD E A APPROVE-) 6Y OPi[:RS SEAS-. A N: T JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED.- 0711212016 MI WINDOWS AND DOORS 650 WEST MARKET SSTREET0 GRATZ, PA 17030-0370 SERIES 185 ALUMINUM. SINGLE HUNG WINDOW 52" X84" NON -IMPACT INSTALLATION FINLESSDETAILS WITHOUT FILLERS T. OF 0 DRAWN' I C lj`; I "" v 0 rJ G. 08-02546 1// NTS J'A.E. 12/09/14 OF 14 101101" F y J Vx PUC.v — ----- SH N-DIES 3 7 A I.iA(,Kf_IR A SE ALAN 2 1/2" Mirl. FIV,-3F "IT A-NOEi, T MIN 4 SHIld cPA,,:- P- VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION 1 1/4" miIil L ki 9., E LIM [ N I MASON P ollims I 6 " T4, P 00 lx. Pr.. V!E ANC•I ;R SP-NC. & i',l FT S /11,,2o15j FIJ- C'PlIONAL IX RU,-K SFF NOTI-El', 3 r MAX SIM,! SPACE INTERIOR E DGE 01S TANUC Jill EXTERIOR BACIKER ROF) 4. APPRO""m SIN AN I JAMB INSTALLATION DETAIL CONCRETEIMASONRY INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT TBY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SIGNED: 0711212016 MI WINDOWMARKETS AND SDOORS 650WES'l IREET PA vk L o w E Nq GRATZ, 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 0 52" X84" NON -IMPACT T' FINLESSINSTALLATIONDETAILSWITHOUTFILLER0 T 4UZ: 0 R N. G. I 08-02546 A 1 61 * * , V " 6/ 10NAl. S\\\\\ PA- E NTS12/09/14 10 OF 14 llllimO M' J D ,-- D r -- OR " z f .IG U? OII+.LIR", H1 "r f7 JD I J nN1 HIMof--C:L ILLER h 1 L( f41 IJ INTERIOR EXTERIOR MET,: ST:R(h, URI r I, MUD I cl? EXTERIOR I _ hjr Sl F ::FT r1 A BED 01 r n TKUN, 'IRL BAU4 F R01111 — EALAN' e ^ i f 1 ED J 5 I l h. RCI. _r .;7f ANT fH 3 3 )aEf hSPACE71000 ci": 2X LUCK Ei CiTF'Efi3 METAL STRUCTURE BY OTHER; 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 4' h• ECG DI IANCE 1 4" hAAX, 111'. 4 SPACE 1' — FII. c )R I ING INTERIOR VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION ILL TO BE 3.,E` I I A ELD 11: APPROVIEr TAUCTURA.. L Lh.-11 1 / 4 MA:x. SHIM SPACE RF. Vor.:-riRr .h rrTF r . ;rn P .; rr ,I,..I DP .>r M14c A I -AR..> ; 11%rci. L.. 1 1 4 KIN, E 4 1LUM-nf` I yi F - INTERIOR t. i Lsv I' EXTERIOR o L F CMIN FY 0-:H ... Ih.I H F: LLERJAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION Tin( . 11 F. ...\ 1 t \X, rzlTZa o INTERIOR SF. I..F DRILI.,ING I -- tiEUIUlII pt f I— 4' fiI ..................... FDCE EXTERIOR BAC RIGIDT',CD FI_ LR & APPROVED JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 0711212016 UssLVINDOUIWESTMARKAND r\Jc, 11Lro r sD? N GRATZ, PA17030-0370 ti, \C+E T qiP 0 625 SERIES 185ALUMINUMSINGLEHUNGWINDOWI52" X84" NON MPACT FINLESS INSTALLATION DETAILS WITH FILLERS; 8 AT` r4 OR G. 08 0251G A 7i%//0NAt1S\\ NTS nne: 12%09!14 0 14 2. I %2 - WTI. O,CI:IL/I, N. _ By 1,IIN. 06lIGFi"•.'.. 1x W,. :: — •.. - ° E.a!4EGsA NI S L J .IE`. 3 - - t(j fdi X. ISH111.11 SPACE SE LANT: F I..'[P EXTERIOR , INTERIOR j - I L BE ;ET RAC:KM ROD C I A bE A PRO -TD •'\ 1• I R .` : f_r1L. L U Jf T_ By OTHER VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION 611N. L 1HLL kiE:'JT vihEl oc,.:rmri`u r:r,rr:: naa=cvco P -rr, Au-1r0p SrAMNG & r;l4r,r<-S t TION 1`( Fu:,-K F- NOTE,, III.: T 1 f .' X, INTERIOR 1 I r fiC_ , J JI`_T ,,1C E EXTERIOR a 1, ER ROD F-: APPFO',-1- 7 RIGID SEA: AN 1...LER JAMB INSTALLATION DETAIL CONCRETE/MASONRY INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BYOT14ERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SIGNED: 0711212016 UssfVINDS ll,Af P. ilLl0lcfANDSDOORSREv*T\\\, GRATZ, PA 1 03u 037v GENSFgd'' SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"X84" NON -IMPACT ik• p5 it- r ` FINLESS INSTALLATION DETAILS WITH FILLIP, 0 TAT OF rim N.G. 08-02546 A NTS nna.. 12/09J14 r;na! 12 0- 14 111t111111\ lf:" I.A.IN EXTERN Er.X"E DIG-ANCE V VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION INC. K 'HARTS 1,7/11/2016 r.l... BY OTHEFS 1 ' baAX. SHIM SPACE ocu; f RAmlw, Erf c)lH:..Rs F M Lv 7 1) ti 1 N EDG[ 01',_-;TANCF. 1 " M.AX IM S 'ACE INTERIOR EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 1 / 4" %4AX NOTES: HM SPAC__ 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2, PERIMETER AND JOINT SEALANTBY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2 I 1 2 Fir 0 R s MI VVINDOWS AND DOORS 650 WEST MARKET SIREFT GRAIZ, PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52" X84" NON IMPACT FIN INSTALLATION DETAILS N. G. 08-02546 NTS 12/09/14 13 OF 14 SIGNED.- 0711212016 0\ 1R.L o11111111jell E/ Vg* .,p 0it M50 F TATOFAd 2 f 13 7/6" - 2 3`16' 2 13/ 1 G, 1 ,5 /'1 r, " ...................... I r5/ 1 1 .. . . ....... — - , . " — 1 11 * FLANGE FRAME HEAD FLANGE FRAME JAMB FINLESS FRAME HEAD cm- 18501 CM-18503 CM-18553 ALUMINUM 6063-T5.050" THICK ALUMINUM 6063-T5.050" THICK ALUMINUM .6063- T5.050" THICK 2 5/1v8" 2 93 f-A FLANGE FRAME SILL FINLESS FRAME SILL CM- 18502 CM- 18554 ALUMINUM 6063-T5.055" THICK ALUMINUM 6063- T5.055"THICK FIN FRAME SILL cm- 18509 ALUMINUM 6063- T5.055" THICK 1 5/8" LOCK RAIL/STILE ALUMINUM 6063-T5 -062" THICK I ............. ...r_. GLAZING BEAD V66 RIGID PVC.060" THICK 2. ,l SASH BOTTOM RAIL ALUMINUM 6063- T5.050" THICK GLAZING BEAD V- 185 RIGID PVC .050" THICK F iy;- 1..... MEETING RAIL CM- 18504 ALUMINUM 6063-T5.055" THICK J", SASH STILE CM-18507 ALUMINUM 6063-T5.050" THICK REV. S Irl t 17, RE?/ DES", 111N, WTE ^OvEn T" 3Er, A',JCIICR SrACINC. k ICIMR7S 07 ;11 PA.. T 2 31/1 C, FINLESS FRAME JAMB CM- 16513 ALUMINUM 6063-T5,050"T"ICK 1/8" ANN, METAL REII,IF0R-`,-,ED DU Pi L ERiY EXTERIOR INTERIOR 5 /9" f1lif SEALAN 5/ 16 GLAZING DETAIL A FIN FRAME HEAD cm- 18508 3/ 1 ANN ALUMINUM 6063-T5.050" THICK 2 EXTERIOR INTERIOR F U24/16" ........... 5/8' H- ILHE l E '3E,,% LA.N I P SE rTiN FIN FRAME JAMB 1 GLAZING DETAIL B ALUMINUM 6063-T5.050"THICK MI WINDO',blS AND DOORS 650 WEST MARKET SFRFET GRATZ, PA 17030 0 3 7 0) SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52" X847' NON IMPACT COMPONENTS DRAWN: NTS I DAI 1 08- 02546 4 T14 OF 14 SIGNED: 0711212016 9. It r, E Ny ro— F TAT 777, ZOR0.' A 0 N A Florida Building Code Online Page 2 of 3 Summary of Products FL # Model, Number or Name Description 15351.1 HS 188 Fin and Flange Frame 73x62 Insulated Glass Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +55/-55 Other: LC-PG55. Glass must comply with ASTM E1300-04. 15351.2 1 HS 188 Fin and Flange Frame XOX Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +40/-55 Other: HS-LC40 Certification Agency Certificate FL15351 R4 C CAC APC 97429,01-109-47 Fin and 97435.01=109=47 Flange.pdf Quality Assurance Contract Expiration Date 02/16/2019 Installation Instructions FL15351 R4 II 188 HS FIN 73x62 DP5_5 As Tested 97429.01.odf FL15351 R4 II 188HS Flange Non -Impact Fastener Schedule 08-01023B.pdf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL15351 R4 AE 511588B.Ddf Created by Independent Third Party: Yes 120x62 Insulated Glass Certification Agency Certificate FL15351 R4 C CAC APC 99775.01-109-47 Fin and 99780.01-109-47 Flange.pdf Quality Assurance Contract Expiration Date 04/15/2019 Installation Instructions FL15351 R4 II 188HS XOX Flange Non -Impact Fastener Schedule 08-01156B.odf FL15351 R4 II Installation Instructions - 188 HS (XOX) As Tested 99775 Ol.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL15351 R4 AE 511725B.Ddf Created by Independent Third Party: Yes 115351.3 1 HS 188 Fin Frame 173x62 Laminated Insulated Glass Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +55/-55 Other: HS-LC55. Missile Level D, Wind Zone 3. Glass consisted of 1/8" annealed outer lite, air space, 1/4" annealed laminated glass comprised of 2 sheets of 3/32" glass and 0.090" thick PVB by Solutia. Glass was bedded in Dow 995 silicone with a 5/8" glass bite. Certification Agency Certificate FL15351 R4 C CAC APC 97356.01-109-47-RO 97429.01- 109-47-RO .odf Quality Assurance Contract Expiration Date 02/16/2019 Installation Instructions FL15351 R4 II Installation Instructions - 188 HS Fact FIN 73x62 Product3.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 115351.4 I HS 188 Fin Frame 173x62 Laminated Glass Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +50/-50 Other: HS-LC50. Missile Level D, Wind Zone 3. Glass consisted of 2 sheets of 3/32" annealed with 0.090" PVB by Solutia. Glass was bedded in Dow 995 silicone with a 5/8" glass bite. 15351.5 1 HS 188 Flange Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +45/-45 Other: HS-LC45. Missile Level D, Wind Zone 3 Certification Agency Certificate FL15351 R4 C CAC APC 97356.01-109-47-RO 97432.01- 109-47-RO Prod 14.pdf Quality Assurance Contract Expiration Date 02/16/2019 Installation Instructions FL15351 R4 II Installation Instructions - 188 HS Impact FIN 73x62 Product4.pdf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 73x62 Laminated Glass Certification Agency Certificate FL15351 R4 C CAC APC 97354.01-109-47-RO 97433.01- 109-47-RO.Ddf Quality Assurance Contract Expiration Date 01/05/2019 Installation Instructions FL15351 R4 II Installation Instructions 08-01161B.pdf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports http://www.floridabuilding.ora/pr/pr app dtl.aspx?param=wGEVXQwtDqtH8572gvdWIau... 9/7/2017 Florida Building Code Online Page 1 of 3 BCIS Home i Log In ; User Registration Hot Topics Submit Surcharge Stats & Facts Publications FBC Staff BCIS Site Map Links Search b- qq§ {$ Product Approval iyUSER: Public User 11 Product Approval Menu > Product or Apolication Search > Application List > Application Detail k sM 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 W. 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://Nvww.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvd ,A71an... 9/7/2017 Florida Building Code Online Page 2 of 3 FL # Model, Number or Name Description 15349.1 185 PW 73 x 72 Insulated Glass Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +60/-60 Other: CW-PG60 15349.2 1 185 PW Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +55/-55 Other: R-PG55 Certification Agency Certificate FL15349 R8 C CAC APC 12786.pdf FL15349 R8 C CAC APC 12783df Quality Assurance Contract Expiration Date 04/03/2018 Installation Instructions FL15349 R8 II 08-02357B.Ddf Verified By: Luis R. Lomas, PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL15349 R8 AE 513124B.odf Created by Independent Third Party: Yes 159 x 54 Triple CHS Insulated Glass Certification Agency Certificate FL15349 R8 C CAC APC 15350.pdf Quality Assurance Contract Expiration Date 01/24/2021 Installation Instructions FL15349 R8 II 08,-02949.pdf Verified By: Luis R. Lomas, PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL15349 R8 AE 513783.pdf Created by Independent Third Party: Yes 115349.3 1 185 PW Impact 172 x 72 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 consisted of 5/32" tempered exterior - spacer - 5/32" annealed / 0.100 Solutia Saflex HP / 5/32" annealed. Glass was bedded in Pecora 896 silicone with 5/8" glass bite. 15349.4 1 185 PW Impact Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +55/-55 Other: FW-R55, Missile Level D, Wind Zone 3. Glass consisted of 1/8" annealed exterior - spacer - 3/32" annealed / 0.090 Solutia PVB / 3/32" annealed. Glass was bedded in Pecora 896 silicone with 5/8" glass bite. Certification Agency Certificate FL15349 R8 C CAC APC 15454.odf Quality Assurance Contract Expiration Date 06/25/2021 Installation Instructions FL15349 R8 II 08-02948.pdf Verified By: Luis R. Lomas, PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL15349 R8 AE 513782.pdf Created by Independent Third Party: Yes 159 x 54 Triple CHS Insulated Laminated Glass Certification Agency Certificate FL15349 R8 C CAC APC 8272.odf FL15349 R8 C CAC APC 8273.pdf Quality Assurance Contract Expiration Date 01/24/2021 Installation Instructions FL15349 R8 II 08-01614B.odf Verified By: Luis Roberto Lomas 62514 Created by Independent Third Party: Yes Evaluation Reports FL15349 R8 AE 512278B.pdf Created by Independent Third Party: Yes 115349.5 1 185 PW Impact 196 x 60 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 consisted of 5/32" annealed exterior - spacer - 5/32" annealed / 0.100 Solutia Saflex HP / 5/32" annealed. Glass was bedded in Pecora 896 silicone with 5/8" glass bite. Certification Agency Certificate FL15349 R8 C CAC APC 7962.odf Quality Assurance Contract Expiration Date 12/05/2020 Installation Instructions FL15349 R8 II 08-01613B.Ddf Verified By: Luis Roberto Lomas 62514 Created by Independent Third Party: Yes Evaluation Reports FL15349 R8 AE 512277B.pdf 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_pdf Quality Assurance Contract Expiration Date 10/28/2017 Installation Instructions FL15349 R8 II 08-02947.pdf http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH85 72gvd Wlan... 9/7/2017 Florida Building Code Online Page 3 of 3 consisted of 1/8" annealed exterior - spacer - 1/8" Verified By: Luis Roberto Lomas 62514 annealed / 0.090 PVB / 1/8" annealed. Glass was bedded in Created by Independent Third Party: Yes Pecora 896 silicone with 5/8" glass bite. Evaluation Reports FL15349 R8 AE 513781.1)df 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. Coovrioht 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395, *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: hvV Cred C&d... Safe. http://vA,ww.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH85 72gvdWIan... 9/7/2017 NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. 1X BUCK OVER MASONRY/CONCRETE IS OPTIONAL. 4. WHERE SHIM OR BUCK THICKNESS IS LESS THAN 1-1/2" WINDOW UNITS MUST BE ANCHORED THROUGH THE FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE MATERIAL. 5. WHERE WOOD BUCK THICKNESS IS 1-1/2" OR GREATER, BUCK SHALL BE SECURELY FASTENED TO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE. WINDOW UNITS MAY BE ANCHORED THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. 6. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 7. BUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT IS PROVIDED. S. FOR FIN INSTALLATION SHIM AS NEEDED. FOR FRAME INSTALLATION SHIM AS REQUIRED AT EACH ANCHOR LOCATION WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4". 9. SHIMS SHALL BE LOCATED, APPLIED AND MADE FROM MATERIALS AND THICKNESS CAPABLE OF SUSTAINING APPLICABLE LOADS. 10. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 11. FRAME MATERIAL: EXTRUDED ALUMINUM 6063—T5. 12. UNITS MUST BE GLAZED PER ASTM E1300-04/09. 13. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 14. FOR ANCHORING THROUGH FIN INTO WOOD FRAMING OR 2X BUCK USE #6 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. REVISIONS DESCRIPTION DATE APPROVED REVISED INSTALLATION DETAILS 06/01/15 R.L. REVISED NAME AND ADDRESS 10/27/16 R.L. 15. FOR ANCHORING THROUGH FRAME INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 16. FOR ANCHORING THROUGH FRAME INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 17. FOR ANCHORING THROUGH FRAME INTO METAL STRUCTURE USE #10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 18. ALL FASTENERS TO BE CORROSION RESISTANT. 19. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD: MINIMUM SPECIFIC GRAVITY OF G=0.42 B. CONCRETE: MINIMUM COMPRESSIVE STRENGTH OF 2,000 PSI. C. MASONRY: HOLLOW/FILLED BLOCK PER ASTM C90 WITH Fm=2,000PSI MINIMUM. D. METAL STRUCTURE: STEEL 18GA (.048") FY=33KSI/FU=52KSI OR ALUMINUM 6063—T5 FU=30KSI .048" THICK MINIMUM 20. GEOMETRIC SHAPES ARE ALSO APPROVED. APPROVED GEOMETRIC SHAPES DIMENSIONS SHALL NOT EXCEED INSCRIBED DIMENSIONS OF APPROVED RECTANGULAR ASSEMBLY SHOWN IN SHEET 2. TABLE OF CONTENTS SHEET NO. DESCRIPTION 1 NOTES 2 — 3 ELEVATIONS, CHARTS AND GLAZING DETAILS 4 — 12 1 INSTALLATION DETAILS SIGNED: 1111512016 DOORS, LLCMIWINDsoWw. R II tJp iMARKETSGRATZ, S PA 17030 w•GENS S% SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT NOTES EA , TAT OF O RIP • ~ DRAWN: DWG N0. REV'F` 08 —235 e NAL1 G\\ LUIS R. Lomas P.E. FL NO.: 62514 SCALE NTS DATE 09/03/14 SoEET 17 OF 12 L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 434-688-0609 dlomas@lrlomaspe.com 72 1/2" MAX FRAME WIDTH REVISIONS REV DESCRIPTION DATE APPROVED 6' MAX - r 18" MAX O.C. P I 6" MAX NOTES: A REVISED INSTALLATION DETAILS 06/01/15 R.L. 1. MAXIMUMD.L.O.: 693/4"X683/4" B REVISED NAME AND ADDRESS 10/27/16 R.L. I CHART Nl 18" Number of anchors required (without rigid filters) MAX O.C. Frame Frame width (in) Height 24.00 J0.00 36.00 42.00 48.00 54.00 60.00 66.00 72.50 in) H&S amb H&S Jamb H&S Jamb H&S Jamb H&5 Jamb H&S Jamb H&S Jamb H&S Jamb H&S amb 24.00 2 2 2 2 3 2 3 2 3 2 4 2 4 2 4 2 5 2 J0.00 2 2 2 2 3 2 3 2 3 2 4 2 4 2 4 2 5 2 71 1 /2" 36.00 2 3 2 3 3 3 3 3 3 3 4 3 4 3 5 3 5 3 MAX 42.00 2 3 2 3 3 3 3 3 3 3 4 3 5 3 5 3 6 3 FRAME 48.00 2 3 2 3 3 3 3 3 3 3 4 3 5 3 6 3 6 3 HEIGHT 54.00 2 4 2 4 3 4 3 4 3 4 4 4 5 4 6 4 7 4 60.00 2 4 2 4 3 4 3 5 3 5 4 5 5 5 6 5 7 5 66.00 2 4 2 4 3 1 5 3 5 3 6 4 6 5 6 6 6 7 6 71.50 2 5 2 5 3 5 3 6 3 6 4 7 5 7 6 7 7 7 REFER TO CHARTS 185 ALUMINUM FIXED WINDOW 1 & #2 FOR NUMBER OF EXTERIOR VIEW CHART#2 ANCHORS REQUIRED Number of anchors required (with rigid fillers) 72 1/2" MAX FRAME WIDTH Frame Frame width (in) 6" MAX - 18" MAX O.C. Height 24.60 30.00 1 36.00 42.00 1 48.00 54.00 60.60 66.00 72.50 6" MAX in) H&S Jamb H&S J.mbj H&S Pamb H&S amb H&S Jamb H&S Jamb H&S amb H&S amb H&S Jamb 24.00 2 2 2 2 3 2 3 2 3 2 4 2 4 2 4 2 5 2 30.00 2 2 2 2 3 2 3 2 3 2 4 2 4 2 4 2 5 2 6" 36.00 42.00 2 3 2 3 3 3 3 3 3 3 4 3 4 3 4 3 5 3 323233333334343435FL48.00 2 3 2 3 3 3 3 3 3 3 4 3 4 3 4 3 5 3 54. 00jt 4 3 4 3 4 3 4 4 4 4 4 4 4 5 4 6000 4 3 4 3 4 3 4 4 4 4 4 4 4 5 4 71 1/2" 18" 66.00 434 3 4 3 4 4 4 4 471.50 MAX MAX D.C. 5 3 5 3 5 3 5 4 5 4 5 4 5 5 5 FRAME SEE SHEETS 4-7 FOR INSTALLATION DETAILS HEIGHT REFER TO CHARTS 1 & #2 FOR NUMBER OF ANCHORS REQUIRED j j SERIES 185 ALUMINUM FIXED DESIGNER WINDOW EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING t60.OPSF NONE MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ. PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON -IMPACT FLANGE & FINLESS ELEVATION & CHARTS DRAWN: DWG NO. I REV J.L. 08-02357 8 SCALE NTS DATE 09/03/14 SHEET OF 12 L. ROBERTO LOMAS P. E. 1432 WOODFORD RD LEWISVILLE, NC 27023 434-688-D609 rllomas@Irlomaspe.com SIGNED: 1111512016 IL O qNS ,s G62TTATT( OF trtv '. Ai Luis R. Lomas P.E. FL No.: 62514 71 I FI HI 6" MAX —E— 72 1/2" MAX FRAME WIDTH — Ir—r 18" MAX O.C. 18" MAX O.C. 1/2" IAX AME IGHT j REFER TO CHART #3 - SERIES 185 ALUMINUM FIXED WINDOW FOR NUMBER OF EXTERIOR VIEW ANCHORS REQUIRED 72 1/2" MAX FRAME WIDTH 6" MAX — — 113" MAX O.C. — 6" MAX 00 18" MAX O.C. 71 1/2" MAX FRAME HEIGHT j 6" MAX REFER TO CHART #3 — FOR NUMBER OF SERIES 185 ALUMINUM FIXED DESIGNER WINDOW ANCHORS REQUIRED EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING 60.OPSF NONE NOTES: 1. MAXIMUM D.L.O.: 69 3/4"X 68 3/4" REVISIONS DESCRIPRON DATE APPROVED REVISED INSTALLATION DETAILS 06/01/15 R.L. REVISED NAME AND ADDRESS 1 10/27/16 R.L. CHART#3 Number o/ anchors required (fin installation) Frame Frame width (in) Height 24.00 30.00 36.00 42.00 4B.00 b4.00 60.00 66. 00r 50 in) HAS Jamb HdS amb HAS Jamb HAS Jamb H85 Jamb N85 Jamb HAS Jamb HAS amb anrb 24.00 3 3 3 3 3 3 4 3 4 3 4 3 5 3 5 3 3 30.00 3 3 3 3 3 3 4 3 4 3 4 3 5 3 5 3 3 36.00 3 3 3 3 3 3 4 3 4 3 4 3 5 3 5 3 3 3 4 3 4 3 4 4 4 4 4 4 4 5 4 5 4 4 3 4 3 4 3 4 4 4 4 4 4 4 5 4 5 4 4 3 4 3 4 3 4 4 4 4 4 4 4 5 4 5 4 4E200353535454545555565 3 5 353 5 4 5 4 5 4 5 5 5 5 5 6 5 3 6 3 6 3 6 4 6 4 6 4 6 5 6 5 6 6 6 SEE SHEET 8 FOR INSTALLATION DETAILS MI WINDOWS AND DOORS, LLC 550 W. MARKET ST. GRATZ, PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT FIN ELEVATION & CHART DRAWN: DWG NO. J.L. 08-02357 SCALE NTS DATE 09/03/14 1 SH-3 OF 12 L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NO 27023 434-688-0609 dlo-01r10maspe.com SIGNED: 1111512016 R I IL 07// i r••y G E N q 'j TATE OF ;kw` FZOR14P GA\ Luis R. Lomas P.E. FL No.: 62514 WOOD FRAMING OR 2X BUCK BY OTHERS 1/2" MIN. EDGE DISTANCE 1 1/4" MIN. METAL EMBEDMENT STRUCTURE BY OTHERS 1/4" MAX. BACKER ROD SHIM SPACE BACKER ROD APPROVED & APPROVED SEALANT SEALANT 10 WOOD SCREW EXTERIOR EXTERIOR INTERIOR 10 WOOD SCREW RIGID FILLER BACKER RODgLfi APPROVED 1/4" MAX. SEALANT r SHIM SPACE WOOD FRAMING 1 1/4" MIN OR 2X BUCK EMBEDMENT BY OTHERS 1/2" MIN. r EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4" MIN. 1 /4" MAX. EMBEDMENT SHIM SPACE Z 1/2" MIN. EDGE DISTANCE /L INTERIORI 10 WOOD J SCREW WOOD FRAMING EXTERIOR OR 2X BUCK BY OTHERS BACKER ROD APPROVED SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION BACKER ROD — APPROVED SEALANT METAL STRUCTURE BY OTHERS 3/4" MIN. EDGE DISTANCE 3/4" MIN r--r EDGE DISTANCE 1/4" MAX. SHIM SPACE 10 SMS OR SELF DRILLING SCREW INTERIOR 10 SMS OR SELF DRILLING fir SCREW RIGID FILLER 1/4" MAX. SHIM SPACE 3/4" MIN EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 1 /4" MAX. SHIM SPACE INTERIOR 10 SMS OR SELF DRILLING SCREWS METAL EXTERIOR STRUCTURE BACKER ROD BY OTHERS APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION REVISIONS REV DESCRIPTION DATE APPROVED A REVISED INSTALLATION DETAILS 05/01/15 R.L. 6 REVISED NAME AND ADDRESS 10/27/16 R.L. NOTES: 1. INTERIORAND 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 DRAWN: DWG NO. REV J.L. 1 08-02357 B SCALE NTS IDATE 09/03/14 SHEET OF 12 L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 434-688-0609 rllomas@Irlomaspe.com SIGNED: 1111512016 0 51 *= TAT OF 0NAt10G Luis R. Lomas P.E. FL No.: 62514 REVISIONS ` REV DESCRIPTION 2 1/2" MIN. DATE APPROVED A REVISED INSTALLATION DETAILS 06/01/15 R.L. EDGE DISTANCE B REVISED NAME AND ADDRESS 10/27/16 R.L. CONCRETE/MASONRY BY OTHERS 1 1/4" MIN. 1 1/4" MIN. EMBEDMENT OPTIONAL 1X BUCK EMBEDMENTSEENOTES3 — 7 SHEET 1 a > CONCRETE/MASONRY 9 BACKER ROD 1/4" MAX. BY OTHERS 1/4" MAX. APPROVED SHIM SPACE a SHIM SPACE SEALANT OPTIONAL 1X BUCK SEE NOTES NOTES 3 — 7 SHEET 1 3/16" TAPCON EXTERIOR INTERIOR 3/16" TAPCON INTERIOR 3/16" TAPCON BACKER ROD APPROVED SEALANT 1/4" MAX. 2 1/2" OPTIONAL 1X BUCK SEE NOTE 3 — 7 SHIM SPACE MIN. SHEET 1 EDGE DISTANCE EXTERIOR F o CONCRETE/MASONRY a BACKER ROD BY OTHERS a - 1 1/4" MIN. APPROVED EMBEDMENT SEALANT JAMB INSTALLATION DETAIL a' CONCRETEIMASONRY INSTALLATION 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SIGNED: 1111512016 MI WINDOWS AND DOORS, LLC 111IIIIIII 650 W. MARKET ST.