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3780 Night Heron Dr
COUNTY OF SEMINOLE IMPACT FEE STATEMENT STATEMENT NUMBER: 17100007 BUILDING APPLICATION #: 17-10000734 BUILDING PERMIT NUMBER: 17-10000734 UNIT ADDRESS: NIGHT HERON DR 3780 TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: SUBDIVISION: PLAT BOOK: PLAT BOOK PAGE: OWNER NAME: ADDRESS: 3a"I3 DATE: October 06, 2017 17-20-31-502-0000-1070 PARCEL: TRACT: BLOCK: LOT: APPLICANT NAME: PARK SQUARE ENTERPRISE LLC ADDRESS: 5200 VINELAND ROAD SUITE 200 ORLANDO FL 32811 LAND USE: WYNDHAM PRESERVE TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 3780 NIGHT HERON DR / LOT 107 SFR WYNDHAM PRESERVE FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE TYPE DIST SCHED RATE UNITS TYPE ROADS-ARTERIALS CO -WIDE ORD Single Family ROADS -COLLECTORS Housing N/A 705.00 1.000 dwl unit 705.00 Single Family Housing 00 1.000 dwl unit FIRE RESCUE N/A 00 LIBRARY CO -WIDE ORD 00 Single Family SCHOOLS Housing 54.00 1.000 dwl unit 54.00 gle Family CO -WIDE ORD Housing 5,000.00 1.000 dwl unit 5,000.00PAST LAW ENFORCE N/A 00 DRAINAGE N/A 00 00 AMOUNT D 5,759.00 STATEMENT _3,4Ji-D t4eVc- RECEIVED BY: SIGNATURE: L, PLEASE PRINT NAME) 3 O DATE: D NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. *** DISTRIBUTION: 1-BLDG DEPT 3-APPLICANT 2-FINANCE 4-LAND MANAGEMENT NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THE SEMINOLE COUNTY ROAD, FIRE/RESCUE, LIBRARY AND/OR EDUCATIONAL ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD FL, 32771; 407-665-7356. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE COUNTY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THIS STATEMENT. THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST. CALL 407-665-7356. 1111111111111111111111111111111111111111 GRANT MALO'fr SEMINOLE COUNTY ti ERK OF CIRCUIT COURT 6 COMPTROLLER 8K 9640 P3 846 (1P9s) CLERK'S 0 2017126031 RECORDED 12:14/2017 08:03:54 AN PHORDINu FEES SI0,00 RECORDED BY hiievore THIS INSTRUMENT PREPARED BY: Name: Michelle Brans Address: 5200 Vineland Road Suite 200 Orlando, Florida 32811 NOTICE OF COMMENCEMENT PermR Number. 17-3223 Parcel ID Number: 17-20-31-502-0000-1070 VThe undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713. Florida Statutes, the following information Is provided in this Notice of Commencement. 1. DESCRIPTION OF PROPERTY: (Legal description of the property and street address it available) Lot 107 Wyndham Preserve Plat Book 811 Pages 93-102 3780 Night Heron Dr. 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: 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 then 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 (It applicable, a copy of the payment bond Is attached): Name: N/A Address. N/A Amount of Bond- N/A 6. LENDER: Name: Fifth Third Bank Phone Number. Address: 5050 Kingsley Dr. MD: 1 MCI= Cincinnati, OH 45227 7. Persons within the State of Florida Designated by Owner upon wham notice or other documents may be served as provided by Section 713.13(1xa)7., Florida Statutes. Name In addition, Owner designates Phone Number. to receive a copy of the Uenoes Notice as provided In Section 713.13(1)(b). Florida Statutes. Phone number: 9. Expiration Date of Notice of Commencement (The expiration Is 1 year from date of recording unless a different date is specified) WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713. PART I. SECTION 713.13. FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION IF YOU INTEND TO OBTAIN FINANCING. CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT Vishaal Gupta, Executive Vice President SWM— of O+ a Leap, a 0~5 a Lane S (Prod Nine end PmAft 9amtWs 7.400111pe) Auew =d 0n00r0MC rlPWVWAft M*n state of h' 1/4r / county of )F /7 Al(.! f' The foregoing Instrument was acknowledged before me this 1 1 day of C OM >3 