\\\ R + . .4f GRATZ, PA 17030 r, E NSF SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT y 05 FINLESS INSTALLATION DETAILS WITHUT FILLERS lgUa,• TAT OF iy'.0R10p;+.'' DRAWN: DWG NO. REV 08 E357 B/QNA"\\\ L1115 R. Lomas P.E. s0SCALEDATENTS09/03/14 5 OF 12 L. ROBERTO LOMAS RE 1432 WOODFORD RD LEWISVILLE, NC 27023 434-688-0609 rllomas@Irlomaspe.com FL No.: 62514 WOOD FRAMING OR 2X BUCK BY OTHERS BACKER ROD APPROVED SEALANT EXTERIOR BACKER ROD APPROVED SEALANT WOOD FRAMING OR 2X BUCK BY OTHERS 1/2" MIN. EDGE DISTANCE 1 1/4" MIN r EMBEDMENT 1/4" MAX. SHIM SPACE RIGID FILLER 10 WOOD SCREW 10 WOOD SCREW RIGID FILLER 1/4" MAX. SHIM SPACE 11/4c' MIN EMBEDMENT 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4" MIN. 1/4" MAX. EMBEDMENT SHIM SPACE T_ r RIGID FILLER 1/2" MIN. —AEDGEDISTANCE 10 WOOD SCREW WOOD FRAMING EXTERIOR OR 2X BUCK BY OTHERS BACKER ROD APPROVED SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION REVISIONS REV DESCRIPTION DATE APPROVED 3/4" MIN A REVISED INSTALLATION DETAILS 06/01/15 R.L. METAL EDGE DISTANCE B REVISED NAME AND ADDRESS 10/27/16 R.L. STRUCTURE BY OTHERS 1/4" MAX. fl r SHIM SPACE JBACKERROD APPROVED RIGID FILLER SEALANT 10 SMS OR SELF DRILLING SCREW EXTERIOR INTERIOR 10 SMS OR SELF DRILLING SCREW BACKER ROD RIGID FILLER APPROVED SEALANT 1/4" MAX. SHIM SPACE METAL NOTES: STRUCTURE 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, BY OTHERS NOT SHOWN FOR CLARITY. 3/4" MIN 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE EDGE DISTANCE DESIGNED IN ACCORDANCE WITH ASTM E2112 VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 1/4" MAX. SHIM SPACE RIGID FILLER 3/4" MIN. EDGE DISTANCE INTERIOR 10 SMS OR SELF DRILLING SCREWS METAL EXTERIOR STRUCTURE BACKER ROD BY OTHERS & APPROVED SEALANT 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 FINLESS INSTALLATION DETAILS WITH RIGID FILLERS DRAWN: DWG NO. REV J.L. 08-02357 B SCALE NTS DATE 09/03/14 1SHEET 6 OF 12 L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 434-668-0609 rllomas@irlomaspe.com SIGNED: 1111512016 R i `ro J iXtlENSv*'9`D% 0, 6111 74T(ATTT OF 0; t tl RI4P G` sfNAL}`` Luis R. Lomas P.E. FL No.: 62514 REVISIONS REV DESCRIPTION APPROVED 2 1/2" MIN. DATE A REVISED INSTALLATION DETAILS 06/01/15 R.L. EDGE DISTANCE 6 REVISED NAME AND ADDRESS 10/27/16 R.L. CONCRETE/MASONRY BY OTHERS 1 1/4" MIN. d 1 1/4" MIN. EMBEDMENT OPTIONAL 1 X BUCK EMBEDMENTSEENOTES3 — 7 SHEET 1 ov CONCRETE/MASONRY BACKER ROD / 1/4" MAX. BY OTHERS 1/4" MAX. APPROVED SHIM SPACE SHIM SPACE SEALANT OPTIONAL 1X BUCK v IRIGIDFILLERSEENOTES3 — 7 SHEET 1 RIGID FILLER 3/16" TAPCON EXTERIOR INTERIOR 3/16" TAPCON INTERIOR 3/16" TAPCON BACKER ROD APPROVED RIGID FILLER SEALANT 1/4" MAX. 2 1/2" OPTIONAL 1X BUCK SHIM SPACE MIN. SEE NOTE 3 — 7 a SHEET 1 DISTANCE EXTERIOR CONCRETE/MASONRY 1 BACKER ROD BY OTHERS c 1 1/4" MIN. APPROVED SEALANT EMBEDMENT JAMB INSTALLATION DETAIL CONCRETE/MASONRY INSTALLATION 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ, PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT FINLESS INSTALLATION DETAILS WITH RIGID FILLERS DRAWN: DWG NO. I REV J.L. 08-02357 B SCALE NTS I DATE 09/03/14 1 SHEET OF 12 L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NO 27023 434-688-0609 AlomasL7o Irlomaspe. m SIGNED: 1111512016 R I IIIO / XG E N SF: 9c, 0 l,f 25 * = STAT OF0. i`F'.ZORM.'` S' ONA 11aCG\ Luis R. Lomas P.E. FLNo.: 62514 WOOD FRAMING OR 2X BUCK BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE EXTERIOR BACKER ROD & APPROVED SEALANT BEHIND FLANGE WOOD FRAMING OR 2X BUCK BY OTHERS 1/2" MIN. EDGE DISTANCE 1 1/4" MIN. EMBEDMENT 1/4" MAX. SHIM SPACE 10 WOOD SCREW INTERIOR 10 WOOD SCREW RIGID FILLER 1/4" MAX. SHIM SPACE 1 1/4" MIN EMBEDMENT 1/2" MIN EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4" MIN. 1/4" MAX. EMBEDMENT SHIM SPACE 1/2" MIN. EDGE DISTA INTERIOR 10 WOOD SCREW WOOD FRAMING OR 2X BUCK EXTERIOR BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 1/4" MAX. SHIM SPACE 10 SMS OR LF DRILLING REW INTERIOR 10 SMS OR SELF DRILLING SCREW BACKER ROD & RIGID FILLER APPROVED SEALANT BEHIND FLANGE4N,f _ 1/4" MAX. r SHIM SPACE METAL — STRUCTURE BY OTHERS 3/4" MIN EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION METAL STRUCTURE BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE EXTERIOR 1/4" MAX. SHIM SPACE 1 3/4" MIN. INTERIOR EDGE DISTANCE 71, 10 SMS OR SELF DRILLING SCREWS METAL EXTERIOR STRUCTURE BACKER ROD & BY OTHERS APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION REVISIONS REV DESCRIPTION DATE APPROVED A REVISED INSTALLATION DETAILS 06/01/15 R.L. B REVISED NAME AND ADDRESS 10/27/16 R.I_. NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ, PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT FLANGE INSTALLATION DETAILS WITHOUT FILLERS DRAWN: DWD NO. REV J.L. 08-02357 B SCALE NTS DATE 09/03/14 1SHEETS OF 12 L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 434-688-0609 rllomasOa lrlomaspe—m SIGNED: 1111512016 LIDS//i, mac'_ ;5 • ;k _.. A/ Luis R. Lomas P.E. FL No.: 62514 REVISIONS ` 2 1/2" MIN. REV DESCRIPTION A REVISED INSTALLATION DETAILS DATE APPROVED 06/01/15 R.L. EDGE DISTANCE 8 REVISED NAME AND ADDRESS 10/27/16 R.L. CONCRETE/MASONRY BY OTHERS " a 4 a - 1 1/4" MIN. 1 1/4" MIN. EMBEDMENT OPTIONAL 1X BUCK 4% EMBEDMENT SEE NOTES 3 — 7 SHEET 1 s' Q CONCRETE/MASONRY BACKER ROD & 1/4' MAX. BY OTHERS 1/4" MAX. APPROVED SEALANT SHIM SPACE SHIM SPACE BEHIND FLANGE OPTIONAL 1X BUCK SEE NOTES 3 — 7 SHEET 1 3/16" TAPCON a EXTERIOR INTERIOR 3/16" TAPCON INTERIOR 3/16" TAPCON BACKER ROD & APPROVED SEALANT BEHIND FLANGE OPTIONAL 1X BUCK SEE NOTE 3 — 7 1/4" MAX. 2 1/2 SHIM SPACE MIN. EDGE a . SHEET 1 DISTANCE EXTERIOR CONCRETE/MASONRY BACKER ROD & BY OTHERS 1 1/4 MIN. APPROVED SEALANT 4 a EMBEDMENT BEHIND FLANGE JAMB INSTALLATION DETAIL a a. CONCRETE/MASONRY INSTALLATION n •. 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION SIGNED: 1111512016 DOORS, LLCMIWINDOWW R IICIoq/J/ MADK ET S GRATZ, PA 17030 ti v••G.ENSF _11+ NOTES: SERIES 185 ALUMINUM FIXED WINDOW it• 0, 659 = 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, 73" X 72" NON —IMPACT fir,c NOT SHOWN FOR CLARITY 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE FLANGE INSTALLATION DETAILS WITHOUT FILLERS 1Y TMTE Ott: DESIGNED IN ACCORDANCE WITH ASTM E2112 DRAWN: owc NO. REV w i"n x Q • 5,j; A R10 `'C` J.L. 08-02357 B ANAL Ea N 7/I11111110\\ SCALE NITS DATE 09/03/14 ISHEET9 OF 12 L. ROBERTO LOMAS P. E. LUIS R. Lomas P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 FL No.: 62514434-688-0609 ritomas@frlomaspe.com r 1/2" MIN. I EDGE DISTANCE WOOD FRAMING 1 1/4" MIN OR 2X BUCK EMBEDMENT BY OTHERS 1/4" MAX. BACKER ROD & SHIM SPACE APPROVED SEALANT RIGID FILLERBEHINDFLANGE 10 WOOD SCREW 10 WOOD SCREW RIGID FILLER 1/4 MAX. SHIM SPACE 1 1/4" MIN EMBEDMENT BACKER ROD & APPROVED SEALANT BEHIND FLANGE WOOD FRAMING OR 2X BUCK BY OTHERS 1/2" MIN EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION METAL STRUCTURE BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE i- I- ^ 3 4..MIN,,..- 1/4" MAX. SHIM SPACE GID FILLER 10 SMS OR LF DRILLING REW INTERIOR 10 SMS OR SELF DRILLING SCREW BACKER ROD & RIGID FILLER APPROVED SEALANT BEHIND FLANGE 1/4" MAX. r SHIM SPACE METAL STRUCTUREBYOTHERS 3/4" MIN EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION EXTERIOR REVISIONS ' REV DESCRIPTION DATE I APPROVED A REVISED INSTALLATION DETAILS 06/01/15 R.L. 8 REVISED NAME AND ADDRESS 10/27/16 R.L. NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 1/4" MAX. 1 1/4" MIN. 1/4" MAX. SHIM SPACE EMBEDMENT SHIM SPACE RIGID FILLER T RIGID FILLER 1/2" MIN. 3/4" MIN. INTERIOR EDGE DISTANCEEDGE DISTANCE SIGNED: 1111512016 INTERIOR MI WINDOWS AND DOORS, LLC 1R 11L10MADKST.\\," ET J/// 10 WOOD 10 SMS OR GRATZ, PA 17030 v••6NSE •S SCREW SELF DRILLING SERIES 185 ALUMINUM FIXED WINDOW it•51 SCREWS 73" X 72" NON -IMPACT WOOD FRAMING OR zx BUCK EXTERIOR METAL EXTERIOR FLANGE INSTALLATION DETAILS WITH RIGID FILLERS q0 , TAT OF a` BY OTHERS BACKER ROD & STRUCTURE BACKER ROD & DRAWN: DWC No. REV Ps i 0R1 i" APPROBEHINDED SEALANT BY OTHERS SEALANT 08 SOEE357 B i7s dNAL1Ex FLANGE BEHINDAPPROEDFLANGE SCALE DATENTS 09/03/14 10 OF 12 JAMB INSTALLATION DETAIL JAMB INSTALLATION DETAIL L. ROBERTO LOMAS P. E. WOOD FRAMING OR 2X BUCK INSTALLATION METAL STRUCTURE INSTALLATION 1432 WOODFORD RD LEWISVILLE, NC 27023 Luis R. Lomas P.E. FL NO.: 62514434-688-0609 dlomas@Irlomaspe.com CONCRETE/MASONRY BY OTHERS OPTIONAL 1 X BUCK SEE NOTES 3 - 7 SHEET 1 BACKER ROD & APPROVED SEALANT BEHIND FLANGE EXTERIOR BACKER ROD & - APPROVED SEALANT BEHIND FLANGE OPTIONAL 1 X BUCK - SEE NOTE 3 - 7 SHEET 1 CONCRETE/MASONRY BY OTHERS 2 1/2" MIN. EDGE DISTANCE d 1 1/4" MIN. d. d` EMBEDMENT 1/4" MAX. SHIM SPACE RIGID FILLER 3/16" TAPCON 3/16" TAPCON RIGID FILLER 1/4" MAX. F SHIM SPACE d d 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION 1 1/4" MIN. EMBEDMENT CONCRETE/MASONRY BY OTHERS OPTIONAL 1 X BUCK SEE NOTES 3 - 7 SHEET 1 i 1 1/4" MIN. EMBEDMENT 3/16" TAPCON 2 1/2" MIN. EDGE DISTANCE I REVISIONS REV DESCRIPTION DATE I APPROVED A REVISED INSTALLATION DETAILS 06/01/15 R.L. B REVISED NAME AND ADDRESS 10/27/16 R.L. 1/4" MAX. SHIM SPACE RIGID FILLER INTERIOR EXTERIOR BACKER ROD & APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL CONCRETE/MASONRY INSTALLATION SIGNED: 1111512016 MI WINDOWS ND DOORS, LLC RNOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, MADK ET ST. GRATZ, PA 17030 N\\S -Clo*7j, G E N • gcP i- NOT SHOWN FOR CLARITY. Q i S ti , •` • . SERIES 185 ALUMINUM FIXED WINDOW2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE tl51 *" DESIGNED IN ACCORDANCE WITH ASTM E2112 73" X 72" NON —IMPACT FLANGE INSTALLATION DETAILS WITH RIGID FILLERS r7 , TAT OF 41 I''• F ORIQ1'• DRAWN: DWG N0. REV i sSJ.L. 08-02357 B I/ ANAL SCALE NTS DATE 09/03/14 s"E 11 OF 12 01111kI0 L. ROBERTO LOMAS P.E. Luis R. Lomas P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 FL NO.: 62514434-688-0609 rllomwoldomaspe.com REVISIONS REV DESCRIPTION DATE APPROVED A REVISED INSTALLATION DETAILS 06/01/15 R.L. APPROVED B REVISED NAME AND ADDRESS 10/27/16 R.L. SEALANT BEHIND FIN 1 1/4" MIN. EMBEDMENT 6 WOOD WOOD SCREW FRAMING BY OTHERS i 1/4" MAX. SHIM SPACE WOOD FRAMING I 1/4" MAX Ir BY OTHERS3/8" MIN SHIM SPACE EDGE DISTANCE 6 WooD INTERIORSCREW INTERIOR EXTERIOR 1/4" MAX SHIM SPACE 3/8" MIN//—// 1<NJI EDGE DISTANCE 6 WOOD WOOD SCREW I FRAMING APPROVED IF — 1 1/4" MIN. BY OTHERS SEALANT EMBEDMENT BEHIND FIN VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4" MIN. EMBEDMENT APPROVED SEALANT BEHIND FIN EXTERIOR 3/8" MIN EDGE DISTANCE 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, LLC 650 W. MARKET ST. GRATZ, PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT FIN INSTALLATION DETAILS DRAWN: DWG NO. J.L. 08-02357 SCALE NTS DATE 09/03/14 SHEET 12 OF 12 L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 434-688-0609 dlomasr7ldomaso—. SIGNED: 1111512016 s R I I L p /, i,/ a61 i y oe, ` TAT OF O,. o• A. L':: REv i 6'5;..pR1C1P B , ds/ONALIE Luis R. Lomas P.E. FL No.: 62514 Florida Building Code Online Page 1 of 3 BCIS Home Log In ; User Registration Hot Topics Submit Surcharge Stats & Facts ; Publications ! FBC Staff BCIS Site Map { Links Search j b- Product Approval rUSER: Public User 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 - 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 1 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 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.pdf 1710.5.3 Method 2 Option B http : //www. fl on dabui l ding . o rg/pr/pr_app_dtl . aspx?p aram=wGE V X Q wtD qtH 8 5 72 qvd W I S ... 9/7 /2 017 Florida Building Code Online Page 2 of 3 Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products 06/15/2015 06/15/2015 06/21/2015 08/19/2015 FL # Model, Number or Name Description 15353.1 5764 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 II 08-01448A.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 512072A,Ddf span: 52-1/8". Created by Independent Third Party: Yes 15353.2 5764 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 II 08-01439A.odf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R2 AE 512063A..pdf 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.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R2 AE 512073A.odf span: 104-1/4" Created by Independent Third Party: Yes 115353.4 15765 1 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 II 08-01440A.odf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL-15353 R2 AE 512064A.odf span: 83". Created by Independent Third Party: Yes 115353.5 I CM-18514 I Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 II 08-01442A.odf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R2 AE 512066A.odf length - 83". Created by Independent Third Party: Yes 115353.6 1 CM-18520 I Horizontal Aluminum Mullion I Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 II 08-01451A.odf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size - 52-1/8" x 84". Max mullion FL15353 R2 AE 512075A.odf span - 104-1/4" Created by Independent Third Party: Yes 1 15353.7 i CM-18523 I Horizontal Aluminum Mullion I Limits of Use Installation Instructions Approved for use in HVHZ; No FL15353 R2 II 08-01452A.odf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size - 52-1/8" x 84". Max mullion FL15353_ R2 AE 5120768.pdf span - 104-1/4". Created by Independent Third Party: Yes 15353.8 CM-18531 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 II 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=wGEVXQwtDgtH85 72gvdWI S... 9/7/2017 Florida Building Code Online Page 3 of 3 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R2 AE 512067A.odf span - 83" Created by Independent Third Party: Yes 15353.9 CM-18532 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 II 08-01453A.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 512077A.pdf span - 104-1/4" Created by Independent Third Party: Yes I 15353.10 CM-18533 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 II 08-01444A.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 512068A.Ddf span: 83" Created by Independent Third Party: Yes 15353.11 CM-18534 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 II 08-01454A.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 51207a&._p f span: 104-1/4". Created by Independent Third Party: Yes Back Next Contact Us :: 2601 Blair Stone Road Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: kn':. , r] ON E r-cl: ' VwY , Credit, Card safe., http://v;,A,w.floridabuildlno,.org/pr/pr app dtl.aspx?param=wGEVXQA7tDqtH8572qvdWIS... 9/7/2017 NOTES: 1) THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE. 2) WOOD FRAMING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3) ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN —WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 4) APPROVED IMPACT PROTECTIVE SYSTEM IS NOT REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS UP TO WIND ZONE 3. 5) DESIGN PRESSURE AND INSTALLATION DETAILS SHOWN IN THIS . DOCUMENT APPLY ONLY TO MULLION. WINDOWS MUST BE APPROVED UNDER SEPARATE APPROVAL, 6) SINGLE WINDOWS TO BE MULLED ARE NOT LIMITED TO THOSE SHOWN IN THIS DRAWING. WINDOWS MUST BE MANUFACTURED BY MI WINDOWS AND DOORS, INC. 7) DESIGN PRESSURE OF MULLED UNIT SHALL BE CONTROLLED BY THE LESSER DESIGN PRESSURE OF THE MULLION OR THE INDIVIDUAL WINDOW OR DOOR UNIT. 8) UNITS MAY BE MULLED TOGETHER INDEFINITELY AS LONG AS SINGLE UNIT WIDTH AND HEIGHT ARE NOT EXCEEDED AND MULLION IS ANCHORED AS SHOWN HEREIN. 9) MULLION VERTICAL INSTALLATION IS SHOWN, MULLION MAY BE USED IN HORIZONTAL APPLICATIONS AS LONG AS DIMENSIONS INDICATED HEREIN ARE NOT EXCEEDED AND MULLION IS ANCHORED ACCORDING TO THIS DOCUMENT, DESIGN PRESSURE TABLE INSTRUCTIONS: 1) DEFINE REQUIRED DESIGN LOAD PER FLORIDA BUILDING CODE CHAPTER 16. 2) DETERMINE TRIBUTARY WIDTH AND MULLION SPAN BASED ON PRODUCT TO BE INSTALLED. SEE FORMULA FOR TRIBUTARY WIDTH. 3) LOCATE MULLION SPAN (UNIT HEIGHT) AND TRIBUTARY WIDTH. AT THE INTERSECTION OF ROW AND COLUMN CONTAINING THE MULLION SPAN AND TRIBUTARY WIDTH RESPECTIVELY IS THE MULLION RATING FOR PRODUCT IN STEP 2. MULLION RATING MUST BE EQUAL OR GREATER THAN REQUIRED DESIGN PRESSURE OBTAINED IN STEP 1. TRIBUTARY WIDTH = W1 + WZ 2 REVISIONS REV I DESCRIPTION DATE APPROVED A I REVISED INSTALLATION DETAILS 06/10/15 R.L. ANCHORING NOTES: 1) FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREW WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM EMBEDMENT. LOCATE ANCHORS AS SHOWN IN INSTALLATION DETAILS SHEET 3. 2) FOR ANCHORING INTO CONCRETE USE 1/4" TAPCON WITH SUFFICIENT LENGTH TO ACHIEVE A 1. 1/4" MINIMUM EMBEDMENT WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN INSTALLATION DETAILS SHEET 4. 3) ALL FASTENERS TO BE CORROSION RESISTANT. 4) INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS, AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD — MINIMUM SPECIFIC GRAVITY OF G=0.42 B. CONCRETE — MINIMUM COMPRESSIVE STRENGTH OF 3,200 PSI. C. MASONRY — STRENGTH CONFORMANCE TO ASTM C-90, GRADE N, TYPE 1 (OR GREATER). 5) TO ATTACH MULLION TO CLIP USE (4) #10 z 1 1/4" SELF DRILLING SCREWS PER CLIP. SCREWS MUST BE FIELD INSTALLED. HOLES FOR SCREWS ARE NOT PRE —DRILLED BY MANUFACTURER. TABLE OF CONTENTS SHEET NO. DESCRIPTION 1 NOTES 2 CONFIGURATIONS AND DP CHART 3 INSTALLATION DETAILS MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 5764 — VERTICAL MULLION 83" MULLION SPAN GENERAL NOTES DRAWN: DWG N0. V.L. 08-01439 SCALE NTS I DATE 01 /1 1 /12 1 SHEET 1 OF 3 SIGNED: 0611112015 107 3/8" OMBINED WIDTH W1-W2- T I-- 83" FRAME HEIGHT WINDOW WINDOW MULLION SPAN) 107 3/8" OMBINED WIDTH W1T 83" WINDOWFRAME HEIGHT WINDOW MULLION SPAN) j 107 3/8" COMBINED WIDTH 1 - - wzFW_ 83" d WINDOW FRAME HEIGHT WINDOIA WINDO MULLION SPAN) II- L7W1 W2 - 107 3/8" COMBINED WIDTH Desi n pressure rating s Tributary width (in) 18.13 25.50 36.00 42.00 48.00 52.13 130.0 130.0 130.0 130.0 130.0 130.0F130.0 130.0 127.2 127.0 127.0 127.0 120.7 94.3 77.9 73.8 72.1 72.0 71.0 52.2 39.7 35.9 33.4 32.3 59.6 43.7 33.0 29.6 27.4 26.3 72.00 44.9 32.7 24.4 21.8 19.9 19.0 84.00 28.1 2D.3 15.0 13.2 11.9 11.3 LARGE AND SMALL MISSILE IMPACT, LEVEL D, WIND ZONE 3 DIMENSIONS IN CHART ARE FRAME DIMENSIONS AND DO NOT INCLUDE FLANGE. 107 3/8" COMBINED WIDTH W1 IINDOWFRAMEWINDOW HEIGHT MULLION SPAN) 107 3/8" COMBINED WIDTH w1 wz 83" l WINDOW l FRAME HEIGHT WINDOW l WINDOW MULLION SPAN) II-- W1 W2 - 107 3/8" COMBINED WIDTH REVISIONS REV DESCRIPTION DATE I APPROVED IAREVISEDINSTALLATIONDETAILS06/10/15 R.L. 107 3/8" COMBINED WIDTH 1FW_ W2 8 WINDOW FRAME HEIGHT WINDOW WINDOW MULLION SPAN) If- W1L:- COMBINED W2 - 107 3/8" WIDTH APPROVED CONFIGURATIONS MULTIPLE UNITS MAYBE MULLED TOGETHER AS LONG AS COMBINED WIDTH DOES NOT EXCEED 1073/8"AS SHOWN HEREIN. Design pressure rating (pst) with rebar option Mullion span (in) Tributary width (in) 18.13 25.50 36.00 42.00 48.00 152.13 25.00 130.0 130.0 130.0 130.0 130.01 130.0 37.38 130.0 130. 0 127.2 127.0 127.01 127.0 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 44.2 39.7 36.7 35.3 72.00 60.3 43.9 32.8 29.2 26.7 25.5 84.00 37.7 1 27.3 20.1 17.7 16.0 15.1 LARGE AND SMALL MISSILE IMPACT, LEVEL D, WIND ZONE3 DIMENSIONS IN CHART ARE FRAME DIMENSIONS AND DO NOT INCLUDE FLANGE. MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 5764 - VERTICAL MULLION 83" MULLION SPAN APPROVED CONFIGURATIONS AND RATING CHARTS DRAWN: DWG NO. R- V. L. 08-01439 A SCALE NTS I DATE 01 / 1 1 / 12 1 SHEET 2 OF 3 SIGNED: 0611112015 R! )L D' v *\G E N'T' - cp % TAT 5 ' 0. SS/ONAl.1 ©`\ 2 1/2" MIN EDGE DISTANCE MASONRY/CONCRETE BY OTHERS 1 1/4" MIN. EMBEDMENT I 1/4" TAPCON SECT5796 0.843" CLIP T- OPTIONAL REBAR SECT5764 MULLION MT000022 CLIP I I z 10 WOOD SCREW I I I I I I 1 3/8" MIN. EMBEDMENT WOOD FRAMING/ 1/2" MIN. 2X BUCK EDGE L BY OTHERS DISTANCE VERTICAL CROSS SECTION MASONRY/CONCRETE AND WOOD FRAMING INSTALLATION NOTE: CLIPS MAY BE USED IN MASONRY/CONCRETE OR WOOD FRAMING SUBSTRATE. F 3.261" 1.375' MT000022 CLIP 16GA (063) GALVANIZED STEEL 2.140" —II t 1.125,. SECT5764 MULLION ALUMINUM 6005-T5.125" THICK f- 0.688" 1.531 " RF-185-2 REBAR 16 GA (062) GALVANIZED STEEL REVISIONS REV DESCRIPTION DATE APPROVED A I REVISED INSTALLATION DETAILS 05/10/15 R.L. 3.750" 1.000 0.375" 0.422" 2.032" 2.875" 0" 0.843" 4.000" SECT5796 CLIP 2x 00.210" I FOR CONCRETE INSTALLATION ALUMINUM 6063-T5.125" THICK 3.750" 2.189" - 1.0 O" 0.375" 0.843" El I 2X 00.210" I 1.552" 1.562" SECT5796 CLIP FOR WOOD FRAMING INSTALLATION ALUMINUM 6063-T5.125" THICK SIGNED: 0611112015 DOORSTREETM650IWESTSANDMARKET GRATZ, PA 17030-0370 y 9iP iCENS 5764 - VERTICAL MULLION 1k • b 51 *='' 83" MULLION SPANSE` INSTALLATION DETAILS AND COMPONENTS y0 , TAT OF DRAWN: DWG N0. REV I• V.L. 08-01439 A sS/ANAL ECG\ 011111110\\ SCALE NTS DATE 01 / 1 1 / 1 2 SHEET 3 OF 3 Florida Building Code Online Page 1 of 3 E.:E=.-,,.t"' Rar'«.a6... <,t;-s['-y...v^:.za'os•-Sx".t:uua: k•.'a:'s5 ",r' •i: .fai''°. s#',s's#iY BCIS Home I Log In { User Registration Hot Topics Submit Surcharge Stats & Facts Publications FBC Staff BCIS Site Map Links Search d b u Product Approval LSER: Public User t • Product Approval Menu > Product or Application Search > Application Lis[ > Application Detail FL # FL13223-R3 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer James Hardie Building Products, Inc. Address/Phone/Email 26300 La Alameda Ste. 250 Mission Viejo, CA 92691 909) 349-2927 pingsheng.zhu@jameshardie.com Authorized Signature Pingsheng Zhu pingsheng.zhu@jameshardie.com Technical Representative Pingsheng Zhu Address/Phone/Email 10901 Elm Ave. Fontana, CA 92337 909) 349-2927 pingsheng.zhu@jameshardie.com Quality Assurance Representative Pingsheng Zhu Address/Phone/Email 10901 Elm Ave. Fontana, CA 92337 909) 349-2927 pingsheng.zhu@jameshardie.com Category Panel Walls Subcategory Siding Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer i Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Ronald I. Ogawa the Evaluation Report Florida License PE-24121 Quality Assurance Entity Intertek Testing Services NA, Inc. Quality Assurance Contract Expiration Date 01/01/2018 Validated By John Southard, P.E. Validation Checklist - Hardcopy Received Certificate of Independence FL13223 R3 COI RIO - Certificate of Independence. PDF Referenced Standard and Year (of Standard) Standard ASTM C1186 ASTM E330 Year 2007 2002 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect FL13223 R3 Equiv ASTM C1186 Equivalency Signed.pdf http://www. floridabuilding. org/pr/pr_app_dtl. aspx?param=wGEVXQwtDgvRk6b svZ66FC... 9/7/2017 Florida Building Code Online Page 2 of 3 Sections from the Code Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Date Revised Summary of Products Method 1 Option D 08/17/2015 08/26/2015 09/07/2015 10/16/2015 08/09/2017 FL # Model, Number or Name Description 13223.1 Cempanel Siding fiber -cement panel siding Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL13223 R3 II ER RIO-2556-15 Panel metal-wood.Ddf FL1.3223 R3 II ER RIO_2578-15 Panel to Furring,pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: Yes FL13223 R3 III Install Cemoanel Siding.odf Design Pressure: N/A FL13223 R3 II NOA 15-0122.04.Ddf Other: For use inside a HVHZ install in accordance with Verified By: Intertek Testing Services NA Ltd. NOA 15-0122.04 Created by Independent Third Party: No Evaluation Reports FL13223 R3 AE ER RI0-2SS6-1S Panel metal-wood.odf FL13223 R3 AE ER RI0=22578-15 Panel to Furring. f FL13223 R3 AE NOA 15-0122.04.pdf 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.pdf FL13223 _R3 II ER.RIO-2578_15 Panel to Furrindf ApprovedforuseoutsideHVHZ: Yes Impact Resistant: Yes FL13223 R3 II Install HardiePanel Siding.pdf Design Pressure: N/A FL13223 R3 II NOA 15-0122.04.Ddf Other: For use inside a HVHZ install in accordance with Verified By: Intertek Testing Services NA Ltd. NOA 15-0122.04. Created by Independent Third Party: No Evaluation Reports FL13223 R3 AE ER RIO-2556-15 Panel metal-wood.pdf FL13223 R3 AE ER_RIO_2578. 15 Panel to Furring,.pdf 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 II ER RIO-2556-15 Panel metal-wood.pdf FL13223 ER RIO-2578-15 Panel.to Furr CL. f Approvedforuse,outside HVHZ: Yes Impact Resistant: N/A FL13223 R3 II Install Prevail Panel Sidino.Ddf Design Pressure: N/A FL13223 R3 II NOA 15-0122.04.Ddf Other: For use inside a HVHZ install in accordance with Verified By: Intertek Testing Services NA Ltd. NOA 15-0122.04. Created by Independent Third Party: No Evaluation Reports FL13223 R3 AE ER RIO-2556-15 Panel metal-wood.Ddf FL13223 R3 AE ER RIO-2578-15 Panel to Furring Ddf FL13223 R3 AE NOA 15-0122.04.Ddf Created by Independent Third Party: Yes Hack Next Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: http:// www. floridabuilding. org/pr/pr_app_dtl. aspx?param=wGEVXQwtDgvRk6bsvZ66FC... 9/7/2017 Florida Building Code Online Page 3 of 3 http://www.floridabuilding.orc,/pr/pr app dtl.aspx?param=wGEVXQvADgvRk6b svZ66FC... 9/7/2017 PROJECT RIO-2556-15 ENGINEERING EVALUATION REPORT FOR ATTACHING JAMES HARDIE@ BRAND FIBER -CEMENT PANELS TO WOOD AND METAL FRAMED WALLS WITH VARIOUS FASTENERS JAMES HARDIE BUILDING PRODUCTS, INC: 10901 ELM AVENUE FONTANA, CA 92337 TABLE OF CONTENTS PAGE COVER PAGE: 1 EVALUATION SUBJECT 2 EVALUATION SCOPE 2. EVALUATION PURPOSE 2 REFERENCE REPORTS 2 TEST RESULTS 3 TABLE 1A, RESULTS OF TRANSVERSE LOAD TESTING 3 TABLE 1 B, SHEAR VALUES 3 DESIGN WIND LOAD PROCEDURES 4 TABLE 2, COEFFICIENTS AND CONSTANTS USED IN DETERMINING V AND p 4 TABLE 3, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE B 5 TABLE 4, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE C 5 TABLE 5, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE D 5 TABLE 6, ALLOWABLE WIND SPEED (MPH) FOR HARDIEPANEL SIDING 6-7 LIMITATIONS OF USE 7 AS PRODUCT EVALUATOR', THE UNDERSIGNED CERTIFIES THAT THE LISTED .PRODUCTS ARE IN COMPLIANCE WITH THE REQUIREMENTS OF THE ASCE 7-10, THE 2014 FLORIDA BUILDING CODE, AND THE 2012 INTERNATIONAL BUILDING :CODE. RO:NALD I. OGAWA & ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH., CA 92649 714-292-2602 714-847-4595 FAX JAMES HARDIE BUILDING _PRODUCTS, INC. 1.888-542-7343 info@jameshardie:com EVALUATION SUBJECT HardiePanel® Siding James Hardie Product Trade Names covered in this evaluation: HardiePanel® Siding, CempaneIG Siding, PrevailT , Panel Siding EVALUATION SCOPE: ASCE 7-10 2014 Florida Building Code 2012 International Building Code® RONALD 1. OGAWA ASSOCIATES, INC. 16835 ALGONOUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2556-1"5 EVALUATION PURPOSE:. This analysis is to determine the maximum design 3-second gust wind, speed to be resisted by an assembly of HardiePanel (Cempanel, Prevail Panel)'siding fastened to wood: or metal framing with nails or screws. REFERENCE REPORTS: 1. Intertek Report 3057913 (ASTM C1186) Material properties HardiePanel Siding 2. Ramtech Laboratories Report IC-1270-94'(ASTM E330) Transverse Load Test, 5,16" Thick by 48 inch wide HardiePanel Sidinginstalled on 2X4 Hem -Fir wood studs spaced at 16 inches on center with a 6d common galvanized nail 3. Ramtech Laboratories Report IC-1271-94 (ASTM E330) Transverse Load Test, 5116" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 24 inches orrce6ter with a 6d common galvanized nail 4. Ramtech laboratories, Inc. Report 10868-9771475 (ASTM E330) Transverse Load Test, 516' Thick by 48 inch wide HardiePanel Siding installed .on 2X4 Group III SG=0.36 wood studs spaced at 16 inches on centerwith a 4d, 0.091 inch shank by 0225'inch'head diameter by 1.5 inch long ring shank nail S. Ramtech Laboratories, Report IC-1054-89 (ASTM E330) Transverse Load Test, 1/4" Thick by 48 inch wide HardiePanel Siding installed on 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 6. Ramtech Laboratories, Report 10-1055-89-(ASTM E330) Transverse Load Test, 114" Thick by 48 inch wide HardiePanel Siding installed on 20gauge Metal studs spacedat 24 incheson center with a No 8 X 1 in. long X t1.323 in head diameter ribbed bugle head screw 7. Ramtech Laboratories, Report 11149-98/1554d (ASTM E330) Transverse Load Test, 1/4" Thick by 48 inch wide HardiePanel Siding installed :on 20gauge Metal studs spaced at 16 and 24 inches on center with a ET&F 0.100 in, knurled shank X 1.5 in. long X 0.25 in. head diameter pin fastener 8. Ramtech Laboratories Report 1C-1273-94 (ASTM E72) Racking Shear Test, 5116" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 16 inches on center with a 6d.common galvanized nail 9. Ramtech. Laboratories Report IC-1274-94 (ASTM.E72) Racking Shear Test, 5116" Thick by 48 inch snide HardiePanel Siding installed on 2X4 Hem -Fir wood studs .spaced at 24 inches on center with'a 6d common galvanized nail 10. Ramtech Laboratories, Inc. Report 10868-9711475 {ASTM E72) Racking Shear Test, V16" Thick by 48 inch wide HardiePanel Siding installed, on 2X4 Group III SG=0.36 wood studs spaced at 16 inches on center with a 4d, 0.091 inch shank by 0-225 inch head diameter by 1,5 inch long ring.shank nail 11. Ramtech Laboratories Report iC-1057-89 (ASTM E72) Racking Shear Test, 5/16"Thick by 48 inch wide. HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 16 and 24 inches on center with a No 6 X 1 in. long X 0.323 in head diameter ribbed bugle head screw 12. Ramtech Laboratories Report 11284-9911580 (ASTM E72) Racking Shear Test, 5116" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 16 and 24 inches on center, with a ET&F 0:100'in. knurled shank. X 1..5 in. long X-0.25 in. head diameter pin fastener' w ttliti//h lt irrt+iaai2]!1f/ fp77 Mc cepf, ST 7jill? all I111011 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com TEST RESULTS: Table 1a, Results of Transverse Load Testing RONALD 1, OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-25'56-1`5 Fastener Spacing lip.) Allowable Frame Ultimate Design Thickness Width. Spacing Perimeter Field Load toads Report Number Test Agency in.) in.) Frame Tye in.) Supports Supports Fastener Type PSF) PSF IC-1270-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 16 6 6 6d common 149 49.7 IC-1270-94. Ramtech 0,3125- 48 2X4 wood Hem -Fir 16 4 4 6d common 236 78.7 IC=1271-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 24 6 6 6d common 94 31.3 IC-1271-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 24 1 4 4 6d common 143 47.7 10868-97/1475 Ramtech 0.3125 48 2X4 wood, SG,a 0.36 16 4 8 4d, 0.091 in. shank X 0.225 in. 90 30.0 HD X 1.5 in.long ring shank nail Min. No. 20 gauge X 3,625 in. Min. No 8 X 1.in long X 0.323 in IC-1054-89 Ramtech 0.25 48 16 6 6. head diameter ribbed bugle 169.9 56.61.3T5 in metal stud head screw Min. N20 gauge X 3.625 in. X o, Min, No 8 X / in. long X 0.323 in IC- 1055-89 Ramtech 0.25 48 20 in meta( stud 24 6. 6 head diameter ribbed bugle 91.9 30.6. head screw ft9in. No. 20. gauge X 3,625 ih_'X ET& F 0.100 in. knurled shank X 11149- 98l1554d Ramtech 0.3125 48 1.375 in metal stud 24 4 8 1.5 in. long X 0.25 in. head 1.70 56.7 diameter pin fastener Min. No. 20 gauge X 3.625 in. X ET&F.0.100 in. knurled shank X 11149- 98/15548 Ramtech 0.3125 48 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'13 the Ultimate Load divided by a Factor of safety of 3.. 2 HardiePanel Siding complies with ASTM C1186, Standard Specification forGrade //„ Type A Non asbestos Fiber -Cement Flat Sheets. Table 1b,. Shear Values Allowable Loads in.Pounds :Per Lineal Foot for Panel Shear Walls"z Fastener Spacing tin.) Frame Ultimate Allowable. Thickness Width Spacing Perimeter Field Load Load' Report Number Test Agency in.) in) Frame Tvpe in.) Supports Supports Fastener Type 0) p(f) 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 69&8 232.9 IC-1274- 94 Ramtech 0.3125 48 2X4 wood Hem -Fir 24. 6 6 6d common. 460.0 153.3 IC-1274- 94 Ramtech 0,31.25 48 2X4 wood Hem -Fir 24 4 4 6d common 637.5 212.5 10868-97/ 1475 Ramtech 0.3125 48 2X4 wood, SG z 0.36 16 4 g 4d; 0.091 in. shank X 0.225 in. 595.4 198.5 HD X 1.5 in. long ring shank nail Min. No. 20 gauge X 3.625 in. X Min No 8 X 1 in. long X 0.323 in IC-1057- 89 Ramtech 0.25 48 1.375 in metal stud 16 & 24 6 6 head diameter ribbed bugle 990.0 123.8 head screw Min. No. 20 gauge X 3.625 in. X ET&F 0.100 in. knurled shank X 11284-99/ 1580 Ramtech 0,3125 48 16 4 8 1.5 in. long X 0.25 in, head 1227.0 153A 1.375inmetalstuddiameterpin fastener Min. No. 20 gauge X 3.625 in. X ET&F 0.100 in. knurled shank X 11284-99, 11530 Ramtech 0.3125 48 24 4 8 1.5 in, long`X 0.25 in. head 1060.0 132.5 1.375inmetalstuddiameterpin fastener 1..AII board edges shall be supported by framing. Panels shall be applied with the long dimension either parallel or perpendicular to studs: 2. The maximum height -to -length ratio for construction in this Table is 2:1. 3..In the steel framed assemblies the allowable load is based on the average load at 1/8 inch net deflection. 24121 - i. lr 5tE tfi=0R f ff7fWuniil 1 RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA.92649 714,292 2602 714-847-4595 FAX, PROJECT: RIO-2556-15 JAMES HARDIE BUILDING PRODUCTS, INC.. 1-888-542-7343 info@jameshardie-com DESIGN WIND LOAD PROCEDURES: Fiber -cement siding transverse load capacity (wind load capacity) is determined via compliance testing to transverse load.nabonal test standards. Via the transverse load testing an allowable design.loadts determined based on a factor of safety of 3 applied to the ultimate test,load. Since the allowable design load is based on factor of safety of 3, allowable design loads on fiber -cement siding correlate, directly to required design pressures for Allowable Stress Design, and therefore should be used with combination loading equations for Allowable Stress Design(ASD). By using the combination loading equations for Allowable Stress.Design (ASD), the tested allowable design loads for fiber -cement siding are aligned with the.wind speed requirements in ASCE 7- 10 Figure 26.5-1A, Figure 26.5-1 B, 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 combiningnominalloads :using allowable stress design., toad combination.7. Load combination 7 uses a load factor of 0.6 applied to the wind: velocity pressure. Equation 1, q 0:00256*,*K*Kd"V2 trat ASCE 7-16 equation 30.3-1;) qr , velocity.pressure atheight z Kz , velocity. pressure exposure coefficient evaluated at height z K , topographic factor Kd. , wired directionality factor V , basic wind speed (3-second gust MPH) as determined from [2012 IBC, 2014 FBC] Figures 1609A, B, or C; ASCE 7-10 Figures 26.5-1A, B, or C Equation 2, V=V„ u ef. 201218C & 2014 FBC Section 7602.1-.definitlonsf Vpe , ultimate design wind speeds (3-second gust MPH) determined from [2012 IBC, 2014 FBG] Figures 1609A, B„ or C: ASCE,7-10.Figures 25.5-1A, B, or C Equation 3, p=gz'(GCP GCO) fief. ASCE 7-10 equation 30.6-1,) GCr, , product of external pressure coefficient and gust -effect factor GC,; , product of internal pressure coefficient and gust -effect factor p , design pressure (PSF) for siding (allowable desgn load for siding) To determine design pressure, substitute qz into Equation 3, Equation 4, p=0 00256-Kz`Kzt`VVA'-(GC, GCpj) Allowable Stress Design, ASCE 740 Section 2.4.1, load combination 7 Equation 5, 0.613 + 0,6W (ref. ASCE 7-1.0section 2.4.1,'load combination 71 D , dead load W , wind load To determine the Allowable Stress Design Pressure, apply the load factor for W'(wind) from Equation 4 to p.(design pressure) determined from equation 4 Equation 6, P. = 0.61p] Equation 7, p., = 0.5`[0.00256'K,* Kz*Kd'V c2'(GCp GCp)] Equation 7 is used, to.populate Table 3,. 4, and 5. To determine the allowable ultimate basic wind speed for Hardie:Sidingin Table 6, solve Equation 7 forV;,,», Equation 8, V,d,=;(p.,10.6'0.00256`Kz'K i'Kd'(GCQ-GCOf Applicable to methods specified in Exceptions 1 through 3 of (2012 IBC, 2014 FBC] Section 1609.1.1, to determine the allowable nominal design wind speed (Vasd) for Hardie Siding in Table 6, apply the conversion formula below, Equation 9, V.d = V. ` (0.6)1s {ref. 2012 IBC & 2014 FBC Section 1609.3.1) V_d . Nominal design wind speed (3-second gust mph) {ref. 2012 IBC & 2014 FBC Section 1602.11 Table 2, Coefficients and Constants used in Determining V and p, Ki Wet] Zone 5. Height (ft) Exp B Exp C Exp D K- Kd GC GC,; 0-15 0.7 0.8s 1.03 hs60 1 0.B5 1.4 0.18 20 0. 7 0.9 1.08 1 0.85 1.4 0.18 25 0. 7 0.94 1.12 1 0.85 1.4 0.18 30 0. 7 0.98 1.16 1 0,85 1A 0.18 35 0. 73 1.01 1.19 1 O.B5 1.4 0.18 40 0. 76 1.04 1.22 1 0.85 1-4 0.18 45 0. 785 1.065 1.245 1 0.65 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 0.85 1.4 0.18 100 0. 99 1.26 1.43 h>60 1 0 85 1.8 0.18 2412) r Z) 1j)c RONALD 1. OGAWA.ASSOCIATES, INC. 16835 ALGONQUIN STREET p443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2556-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com Table 3, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds -Wind Exposure Category B, Wind Speed (3-second gust) 100 105 110 115 120 130 140 150 160 170 180 190 1 200 210 Height (ft) B B B B B B B B B B B B B B 0-15 14.4 15.9 17:5 19.1 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 63.7 20 14.4 15.9 17.5 19.1 20.8 24.4 28.3 32.5 37:0 41.7 46.8 52.1 57.8 63.7 25 14.4 15.9 17.5 19.1 20.8 24A 28.3 32.5 37.0 41.7 46.8 52.1 57;8 63.7 30 14.4 15.9 17.5 19.1 20.8 24.4 28:3 32.5 37:0 4..1.7 46.8 52.1 57.8 63.7 35 15.1 16.6 18.2 19:9 21.7 25.4 29.5 33 a 38.6 43.5 48.8 54.4 60.2 66A 40 15.7 17.3 19:0 20.7 22.6 26.5 1 -30.7 1 -35.3 40.1 45.3 50.8 56.6 62.7 69.1 45 16.2 47.9 19.6 21A 23.3 27.4 31.7 36.4 41.5 46.8 52.5 58.5 1 -64.8 16.7 18.4 20.2 22.1 24.1 28.2 32.7 37.6 42:8 48.3 54.1 60.3 66.B 55 17.1 18.9 20.7 22.6 24.7 28.9 33.6 38.5 43.8 49.5 55.5 61.8 68.5 A- 71.450 1 4:. 100 25.6 28.2 31.0 33.8 36:9 43.3 50.2 57.6 65.5 74.0 82.9 92.4 102.4: Table 4, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category C, Wind Speed (3-second gust) 100 105 110 115 120 130 140 150 1 160 170 180 190 200 210 Height (ft) C C C C C C C C C C C C C C 0-15 17.5 19.3 21.2 23.2 25.2 29.6 34.4 39.5 44:9 50.7 56.8 63.3 70A 77.3 20 18.6 20.5 22.5 24:6 26.7 31:4 36:4 41.8 47.5 53.7 60.2 67.0 74.3 81.9 25 19.4 21 A 23.5 25.6 27.9 32-8 38.0 43.6 49.6 56.0 62.8 70.0 77:6 85.5 30 20.2 22.3 24.5 26.7 29.1 34.2 39.6 45.5 51:8 58.4 65.5 73.0 80:9 89.2 35 20.8 23.0 25.2 27.6 30.0 35.2 40.8 46.9 53.3 60.2 67.5 75.2 83.3 91:9 40 21.5 23.7 26.0 28.4 30.9 36.3 42.0 48.3 54.9 62.0 69.5 77.4 85.8 94.6 45 22.0 24.2 26.6 29.1 31..6 37.1 43.1 49.4 56.2 63.5 71.2 79.3 8T 96.9 50 22.5 24.8 27.2 29.7 32.4 3B.0 44.1 50.6 57.6 65.0 72.9 81.2 89.9 99.2 55 22.9 25.2 27.7 30.3 33.0 38.7 44.9 51.5 58.6 66.2 74.2 82.7 91.6 101.0 60 23.3 25.7 8.2 30.8 33.6 39A 45.7 52.4 59.7 67.4 75:5 84.1 932 102.8 100 32.6 35.9 39.4 43.1 46:9 5&0 63.8 73.3 83.4 94.1 105.5 117.6 1307 143.6 Table 5, Allowable Stress Design - Component and Cladding (C&C)'Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category D, Wind Speed(3-second.gust) 100 105 110 115 120 130 140 150 160 170 180 190 200 210 Height (ft) D D D D D D D D D D D. D D D 0-15 21.2 23.4 25.7 2B.1 30.6 35.9 41.6 47.8 54.4 61.4 6&8 76.7 85.0 93.7 20 22.3 24.6 27.0 29.5 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 89.1 98.2 25 23.1 25.5 28.0 30.6 33.3 39.0 45.3 52.0 59.1 66.8 74.9 83.4 92.4 101.9 30 23.9 26.4 29.0 31.6 34.5 40.4 46.9 53.8 61,3 69.2 77.5 86A 95.7 105,5 35 24,5 27.1 29.7 32.5 35.3 41,5 48.1 55.2 628 70.9 79.5 88.6 98.2 108.3 40 25.2 27.7 1 -30.5 33:3 36.2 1 -42.5 49.3 1 -56.6 64.4 1 -72.7 81.5 1 -90.9 100.7 111.0 45 25.7 28.3 31-1 34.0 37.0 43.4, 50.3 57.8 65.7 74.2 832 9'2.7 102.7 113.3 50 26.2 28.9 31..7 34.6 37.7 3 51:3 58.R 67.1 753 B4.9 94.6 104.8 115.5 55 26.6 29.3 32.2 35.2 38.3 0 52.2 59.9 68.1 76.9 86.2 96.1 106.4 117.4 98 327 35.. 38.9 45. 9 530 fi .8 69. 781 8 6 108.1 119. 100 37.0 40.8 44.7 48:9 53.2 5 72.5 83.2 94.6 1068 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 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.@j a mesha rd e ,co m o0111111[ifk"tllf7jjlf7/ Table 6, Allowable Wind Speed (mph) for HardiePanel Siding (Analytical Method in ASCE.7-10 Chapter 30 C&C Part 1 and Part 3), `\\ N 201218C 2014 F8C 201218C, 2014 F8C r71 f i n r4r ' r Z. 4 F G - A J, J STkTE F/ !$` P` 7 JllfFrn ljF,jjji Ittlt\ Coefficients used in Table 6calculations forV- Allowable, Ultimate Design Wind, Speed, 3- second gust mph) Allowable, Nominal Design Wind, Speed, 3- second gust mph:) Applicable to.tnethods specified in 12012 16C; 16091. 1.20FB Bete ctinedty ion 2012 IBC, 2014 FBC] Figures 1609A. B. of C. 9 AIica8le; to.methods PP through3 of 120fied in 12IBCtions ' 2014 Faq Section 1609:1. 1. Wind exposure category Wind exposure categoryl Siding K Product Product Thickness inches) Width inches) Fastener Type Fastener Spacing Frame Type Stud Spacing inches) Building y Height' feet) B C D B C D Allowable Design Load PSF) Ezp B Ezp C EzDD Kn Ke GCo GCd HardiePanel@ 5/ 16 48 6d common 6 2X4 wood Hem - Fir 16 0- 15 186 168 153 144 130 118 49.7 0.7 0.85 1.03 h560 1 0.55 1.4 0.18 20 186 164 149 144 127 116" 49.7 0.7 os 1.08 1 0.85 1.4 0.18 25 186 160 147 144 124 114 49.7T 0.7 0.94 1.12 1 0.85 1.4 0.18 30 186 157 144 144 121 11.2 49.7 0.7 0..98 1.16 1 0.85 1.4 0.18 35 182 154 142 141 120 110 49.7 0.73 1.01 1-19 1 0.85 1.4 10.18 40 178 152 14`I 138 118 109 49.7 0.76 1,04 122 1 0.85 1A 0.18 45 175 150 139 136 117 108 49:7 0.785 1.065 1.245 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 4.9.7 0.83 1.11 T. 1 - 0.85 1.4 0.18 60 168 146 136 130 113 105 49.7 0:85 1.13 1.31 1 0.85- 1.4 0.18 100 139 124 116 108 96 90 49.7 0.99 1.26 1.43 h>60 1 0.85 1:8 0.18 HardiePanel@ 5/ 16 48 6d common 4 2X4 wood Hem - Fir 16 0- 15 233 212 192 181 164 149 78.7 0.7 0.85 1.03 h560 1 0.85 14 0.18 20 233 206 188 181 159 146 76.7 0.7 0.9 1.08 1 0.85 lA 0.18 25 233 201 185 181. 156 143 78.7 0.7 0.94 1.12. 1 0.85 1.4 0.18 30 233 197 181 181 153 140-78.7 0.7 0.98 1.16 1 0.85 1.4 0.18 35 229 194 179 177 151 139-78.7" 0.73 1.01 1.19 1 0.85 1.4 0.18 40 224 192 177 174 148 137 78.7 0,76 1.04 1.22 1 0.85 1.4 0.18 45 220 189 175 171 147 136 78.T 0.785 1.065R1.2245 1 0.85 1.4 0.18 50 4 187 173 3 145 134 78.7 0.81 1..09 1 085 1.4 0.16 55 214 185 172 166 144 133 78.7 0.83 1.11 1 0.85 1.4 0.18 60 212 184 171 164 142 132 78.7 0.85 1.13 1 0.85 1.4 0.18100 175 15514613612011378.7 0.99 1.26h-60 1 0.85 1.8 0.18 HardiePanel@ 5/ 1.6 48 6d common 6 2X4 wood Hem - Fir 24 0- 15 147 134 121 114 103 94 31.3 0.7 0.85h560 1 0.85 1.4 0,18 20 6- 7 130 119 32659 101 92 31..3 0.7 0.9 1 0.85 1.4 0.18 25 7 127 116 5 98 90 31.3 03 0.94 11 1 0,85 1.4 0.18 30 147 124 114 114 96 1 89 1 -31.3 0.7 1 0.98 1.16 1 0.85 1.4 0.18 35 144 123 113 112 95 87 31.3 0.73 1.01 1.19 1 0.85 t4 0.18 40 141 121 112 109 94 86 31.3 0.76 1.04 1.22 1 0.85 1.4 OS8 45 139. 119 110 1.08 92 86 J1.3 0.785. 1.065 1.245 1 0.85 4.4 1 0.19 50 137 118 109 106 91 85 31.3 0,81 1.09 1.27 1 0.85 1.4 0.18 55 135 117 108 105 91 84 31.3 0.83 lAl 129 1 0.85 1.4 0.18 60 134 116 108 103 90 83 31.3 0.85 1.13 1.31 1 0.85 1.4 0.38 100 ill 98 92 86 76 71 31.3 0.99 1.,26 1 IA3 1h,60 1 1 0..85 1.8 0.18 HardiePanel@ 5116 48 6d common 4 2X4 wood Hem - Fir 24 0- 15 182 165 150 141 128 1 116 47.7 0.7 0,85 1.03 hs60 1 0.85 1A 0.18 20 182 160 146 1 141 124 113 47.7 0.7 0:9 1.08 1 0.85- 1.4 0.18 25 182 157 144 141 121 ill 47.7 0.7 0.94 1.12 1 0.85 1.4 0.18 30 182 154 141 141 119 109 47.7 0.7 0.98 1.16 1 10.85 1.41 0.18 35 178 151 139 138 117 108 47.7 0.73 1.01 1.19 1 0.85 1,41 0.18 40 174 149 138 135 116 107 47.7 0.76 1.04 1:22 1 0.85. 1.4 0.18 45 172 147 136 133 114 106 47.7 0.785 1.065 1.245 1. 0.85 1.4 0..18 50 169 146 135 131 113 105 47.7 0:81 1 1-09 127 1 0.85 1.4 0.18 55 1 167 144 134 129 112 104 47.7 0,83 1.11 1.29 1 0.85 1.4 0.18 60 165 143 133 128 ill 103 477 0.85 1.13 1.31 1 0.85 1.4 0.18 100 137 121 114 1D6 94 88 47.7 0.99 1.26 1.43 h,60 1 0.85- 1.8 0.18 HardiePanel@ 5/ 16 48 4d, 0. 091 in. shank X 0.sha in. Hlon 1, 5 in'. long ring shank nail 4 edge 8 field 2X4 wood SGa0. 36 16 0- 15 144 131 119 112 101 92 30.0 0.7 0.85 1.03 h560 1 0.85 1.4 0.18 20 144 127 116 112 98 90 30.0 0.7 0.9 1..08 1 0.65 1.41 0.18 25 144 124 114 112 96 88 30.0 0.7 0.94 1.12. 1 0.85 1.4 0..16 30 144 122 11.2 112 94 87 30.0 0.7 0,98 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 0.85 1.4 0.18 40 138 1 118 109 107 92 85 30.0 0.76 1.04 1.22 1 0.95 1.4 0.18 45 136 117 108 105 91 84 30.0 0.785 1.065 1.245 1 0.85 1.4 0.18 50 134 116 107 1D4 89 83 30.0 0.81 1.09 i:27 1 0.85 1.4 0.18 55 132 114 106 103 89 82 30.0 0.83 1.11 1.29 1 O.ES 1.4 0.18 60 131 113 105 101 88 82 30.0 0.85 1.13 1.31 9 A_85 1.4 0.18 iD0 108 96 90 84 74 70 30.0 0.99 1.26 1.43 h?60 1 0.85 1.8 018 RONALD I. 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 iiifo@jameshardie.com Ill 171f/11y1,J,jf7ri 201218C, 2014 FBC 2012 IBC, 2014 FBC L 41 titr STA7E'dFr/ 5r ',' •'•. . 0):1j;: ri Sr Vy ` Coefficients used.in Table 6 calculations for.V.1, Allowable, Ultimate Design Wind, Speed, VuO 3-second gust mph) Allowable, Nominal Design Wind, Speed, 5-e Vasa 3-second gust mph) Applicable to methods specified in [2012 16C., 2014 FBC] Section 1609-1.1, as. determinedbySection 2012 IBC, 2014 FBC] Rgures 1609A. B, or C. Applicable to.methods specified in Exceptions 1 through 3 of Exceptio012ns 2014 FBC] BC] Se Wind exposure category Wind exposure category Siding K, Product Product Thickness: inches) Width inches) Fastener Type Fastener Spading Frame Type Stud Spacing inches) Building 1 Height3 feet) B. C D B C D Allowable Design Load PSF) Exp B Fxp C Ezp D K. K:j GCpGCp; 0-15 198 180 163 153 139 126- 56.6 0.7 0.85 1.03 h560 1 0.85 1.4 0.18 20 198 175 159 153 135 123 56.6 0.7 0.9 1.08 1 0.85 1.4 0.18 HardiePanel& 1/ 4 48 Min. No 8 X 1 in. long X 0.323 in head diameter ribbed bugle head screws 6 Min. No. 20 gauge X 3. 625 in.,X 1.375 in metal stud. 16 25 198 171 1.57 153 132 121 1 -56.6 0.7 O-94 1.12 1 0.85 1.4 0.18 30 198 167 154 153 130 119 1 -56.6 0.7 1 0-98 1-16 1 0.85 1.4 718 35 194 165 152 150 128 118 56:6 0.73 1.01 1-19 1 0.85 1 4 0.18 40 190 162 150 147 126 11fi 56.6 0.76 1.04 1.22 1 0,85 1.4 0.18 45 187 161 148 145 124 115 56.6 0,785 1.065 1.245 1 0.85 1.4 0.18 50 184 159 147 143 123 114 56.6 0.81 1.09 1.27 1 0.85 1.4 0.18 55 182 157 146 141 122 113 56.6 0.83 1.11 129 1 0.85 1A 0.1E 60 180 156 145 139 121 112 56:6 0.85 1.13 1.31 1 0.85 1.4 0.18 100 149 132 124 115 102 96 56.6 0.99 1.26 1.43 h>60 1 0.85 1.8 0.18 0-15 146 132 120 113 102 93- 30.6 0.7 0.85 1M h560 1 0.85 14 0.18 HardiePanel5 1/ 4 48 Min. No 8. X 1 in. long.X 0.323 in head diameter ribbed bugle head 6 Min. No, 20 gauge X 3. 625 in..X 1.375 in metal 24 20 146 128 117 113 99 91 30:6 0.7 0:9 1.08 1 0.85 1A 0,18 25 146 1.26 115 113 97 89 30.6 0.7 0.94 1-12 1 0.85 1.4 0.18 30 146 123 113 113 95 88 30.6 0.7 0.98 1.16 1 0.85 14 0.18 35 143 121 112 110 94 86 30.6 0.73 1.01 1.19 1 0.85 1.4 0.18 40 140 119 110 108 93 85 30.6 0.76 1,04[24 1 0. 85 1A 0.1E 45 137 118 109 106 91 85 30:6 0,785 1=065 1 0.85 1.4 0.18 135 117 108 105 90 84 30.6 0.81 1.09 1 0.85 1.4 0.18stud 134 116107104908330.6 0:83 1.11 1 0,85 1.4 0,18screw'132 115 106 102 89 82 30:6 0:65 1.13 1 0.65 1.4 0.18 d25 10997918575703060.99 1.26h?60 1 0,85 1.8 0.18 HardiePanel® 5/ 16 48 Er&F 0.100 in. knurled shank X 1.5 in. long X in. head head diameterpin fastener' 4 edge 8 field Min. No. 20 gauge X 3. 625 in. X 1 375 in metal stud 16 198 180 163 153 139 127 56.7 0.7 0.85h_<60 1 0.85 14 0.18 198 175 160 153 135. 124 56.7 0.7 09 1.08 1 0.85 1.4 0.18 198 171 157 153 1.32 121 56.7 0.7 0.94 1.12, 1 0.85 1.4 0.18 30 198 167 1.54 153 130 119-56.7 0.7 0.98 1.16 1 0.85 1.4 0.18 35 194 1 165 152 1 150 1 128 118 36.7 0.73 1.01 119i 0.85 1.4 018 40 190 163 150 147 126 116 56.7 0.76 1.04 1.22 1 0.85 1.4 0,18 45 187 161 149 145 124 115 56.7 0.785 06 1.5 1.245 1 0.85 1.4 0.18 50 184 159 147 143 123 114 56.7 0.81 1-09 1.27 1 0.85 1.4 0.18 55 182 157 146 141 122 113 56.7 0.83 1.11 t29 1 o:E5 1.4 0.18 60 180 156 145 139 121 112 56.7 0.85 1.13 1-31 1 0.85 1:4 0.18 100 149 1. 32 124 115 102 96 56.7 0.99 1.26 1.43 h>60 1 035 1.8 0.18 HardiePanel(D 5/ 16 48 ET&F 0. 100 in. knurled shank X 1. 5 in. long X 0.25 in. head diameter pin fastener' 4 edge 8 field Min. No. 20 gauge X 3.625 in. X 1- 375 in metal stud 24 0- 15 153 139 126 118 107 1 98 1 -33.7 0.7 0.85 1.03 h560 1 0.85 1.4 0-18 20 153 135 1 123 118 104 95 33.7 0.7 0.9 1.08 1 0.85 1.4 0.18 25 153 132 121 118 102 94 33.7 0.7 0.94 1.12 1 0.85 1.4 0.18 30 153 129 119 118 100 92 33.7 0.7 0.98 1.16 1 0.85 14 0.16 35 150 127 117 116 99 91 33.7 0.73 1.01 1.19 1 0.85 1.4 018 40 147 125 116 114 97 90 33.7 0.76 1.04 1.22 1 0.85 1.4 O.JB 45 144 124 115 112 96 89 33.7 0.785 1.065 1245 1 0.85 1.4 0.18 50 142 122 113 110 95 88 33.7 0.81 1.09 127 1 0.85 1.4 0.18 55 140 121 113 109 94 1871 33-7 0.83 1.11 1.29 1 0.65 1.4 0.18 60 139 1211 112 117 93 87 33.7 085 1.13 1.31 1 0.85 1.4 0.18 100 115 102 95 89 79 74 33.7 0:99 1.26 1.43 1160 1 0.85 1.8 0.18 1. Screws shall penetratethe metal framing at least three full threads. 2. Knurled shank pins shall penetrate the.metal framing at least 1/4 inch. 3. Building height = mean roof height (in feet) of a building, except that eave height shall be used for roof angle O less than or equal to 10° (2-12 roof slope). 4. Vult = the ultimate design wind speed (3-second-gust mph) as determined by [2012 IBC, 2014 FBC] Figures 1609A, 1609B, or 1609C, ASCE 7-10 Figures.26:5-1A, 26-5-16, or 26.5-1C. 5. Vasd,= the nominal design wind speed applicable to methods specified in Exceptions 1 through 3 of [2012.IBC, 2014 FBC) Section 1609.1.1- 6. The wind speeds in [2012 IBC, 2014 FBCj Figures 1609A, 1609E and 1609C are ultimate design wind speeds, Vuit, and shall be converted in accordance with [2012 IBC, 2014 FBC] Section 1609.3.1 to nominal design wind speeds, Vasd, when the provisions of the standards referenced in [2012 IBC, 2014 FBC] Section 1609.1.1. Exceptions 1 through 3 are used. 7. Linear interpolation of building height -and wind speed is permitted. 8. Wind speed design assumptionsper Analytical Method in ASCE.7-10 Chapter 30 C&C Part 1 and Part 3: K;=1, Kd=0.85, GCp -1.4 (h<60), GCp=-1.8 (h>60), GCp;=0.18. LIMITATIONS OF USE: 1) Fastener pullout must be evaluated when installed a species of wood studs other than that which was tested. PROJECT RIO-2578-15 ENGINEERING EVALUATION REPORT FOR ATTACHING JAMES HART IE09 BRAND RONALD 1, OGAWAASSOCIATES, INC. ISS35 ALGONQUIN STREET #443 HUNTNGTON BENCH, CAS2549 fr) 7`14-M-22,5[lZ (F) 714-847-4555 PRWECT: FJO-257&15 EVALUATION SUBJECT Haf,diop4nom Siding J-ams Hardle Product Trade Nanw* covered:In this evalustion. Ha,us,Fiar,eiV, Siding., CemparwV S4-N, Pmv"wPame3 Sidin; EVALUATION SCOPE, ASOF 7-10 7z 14 Ronda SuWtft; Oodo, 7012 IwmnRbww %AwirQ Code 2b. 2 h.1wqwu0nal RO.Ac:e5w Cd. EVALUATION PURPOSE; T his is to dosowmiria, ft nusenum 16"In 3-W=na OW xp"d to, ba. famislicd by an, assomby of Kanfitipariet (Comparw, preva Pvwt, vdir; lasicew to wtod umv& on oe.Nar wooz or meta[ itAfflin -A-,n nail of Sa&Ws, REFERENCE REPORTS, I . irguitak RopW 102,22 43=0' C-Ml A, IrwWwa; " k:" " on HardisPwW TEST RESULTS: Table la. Reauft of Transverso Load Tasting Fmno Tam Two"a Spatz",,spaaisg Faxtl W Typit, L,,ad Dosq.-I Lood Aa=', NMbor Aga--y Pirovmdrh fih.) Fc Type fin:) and DrwrsIzIs fnF) Msp, pa1-Ke Molm tnwtvk 0-1126 48 2X4 is is 6 x I--S, 1.,1,2x 0 3-3- -it; 50-7 5z a Mde Spr- w7irtp ri. &.;Me head &vv*T, 202AWSOOC- 001A intonak 0 212f, As 2X4 wo" 6tio, 3.4- Na by 3,5- 6 a No, 6 x 12s- kov x 0,227 tio 41,8 trl-lu pt4n w 'de SPF fi.,t 6bbad bunle bead screw? la . = 43,S=-001A jmwftik 0 3125 IFS 2X4 wood swd, 314' tlkk by, 3-5' is 12 to, 0 Y, 1 -25' k,,v x 0 1231 RD x I truqm i:w SPF firm, rolwd b4glo twad wews fff 1= 2438=00-oola Infor'sk 0,31215 48 A wow rtuY4, swan 315' 16 6 1476 th"up 111%=ro Sd w4eFF [using I k ; fi.^g sh*,* nail I,02= 4X5;-'0Q-00IA of"', At XA nim - 1y 3 8 a X 121"., w NO I 2 I p, 11 17,&C um, I hsyivr',obe,4 buqSer A- iad is dirw—od tom'Amato load ovioa-a bya fz=rorsaToty of 2, rabic 1b. Analysis of AlloviObIv Load. for*& Sennvat 10'0.f- ia Satw spaono Sz2,=.,q fins 6 Iz Fsatna z*--- v on, 16 16 Faswye,,Tnbu,, was tte) Dee I.33 I'll Ale,ti, Zbio tMd (Del Al 6 354 3918 lmC ,ta fam-",iioad (Zl u,q 47,2 43-1 the "6m; of ale' &V lesuhad s"e WLft modevffaswwrpo tnfouii-' from ft pa"iels. As slic-m m me 11NO, VIO allowablo touIt( as 4-ttlta#w at 10, oC. to *-,Pd fwTirl; is U.9 Pat. 3-1111.4flon of V09,9 the Result* vnUght Gauge elect Framing tntlia agllmstonem.wom Anacnal wfumov +#y, so whwztwtrw tuwv is eta lc warn or Ste& Yrmmvv &-,*s ry wfiie pam4v lass CapA iy, ws t-Io pm„ ed oi;i-oes respnr scbw'!y to v1sum vv tali rryy almactmoig Ono fm-1m; mammers tb h" s«jjocnm it =pazdw4 0GAI o R RONALD I, OZAVAASSOMTF&ANC. 16835 ALGO Na-9 N STREET *"B HVNTINGTON BEACH, CA 92649 M 7jt-2V2-2=; f9 714-8474595 PROJECT: MO-21576-15 DESIGN WIND. LOAD, PROCEDURES: rmor.mrmni Vd'N ran.wWU ta;o toaa camQfty') is oeid".d 'ig cmpkanw tagung to vanvogme load nvionw, tom{ rmwardt' VA trio "rIA-M'st foal lmim; im oesvn icad is cewmvw baled;on a fa= of Welty c". 1 2;p4e,-; wme usum'm wr load Equation'l, t.-O a0z'A'x''vvV4 W, ASCE 7-10ezawan 223-4j r, v0mty pf"Wm at hef-.N z K welooty pressure es ruwm cualm=nl aviauated at hft93n a F, lom'-phic -qr Sv. .4nd *Mcbw-sate tadlw' v . basic Wiw spead P-mcand 9= MPH) datem.noo *zur. 2012 MC riqee& tit SA.. WC;ASCE7-10 fgu"s 26,50A, 8, 61 Q, Equation 2, V- V. 1B so --ion 1602-, 0vf=X.4w') V. " AbMaie dosivn*irw mpxi deWmi.-W ffomZClVbCFigu,,vs EqualiV63, C. 4'_. prmucl of ejawr*pressure me.idewand C- r„ proopci of womw and gust-afta ta= 6- 110n P-- IPSF)f; "% g imc-1.0. 6.60n tmd for "OV) To dcav mm designim --wm, AabstaO* c, iv. c Ega:ahor. 3, EquaUcin 4, p --cl=WYyIVY1.1v.l(GCOG f ANoovWce Simm Ds;v, ASCE 7-10 SmZ*m 2,4.1, bad domiN,,alion 7 CUD - 0-6w JW, ASCr 7-fasea or 2 4 1, 1pa.1 Ij 0 6mv load W i irz i"d To d#tbvnae the A.90-vbw soess rksvpf"$Qm, appy the kw favor for w r4wre, IM-M fF'Uw'dA a 10 p toop'2111 o'evWre) dwam60 fm'. t'quaf'w Equation 6, p- • 1) 6*lpl EquMion 7" rqrmvoR 7 is 44&To pW 410 Tot421, 4, vd 5 Tc cislarm-ne (.'W gv.v bra w6--la to boxx wr4 spoed toe Haniw &mm in TaDm 6. so m for V Eqta,tion 6, V., App kAbhv -z ma th W S St ecjiaed 441 0 ns I Mmogh 10 20 12 MR C Sermon 1609, 1, 1 d&*n"d'-- #- A&d 4"a Ur n3annsZe q W",-4 S'ed 614 fA rc -- Smart ka -,Ak* 4, opwr ""- con * '"m for, W-1, Equation 1, V- - V. * focy" J,0, 2012 i6C 56,:,'rAc,, I 60;-S 71 Vim,,, NOMLUV ewsw" W*- 4 "t'd '"econd g-'V. i`W 2C f2 15CSewaw: '602.11 S-FATE NOW, RONALD 1. DuA'VAASSOC1 ES, MC. 6835 ALGDPK2 UN n STREET 3 tislNTINGTON SACH, CAE 5 T)71,4292.26,02: (F) 714-B47.4505 PROJECT: r7ID•2578-,5 Table 1,. Cosffidants and-Canx2ants rued in: Detari*atl>F V and,p,. G+^- D 45 f1 F 0,05 1,03..h$w 1 0,115 1<4 v^:1$ 09 '. 1 "il$ • 1.. "_' G.85 Q,, 85 1. 4 ' 0.18 094 117 - 1! 3.4 1, 16 1 065 1,4 0,18 35 0, 3 1,01 9.1P 1. C85 1..4 018 40 fl r6 : 1 04 22 _ 1 6£15 t:A 0 18..I 1, 06.5 12s5 1 9,85 1.4 G.1fi. SD 081 1,09 1,27 es SS U E3 ., 111 1. 4. 4:.85 1.:4 D.,tE; 6t1 0.65 ..:.. 1 1S 1,31 .. 9 OZ5 T1 9 is 1. 0_1 C,85 Tsb61. Allvuab(s Stmaa. D"19n - Comm:nt end '.Clad&ny f CdCf FMsavre s f PSF) iv be tY"100 atVatiout Wind Speeds - Wind £atpeaurt Cstepasy 8, - mod speed.f5-mc: sC us9i 90e4' 106- Ito 116 1 4 ISO I. ?Su i5Q I 17a 1St, 10 : 2'w'3-- '. 210 tis- ru. frt4 19, 1 2L,9 244 28,3 7 -3 5'5T.7.0 d17.. 458.::' L23 4a6'.:.::' . 20 144 ;: 15.6 17d5 19,1 276 2445 28`.S 32 37„v... i,. la< ro.-t5 - u•oi.6-,:.,:-.i9S 8 c fa iS:3 2 sTo_ 4ti.-. Z '. 7"1 dr E- 3d.._ e144 - 75 _ 1SS 10,1 208 744 28:5 32:.5' ti e i#.:; 41.r --: 5.$. 777 15 . a 5.1 16 6 15.2 a=18 9 21.7 25 4 4F5 rM, g 7,Q'-. 147.5 _ aS E .: ! c 40 15, 7 S -- i .1G.0.._. 50 26 a:.' 3.3 au:7 45.:3-, S5P:.... 9a.n G2.;: a34. 45 _ 162 17.9 - 1« s 21,4 ,, 2 5 4 31 e 3&C 741 !, 4G.8.... u.5 _ : r3.S 5.::.. 7 --l1 e.:.: . 1$ d1[ y 4 .::::.. i+::2':: 2 .# 2i 7 2£..:r 2,:f 1 :. ai.2:8 66.::.' 34,1. -,3 i3:.' 55 sfi- i; a'".i o` 75_r w i 6 <.. a3.8 3&3' S3b.. Y9.3 5.5: _Sl R - 2=r - 5 5. f BOSS _ 2ab- 2F.z 334 33 0 wc, c5,.. r.: 9. 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YmGs. t ' w.E .aa m q .ce paarp N i:r pnaw.:,dK=+.+'5,:w.iaatl s..:srF :PEE D:°'b MA9,?m 2'A' °'Y.,3 a A:: bL x heA. P-,9'+'-imii •," y f + N S i. .• UMITAncusop usE: r i kn Hj7t 1'R`..lz4Y ii--6.IW144 M5'ayXC pr: Rsairti,Dada CGdn51)` Fk+nca, NJd ter.+' • i.J 3 R . y REPORT NUMBER, 102024363COQ-EaliIA ORIGINAL ISSUE DATE: April 1, 2015 IBM REVISION DATE: April 30, 2015 wo 0 EVALUATION CENTER INTERTEK TESTING SERVICES NA LTD. 1500 BRIGANTINE DRIVE COQUITLAM, V3KBC 7CI. RENDERED TO JAME.S HARDIE BUILDING PRODUCTS, INC. 10901 ELM AVENUE FONTANA, CA 92337 I PRODUCT EVALUATED: HardiePanel@ EVALUATibN PROPERTY: Transverse Load Testing Report of tlardiePanel(D tested in accordance with Standard Test Method for Structural Performance Doom, Skylights and Curtain Watis by Uniform Difference ASTM E330-200212014, of Exterior Windows, Static Air Pressure Then rer ol: as far the e=-cr"usisre use of intelek's s:cn ' aria r5 ,prriv ldpd pa _ ua.nt to :;he aareem&rat stlween ?r'..«k a , + ris cii rt and fiabgi y are limited to the t'w T:-: an."corns, ."o7_= od tr'e agreem rt. 111;t:. ks ? habhOzyany Pa'— y'.> "o-tie, 4`td;"., i°-4 .' L1I _` ,n s: k:.°°'f5tuu't7 i'. k?r.h `ic 'i'.£`ei:;.s T:t. tor J:t?a #{u5;. rX Crf4 '. frr, amag' ofcasior eJ aj the e i,f : If'sre , r" c =,:y ,he Cie.'':t is avchonzed f) copy or vs.r,hv*e his repejrt then n..:y in its entirely. Ar7y Use r;r the :M-ek, narrne Or PPP of .x* .r7ar" .' r `c, sae -I, a'.y.`v'.ertsSf fT7L!?t of "he ;r'=:tee 3:`c te'1F ; Product or ?.,•GYi"tCc' T, us P. d.'`i .u"*t' rp rove. sR t.. .,.` g by inter', ek, iv and test results in tMs . a'.,':or, are reiFra,.. unly "D 't?C- s " ple-we_el' T.''kz rem'-' by ime'faaes ror t T'-PD y. fha..! iC a:re iC',"i 3'i.rGuLz y u^r"S'rY'Ce is Cal' r3S.:vPP'-c'Ci? L.-.`. r'I ?5 ie r;,Gr;E':h roe^r1`,. s3rT7.: James Hardie Suikkrtg Products, irr . Apd30, 2015 RepW No, 1020243 00-iOIA Page 2 of 7 1 TableofContents 1 Table Of Contents. .. .. ,.._..... . 2'. Introduction. ..,... ................ , ........._...._.. ....._... 3 3 Test Sample$....,.,.. __...... .................... .,........ .. ........ .. ....... 3 3. 1, Sample Selection.. ............... .......... ........... ........................... ......_.... 3 3. 2. Sample And Assembly Description... ........... ................... .,.. ........ 3 4 Testing And Evaluation Methods_ . ................. .........:........ ................ . .......:.w... 3 4. 1 Conditioning_.. .....,.................. ....... ..... _............. ...................... 3 4. 2 TransverseLoad................ .... , ................ -------- ...........,.T........,,..._.... Testing And Evaluation Results._... ........ .r..,...... ,..>...._.__.._. ...... ............. ....... S 5.1, Results And Observations.. ... ........... ___ ...... -_ .................... ................ .. _.... _...,.. 6 Conclusion .. ......... ......... ......, ......... .............,. _. . _.._._, . AppendixA Transverse Load Test Data.___ _ _<............. ..__. ........ 37Pages Revision Summary__ ......... ......:....... ..:..... 1 Page, t xert k r. ApprovalFloridaProduct HardiePanelO 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-2555-15. Consult the HardiePanel product installation instructions on the follow pages for all other installation requirements. saa e/Vertical Siding H HardlePanel@EFFECTIVE SEPTEMBER 201 INSiALLAIlON REQUIRE NIENTS RESIDE(! 1AL SINGLE FANI LY ONLY - PRIMED & GO LoR PLUS' C PRODUCT S Visit!: y;,.iantesllarrlie.r,:Din for the most recent version. SMOOTH ® CEDARMILL° • SELECT SIERRA 8 • STUCCO IMPORTANT FAILURE TO INSTALLAND FINISH THIS PRODUCT IN ACCORDANCE WITH APPLICABLE BUILDING CODES AND JAMES HARDIE WRTfTEN APPLICATION INSTRUCTIONS MAY LEAD TO PERSONAL INJURY, AFFECT SYSTEM PERFORMANCE, VIOLATE LOCAL BUILDING CODESi AND VOID THE PRODUCT ONLY WARRANTY BEFORE INSTALLATION, CONFIRM THAT YOU ARE USING THE CORRECT HARDIEZONE INSTRUCTIONS. INSTALLATION OF HZ10TM PRODUCTS OUTSIDE AN HZ100 LOCATION WILL VOID YOUR WARRANTY. TO DETERMINE WHICH HARDIEZONE APPLIES TO YOUR LOCATION, VISIT WWWAARDIEZONE.COM OR CALL 1-866-942-7343 STORAGE & HANDLING: Store flat and keep dry and covered prior to installation. Installing siding wet or saturated may result in shrinkage at butt ioints.. Carry planks on edge. Protect edges and corners from breakage. James Hardie is not responsible for damage caused by improper storage and handling of the product, link- L CUTTING INSTRUCTIONS oUrDOORS INDOORS 1. Position cuffing stator, so that mono vvlhblcvv dust away from user 1, Cut only using score acid snap: or shears (mail jai, electric or pneumatic). and,othe! s in working. area. 2. Position cutting station. In vlel!-.-entilated.area 2. Use one of the followino methods: a. BesC 1 Some. anc snap it, Shears ( manual, electric or pneumatic) - NEVER use a power savti' indoors b. Better. . Dust redo ng circular sat equipped vaith a - NEER use a circular savti blade Lrat does not cary the HardieBlade say.+ blade trademark Hardte3iade'savJirace and NEPA vacuum extraction - NEVER dry sweep — Use i4, t supp,ession or HEPA vacuum. c. Good: i. Dos redac:ncarcular sav; wfth a HardiiaBlade saw blade only use for low to moderete cutting) Important Note: For maximum protection Omvest respirable dust production); James Hardie recommends always using"Brest"-level cuttimmethocis where feasible. NIOSH-approved respirators can be used in con;unction with above. clrnng practices to further reduce dusfexposures. Additional eq>osure iniGdmatmn savailaN at vw v.+.jamesltardie.com to help you determine the most appropriate culling melhod for your job requirements. If cor cem siill exists about B PCSLIra levels or YOU do not comply with ire abov+epra,,h.-- you, should always consu'f a qualified indus1 al hygienist or contact James Hardie for further information. 3 cu GENERAL REQUIREMENTS: These instructions to be used for residential single family installations only. For GommercialJ Mufti -Family installation requirements go to tivk^Av.JamesHardieCommercial.com HardiePanel' vertical siding can be installed over braced vvrood or steel studs spaced amaximum of 24" ac. See general fastening requirements. irregularities.in framing and sheathing can mirror through the finished application. James Hardie recommends installing HardiePanel on a capillary break (rainscreenffumng) as a best practice. Information on installing James Hardie products over toam can be located in JH Tech Bulletin 19 at wvwi. 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 Crater infiltration. James Hardie does manufacture HardieWrap""Weather Barrier, a non -woven non -perforated housewrapl , which complies with building code requirements. When installing James Hardie products all clearance details in figs. 5,6,7,8,9,.10&11 .must be followed. Adjacent finished grade must slope away from the building in accordance with local building codes - typically a minimum of 6" in the first 10'. Do not install James Hardie products, such that they may remain in contact with standing water.. HardiePanel vertical siding may be installed on vertical wall applications only. DO NOT use HardiePanel. vertical siding to Fascia or Trim applications. Some application are not suitable for ColorPlus. Refer to ColorPlus section page 3. DO NOT use stain, oil/alkyd base paint, or powder coating on James Hardie Products. For larger projects, including commercial and multi -family projects, where the span of the wail 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>, em.JamesHardie.com. INSTALLATION: Joint Treatment Fastener Requirements • Vertical Joints - Install panels in moderate contacf (fig. 1), alternatively Position fasteners3/8" from panel edges and no closer than joints may also 2" awayfromcorners. Do not nail into corners: 'be covered with batfens,:PVC or.metal jointers or caulked (Not applicable to ColorPlue Finish) (fig. 2). HardiePanel VerticalSidingInstallation" • Framing must be provided at horizontal and vertical edges for nailing. Horizontal Joints Provide Z flashing at all horizontal joints (fig. 3). Figure 2 Figure 3 HardiePanel verticalsidingmustbejoinedonstud. Water resistive barrier water -resistive ban'ier Double stud may be required to maintain minimum edge zx 4 52nd 2xrterresstva nailing distances. 4stud barrier barrier Figure 1 Lipper pane upper panel stud E or, not 11 " gap Donot 1, a gap water-resistive_ Caulk Caukbarrier sheathing HardiePanel Batten Joint "H" Joint Z-flashtrg I Z-flashir:g . C1 C, vertical siding water -resistive barrier I decorative t and board keep nails 3/8" min. 2 x 4 stud Diver I panel from paneedgesy t l a— Ibmer panelc Figure 4 plate J_ leave appropriate gap between panels, then caulk'installingI P o m- nLidaior then° Sierra b i- uvlde FZ moderate contact Caulk Joint a double nr o at panel Not'aoolicabL :o ColorPlus Finish), joints to avoid nailing keep fasteners ; App; caulk rr ,accordance v Ith ;aulk it qur)I: grooves. t` away from corners manutwaner' s written.applicat:on instructions. For additions: information oil HardieWrapT" Aleather Barrier, consur James Hardie at 1-866-41iardie or.vw mliard evrap.coni WARNING: AVOID BREATHING SILICA DUST James Hard c-^ p atluaLs contain respiranle y tala,re s'lic3 which is knr„,n rd the Stnteo Cal forma to cause cancer and is e nside,ed by [ARC and NiOSI- is bea, cause q' cancer from some occupational sources. Breathing excessive amounts dfTesw; ab'e silica dust can also cause a disahhnc and Potentially ta::,l lung disease called s l ass, and has been linkedwig+ other -diseases. 5cme studies suggestsmoking mayinc;ease hest rigsDuring installation or hand ing.-;1j work in outdoor arcas viith ample von:ihtion '?;. use Finer Cemenfsh:ass to* cutbnc or. vrhere net feasible, use a HardieB atic" s2wtlade anc dust -redwing Ci;cola. save+ attached to.a.H_PA vacuum; 3) )Darn. otters in fie immediate area f4) wear a properly -fitted NIOS-1-ar:nrovcc dos' mask or respirator ie.y R 95) in accordance ;with applicable gevemment regulations and manufacturer irstructicns to furtherlimit respirable silica exposures. Dunne clear -up, use H-?.9 vacuums Or tvet cleanup methods - never dry sweep. Fcr further information.. rite, to our instal ation instructens anc Ivlatenal.Satety Data Sheet available at v;.me.jzmashardie en' OF calling 1- 800-91- RDIE (1-830-942-73431. FAILURE To ADHERE TO OUR VVA7,NINGS, MSDS, AND INS 611ATION INSTRUCTIONS MAY LEAD TO SERIOUS PERSONA_INJURY OR DEATH. J01.10i HS1236 - P113 1113 CLEARANCES Install siding and trim products in I Maintain a minimum 1" l Maintain a minimum 1" 2" clearance At the juncture of the roof and vertical Maintain a 1i4" compliance with local building code 2" clearance between I between James Hardie products l and decking material, surfaces, flashing and counterflashing shal' be installed per the roofing clearance between the bottom of James requirements for clearance between James Hardie'- I manufacturer's instructions. Provide a Hardie products and the bottom edge of the siding and products and paths. Figure 7 minimum 1''-'2" clearance between horizontal flashing, the adjacent finished grade,. steps and driveways. i the roofing and the tx.Zom edge of the Do not caulk.gap. stud water siding and trim. Refer to fig. S on Figure. 5 Figure 69 siding resistive Figure 8 page 1. 1- , concrete 6" min. l foundation Maintain a minimum 1"cap tetveen autter end caps and siding & trim. Figure 9 sidinc gutter and end cap 2` min, ywy Do not bridge floors witft HardiePanel, be between siding. floors Horizontal KECK4UT FLASHINGjointsshouldalwayscreated water- fie.1.0). Because of the volume of water that can pour down a sloped Ilo.shus roof, one of the most critical flashing details occurs where a Barrier. Figure 10 1 .' If Framing root intersects a sidevvall.. The roof must be flashed with step i 1 flashing. Where the roof terminates, install a kickout to deflect Horizontal Flooring water away.from the siding: )t is best to install a self adheringTrim membrane on fhe wall before the SLI ascia and trim boards are nailed in place, and then come backto install the kickout. a; Figure 11, KickoutFlashing To prevent water fromdumpingHAbehindthesidingandtheendoftheroof rSheathing 1, intersection, install a "kickout" as required by I.RC code R905. 2.8.3 : "...flashing shall be a min. of 4" high and 4" fascia t l Hardie?anele wide." James Hardie recommends the kickout be angled between 100° 110° to maximize water deflection BLOCKED PENETRATIONS Penetrations such as hose bibs and holes 1 Vz" 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,. Eiectro 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 Neater, 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 hail). NOTE Whenever a structural member is present, HardiePlank should be fastened with even spacing to the structural member. The tables allowing direct to OSB orplyvrood should only be used when traditional framing is not available. Do not use aluminum fasteners, staples, or clipped head nails. Snug Flush Countersunk, 61 fill &acid nail do not under oo NOT Figure A Figure B drive nails STAPLE Figure 11 Step flaeirg I elt ad7enrm eaves membrane l Ke,kouP Dn edge Houseverap l PNEUMATIC FASTENING James Hardie products can be hand hailed or fastened with a pneumatic tool. Pneumatic fastening is highly recommended. Set air pressure so that the fastener is driven snug with the surface of the siding. A flush mount attachment on the pneumatic tool is recommended. This will help control the depth the nail is driven. If setting the nail depth. proves difficult, choose a setting that under drives the nail. (Drive under driven nails snug with a smooth faced hammer - Does not apply for installation to steel framing). HS1236 - P2(3 8?13 lj CAULKING For best results.use an Elastomeric Joint sealant complying wt ASTM C920 Grade NS, Class 25 or higher or a Latex Joint Sealant complying with ASTM C834. Caulking/Sealant must be applied in accordance with the. caulking/sealant manufacturer's written instructions, Note: OSI Quad as well as some other caulking manufacturers do not allow tooling. DO NOT caulk naii 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 Hardier Products, James Hardie products James Hardie touch-up kits are required I must be painted within 180 days for primed product and 90 days for unprimed.100% acrylic topcoats are to touch-up ColorPlus products. recommended. Do not paint when tvet. Forapplication rates refer to paint manufacturers specifications. Back-roiiing is recommended if the siding is sprayed. COLORPLUS' TECHNOLOGY CAULKING, TOUCH-UP & LAMINATE Care should be taken when handling and cutting James Hardieg 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 after installation of each course. Terminate non -factory cut edges into trim where possible, and caulk, Color matched caulks are available from your CoiorPluse) 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 Cedarmiil and Stucco pane: 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 HARDIEO SIDING AND TRIM PRODUCTS WITH COLORPLUSO TECHNOLOGY When repainting ColorPlus products, James Hardie recommends the following regarding surface preparation and topcoat application: Ensure the surface is clean„ dry, and free of any dust, dirt, or mildew Hepriming is normally not necessary 100% acrylic topcoats are recommended DO NOT use stain, oil/alkyd base paint, or powder coating on James Hardie" Products Apply finish coat in accordance with paint manufacturers written instructions regarding coverage, application methods, and application temperature RECOGNITION: In accordance w: h ICGtS E;aluabon Report ESR-1844, herd e aneIG verlvl siding is recogrred as a suitable al emate to that, specified in: tte 2006.2U9, & 2012 intemational Residential Code for Drie-and Two Family Dwellings and tl'ie 2006, 2009, & 2D12 Inte r:atioral Building Code, HaidicPanel vertical siding is also recognized for application in the fullua i q: Cily of Lr ;ngeies Resear; i Report No. 24862, Sta.e of Florida Isting FL 889, Dade Countv. Florida NOA,Jo. 02-C.729.02, U.S. Dept of HUD Materials Release 1263c, Texas Department of insurance Product Evaluation EC-231.Cit) 0f New York ME4 223-93-M, and California GSA P : 019. These documents should as, be consulted for additional info nr ation corcerninc, the suitability of this product for specific applications. w 2013 Janes Hardie Eui'ding Products. Al rig.1its reserved, TM SM. and rB denote trademarks or registered trademarks of Additional Installation Information, James HaidieTe hnoloa Lim ed G is a registered Warranties, and Warnings are.available at Jaes at" ie trademark of James Hardie Ted ir:ology Limited. w1r vj.jameshar.die.com HS1236 - P3/3 6/13 MIAMI-UADE i4IIAMI-DADE COUNTY 9 PRODUCT CONTROL SECTION 11805 SW 26 Street, Room208 DEPARTMENT OF REGULATORY ANA ECONOMIC RESOURCES (RER) Miami, Florida 33175-2474 BOARD AND CODE ADMINISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.eov/economy James Hardie Building Product, Inc. 10901 Elm Avenue Fontana, CA 92337 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER-Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: "Hardie", "Cem" and "Prevail" Planks and Panels Fiber Cement Siding and Soffit APPROVAL DOCUMENT: Drawing No. PNL, PLK & SOFF, titled "HardiePanel, CemPanel, Prevail Panel; HardiePlank, CemPlank Prevail Lap Siding; HardieSoffit, CemSoffit Panel; Installation Details Wood/Metal Stud Construction", sheets 1 through 12 of 12, dated 04/24/2013, prepared by the manufacturer, signed and sealed by Ronald I.Ogawa, P.E., bearing the Miami -Dade County Product Control revision stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: A permanent label with the manufacturer's name or logo, Plant City, Florida, and.the following statements: "ASTM C 1186 Type A compliant" and "Miami -Dade County Product Control Approved" is to be located on each siding plank or panel and per FBC 1710.9.2 and 1710.9.3 on soffit panels. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided -to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA ## 13-0311.07 and consists of this page 1 and evidence page E-1, as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M. Utret•a, P.E. NOA No. 15-0122.04 ManMt-flap£ courvrr Expiration Date: May 1, 2017 Approval Date: April 9, 2015 03 p 00 Pabe 1 .. James Hardie Building Products, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS "Submitted under NOA # 13-0311.07" 1. Drawing No. PNL, PLK & SOFF, titled "HardiePanel, CemPanel, Prevail Panel; HardiePlank, CemPlank Prevail Lap Siding; HardieSoffit, CemSoffit Panel; Installation Details Wood/Metal Stud Construction", sheets 1 through 12 of 12, dated 04/24/2013, prepared by the manufacturer, signed and sealed by Ronald I. Ogawa, P.E. B. TESTS "Submitted under NOA # 13-0311.07" 1. Test reports on 1) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 2) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked -up drawings and installation diagram of HardiePlank, HardieSoffit and HardiePanel, prepared by Intertek Testing Services NA LTD, Test Report No. 100733361COQ-004, dated 08/24/2012, with revision 1 dated 04/25/2013, signed and sealed by Rick Curkeet, P.E. Submitted under NOA # 02-0729.02" Laboratory Report Test Date Signature 2. ATI-16423-1 PA 202 & 203 03/18/96 A. N. Reeves P.E. 3. ATI 16423-2 PA 202 & 203 03/18/96 A. N. Reeves P.E. 4. ATI 16423-3 PA 202 & 203 03/18/96 A. N. Reeves P.E. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources RER) E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENTS 1. Statement letter of code conformance to the 5ch edition (2014) FBC issued by Ronald 1. Ogawa & Associates, Inc., dated 10/2612014, signed and sealed by Ronald 1. Ogawa, P.E. 03 /3oh0 ?5 Carlos A. Utrera, P.E. Product Control Examiner NOA No. 15-0122.04 Expiration Date: May 1, 2017 Approval Date: April 9, 2015 E - 1 I i WALL IEIGHT i i WAE1 LENGTH Stud Spacing at 15' O.C. 8 F- Nails at 16" O.C. (typ.) 3/8" Minimum Edge Distance DF—TAI.I~A Sheathing fastener, as described in Note Panel fastener, as described in Note 2 f rla'-Gaz-A LV ! HardiePanel, Cempanel, i Prevail Panel Siding i ca 1 Water -resistive barrier per Florida Building Code Section 14042 6/ 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. SEE DETAIL A 518" thick / 5 ply APA rated plywood sheathing in accordanoe with Florida Building Code Section 2322. 3 Waber resistive barrier per Florida Building Code Section 1404.2 xX4" s P-F Wood Studs HardiePanel, SECTLC N _ Cempanel, Prevail Panel Siding PRODUCT DESCMPTION iiardPePanel®, Cempanel®, & Prevail® Panel Siding materials are nonasbestos fibercament products tested in accordance with ASTM C1186 Grade It, Type A and meeting the requirements of the Florida Building Code. PANEL DIMENSIONS Width Length Thickness 4 8,9,10' DESLGN PRESStJ_RE R.AnNG Installation Design Pressure Wood Studs -76 psf Impact Resistant — Planks installed over 518" thick / 5 ply APA rated plywood sheathing HARDIEPANEI_,_ CEMPANEL,. PREVML PANEL SIQING 1NSTALLA UON DETAILS All irrstaltation shall be done in conformance with the manufacturer s thisNoticeofAcceptance, installation recommendations, and the applicable sections of the Florida Building Code. a Wood studs where HardiePanel, Cempanel, Prevail Panel Siding will be installed shall be designedbyanEngineerorArchitectpertheFloridaBuildingCodeandtherequirementsof this N. OA q [ Note 1] 5/8' thick / 5 ply APA rated plywood sheathing shall be attached to the studs in accordance with Florida Building Code Section 23223. rated and sheathing supporter The siding panels shall be installed over 5/8' thick 15 ply APA p by a minimum of 2"X4" S-P-F wood studs spaced a maximum of 16" Q.C. Notez] The siding panel fastener shall be a 2' long, 0.223" head diameter, 0.092" shank diameter, corrosion resistant siding nail; the fasteners shall be spaced at 6" O.C. at panel edges andintermediatestuds; the fasteners shall be driven through the 5/8" thick / 5 ply APA rated plywood sheathing into wood studs located at 16" O.C. FastenersshallhaveaminimumedgedistanceofXIT' and a minimum clearance of 2" from comers. Phone: 909-3bb-t uu Fax 909-427-0634 Creator. E Gonzales HARDIEPANEL, CEMPANEL PREVAIL PANEL. INSTALLATION DETAILS WOOD STUD CONSTRUCTION fames Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 SIZE FSCM NO WIG NO REV A PNL-PLK-SOFF SCALE 1/2" = i'-0" Date: 4J2412013 1 OF 12 Fastener Spacing per Florida Building Code.Section 2322.3 I I. PRODL=REVLSM as emV4img vhib the FkriN AcapNo17-eait, 4?7 ERA. MING 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 WALLAND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEATHING NOMINAL 5/8" THICK/5 PLY APA RATED PLYWOOD SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA BUILDNG CODE SECTION 2322-3 CLADDING THE PANEL IS FASTENED WITH 2" LONG, 0.223" HEAD DIAMETER, 0.092" SHANK DIAMETER, CORROSION RESISTANT SIDING NAILS, PLACE NAILS 6" O.C. AT PANEL EDGES AND INTERMEDIATE STUDS 6. 001n, I Fastener Spacing per Florida Building Code Section 2322.3 Cladding Framing Sheathing 1 z I V u I : r STA o40 S/ONA\- rya' 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) I WALL LENGTH SEE Stud Spacing at 16" O.C. DETAIL A i fiOl1CTREVLRFrI i e¢ rnm iyyima with tl;tc ]E3otiid+e WALL r, HEIGHT i Nanf S:otttroH 3/8" Minimum Edge Distance DETAIL A the FZarids rZ-1-1 Iif,, 1, 11 y_y" R Nails at 6" O.C. (typ.) Sheathing fastener, as described in Note 1. OG1 5/ 8" thick 15 ply APA rated S plywood sheathing fastened to metal studs as described in Note 1 No. STATE F OFi1Q •' t R SEC? J. ON..B Panel fastener, as described in Note 2 HardiePanelO Siding r 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 waif and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code. Water -resistive barrier per Florida Building Code Section 14042 20ga, 3- 5/8" X 1-5/8" Metal C- Stud PRQDLlGT DESCF2IPTPU HardiePanel®, CempanelS, & Ptevail® Panel Siding materials are nonasbestes fiber -cement products tested in accordance with ASTM C1186 Grade 11, Type A and meeting the requirements of the Florida Building Code. pA iEL DLMENSIONS Width Length Thickness 4' 8, 9,10' 5/16" DESIGN_E& ESSURjE_RkMG Installation Design Pressure Metal Studs A04 psf HardiePanel, Impact Resistant — Cempanel, Panel installed over 518" thick / 5 ply Prevail Panel APA rated plywood sheathing Siding HARDIEPANEL CEMPANEL PIEVAIL PANEL SIDING INSTALLATION DETAILS All installationshallbedoneinconformancewiththisNoticeofAcceptance, 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 / 5 ply APA rated plywood sheathing shall be attached to metal studs at 6"oc at panel edges and all intermediate supports using a No.8-18, 0.315" head diameter X 1-1/4" long bugle head screw The siding panels shall be installed over 518" thick 15 ply APA rated plywood sheathing supported by a minimum 209a, Nominal 3-5/8" X 1-518" Metal C-studs spaced a maximum of 16" O.C. Note 2] The siding panel fastener shall be a minimum No. 8-18, 0.315" head diameter X 1-5/8" long* ribbed bugle head screw ("or screw shall have at least 3 full threads penetrating .metal framing); the fasteners shall be spaced at 6" O.C. at panel edges and intermediate studs; the fasteners shall be driven through the 5/8" thick /5 ply APA rated plywood sheathing into metal studs located at 16" O.C. Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" from comers. Fax 909- 427- 0634 Creator: E. Gonzales HARDIEPANEL, CEM PANEL, PREVAIL PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 S42E FSCM NO A SCALE' 112"= 1'-- 0" DWG NO REV PNL-PLK-SOFF 1 Date: 4/2412013 ISHEET 3 OF 12 6.001n. N - I 6.0I0in. I i• I ii 6,00in. p(Zpp(T V as ocinap3yiag writlti'tLe L uaiidn nmma > > 7 Ta N twm Prodacc ec+naoa RwMQ NOMINAL 20 GAUGE 3-5/8" X 1-5/8" STEEL STUDS 16" O.G. FASTENED WITH 5/8" WAFER HEAD SCREWS (2 PER TOP AND BOTTOM CONNECTION) THE -'WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE S HEATi-11 NG NOMINAL 518 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 CLADD[NG j 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 !NTERMEDIATE STUDS Cladding Framing Sheathing I I• I t/ lllllfi„ ' I I , t OGA - I.I 1 1 1 -•. __ 121 TN e OVAL FOR METAL FTDIAPHRAGM T EE LOAD RE NOT PART THIS APPROVAL (MUST PROVIDE ALTERNAEPROVISIONSORHLOADS) HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 SIZE FSCM NO DWG NO hone: 909- 356-6300 PNL-PLK- SOFF Fax 909- 427-06-34 A Creator. E Gonzales scn e Date: 4/24/2013 sr eEr 4 OF 12 1 WALL LENGTH SEES PRODUCT DcSCF2iP71QN id Spacing at 16" O.C. D A1L q HardiePlank®, CemplankS, & St h--- Prevails Plank Lap Siding materials ent 1 , -- --- - -- ; - 5/8 t 5 P FA 5n accordancey are nonas hick / I A products tested Yp with i i I ( ` - rated plywood ASTM C1186 Grade it, Type A and sheathing in meeting the requirements of the accordance with Florida Building Code. J °, i Florida Building Code I I i I i as ooe*ymg with a FTioaid+a ° Q!' Section 2322.3 PANEL D MENS OhIS B'6 Coec •` i'•- 'i f - WALL ' Water -resistive Width Length Thickness HEIGHT Expira><icss r! ^' 7 i ,', barrier per Florida 59-1/2" 12' 5/16" i i.t: Building Code i ! ( I Section 1404.2 DESIGN PRESSUi_,E RATING ade pradvoCO° 4" S-p-F Design Pressure2"X installation 9 Wood Studs Wood Studs -92 p t 1 I I yL - r -- _ t Impact ResistantSiding - B _ sS10 N A\ Planks installed over 6/8" thick ! 5 ply sc no . typ-) r ' 1-1/4" tall X 5/16" APA sated plywood sheathing 4' Minimum Edge Distance Nails at 16" O. _ r '' B&l33/ 9 thick starter strip pFTAIL A Sheathing fastener, as HA 2DI)=PL4hI.K CEMPLANK,_,PR-E A_ I. - _SIDINGJNSr 4 71oN D iA1LS described in Note 1 a All installation shall be done in conformance with this Notice of Acceptance, the manufactureesinstallationrecommendationsandtheapplicablesectionsoftheFloridaBuildingCode. JJi' Wood studs wher e HardiePlank, Cemplank Prevail Lap Siding will be installed shall be designed y anEngineerorArchitectpertheFloridaBuildingCodeandtherequirementsofthisN.OANote115/8" thick 15 ply APA rated plywood sheathing shall be attached to the studs in accordance Siding fastener, as with Florida Building Code Section 2322.3. P>st RE described in Note 2 . Planks shall be applied horizontally commencing from the bottom course of the wall with 1-1/4" wide with >Rmar+da laps at the top of the plank such that the exposure area of each plank is s 8-1/4" vertically. Y g Note The siding fastener shall be a 2-1/2" long, 0.223" head diameter, 0.09T' shank diameter, Cohn HardiePlank, [ S Cemplank, Prevail corrosion -resistant siding nail; The siding is fastened 5 8-1l4" O.C. vertically and 16" O.C. horizontally; fasteners are driven into wood studs through 518" thick / 5 ply APA rated plywood sheathing, fasteners i r Lap Siding are placed in the overlapping area approximately 314" from the bottom edge of the overlapping plank BY i Vertical joints shall be placed over studs. Water -resistive barrier The planks shall be installed over 5/8" thick! 5 ply APA rated plywood sheathing supported by a per Florida Building minimum of 2"X4" S-P-F wood studs spaced a maximum of 16" O.C. 1404.2 Fasteners shall have a minimum edge distance of 3/87. HARDIEPLAhiK CEMPLANK, PREVAIL LAP SIDING1e / Code Section 5!8"thick 15 ply APA rated INSTALLATION DETAILS WOOD STUD CONSTRUCTION plywood sheathing fastened in accordance with Florida James Hardie Building Products, Inc. Building Code Section 10901 Elm Avenue 2322.3 Fontana, CA 92337 2" X 4" S-P-F Wood Studs Phone: 909-356-0 i00 SIZE FSCM NO DVvn NO RE PNL-PLK-SOFFThewallandsoffitframesaretobedesignedFax909-427-0634 A 1 by the Architect or Engineer of Record in compliance with the Florida Building Cade. Creator. E. Gonzales SCALE 1/2" = t'-0" Date: 4/24/2413 SHEET 5 OF 12 Fastener Spacing per Florida Building Code Section 2322.3 I I Fastener Spacing per Florida Building Code Section 2322.3 0,75n - PROWCT REVISED w awn0yiWv i&*&it=ft A,--pim m No f --L' 211, Gf % T 58.25in. YkAdc 1? c ERAMING 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 SHE THING NOMINAL 518" THICK / 5 PLY APA RATED PLYWOOD SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA BUILDING CODE SECTION 2322.3 CLADDING PLANKS.OVERLAP 1-114" THE EXPOSURE IS :5&1/4" THE PLANKS ARE FACE NAILED WITH 2-112" LONG, 0.223" HEAD DIAMETER, 0.092" SHANK DIAMETER, CORROSION - RESISTANT SIDING NAILS, -PLACED 3/4" UP FROM THE BOTTOM EDGE OF THE PLANK AT EACH STUD LOCATION 6 in. Cladding Framing Sheathing I I i S I F- V 10 3A1\ MOM[" REVISM Is «urvi" with ftt Fb" 1S iz No. 121 STATE QEProftetComma Fps r FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 IZE FSCh7 NO DWG NO RE q PNL-PLK-SOFF 1 Creator. E. Gonzales ISCALE 1" = 1'-0" I Date: 4/24/2013 [SHEET 6 OF 12 Stud Spacing at 16" O,C- WALL LENGTH SEE DETAIL , i r I j j ii 1of.///L%iyrri ffi con' yiag with tbp acid:'4 HALL i EIGHT j E epblrjtiatt O > i r Y xlt ArodnxY Cvn el i i : i r t w /\ .l r- B F - SS,/p t ECTI 518" thick / 5 ply APA 1 rated plywood sheathing fastened to metal studs as described in Note 1 Water• -resistive barrier per Florida Building Code Section 1404.2 AI ODUCT DESCC IPTiOiV_ HardiePlank®, Cemplank®, and Prevail® Plank Lap Siding materials are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade II, Type A and meeting the requirements of the Florida Building Code. FLghfIG DIMENSIQAIS Width Length Thickness 5 9-1/2" 12, 5/16" 20ga, 3-5/8" X 1-518" , DESIGN PRESSURE RATING r Metal C-stud Installation Design Pressure HardiePlank, Metal Studs -92 psf mplank, Prevail Lap Siding Impact Resistant - 3/4" Minimum Edge Distance Nails at 16" C.C. (typ.) IVA & B ` 1-v4" tall X 5/16„ Planks Installed over 518 thick / 5 ply rrrr/ APA rated plywood sheathingthickstarterstrip IETktL—A P111ttt71JCC R ism vwo,U t lvi,w, ' aw nnw-ifa Sheathing fastener, as described in Note 1 Siding fastener, as described in Note 2 1 1 HardiePlank, Cemplank, Prevail Lap Siding Water -resistive barrier per Florida Building Code Section 1404.2 5/8" thick 15 ply APA rated plywood sheathing fastened to metal studs as described in. Note 1 20ga, 3-5/8" X 1-5/8" Metal C-stud The wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code. HARDIEPLANK CEMPLANK PREVAIL LISP SIDING INSTALLATIQIJ DEVILS All installation shall be done in conformance with this Notice of Acceptance, the manufacturer's installation recommendations, and the applicable sections of the Florida Building Code. Metal studs where HardiePlank, Cemplank, Prevail Lap Siding will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.O.A. Note 115/8" thick /5 ply APA rated plywood sheathing shall be attached to metal studs at 6"oc at panel edges and all intermediate supports using a No.8-18, 0.315" head diameterx 1-1/4" song 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-IX' vertically. Note 21 The siding fastener shall be a minimum No. 8-18, 0.315" head diameter X 2-114" long' bugle head screw over metal studs (*or screw shall have at least 3 full threads penetrating metal framing); The siding is fastened s 8-1/4" O.C. vertically and 16" O.C. horizontally; fasteners are driven into metal studs through 5/8" thick 15 ply APA rated plywood sheathing, fasteners are placed in the overlapping area approximately 3/4" from the bottom edge of the overlapping plank, Vertical joints shall be placed over studs. The planks shall be installed over 5/8" thick / 5 ply APA rated plywood sheathing supported by a minimum 209a, 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". none: & ate: Fax 909-427 Creator. E. 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 112" = 1'-0" OW13 NO REV PNL- PLK-SOFF 1 1 Date: 4/24/2013 ! SHEET 7 OF 12 6.00in. 16 in. OC Cladding 6,00in. Framing I. 6.00in.00 I Sheathing l 0.75in.—' ItiI a' N OGAIy,4 C1' 8.1rv1.5FD ee - m wi3h>he Florida ring with the Fkxifb ; - amldiog Cods C.v* A nro L3-cj%,11.0; * ,No. 121 STATE _ OF > Ti0&,L- PrOdI.dtc mo rce 1'pc: 58.25in. .. ... i _ Cs ---........ •• e ERA- M1NG NOMINAL 20 GAUGE 3-5/15" X 1-518" STEEL STUDS 16" O.C. FASTENED WITH 518" LONG RIBBED BUGLE HEAD SCREWS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED FOR METAL AND WOOD STUDS, PROV1S10NS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE BY THE ARCHITECT OR ENGINEER OF RECORD IN NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEATFiJNG NOMINAL 518" THICK / 5 PLY APA RATED PLYWOOD SHEATHING TO METAL STUDS AT 6" OC AT -PANEL EDGES AND ALL INTERMEDIATE SUPPORTS USING A NO.8-18, 0.315" HEAD DIAMETER X 1-1/4" LONG BUGLE '° HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING HEAD SCREW INSTALLATION DETAILS METAL STUD CONSTRUCTION cI.A"aDrrr PLANKS OVERLAP 1-114" James Hardie Building ProducEs,.Inc. THE EXPOSURE IS 158-1/4" THE PLANKS ARE FASTENED WITH NO. 8-18, 0.315" 10901 Elm Avenue HEAD DIAMETER X 2-1/4" LONG CORROSION- ® Fontana, CA 92337 RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW Phone: 909-356-6300 Size FSCMNO DWG NO REV SHALL HAVE AT LEAST 3 FULL THREADS PNL-PLK-SOFF 1 PENETRATING THE METAL FRAMING), PLACED 3/4" UP Fax 909-427-0634 A FROM THE BOTTOM EDGE OF THE PLANK AT EACH Creator- E. Gonzales SCALE 1" = 1'-0" Date: 412412013 SHEET 8 OF 12 STUD LOCATION WALL LENGTH Stud Spacing at 16" O.C. B•t---, I I I WALL 0GHT B 3/8" Minimum SCE PRODUCT DESCRIPTION DETAIL A HardieSoffit® & Cemsoffit(D materials are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade 11, Type A 1 and meeting the requirements of the Florida Building Code. SOFFIT QIMEiJSION$ 2" X 4' S-P-F Width Length Thickness Wood Studs 4' g 1/4" p SIGN PR SSUFt,E_FZATI_t3G HardieSoffit, installation Design Pressure A" Cemsoffit Wood Studs -70 psf PRODUCT R1EVI,SM Nails at 4" O.C. (typ.)rRt%XCT REVI - --ply6s ith emFila6& e Distance ca cce0yog vh& ft F7 8ufldieg CO& d! ^" No 13-03 rt0 ! o BY Produd offit fastener, as escribed in Note 1 HardieSoffit, Cemsoffit Minimum 2" X 4" S-P-F Wood Studs The wall and soffit frames are to be designed by the Architect or Engineer of Record In compliance with the Florida Building Code. 91 001V-------ii_1 od QG AW4 No_ 4 21 a S7ATF OF ocF--F oR1oP: = 0S,0N A- HARDI.t~50E 17 C (IASOFFI7 P NE.4lWXA LATJPRDE7AIL5 Ali installation shall be done in conformance with this Notice of Acceptance, the manufacturer's installation recommendations, and the applicable sections of the Florida Building Code. Wood studs where HardieSoffit, Cemsoffit will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.OA The soffit shall be installed over minimum 2' X4" S-P-F wood studs spaced a maximum of 16" O.C. Note 11 The soffit fastener shall be a 2" long, 0.223" head diameter, 0.092" shank diameter, corrosion resistant siding nail; the fasteners shall be spaced at 4" O.C. at panel edges and intermediate studs; the fasteners shall be driven into wood studs located at 16" O.C. Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" from corners. HARDIFSOFFIT, CEMSOFFIT PANEL, INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 Phone: 909-356-6300 512E FSOM hm Fax 909-427-0634 A Creator. E. Gonzales SCALE 1/2" = 1'-0" DWG NO PNL-PLC-SOFF Date: 4/24/2013 1 SHEET 9OF12 FIEv 4.00in.--i 16,OOin. d.00in. ` 0 wi& &r Flcado as omptyiMe with den IF wilt07 oo W-40 i 0l'7 - wouni Pnvimo C y z;, ,00 Pmtk cz Cooaot FRAMING NOMINAL 2" X 4" S-P-F WOOD STUDS 16" O.C. FASTENED WITH 3-1/2" 16d COMMON NAILS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE CLADDING THE SOFFIT 13 FASTENED WITH 2" LONG, 0.223" HEAD DIAMETER, 0.092" SHANK DIAMETER, CORROSION RESISTANT SIDING NAILS, PLACE NAILS V O.C. AT PANEL EDGES AND INTERMEDIATE STUDS Cladding Framing GA No. 121 STATE OF 10 V 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 Avenue 9 - Fontana, CA 92337. Phone: 909-356-6300 SIZE FSCM NO DvIr. NO Fax 909-427-0634 A PNL-PLK-SOFF Creator F Gonzales SCALE V = V-0" Date: 4/24/2013 7SHEET 10 of 12 1 WALL i I HEIGHT i I i Nails at 6" O.C. (typ.) 3/8" Minimum Edge Distance DETAIL_A WALL LENGTH .. —1,PrODIJCT DESCREPT Ohi Stud Spacing at 16" O.C. DETAIL A HardieSoffitO & Cemsoffit® materials are nonasbestos Tiber -cement products tested in accordance with ASTM C1186 Grade 11, Type A and meeting the requirements of the Florida Building Code. 20ga, 3-5/8" X 1-518" SOFFI_C DIMENSIONS Metal Gstud 4Width Length Thickness HardieSoffit, DESIGN PRESSURE RATING Cemsoffit [nstallatian Design Pressure j. Metal Studs -55 5f 0 J j(// Ll 136SECTIQIV=MODUCT8EVL46D POD ;Cr I--0,%With ax>Flocids co lc a r3 a3rr.; 121 No moo'- STATE OF CP '- RI>NIP ram, Ga CPO •......_ RAIESOFF TCEMSOFt=1T AN_EL INS7ALLATIOt4DETAILS Al] installation shall be done in conformance with this Notice of Acceptan'fi i/anufacturer's installation recommendations, and the applicable sections of the Florida Building Code. Metal studs where HardieSoffit, Cemsoffit will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.0-k The soffit shall be installed over minimum 20ga, Nominal 3-5/8" X 1-518" Metal C-stud sspaced a maximum of IS" O.C. Note 12 The soffit fastener shall be a minimum No. 8-18, 0.315" head diameter X 1-1/4" long* ribbed bugle head screw (*or screw shall have at least 3 full threads penetrating metal • framing) -,the fasteners shall be spaced at 6" O.C. at panel edges and intermediate studs; the fasteners shall be driven into metal studs located at 16" O.C. Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" fromrncomers. Soffit fastener, as described in Note 1 HardieSoffit, Cemsoffit 20ga, 3-5/8" X 1-5/8" Metal C-stud j The wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code. SEE Fax 909427-0634 A Creator. E. Gonzales. scar HARDlESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION FSCM James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 DV1K, NO PNL-PLICSOFF Date: 4/24/2013 I SHEET 11 OF 12 REV 6.00in. 16.00in, Cladding Framing 6.00in. pRODUCC RE SED v,00yjvg wilm the F rRODUCr DIEVI)St D I eadins CO& i& S witb tlko Fkrias izit'll! i f`l d+dttiriif,, Hudl f ,II.G 7 pC1AWAN'D ' 7 nirf "I d Icxmua 21 i No 2zz FL CP OF FSSIONP 6 ffi/fltl!!d1 FRAMING NOMINAL 20 GAUGE 3-5/8" X 1-5/8" STEEL STUDS 16" O.C. i FASTENED WITH 5/8" WAFER HEAD SCREWS (2 PER TOP FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE AND BOTTOM CONNECTION) NOT PART OF THIS APPROVAL (MUST PROVIDIE 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 1L&DII_NG HARDIESOFFIT, CEMSOFFIT PANEL THE SOFFIT IS FASTENED WITH NO. 8-16, 0.315" HEAD INSTAILLATION DETAILS METAL STUD CONSTRUCTION DIAMETER 1-1/4" LONG CORROSION RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 James Hardie Building Products, Inc. FULL THREADS PENETRATING THE METAL FRAMING), PLACE 10901 Elm Avenue SCREWS 6" O.C, AT PANEL EDGES AND INTERMEDIATE - STUDS Fontana, CA 92337 Phone: 909-356-6300 SIZE FSCM NO DWG NO REV Fax 909-427-0634 A PNL-PLK-SOFF 1 Creator. E. Gonzales scA4E 1 ° = T-0" Date: 4/242013 SHEET 12 OF 12 Florida Building Code Online Page 1 of 2 r :' •;, ` 'tom ''`. .:: ,r-' fl --s:k ,._``"r,' _ T..s. , 7.i' m;m ,, BCIS Home i Log In ; User Registration Hot Topics Submit Surcharge Stats & Facts } Publications FSC Staff BCIS Site Map Links Search c 3 Product Approval USER: Public User Product Approval Menu > Product or Application Search > Application List > Application Detail FL # FL12194-RS Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Aluminum Coils, Inc. Address/Phone/Email 5001 West Knox Street Tampa, FL 33634 813) 249-9743 grahman@aluminumcoilsinc.com Authorized Signature Gareth Rahman grahman@aluminumcoilsinc.com Technical Representative Paul Frost Address/Phone/Email 5001 West Knox Street Tampa, FL 33634 813) 249-9742 PFrost@aluminumcoilsinc.com Quality Assurance Representative Address/Phone/Email Category Panel Walls Subcategory Soffits Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Zachary R. Priest the Evaluation Report Florida License PE-74021 Quality Assurance Entity PRI Construction Materials Technologies, LLC Quality Assurance Contract Expiration Date 06/19/2020 Validated By Locke Bowden i Validation Checklist - Hardcopy Received Certificate of Independence FL12194 R5 COI ALC15001 2 Evaluation Report 2014 FBC 04 T4 Soffits - FINAL.odf Referenced Standard and Year (of Standard) Standard AAMA 1402 Equivalence of Product Standards Certified By Sections from the Code Year 1986 http://www. floridabuilding. org/pr/pr_app_dtl. aspx?param=wGEVXQwtDquk24AUC%2fE... 9/7/2017 Florida Building Code Online Page 2 of 2 Product Approval Method Method 1 Option D Date Submitted 06/14/2017 Date Validated 06/14/2017 Date Pending FBC Approval 06/19/2017 Date Approved 08/08/2017 Date Revised 09/06/2017 Summary of Products FL # Model, Number or Name Description 12194.1 Alumunum Coils Aluminum Soffit Aluminum soffit panels Limits of Use Installation Instructions Approved for use in HVHZ: No FL12194_R5_-11_ ALC15001.2 Evaluation Report 2014 FBC Approved for use outside HVHZ: Yes Q4 T4 Soffits - FINAL.pdf 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.pdf Created by Independent Third Party: Yes Back Next Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: http://www.floridabuilding.ora/pr/Pr app dtl.aspx?param=wGEVXQwtDquk24AUC%2fE... 9/7/2017 Ufl*OF TECHNICAL SERVICES, LLC Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE 5T" EDITION (2014) Manufacturer: ALUMINUM COILS, INC. Issued June 6, 2017 5001 West Knox Street Tampa, FL 33634 813)249-9743 www.aluminumcoilsinc.com Manufacturing: Tampa, FL Quality Assurance: PRI Construction Materials Technologies (QUA9110) SCOPE Category: Panel Walls Subcategory: Soffits Code Sections: 1404.5.1, 1710.9.4 Properties: Wind Resistance REFERENCES Entity Report No. Standard Year Certified Testing Laboratories (TST1577) CTLA 1847W AAMA 1402 1986 Certified Testing Laboratories (TST1577) CTLA 2076W AAMA 1402 1986 PRI Construction Materials Technologies (TST5878) ACIX-003-02-01 AAMA 1402 1986 PRI Construction Materials Technologies (TST5878) ACIX-003-02-02 AAMA 1402 1986 LIMITATIONS 1. This report is not for use in the HVHZ. 2. Design wind loads shall be determined in accordance with FBC Section 1710.9.4. 3. Soffits shall be labeled in accordance with FBC Section 1710.9.2 and 1710.9.3. 4. Installation of the evaluated products shall comply with this report, the FBC and the manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and FBC compliant installation detail shall prevail. 5. Installations shall meet the minimum ventilation requirements of FBC section 1203.2. 6. Field fastener withdrawal may be required by the AHJ for confirmation of existing substrates. All data shall be reviewed by a qualified design professional to ensure the fastener withdrawal meets or exceeds the minimum load resistance for the project requirements. 7. All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61 G20-3. ALC15001.2 FL12194-R5 Page 1 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. r- N= CREEK TECHNICAL SERVICES. LLC PRODUCT DESCRIPTIONS ALUMINUM COILS, INC Soffits 3/8" F-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum F-channel. See Appendix D for dimension drawings. 3/8" J-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum J-channel. See Appendix D for dimension drawings. Fascia Preformed nominal 0.019-inch thick, 3105 H-14 aluminum fascia. See Appendix D for dimension drawings. 16" Q4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit panels provided in 16- inch sections. The reported net free ventilation areas are 22.3 in /lin.ft for the 'full vent' configuration and 11.1 in2/lin.ft and for the 'center vent' configuration. See Appendix D for dimension drawings. 16" FULL VENT 16" CENTERVENT 16" SOLID PANEL 12" T4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit panels provided in 12- inch sections. The reported net free ventilation areas are 12.5 in /lin.ft for the 'full vent' configuration and 4.2 in2/lin.ft for the `center vent' configuration. See Appendix D for dimension drawings. 12" FULL VENT 12" CENTER VENT 17'.SOLID PANEL ALC15001. 2 FL12194-R5 Page 2 of 3 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 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 5th Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. 0 cER2017. 06. 06 No 74021 15:48:16 04'00' STATE OF :' 41J 44/ O P;•': Zachary R. Priest, P.E. fi 5'•' , 9." \ Florida Registration No. 74021 SjONgi Organization No. ANE9641 CERTIFICATION OF INDEPENDENCE CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. APPENDICES 1) APPENDIX A— Approved Systems (8 pages) 2) APPENDIX B — Installation Drawings (12 pages) 3) APPENDIX C — Design Wind Loads(4 pages) 4) APPENDIX D — Dimension Drawings (4 pages) ALC15001.2 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. jw4,. i 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. Fastener Fastener Fastener Fastener Location Location Location Location c. 16" Q4 Soffit — 16-inch o.c. Fastener Location l I - Fastener Location ALC15001.2 FL12194-R5 Page 1 of 8 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK f TECHNICAL SERVICES, LLC d. 16" Q4 Soffit — 8-inch o.c. Fastener Location 1F Fastener Location Fastener Location ALUMINUM COILS, INC Soffits Approved System Numbers and Definitions 12F-# Approved Systems for 12-inch Overhang with F-Channel 12J-# Approved Systems for 12-inch Overhang with J-Channel 16F-# Approved Systems for 16-inch Overhang with F-Channel 16J-# Approved Systems for 16-inch Overhang with J-Channel 24F-# Approved Systems for 24-inch Overhang with F-Channel 24J-# Approved Systems for 24-inch Overhang with J-Channel Appendix A Approved Systems for 12-inch overhang with F-Channel Wail Connection Eave Connection System Panel MDP No. Width Psi 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. 12F-1 16-inch Wood min. 1.25-inch embedment spaced Wood crown staple spaced 16 inch 0072-inch dia. x min. 3/16- inch head dia. trim nail t40.0 24-inch o.c. O.C. spaced 36-inch o.c. 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 Max. Wood crown staples in diamond pattern Wood crown staple spaced 8-inch o.c. 0.072-inch dia. x min. 1/4-inch 48 16-inch spaced 24-inch o.c. and securing each panel lap head dia. trip nail spaced 48- 64.2 inch o.c. One (1) min 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x 12F-3 Max. Masonry One (1) 14 ga. 5/8-inch long T nail Wood crown staple spaced 8-inch O.C. 0.072-inch dia. x min. 1/4-inch 48 16-inch spaced 8-inch o.c. and securing each panel lap head dia. trip nail spaced 48- 64.2 inch o.c. ALC15001.2 FL12194-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, LL.0 ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 12-inch overhang with J-Channel Wall Connection Eave Connection - System Panel MDP No. Width pso Substrate F-Channel Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Three (3) min. 3/4- inch x 1/4-inch crown One (1) min. #8 x 1/2-inch One (1) min 3/4-inch x One (1) min. 1 3/4-inch long x 12J-1 Max. Wood staples in diamond long x 3/8-inch head diameter Wood 1/ crown staple 0.072-inch dia. x min. 1/4-inch 48 16-inch pattern spaced 24- screw spaced 16-inch o.c. pinchaced 8-inch o.c. spaced head dia. trip nail spaced 48- 64.2 inch o.c. connecting soffit to J-channel inch o.c. Approved Systems for 16-inch overhang with F-Channel . Wall Connection Eave Connection. System Panel MDP, No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 16F-1 Max. Masonry One (1) 14 ga. 5/8-inch long T nail Wood 1-inch leg staple spaced max. 0.072-inch diameter finishing nail with min. 3/16- 53.3 12-inch spaced max. 8-inch o.c. 4-inch o.c. and securing each inch head spaced panel lap 12-inch o.c. One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x Max. Three (3) 18 ga.1/4-inch crown x 1- 1-inch leg staple spaced max. 0.072-inch diameter 16F-2 12-inch Wood inch leg staples in diamond pattern Wood 4-inch o.c. and securing each finishing nail with min. 3/16- 53.3 spaced 16-inch o.c. panel lap inch head spaced 12-inch o.c. Max. One (1) 3/8-inchhead dia. nail, min. One (1) min 3/8-inch x 3/8-inch One (1) min. 1 3/4-inch long x 0.072 inch dia. x min. 16F-3 16-inch Wood 1.25-inch embedment spaced 24- Wood crown staple spaced 16-inch 3/16-inch head dia. trim nail 25.6 inch o.c. O.C. spaced 36-inch o.c. Three (3) min. 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long 16F-4 Max. Wood crown staples in diamond pattern Wood One (1) min 3/4-inch x 1/4-inch x 0.072-inch dia. x min. 1/4- 27 16-inch spaced 24-inch o.c. crown staple spaced 8-inch o.c. inch head dia. trip nail 36.1 spaced 48-inch o.c. 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. fsTECHNICAL 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 pso Substrate F- Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One ( 1) 18 ga. 1/4-inch crown x One ( 1) min. 1.75-inch x 16F- 5 Max. Masonry One ( 1) 14 ga.•5/8-inch long T nail Wood 1-inch leg staple spaced 4-inch 0. 072-inch diameter finishing nail with min. 3/16- 43.3 16-inch spaced 8-inch o.c. o.c. and securing each panel inch head spaced lap 16-inch o.c. Three ( 3) 18 ga.1/4-inch crown x 1- One (1) 18 ga. 1/4-inch crown x One ( 1) min. 1.75-inch x 0072- inch diameter 16F- 6 Max. 16- inch Wood inch leg staples in diamond pattern Wood o1-inchlegstaplespacedincho. c. and securing each panel finishing nail with min. 3/16- 43.3 spaced 16-inch o.c. lap inch head spaced 16- inch o.c. Approved Systems for 16-inch overhang with J-Channel Wall Connection Eave Connection System Panel MDP. No. Width psfl Substrate J-Channel Substrate Panel Attachment Fascia Cap Attachment - Attachment Three ( 3) min. 3/4-inch x 1/4-inch One ( 1) min. 1 3/4-inch 16J- 1 Max. Wood crown staples in diamond pattern Wood One ( 1) min 3/4-inch x 1/4-inch long x 0.072-inch dia. x 23.5 16- inch spaced 24-inch o.c. crown staple spaced 8-inch o.c. min. 1/4-inch head dia. trip 31.4 nail spaced 48-inch o.c. ALC15001. 2 FL12194-R5 Page 4 of 8 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width Ps9 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 ga1/4- One ( 1) min. 1.75-inch x Max. inch crown x 1-inch rafter with one each panel lap inch crown x 11inch 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 inchOne ( 1) min. 1.75-inch i O.C.3/ 16-inch head spaced spaced 16-inch o.c. shank nail x 0.072-inch diameter 12-inch o.c. 24- inch o.c. finishing nail with min. 3/ 16-inch head spaced 4- inch o.c. One ( 1) 18 ga. 1/4-inch crown x 1-inch leg Nominal 1x2 staple spaced One ( 1) min. 1.5- No.2 SYP 12-inch o.c. securing One (1) 18 ga. 1/4- One ( 1) min. 1.75-inch x Max. inch x 11 ga. anchored to each panel lap inch crown x 1-inch 0. 072-inch diameter 80/ 24F-2 12- inch Wood smooth shank rafter vrith 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 ring shank x 0.072-inch diameter 12-inch o.c. nail 24-inch o. c. finishing nail with min. 3/16-inch head spaced 4-inch o.c. ALC15001.2 FL12194-R5 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.5.i,i3 Y.w, R 4" 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 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.1/4-inch crown x 1-inch leg staple securing the Nominal 1 x2 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 Wood smooth shank rafter writh one each panel lap Wood leg staple spaced 8- finishing nail with min. 80/-60 16-inch roofing nail spaced 1) 7d x 2.25- inch o.c. and securing 3/16-inch head spaced 16-inch o.c. inch ring shank One (1) min. 1.75-inch each panel lap 16-inch o.c. nail 24-inch o.c. x 0.072-inch diameter finishing nail with min. 3/16-inch head spaced 4-inch o.c. ALC15001.2 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. 11 TECHNICAL SERVICES, LLC CREEK 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 tpso Substrate F-Channel Attachment Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment One (1) 18 ga.1/4-inch crown x 1-inch leg staple securing the Nominal 1x2 nailer of each female No.2 SYP lock or spaced One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. One (1) 14 ga. 5/8- anchored to 16-inch o.c. securing inch crown x 1-inch 0.072-inch diameter 24F-6 16-inch Masonry inch long T nail rafter with one each panel lap Wood leg staple spaced 8- finishing nail with min. 80/-60 spaced 8-inch o.c. p 1) 7d x 2.25- inch o.c. and securing 3/16-inch head spaced inch ring shank One (1) min. 1.75-inch each panel lap 16-inch o.c. nail 24-inch o.c. x 0.072-inch diameter finishing nail with min. 3/16-inch head spaced 4-inch o.c. ALC15001.2 FL12194-R5 Page 7 of 8 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEKI` TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with J-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width pso Batten J-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Nominal 1x2 No.2 SYP scabbed between rafters with One (1) 18 ga.1/4- one (1) min. 2.25- inch crown x 1-inch Nominal 1x2 inch x 7d ring shank leg staple spaced No.2 SYP Three (3) 18 nail straight -nailed 12-inch o.c. anchored to ga.1/4-inch crown through the rafter securing each panel One (1) 18 ga.'/- One (1) min. 1.75-inch Max. rafter with one x 1-inch leg into the end of the lap inch crown x 1-inch x 0.072-inch diameter 24J-1 12-inch 1) min. 2.25- staples in diamond batten or two (2) Wood leg staple spaced finishing nail with min. 60 inch x 7d ring pattern spaced 16 min. 2.25-inch x 7d One (1) min. 1.75- 8- inch o.c. 3/ 16-inch head spaced shank nail inch o.c. ring shank nails toe- inch x 0.072-inch 12-inch o.c. 24- inch o.c. nailed on either side diameter finishing of the batten at nail with min. 3/16- each batten/rafter inch head spaced intersection. Max. 4-inch o.c. rafter spacing is 24- inch o.c. . Nominal 1x2 No.2 SYP scabbed One (1) 18 ga.1/4- between rafters with inch crown x 1-inch one ( 1) min. 2.25- leg staple securing Nominal 1x2 inch x 7d ring shank the nailer of each NSYP Three (3) 18 nail straight - nailed female lock or ga. , One ( ownc anchored toga.1/4-inch crown through the rafter spaced 16-inch o.c. n h inch crownx1-inc 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 4-inch o.c. 24-inch o.c. ALC 15001. 2 FL12194-R5 8 of 8 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 1CREEK TECHNICAL SERVICES, LL,C ALUMINUM COILS, INC Soffits Apoendix B INSTALLATION Note - Refer to the APPROVED SYSTEMS section of this report for additional installation details of a selected system and maximum design pressures limitations. System No. [ Installation Detail 12F-1 & 12 F-3 Min. a/01' he as liai Ttriil ' i C!'.i main. 11,4" en<f:xceiaet:r, (f';,1; wr"t:aa enlu +;r:aUr1? ol. m: ri, 0,097" di:'.'L'1101.1. ;::r: a:C.+.,rl.; mill w 1. 'nth lit :en, 5, u" e,It pj afvV Ii; ifov cc'rI As ru ->d ASCIA SLIP BOARD FASCIA TRIM SOFFIT ( OVERHANG WIDTH VARIES) F" CHANNEL Ffr:, r,71, i:cP rrnr=:, G. or ', O.ock. 41eci 1. FASCIA LIP 1 /4" STAPLE SOFFIT TO FASCIA BOARD #T50 3/ 8" X 3/8" STAPLE 16" O.C. 1— PAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12` PIECE SOFFIT & FASCIA DETAIL ALC15001. 2 FL12194-R5 Page 1 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. E urnCREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail i 3' ' BET%IM ` SOFFIT STAPLE OPEN RAFTER i DIAMOND PATTERN 3/4" X 1/4" j J D ETAI LCROWNSTAPLES USING A DIAMOND —«--»-3'e` DOVEEN stA €sPATTERNFACIABOARDi i FASCIA CAP 12 F-2 3/4" X 1 /4" CROWN FACIA BOARDi —3/4" TRIM NAILSTAPLEWONCENTER 1-3/4" TRIM NAIL PAINTED S.S, F" CHANNEL CAN BE PAINTED S.S. 48" FASCIA CAPINSTALLEDWITHTHEO.C. NAILING FLANGE UP OR 3/4" X 1/4" DOWN CROWN STAPLE SOFFIT- max.'. 12-inch Spam WOOD SOFFIT SUBSTRATE SOFFIT & FASCIA. DETAIL ALC15001.2 FL12194-R5 Page 2 of 12 This evaluation report is provided for State of Florida product approval under Rule 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. A CREEK TECHNICAL SERVICES, LLC System No. [ Installation Detail 12J-1 3/4" X '1 /4' CROWN STAPLE '24' ON CENTER USING A DIAMOND .PATTERN screwed to .soffit with on-(1) 98 x 1/2" x 3/8" Bead eliameter screw, 16" C. WOOD OR BLOCK SUBSTRATE ALUMINUM COILS, INC Soffits Appendix B OPEN RAFTER e lCTVEEFI SOFFIT STAPLEJSTARES1 OIST ,' I DIAMOND PATTERN FACIA BOARD ', „a. ter„„ f DETAIL SiAPI[S / FASCIA CAP 3/4" X 1 /4' CROWN FACIA BOARD STAPLE `8" ON CENTER 1-3/4' TRIM NAIL 1-3/4" TRIM NAIL PAINTED S.S. PAINTED S.S. 48" FASCIA CAP O.C. 3/4" X 1/4' CROWN STAPLE SOFFIT —max. .12-inch span SOFFIT_ & FASCIA D ETAI L ALC15001.2 FL12194-R5 Page 3 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. A CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail i 1 TRIM NAIL —\ FASCIA BOARD PAINTED S.S. FASCIA CAP 4 SOFFIT I 1"x" CROWN STAPLE OPEN RAFTER FASCIA BOARD li 04 5/fi" IRAlI. 16F-1 SOFFIT & FASCIA 16F-5 \' DETAIL FASCIA CAP; REFER TO SOFFIT S FASCIA I'" CHANNEL--,--"' HANNEL "`- DETAIL SOFFIT; MAX. 16" SPAN MASONRY SUBSTRATE ALC15001.2 FL12194-R5 Page 4 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. a'CREEK TECHNICAL SERVICES, LLC System No. I Installation Detail Min. 31t." head dia.. nail.v.ith ruin. II," e rujagemenuifcr wocd subst.x:ete) or min. 0.097" die: T-bail or s--ub nail With min. 5/8" engagementlfor concrete: or block s tbstrat:e) ; sjpac,7.d an a ho ire . FASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) 16 F-3 F" CHANNEL Wood, Concrete or Block .V FASCIA LIP 1/4" STAPLE SOFFIT TO ASCIA BOARD #T50 8" X 3/8" STAPLE 16" O.C. S.S: 1 .3/4?' TRIM NAIL MIN. 5 NAILS PER 1.2' PIECE SOFFIT & FASCIA DETAIL ALC15001.2 FL12194-R5 ALUMINUM COILS, INC Soffits Appendix B 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 31WSTAPLES04 `, SOFFIT. STAPLEOPENRAFTER i DIAMOND PATTERN 3/4" x 1/4" j D ETAI LCROWNSTAPLES USING A DIAMOND , . _are"rxccrr/ arwLFs PATTERN FACIA 80AR0 ram. FASCIA GAP 16 F-4 3/4" X 1 /4" CROWN FACIA BOARD 8" 1-5/4" TRIM NAIL STAPLE ON CENTER PAINTED S.S. 1-3/4" TRIM NAIL F" CHANNEL CAN BE PAINTED S.S. 48" FASCIA GAPINSTALLEDWITHTHEOG NAILING FLANGE UP OR 3/4" X 1 GOWN CROWN STAPLE SOFFIT —max- 15-inch span WOOD SOFFIT SUBSTRATE SOFFIT & FASCIA DETAIL. ALC15001.2 FL12194-R5 Page 6 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. a CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 11!" TRIM NAIL FASCIA BOARD PAINTED S.S. i FASCIA CAP SOFFtT 1"xl" CROWN STAPLE OPEN RAFTER FASCIA BOARD 1"q" CP,OWN STAPLES SOFFIT FASCIA USING A DIAMOND PATTERN; REFER TO DETAIL 16F-2 & SOFFIT STAPLE 16F-6 DIAMOND PATTERN DETAIL FASCIA CAP; REFER TO SOFFIT 3 FASCIA F" CHANNEL--"--' HANNEL DETAIL g j SOFFIT; MAX. 16" SPAN WOOD SUBSTRATE SOFFIT STAPLE DIAMOND PATTERN ALC15001.2 FL12194-R5 Page 7 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail OPEN RAFTER ~ 3/8' 'MEEIN \ SOFFIT STAPLE GIST i DIAMOND PATTERN FACIA BOARD I, j i _3tV BETWEEN I' DETAIL TAPLES j J 3/4" X 1/4" CROWN STAPLE "24- \ __ ON CENTER USING A DIAMOND PATTERN FASCIA CAP 16J-1 WOOD OR BLOCK SUBSTRATE 1-3/4- TRIM NAZI PAINTED S.S. 48" O.C. SOFFIT-¢iax. 16-inc-h F pan 3/4" X 1/4" CROWN FAM BOARD STAPLE W ON CENTER. 1-3/4" TRIM NAIL PAINTED S.S. FASCIA CAP 3/4" X 1/4" CROWN STAPLE SOFFIT & FASCIA D ETAI L ALC15001.2 FL12194-R5 Page 8 of 12 This evaluation report is provided for State of Florida product approval under Rule 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. j_:, . CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail f" TRIM NAIL FASCIA BOARD PAINTED S,S. I-q" CROW STAPLES / I - FASCIA CAP USING A DIAMOND SOFFIT PATTERN; REFER TO `.,, I"aa" CROWN STAPLE SOFFIT STAPLE ...\ DIAMOND PATTERN { I \ DETAIL t i I TRIM NAIL FASCIA BOARD PAINTED S.S. SOFFIT 8r FASCIA DETAIL 24F-1 & i 24F-4 r,.. CROWN STAPLE —_ FASCIA CAP; REFER TO SOFFIT & FASCIA / DETAIL - 6 Nominal 1i x2" SYP Batten Anchored to SOFFIT. MAX, 24" 3/B F-[NANNEL Rafters vifh ane 7d Ring Shank Nail at / every Ratter ; - WOOD SUBSTRATE i \ SOFFIT STAPLE DIAMOND PATTERN ALC15001.2 FL12194-R5 Page 9 of 12 This evaluation report is provided for State of Florida product approval under Rule 51G20-3. 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 r_ PAINTED SS. 1-1" SMOOTH SHANK 1 FASCIA CAP ROOF NAILS SOFFIT - i—P.r{• CROWN STAPLE 24F-2 & 24 F-5 F-CI WOOD SUBS FASCIA BOARD FASCIA CAP; REFER TO SOFFIT L FASCIA DETAIL SOFFIT & .FASCIA DETAIL ALC15001.2 FL12194-R5 Page 10 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. xh 3 CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 J" TRIM NAIL FASCIA BOARD PAINTED S.S. ` 146A " T-NAILS FASCIA CAP o SOFFIT CROWN STAPLE i TRIM NAIL FASCIA BOARD PAINTED 5.5, SOFFIT FASCIA 24F-3 & DETAIL 24F-6 1"x}" CROWN STAPLE FASCIA CAP; REFER TO SOFFIT b FASCIA DETAIL Nominal 1"x 2" SYD Batten Anchored to SOFFIT; MAX, 24" F-CHANNEL Rafters with one 7d Ring Shank Nail at every Rafter MASONRY ALC15001.2 FL12194-R5 Page 11 of 12 This evaluation report is provided for State of Florida product approval under Rule 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. Lx5 CREEK TECHNICAL SERVICES, L.LC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I I' TRIM NAIL FASCIA BOARD PAINTED S.S. 1114. CROWN FASCIA CAP STAPLES SOFFITUS146ADIAMOND PATTERN; REFER TO CANTILEVERED 1'z" CROWN STAPLE SOFFIT STAPLE RAFTERDIAMONDPATTERN DET AIL FASCIA BOARD Imo` SOFFIT & FASCIA T } TRIM NAIL PAINTED S.S. DETAIL. 24J-1 & I"xj" CROWN STAPLE 24J-2 FASCIA CAP: REFER TO SOFFIT 6 FASCIA DETAIL Nominal 1' a 2" SYP battens scabbed behveen ratters and SOFFIT; MAX. 24" 3/8'\ 1-CNAN:AL secured with one (1) 7d ring Ishanknailstraight -nailed through the rafter into the end WOOD SUBSTRATE of the batten ar two (7)7d Ong s[ an% nails toe -nailed on either side of the baltem at the battenlratierihtersection SOFFIT STAPLE DIAMOND PATTERN ALC15001.2 FL12194-R5 Page 12 of 12 This evaluation report is provided for State of Florida product approval under Rule 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 Trr-1- Nlr'tol .'t"^.PRV/C:F"q t I t: . DESIGN WIND LOADS ALUMINUM COILS, INC Soffits Appendix C The following tables provide design wind loads for components and cladding in accordance with Section 1609.1 of the FBC and ASCE 7-10 under the following provisions: 1. Wind speeds for risk category I, II, III, and IV buildings shall be as defined in Section 1609 of the FBC. 2. Exposure B, C, and D shall be as defined in section 1609 of the FBC. 3. Design wind loads are provided only for walls/soffits with a mean roof height less than or equal to 60-ft. 4. All calculations are based on an effective wind area of 10-ft2 or less. 5. Topographic factors such as escarpments or hills have been excluded from the analysis. 6. Wind directionality factor, Kd = 0.85 7. V tt 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. ALC15001.2 FL12194-R5 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C besi n Wind Pressures,;for Soffits In fzposure.6 Buifdmg Mean Bask Wind Speed m h Type Zone Roof Hef'ht ft 120 150 160 's 170 180 190„ 200 20 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 25 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 30 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 4 40 18.3 21.5 24.9 28.6 32.5 36.7 41.2 45.9 50.8 50 19.5 22.9 26.5 30.5 34.7 39.1 43.9 48.9 54.1 Enclosed 60 20.5 24.0 27.8 32.0 36.4 41.1 46.0 51.3 56.8 Negative Loads) 20 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 25 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 30 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 5 40 22.6 26.5 30.7 35.3 40.1 45.3 50.8 56.6 62.7 50 24.1 28.2 32.8 37.6 42.8 48.3 54.1 60.3 66.8 60 25.3 29.6 34.4 39.5 44.9 50.7 56.8 63.3 70.1 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 4 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 Enclosed 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4 Positive Loads) 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 5 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4 ALC15001.2 FL12194-R5 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C 20 21.7 25.4 29.5 33.8 38.5 43.5 48.7 54.3 60.2 25 22.6 26.6 30.8 35.4 40.2 45.4 50.9 56.7 62.8 30 23.6 27.7 32.1 36.9 41.9 47.3 53.1 59.1 65.5 4 40 25.0 29.4 34.1 39.1 44.5 50.2 56.3 62.7 69.5 50 26.2 30.8 35.7 41.0 46.6 52.6 59.0 65.8 72.9 Enclosed 60 27.2 31.9 37.0 42.5 48.3 54.6 61.2 68.2 75.5 Negative Loads) 20 26.7 31.4 36.4 41.8 47.5 53.7 60.2 67.0 74.3 25 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.6 30 29.1 34.2 39.6 45.5 51.8 58.4 65.5 73.0 80.9 5 40 30.9 36.3 42.1 48.3 54.9 62.0 69.5 77.5 85.8 50 32.4 38.0 44.1 50.6 57.6 65.0 72.9 81.2 89.9 60 33.6 39.4 45.7 52.5 59.7 67.4 75.5 1 -84.2 93.2 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 4 40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 Enclosed 60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4 Positive Loads) 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 5 40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4 ALC15001.2 FI-12194-R5 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK n ^ TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Wind.Pressures:for Soffi,ts1m Ezposut6 D11, Building Mean Basic Wrnd S eed m h Type Zone Roof 120 130 140 150 160 180 190 200Heihtft 20 26.0 30.5 35.4 40.6 46.2 52.2 58.5 65.2 72.2 25 27.0 31.6 36.7 42.1 47.9 54.1 60.6 67.6 74.9 30 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.5 4 40 29.4 34.5 40.0 45.9 52.2 58.9 66.1 1 73.6 81.6 50 30.6 35.9 41.6 47.8 54.3 61.3 68.8 76.6 84.9 Enclosed 60 31.5 37.0 42.9 49.3 56.1 63.3 70.9 79.0 87.6 Negative Loads) 20 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 89.1 25 33.3 39.1 45.3 52.0 59.2 66.8 74.9 83.4 92.4 30 34.5 40.4 46.9 53.8 61.3 69.2 77.5 86.4 95.7 5 40 36.2 42.5 49.3 56.6 64.4 72.7 81.5 90.9 100.7 50 37.7 44.3 51.4 58.9 67.1 75.7 84.9 94.6 104.8 60 38.9 45.7 53.0 60.8 69.2 78.1 87.6 97.6 108.1 20 16.7 19.5 . 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 4 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 Enclosed 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1 Positive Loads) 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 5 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1 ALC15001.2 FL12194-R5 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. wz CREEK TECHNICAL SERVICES. LLC 3/8" F-Channel 3/8" 3/8" J-Channel I— 3/4" — 1/B" HEM 7 3/4" ISOMETRIC VIEW 3/8" PROFILE ISOMETRIC VIEW 3/8" PROFILE ALUMINUM COILS, INC Soffits Appendix D ALC15001.2 FL12194-R5 Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. A CREEK TECHNICAL SERVICES, LLC Fascia 5 3/4" 7/81, ALC 15001.2 1/8" HEM 6"FASCIA i" BLANK 1/4" FL12194-R5 ISOMETRIC VIEW ALUMINUM COILS, INC Soffits Appendix D 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 0.12FTYP 18" BLANK 6..PROFILE 2.1 'Is" rUF ALUMINUM COILS, INC Soffits Appendix D ALC15001.2 FL12194-R5 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 1 c 3 CREEK TECHNICAL SERVICES, LLC 12" T4 Soffit 3 1/8" ALUMINUM COILS, INC Soffits Appendix D 7/8" 1 3 1/8" , 7/8" 1 3 1/8" 112" 112" 1/2" 1/r 1/2" 3/r 0.2'^ T"P 0.t25`i P. 13.7S" BLANK 3/8" PROFILE M aonao 0000 a0000 END OF REPORT ALC15001.2 FL12194-R5 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Florida Building Code Online Page 1 of 3 d•: ems-:`"' '. . ".,m..a`' ,W b....;.d.;rrS.aare..-' - . x . iw BCIS Home Log In ; User Registration Hot Topics :'; Submit Surcharge Stats & Facts Publications FBC Staff ; BCIS Site Map Links Search dbProduct Approval FUSER: Public User Product Approval Menu > Product or Application Search > Application List > Application Detail FL # FL7006-R9 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By IKO Industries, Ltd 40 Hansen Road South Brampton, NON -US L6W 3H4 708) 496-2800 Ext200 rmetzOOI@tampabay.rr.com Robert Metz rmetzOO1@tampabay.rr.com Bob Metz REMCO of Pinellas 456 Avila Circle NE Saint Petersburg, FL 33703 727) 776-5261 rmetzOOI@tampabay.rr.com Don Shaw IKO Industries LTD 120 Hay Rd. Wilmington, DE 19808 717) 579-6706 don.shaw@iko.com Roofing Asphalt Shingles Certification Mark or Listing FM Approvals - CER Locke Bowden 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://,A,ww.floridabuilding.oro,/pr/pr_app_dtl.aspx?param=wGEVXQwtDgse7mYBd2b3 K6... 9/7/2017 Florida Building Code Online Page 2 of 3 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 FL # Model, Number or Name Description 7006.1 Cambridge, Cambridge HD and CRC Laminated architectural fiberglass asphalt shingle Biltmore AR manufactured at IKO's Kankakee, IL; Hawkesbury, Ont.; Wilmington, DE; Sylacauga,AL and Toronto, Ont. plants Limits of Use Certification Agency Certificate Approved for use in HVHZ: Yes FL7006 R9 C CAC FM Letter - ASTM d3161 letter - 4-15- 2015 .pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL7006 R9 C CAC FM Letter - ASTM d3462 letter - 5 6 15.odfDesignPressure: N/A Other: FL7006 R9 C CAC FM Letter - ASTM E 108 letter - 5 3 15 .odf Quality Assurance Contract Expiration Date 12/31/2020 Installation Instructions FL7006 R9 II IKO-133-02-01 Letter - Installation Instructions for FBC FL7006.pdf Verified By: Duc T Nguyen 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: 7006.2 Hip and Ridge 12 Cap fiberglass This is a 12" x 12" fiberglass asphalt shingle used to cover shingles the hip and/or ridge of an asphalt shingle roof system manufactured in Toronto, Ont. and Brampton, Ontario Limits of Use Certification Agency Certificate Approved for use in HVHZ: Yes FL7006 R9 C CAC FM Letter - ASTM d3161 letter - 4-15- 2015 .odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL7006 R9 C CAC FM Letter -ASTM d3462 letter - 5 6 15.odfDesignPressure: N/A Other: FL7006 R9 C CAC FM Letter - ASTM E 108 letter - 5 3 15 . pdf Quality Assurance Contract Expiration Date 12/31/2020 Installation Instructions FL7006 R9 II Hip and Ridge Cagy Shingle Installation Instructions. pdf FL7006 R9 II IKO-133-02-01 Letter - Installation Instructions for FBC FL7006.1)df Verified By: Duc T Nguyen PE 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: 7006.3 Leading Edge Plus Asphalt Shingle One piece fiberglass asphalt shingle used as a starter strip at Starter Strip the bottom of a roof system manufactured in Brampton and Hawkesbury, Ontario plants Limits of Use Certification Agency Certificate Approved for use in HVHZ: Yes FL7006 R9 C CAC FM Letter - ASTM d3161 letter - 4-15- 2015 .pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL7006 R9 C CAC FM Letter - ASTM d3462 letter - 5 6 15.odfDesignPressure: N/A Other: EL7006. R9_C_CAC FM Letter_ ASTM E 108 letter - 5 3. 15 .pdf Quality Assurance Contract Expiration Date 12/31/2020 Installation Instructions FL7006 R9 II IKO-133-02-01 Letter - Installation Instructions for FBC FL7006.1)dt FL7006 R9 ji Roofing-Products-Leadinq_=Edge=Plus- ADplication-EN(1).pdf Verified By: Duc T Nguyen PE 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: 7006.4 Marathon 25 AR, CRC Superglass 3 tab fiberglass asphalt shingle manufactured at IKO's M25AR Brampton, Ontario, Hawkesbury Ont., Toronto, Ont.; Sylacauga, AL and Kanakakee, IL plants http://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgse7mYB d2b3 K6... 9/7/2017 Florida Building Code Online Page 3 of 3 Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Certification Agency Certificate FL7006 R9 C CAC FM Letter - ASTM d3161 letter - 4-15- 2015 .odf FL7006 R9 C CAC FM Letter - ASTM d3462 letter - 5 6 15.Ddf FL7006 R9 C CAC FM Letter - ASTM E 108 letter - 5 3 15—Ddf Quality Assurance Contract Expiration Date 12/20/2020 Installation Instructions FL7006 R9 II IKO-133-02-01 Letter - Installation Instructions for FBC FL7006.pdf Verified By: Duc T Nguyen 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: Back Next Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. `Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: Giedi" Card Safe http://wv,,w. floridabuilding. org/pr/pr_app_dtl. aspa?param=wGEVXQwtDgse 7mYB d2b3 K6... 9/7/2017 T E C H N 0 L 0 G I E S March 30, 2015 IKO Industries, Ltd 120 Hay Rd. Wilmington, DE 19809 Re: FBC FL7006 Sir(s), PRI Construction Materials Technologies has completed a technical review and attached sealed shingle instructions in compliance the 2014 Florida Building Code. This review was completed based on the receipt of following evidence from IKO Industries, Ltd: 1) IKO Shingle Application Instructions — 3-Tab Shingles EN-3Tab_Appins_8AGXEFS-2012-11_reformatted 2013-02-rev07/13-Florida) 2) IKO Laminated Shingles Application Instructions EN-Laminated_Appins_8TTEFS-2012-04_reformatted 2013-02-rev07/13-Florida) 3) IKO Hip and Ridge 12 Application Instructions EN-HipandRidge12_3HRTri-2013-08_reformatted 2013-08) 4) IKO Leading Edge Plus Shingle Application Instructions EN-3LEP-Tri-2012-06_reformatted 2013-03) 5) ASTM D3161 Test Report (FM Approvals Project No. 3040947) The attached instructions should be used in conjunction with the published manufacturer's application instructions and applicable code. In the event the instructions conflict, these instructions shall govern. Statement of Independence: PRI Construction Materials Technologies and/or Duc T. Nguyen, FL P.E. do not have nor plan to acquire a financial interest in any company manufacturing or distributing products for which the test reports are issued. Signed: _/%` l (r Signed: Brad Grzyboviski Duc T.7N uyen `_ Managing Director Florida Regt5Tered ofessional 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 I KO-1 33-02-01 PRI Construction Materials Technologies, LLC. 6412 Badger Drive Tampa, FL 33610 Tel: 813-621-5777 Fax: 813-621-5840 e-mail: materialstesting@pricmt.com WebSite: http:/Avww.p6cmt.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 SEALING STRIP p — — — — • 4 I f NAILS o 4 NAILS DO NOT NAIL INTO OR ABOVE THE SEALING STRIP PRI Construction Materials Technologies, LLC. 6412 Badger Drive Tampa, FL 33610 Tel: 813-621-5777 Fax: 813-621-5840 e-mail: matedalstesting@phcmt.com WebSite: http:Owww.pdcmt.com IKO Installation Instructions for Asphalt Shingles Page 3 of 5 IK® 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 NAILING - STEEP SLOPES APPLICATION Use. six nails asshown. iown. NAIL LINE PROPER APPLICATION REQUIRES THAT THE NAILS PENETRATE BOTH THE OVERLAY AND UNDERLAY PORTIONS OFTHE SHINGLE PRI Construction Materials Technologies: LLC. 6412 Badger Drive Tampa: FL 33610 Tel: 813-621-5777 Fax: 813-621-5B40 e-mail: materialstesting@pricmt.com WebSite: http:/twww.pdcmt.com IKO Installation Instructions for Asphalt Shingles Page 4 of 5 IKO Hip and Ridge 12 Application Instructions ASTM D3161, Class F — IKO Hip and Ridge 12) NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONDUCTION 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 USEAS HIP AND RIDGE SHINGLES ONLY, AND SHOULD NOT BE USED FOR ANY OTHER APPLICATIONS. WE ASSUME NO RESPONSIBILITY FOR LEAKS OR DEFECTS RESULTING FROM POORAPPLICATION 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. Ku`jmir.'3 TAPED CUT PRI Construction Materials Technologies, LLC. 6412 Badger Drive Tampa, FL 33610 Tel: 813-621-5T77 Fax: 813-621-5840 a -mail: materialstesting@pricmt.com WebSite: http:/Avww.pricmt.com IKO Installation Instructions for Asphalt Shingles Page 5 of 5 IKO Leading Edge Plus Application Instructions ASTM D3161, Class F — IKO Leading Edge Plus) NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION CONFLICT, THESE INSTRUCTIONS WILL GOVERN. 1. Apply any underlayment, eave protection, valley flashings, or drip edges to roof deck as required 2. Each 39 3/8" x 131/4" (1000 mm x 336 mm) IKO Leading Edge Plus strip is perforated lengthwise for separation into two (2) shingles. Take one IKO Leading Edge Plus strip and fold flat at perforation to separate. 3. Take one of the separated shingles 39 3/8" x 6 5/8" (1000 mm x 168 mm) and remove approximately 20"(500 mm). Install this shingle on the lower left corner of the roof deck, granule side up, with the factory installed sealant adjacent to the eaves. The shingle should overhang the rake edge and eaves by a nominal 1/4" (6 mm) minimum. Fasten the shingle to the roof deck with nails located 3" to 4" (75 mm to 100 mm) from the eave edge and 1" (25 mm) in from each end. 4. Take the leftover 20" (500 mm) piece shingle. Rotate the piece and align it vertically up the rake edge with the factory installed sealant adjacent to the outer edge of the roof. The shingle should overhang the rake edge by a nominal 1/4" (6 mm) minimum. Fasten the shingle to the roof deck with fasteners located 3" to 4" (75 mm to 100 mm) from the rake edge and 1" (25 mm) in from each end. 5. Repeat Steps 3 — 4 for the right lower corner of the roof deck. NAILING: Use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with at least 3/8" (9 mm) diameter heads, long enough to penetrate through plywood or 3/4" (20 mm) into boards. Use 4 nails per shingle placed 3" to 4" (75 mm to 100 mm) from the eave edge and approximately 1" and 13" (25 mm and 330 mm) in from each end. 6. Apply full-length IKO Leading Edge Plus shingles to the remaining eave edges of the roof deck. Install the shingles granule side up with the factory applied sealant adjacent to the eaves. The shingles should overhang the rake edge and eaves by a nominal 1/4" (6 mm) minimum. Fasten the shingles to the roof deck with nails located 3" to 4" (75 mm to 100 mm) from the eave edge, 4 nails per shingle. 7. Apply roof shingles as per the instructions printed on each product's package. Make certain the first course of field shingle lies flush with the edges of the fastened IKO Leading Edge Plus. In this way, the sealant on the IKO Leading Edge Plus shingles will adhere to the first -course field shingles and help keep them from lifting in high winds. PRI Construction Materials Technologies, LLC. 6412 Badger Drive Tampa, FL 33610 Tel: 813-621-5777 Fax: 813-621-5840 e-mail: matedalstesting@pricmt.com WebSite: http:l/www.pricmt.com Florida Building Code Online Page 1 of 2 pp . #.'." i" .. .. r' M cc 'i c,C.-. .ae n,..:i . ........+.., ..,.. ii'd.k"..s.^.xS°'"."'a;-,.a...c, .m`Fa..:{rC.ta,,a.' ..ax—..,..'Ra`,Y ktEc:n•ta: `ice BCIS Home Log In User Registration Hot Topics Submit Surcharge Stats & Facts ; Publications FBC Staff BCIS Site Map i. Links Search 8; b- 0'.a'Product Approval FUSER: Public User Product Approval Menu > Product or Application Search > Application List > Application Detail FL # FL2346-R5 W._ Application Type Affirmation Code Version 2014 Application Status Approved Comments Archived a Product Manufacturer Warrior Roofing Manufacturing Address/Phone/Email 3050 Warrior Road Tuscaloosa, AL 35404 205) 553-1734 Ext115 Steven@WarriorRoofing.net Authorized Signature Steven Crew Steven@WarriorRoofing.net Technical Representative Steven Crew Address/Phone/Email 3050 Warrior Road Tuscaloosa, AL 35404 205) 553-1734 Ext 1024 Steven@WarriorRoofing.net Quality Assurance Representative Steven Crew Address/Phone/Email 3050 Warrior Road Tuscaloosa, AL 35404 205) 553-1734 Ext 1024 Steven@WarriorRoofing.net Category Roofing Subcategory Underlayments Compliance Method Test Report Testing Lab PRI Construction Materials Technologies, LLC Quality Assurance Entity Keystone Certifications, Inc. Quality Assurance Contract Expiration Date 10/05/2019 Validated By Jesus Gonzalez, P.E. Validation Checklist - Hardcopy Received Certificate of Independence FL2346 R5 COI PRI CMT Cert of Independence.odf Referenced Standard and Year (of Standard) Standard Year ASTM D226 2006 ASTM D4869 2005 Equivalence of Product Standards Certified By J':I 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?param=wGEVXQwtDgtOc8bnSknRps9... 9/7/2017 Florida Building Code Online Page 2 of 2 NWA Documentation from approved Evaluation or Validation Entity „:Yes ' No N/A Product Approval Method Method i Option B Date Submitted 02/13/201S Date Validated 02/13/201S Date Pending FBC Approval Date Approved 02/19/201S Summary of Products FL # I Model, Number or Name Description 2346.1 #15 and #30 roofing felt ASTM D 226 Tested Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL2346 R5 II InstallationInstructions_pdf 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 RS TR 30A Test Renort.odf immediately after felt. Roofing felt is not intended to be an unprotected weathering surface. 2346.2 S5w and 30w roofing felt ASTM D 4869 Tested Limits of Use Installation Instructions Approved for use in HVHZ: No F12346 RS_II InstallationInstructions,pdf Approved for use outside HVHZ: Yes Verified By: PRI Construction Materials Technologies, LLC Impact Resistant: N/A Test Reports Design Pressure: N/A FL2346 RS TR 15w Test Report.pdf Other: Primary roof covering should be installed FL2346 RS TR 30w Test. Report pdf immediately after felt. Roofing felt is not intended to be an unprotected weathering surface. Back Next Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455,F.S. must provide the,Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: wu ih;E4 <;k:.. Credili, Card safe: http://www. floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtOc8bnSknRps9... 9/7/2017 NVARRIORe ROOFING MANUFACTURING P.O- BOX 401 B5 * TUSCALOOSA, AL 35404 e PHONE (205) 553-1734 FAX (205) 553-1755 193 LEROY ANDERSON ROAD • MONROE. GA 30655 • PHONE (770) 207-0695 s FAX (770) 207.0775 a g 323 DEVELOPMENT AVENUE + CHAMBERSBURG, PA 17201 • 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 corner of the felt after it has been properly positioned and roll the felt out across the roof. Pay careful attention to roll the felt out smoothly, avoiding wrinkles as you move across the roof. The top edge of the felt should be fastened no less than every eight inches. The middle and bottom edge should also be fastened no less than every eight inches. Fasteners should be applied no less than every eight inches along the eaves. The next course of felt should also be aligned with the roof edge and should overlap the previous course two inches (sometimes referred to as head lap). In the event you get to the end of a roll prior to getting to the opposite edge of the roof, begin a new roll with. a four inch overlap over the end of the prior roll (sometimes referred to as end lap). The same fastening pattern used on the middle and bottom of the initial course should be used for each subsequent course. For the top of each subsequent course, fasten intermittently to hold the top edge in place until the next course is applied. The fasteners in the bottom of the next course will hold the top of the previous course securely. Continue up the roof in this manner. Be sure to firmly fasten the top of the final course if it terminates at the top edge of the roof. Otherwise, overlap the felt over the ridge and secure then begin at the bottom of the other side of the ridge and repeat the process. In valleys, lay a vertical section of roofing felt the length of the valley prior to the installation of the horizontal runs of roofing felt. If you use more than one section of roofing felt in a valley, be certain to start at the bottom and overlap each subsequent length a minimum of two inches as you move up the valley to insure proper water shedding. - In the event some wrinkles are created while fastening down a course of felt, slice the wrinkles and fasten them flat to the deck. Then seal the cuts with waterproofing cement. Installation of the primary roof covering (ex. Shingles) is recommended immediately after felt installation. NOTE: LOCAL BUILDING CODES MAY REQUIRE A DIFFERENT FASTENING PATTERN AND/OR SPECIFIC FASTENER TYPES THAN RECOMMENDED BY THESE INSTRUCTIONS. PLEASE CONTACT YOUR LOCAL BUILDING CODE ADMINISTRATOR FOR THE EXISTENCE OF REGIONALLY SPECIFIC FASTENING REQUIREMENTS. O - / Li'v/vr L — - DESCRIPTION AS FURNISHED: Lot 219, WYNDHAM PRESERVE, as recorded in Plat Book 81, Pages 93 through 102 of the Public Records of Seminole County, Florida. BOUNDARY FOR/CERTIFIED TO: Maurice Darnel Jones & Michelle Angel Anderson; Park Square Enterprises, LLC (a Delaware Corporation); PSH Title, LLC; Fidelity National Title of Florida, Inc.; Paramount Equity Mortgage, LLC dbo Loanpol ISAOA I I LOT 228 LOT 227 I I N 89043'03" E ; ti SET 1/2" I.R. I 77.50 SET 1/2" I.R. Lys? WALK ff 4596- - I #4596 ,ENDS LOT 220 co j 2 1. IM 40 7.80' 7.80' 25.80' 3.5'x3.5 AC PAD 12.7' 0 7 b 20.0' i6 BRICK 25.20' DR. 25.80' LOT 219 I 29.70' - 12.7' ^ 14.7' BRICK 12.7' I I TWO STORY -1 RESIDENCE F.F.= 27.54' o 0 oW I I I COV'D. CONC. 5.3' ram. N 4. 29.70, L- I BRICK WALK 29.20' R• 10' UTIL. ESMT. SET 1/2" I.R. 5' CONC. WALK 4596 P.T. WALK ON (B.BJ N 89°43'03 ' E pN SET N&D SETBACKS AS FURNISHED ENDS 52.50 # 4596 FRONT = 25'(*) REAR = 20' SIDE = 7 5' (60' LOT) 1P1 y L 0 ON LA N 1 10' (75' LOT) le 50' PRIVATE R/W SIDE STREET = 25 (60' & 75 LOT) 15' (40' LOT) 25' FRONT SETBACK CAN BE REDUCED TO 20' ON CERTAIN LOTS. NO MORE THAN 2) IN SUCCESSION AT 20' AND A MINIMUM OF (2) IN SUCCESSION AT 25' 2 2' OFF W 3O . w 3 O O UQ) O vD 2.3' OFF P.C. SET 1/2" I.R. 4596 D=90*00'00 " R=25.00' L=39.27' C= 35.36' CB=S 44043'03" W PLOT PLAN AREA CALCULATIONS TOTAL LOT AREA 8,778 t SQUARE FEET PROPOSED = FINSHED SPOT GRADE ELEVATIONS FLATWORK ON/OFF LOT = TOTAL t SQUARE FEET I FLATWORKPERDRAINAGEPLANSDRIVE403/ 110= 513 t SQUARE FEET I FOUNDATION/PAD 2,295 t SQUARE FEET PROPOSED DRAINAGE FLOW WALKS 4211,046 1,082 t SQUARE FEET REARFRONPATIO DECK 95 ± SQUARE FEET t SQUARE FEET ytOQoyF LOTGRADINGTYPEA SOD 5,851/ 1, 138= 6,989 f SQUARE FEET PROPOSED F.F. PER PLANS = 27.4' Q POOL DECK N/A t SQUARE FEET NOTE: FRONT SIDEWALK AND STREET LOCATION TAKEN FROM PLANS PROVIDED BY CLIENT * NOT FIELD VERIFIED GRUS' N I'Y'R-,S'COTT ASSOC, INC. -LAND SURVEYORS LEGEND - LEGEND - 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 P • PLAT P.D1.. • POINT ON LINE NOTES: FFIELDTYP. • TYPICAL I. P. IRON PIPE PR.C. • POINT OF REVERSE CURVATURE LR, IRON ROD P.C.C. •PDINT OF COMPOUND CURVATURE 1 THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORTH BY THE FLORIDA BOARD OF C. M. CONCRETE HDNUMENT RAD. RADIAL pROFES510NAL SURVEYORS AND MAPPERS IN CHAPTER SJ-17 FLORIDA ADMINISTRATIVE CODE PURSUANT TO SECTION 472.027, FLORIDA STATUES SET I.R. 1/2' IR. w/0LB 4596 N.R. NON -RADIAL 2. UNLESS EMBOSSED WITH SURVEYOR'S SIGNATURE AND ORIGINAL RAISED SEAL, THIS SURVEY MAP OR COPIES ARE NOT VALID. REC. RECOVERED WP. • WITNESS POINT J. THIS SURVEY WAS PREPARED FROM TITLE INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RESTRICTIONS P. O.B. = POINT OF BEGINNING CALL. • CALCULATED OR EASEMENTS THAT AFFECT THIS PROPERTY. PA. C. POINT OF COMMENCEMENT P.R.K. • PERMANENT REFERENCE MONUMENT 4, NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. Q = CENTERLINE FF. FINISHED FLOOR ELEVATION B. S.L. BUILDING SETBACK LINE NAIL6/W 5. THIS SUR,'.2Y IS PREPARED FDR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENTITY. RIGHT- 0DISK R/ F-WAY BH, •BENCHMARK 6. DIMENSIONS SHOWN FOR 7HE'LCiCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED 70 RECONSTRUCT BOUNDARY LINES. ESMT, = EASEMENT H.B. BASE HEARING 7. BEARINGS, ARE EASEDASSUMED DA'NM AND ON THE LINE SHOWN AS RASE BEARING (B.B.) DRAIN. DRAINAGE 8. ELEVATIONS, "IF SHOWN, APE BASED 0,11 NATIONAL GEODETIC VERTICAL DATUM OF 1929. UNLESS OTHERWISE NOTED. UTIL. = UTILITY CLFC. CHAIN LINK FENCE 9. CER7PICATE OF AUTHORLITICN Nu. 4596. VD. FC. • WOOD FENCE C/ B • CONCRETE BLOCK SCALE 1 1" - 20' - DRAWN BY: *•* P. C. POINT OF CURVATURE P. T. = PONT OF TANGENCY CERTIFIED BY." - ORDER No. DESC. - DESCRIPTION R RADIUS X PLOT PLAN 09-01-2017 3772-17 L = ARC LENGTH FORMBOARD FOUNDATION/ELEVS. 12-07-17 5537- 1 7 C CHORD FINAL/ELEVS. 06-11-2016 3440-18 C. B. CHORD BEARING NORTH THIS BUILDING\PROPERTY DOES NOT LIE WITHIN - -- THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER "FIRM" M GR MEYER,ftC.S. 4714 ZONE X. MAP I 12117CO090 F (09-28-07) J W.' §COTT, R.L.S 4801 r CITY OF SANFORD m c el 4 BUILDING & FIRE PREVENTION ow '' / PERMIT APPLICATION A plication No: / r%' p Documented Construction Value: S Historic District: Yes No Job Address: ResidentialP'Commercial Parcel ID: Chan e of Use Move El e of Work: Ne Addition Alteration Repair Demo g YP 1 r Description of Work: Title: Plan Review Contact Person: Email: Phone: Fax: Property Owner Information Phone: Name Resident of property? Street: Contractor Information Phone: Q13-lL'.'ly Name t Fax Street: 1D.3 ,E State License No.: L( 3 QC35 O City, State Zip: .F `'1 Architect/Engineer Information Phone: Name: Street: City, St, Zip: Bonding Company: Address: Fax: E- mail: T _ Mortgage Lender: Address: IN YOUR WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OFF COMMENCEMENT ENT MAYRESULT MUST BE PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. RECORDED ANDPOSTEDONTHEJOBSITEBEFORETHiFIRSNEYBEFORORECORDINGYOURNOTICCE OF FINANCING, CONSULT WITH YOUR LENDER OR AN A COMMENCEMENT. that no work or installation has it and that all work will be performed to meet standards of all laws regulating construction Application isherebymadetoobtainapermittodotheworkandinstallationsasindicated. I certi g pools, commenced prior to the issuance of a perm si ns, wells, p in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, furnaces; boilers, heaters, tanks, and air conditio-ners, etc. inscribed with the date of application and the code in effect as of that date: 5°i Edition (2014) Florida Building Code FBC 105.3 Shall be permit Application licable to this property t}r may be e aired from other governmental entities Sur water _ eawrements of this permit, there may be ed_ ' ort 9 restrictions apl r }n addition to t11e r and there may be additional pCcounty, w ; FS13- td in the public records of this county ederal agencies. _ e owner of the propel-V of the re ' Ire of Florida Lien La agentent districts, state agencies, o. aired will notify th of the executed contractisreq ceptance of permit is verification that I ermit submittal. A copy e ob at the time of submittal, ermit isissled, in a ment of a plan review fee at the time of p effect at the tithe the p . value, Sanford requires p y and will eN considered the estVamd onn Tablelin value °ee the actual constructionreCityoflarireviewcharge order to calculate a p tired off the executed contract exctiredbasedonthecurrentIC Should calculated charges figheactualconstruction value will be figure Permit is issued. Will ccordance with local ordinan ee. fees when the p that all work redit will be applied to your p all of the foregoing information is accurate an cerfif thatt ulating constr ction an OWNER'S AFFIDAVIT:1 y licable .aNys reg - - be done in compliance With all app to r O Agent Signan re of OwnerlAgerit Print OwnerlAgent's Name Date r..,rP of Notary -State of Florida - personally Knowri to Me orowner/Agent is e of M producedID no afore o fV i D. printCon1 actor/Agent's Name Date signatu, e o -State fFlo ('(,jall 1rN., , Pu a id. o` P ` Commission # GG151707 r art or 1ri 2021 Ii0I10GU lieu J,o un " , l Knownto_l ContractorlAgent is . Pe sonal y Produced ID Type F® R p-F-FICE USE ONLY' BBL+ ,® w IS Gas Roof Mechanical Plum`bing0 Electrical Flood Zone: ..— uired: Building Use: PermitsReqoccupancyof Stories: Construction Type: occupant?' Load: Min. - Total Sq Ft of B1 g. - - Plumbing = of Futures _ New Construction: Electric - of A ps Fire Alarm P ermit: Yes NO S rinkler Permit: Yes NOD of Heads _-- Fire p Vt1 ASTE W ATER: UTILITIES T ZONING- BUILDNG: APPRQ. AL S: FIRE: ENGINEERING COMMENTS: permit Application pMONS N Rit PROPERTY OWNER OR HIS AGENT: PARK SQUARE HOMES ADDRESS: 5200 VINELAND RD ciTy: ORLANDO STATE: FL JOB NAN E: I DATB:6121/2017 DOCUMENT: ELECTRICAL CONTRACT SPEC: LEVEL I — WITH CFL BULBS MARKET: ORLANDO CITY: SANFORD FUEL: GAS/ELECTRIC STATE: FL WYNDHAM PRESERVE PLAN SERVICE SIZE SQ FT A/C SYSTEM PRICE SEBRING 200A 2410 10-kW HEAT 240V, 60A 6,758.00 5-TON AC 240V, 50A SORRENTO 200A 2078 8-kW HEAT 240V, 50A 4-TON AC 240V, 40A 5,465.00 SPRUCE 200A 2774 8-kW HEAT 240V, 50A 7,264.00 4-TON AC 240V, 40A SUNDANCE 200A 1730 5-kW HEAT 240V, 35A 5,081.00 3-TON AC 240V, 30A TELLURIDE 200A 2637 10-kW HEAT 240V, 60A 6,601.00 5-TON AC 240V, 50A TRIBECA 200A 1986 8-kW HEAT 240V, 50A 5,608.00 4-TON AC 240V, 40A TUSCANY 200A 2718 10-kW HEAT 240V, 60A 6,818.00 5-TON AC 240V, 50A WALTON II 200A 1811 8-kW HEAT 240V, 50A 5,110.00 4-TON AC 240V, 40A WELLINGTON 200A 3075 QTY 2} 5-kW HEAT 240V, 35A2) 5-k-- 7,587.00 QTY 2) 3-TON AC 240V, 30A CONTRACTOR/OWNER: EDMONSON ELECTRIC: _ 1034 Skipper Road s Tampa, DATE: r - DATE: 2- !% 3 .3 o Phone:(813)910-34 3 o Fax:(813)91 6-8546 o www.EdmonsonElectric.com FLORIDA LICENSEE0 EC13005408 CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: r, 00 2-1 f ',{ jPDocumented Construction Value: $ vim. Job Address: Historic District: Yes No Parcel ID: Residential Commercial Type of Work: New/El Addition Alteration Repair Demo Change of Use Move Description of Work: Plumbing new residential construction Plan Review Contact Person: r j SS( -A Title: C )-e V-(Z''GA- Phone: 407-323-7515 Fax: 407-323 54 Email: info@api-orlando.com A c Property Owner Information NamePhone: Street: City, State Zip: Advantage Plumbing, Inc. Name ru liox III,/ Street: Sanford, FL 32772 City, State Zip: Resident of property? : (" Contractor Information Phone: 407- 323-7515 407- 323-8954 Fax: State Architect/ Engineer Informatic Name: Phon Street: Fax: City, St, Zip: E-mi Bonding Company: Address: Mortgage L Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 1053 Shall be inscribed with the date of application and the code in effect as of that date: 5a' Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Signature of Owner/Agent Date Signature of Contractor/Agent Date A Thomas Smith Print Owner/Agent's Name Print C trr/Agent's Name t- i aa l- Si Signatureof Notary -State of Florida gnrYDate Signan +off ary-S 1ARY 4%AAPtd1"arrncke=SmtlhDate e NOTARY PUBLIC STATE OF FLORIDA Comm# GG136869 f ls- Expires 8/21/2021 Owner/ Agent is _X_ Personally Known to Me Contractor/Agent is X Personally Known to Me or 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 APPROVALS: ZONING: UTILITIES: ENGINEERING: FIRE: COMMENTS: Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Revised: June 30, 2015 Permit Application Page No.1 Proposal of 1 Page(s) Submitted To: Phone: Date: 6-14-17 Name: Park Square Homes Job Name: Walton/Walton II 5200 Vineland Road, #200 Orlando, FL 32811 We hereby submit specifications and estimates for.• 2 Water Closets, Sterling, elongated. 3 Lavatories, owner provided. 1 Kitchen Sink, owner provided. 1 Tub, Sterling PerForma. 1 Hot Water Heater, electric, 50 gallon, with stand. 1 Shower with vinyl pan; sloping by others. 1 Laundry box. 1 Ice maker box. 2 Hose Bibbs. 1 Disposal, Badger V. Hookup owner provided dishwasher. Sewer and water service. Uponor water piping. Moen Chateau valves per spec. Option: Sterling 60x42 Ensemble soaking tub in master bath with skirt and thermostatic mixing valve: + $820 Option: Extra bath on 1s` floor with 1 water closet, 1 tub & 1 lavatory per spec: + $735 Bid excludes faucets and sinks. We hereby propose to furnish labor and materials — complete in accordance with the above specifications, for the sum of. Three thousand six hundred fifty dollars $3,650.00 with payment to be made as follows: 30% upon completion of rough in; 30% u on completion of tub set; 40% upon completion of trim All material is guaranteed to. be as specified. All work to be completed in a workmanlike manner according to standard practices. This proposal subject to acceptance within 30 days and is void thereafter at the option of the undersigned. Authorized Signature ACCEPTANCE OF PROPOSAL The above prices, specifications and conditions are hereby accepted. You are authorized to do the work as specified. Payment will be made as outlined above. ACCEPTED: Signature Date PO BOX 1117 • SANFORD, FL 32772 • P (407) 323-7515 • F (407) 323-8954 ADVANTAGEPLUMBING@CFL.RR.COM CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: $ 4676 Job Address: 3833 Loon Lane Historic District: Yes No Parcel ID: Residential ® Commercial Type of Work: New ® Addition Alteration Repair Demo Change of Use Move Description of Work: Install new 3.0 ton and new 1.5 ton HVAC with duct work and ventilation Plan Review Contact Person: Adlyn Rodriguez Title: permit clerk Phone: 407-975-2762 Fax: 407-629-9307 Email:_ permitting@onestopcooling.com Name Park Square Homes Street: 5200 Vineland Rd #200 City, State Zip: Orlando, FL 32811 Property Owner Information Phone: 407-529-3000 Resident of property? : Contractor Information Name One Stop Cooling & Heating, LLC Phone: 407-975-2762 Street: 7225 Sandscove Court Fax: 407-629-9307 City, State Zip: Winter Park FL 32792 State License No.: CAC 032444 Architect/Engineer Information Name: Street: City, St, Zip: Bonding Company: Address: Phone: Fax: E-mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 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:.514 Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application n t9 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 711 The City of Sanford requires payment of a plan, review fee at the tinieof 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 executedcontract exceed the actual ,construction value, credit will be app'lied'to your permit fees when the permit is issued\ OWNER' S AFFIDAVIT: I certify that all of the foi be done in compliance with all applicable laws regul Signature of Owner/Agcni Date Print Owwer/Agent's Name Signatu° re.ol'Notaiy-State of`Florida Date information is accurate and that all work will Instructipn and zoning. V` 1/ 15/2018 of Kevin Stine Date Y WEBS't Notary Public - State of Florida Commission # FF'978034 My Comm. Expires Apr 4, 2020 Owner/ Agent is Personally Known to Me or Contractor/A e t '2' cis 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: Total Sq Ft of Bldg: Min. Occupancy Load: Flood Zone: of Stories:. New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES: WASTE WATER: COMMENTS: ENGINEERING: FIRE: BUILDING: Revisedi; Jui* 30, 2015 Permit Application