eta 20 I 1 by is 1 } r'} N L. C1 U i ra Who Is personally known to me D•6R Nati of Pawn m*.V rlabment who has produced Identification O type of Identification produced: i P•'"q ARUNA BALA GOEL 1 MYCOMMISSIO..IFFIS•1106 ' i //rz' i waif EXPIRES December 14.2016 C; - GGGGG_tr 7 a NPu`ry Slc, il 944-at AdeNolaryseniee com r r _ C t , -pz- d- tSLD CITY OF SANFORD NOV 0 2 2017 BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: I -7 - 3 @ate 4i • Documented Construction Value: S -1=D@M A zbt < q7 Cc jJob Address: 3780 Night Heron Dr, Sanford 32771 (Lot 107) Historic District: Yes No l l Parcel ID: 17-20-31-502-0000-1070 Residential ® Commercial o Type of Work: New X Addition Alteration Repair Demo Change of Use Move Description of Work: Construction of new single family residence Plan Review Contact Person: Michelle Parkison Phone: 407-529-3135 Fax: Name Park Square Enterprises LLC Street: 5200 Vineland Rd Suite 200 City, State Zip: Orlando, FL 32811 Title: Permitting Manager Email: mparkison(a)-parksguarehomes.com Property Owner Information Phone: 407-529-3000 Resident of property? : No Contractor Information Name Park Square Homes/ Vishaal Gupta Phone: 407-529-3000 Street: 5200 Vineland Rd Suite 200 Fax: 407-529-3001 City, State Zip: Orlando, FL 32811 State License No.: CRC1330351 Arch. / MJS Home Designs Architect/ Engineer Information Arch. 407-629-6711 Name: Eng. / Don Bolden Eng. Phone: Eng. 386-668-7606 Arch./ 250 N. Wymore Rd. Suite B Winter Park FL 32789 Street: Eng./ PO Box 530783. Debary FL 32753 Fax: City, St, Zip: E-mail: Bonding Company: Address: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN -ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5" Edition (2014) Florida Building Code Revised- June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that 1 will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ]CC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the 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 Dati Vishaal Gupta Print Owner/Agegj7s Name Signal re o a Date ARUNA BALA GOEL L290 MY COMM/1ISSION FF154106 EXPIRES December 14,2018 Owner/Agent is o orvlce.com Produced ID Type of ID UAMJ, U. L_ // 0 n Signature of Contractor/Agent Date Vishaal Print Contra! s Name of iT'*, f, f ARUNA BALA GOEL W My '' oi / COMMISSION #FF154106 EXPIRES D -n„ ecember 14, 2018 Contractor/Agent is ' e7r rsona Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building [7 Electrical[' Mechanical R Plumbing[ Gas Roof Construction Type: 4!5 Occupancy Use: R3 Flood Zone: K 5eE 4TTA,c"f)D Total Sq Ft of Bldg: Z Min. Occupancy Load: tq of Stories: I New Construction: Electric - # of Amps 7-00 Plumbing - # of Fixtures 2—O Fire Sprinkler Permit: Yes No ® # of Heads APPROVALS: ZONING: Jft/f? UTILITIES: COMMENTS: ENGINEERING: v*lTC- It-b-1"I FIRE: Ok to construct single family home with setbacks and impervious area shown on plan. *10 i yvf, Zogt AaAroo -A , CTI, Fire Alarm Permit: Yes No WASTE WATER: BUILDING: SF7 IZ-T'17 Revised. June 30, 2015 Permit Application CITY OF SANFORD NOV Q 2017 BUILDING &FIRE PREVENTION j PERMIT APPLICATION Application No: ( 3 Documented Construction Value: S 150,000.00 Job Address: 3780 Night Heron Dr, Sanford 32771 (Lot 107) Historic District: Yes No Parcel ID: 17-20-31-502-0000-1070 Residential ® Commercial Type of Work: New X Addition . Alteration Repair Demo Change of Use El Move Description of work: Construction of new single family residence Plan Review Contact Person: Michelle Parkison Phone:407-529-3135 Fax: Title: Permitting Manager Email: mparkison0_12arksguarehomes.com Property Owner Information Name Park Square Enterprises LLC Phone: 407-529-3000 Street: 5200 Vineland Rd Suite 200 City, State Zip: Orlando, FL 32811 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 Arch. / MJS Home Designs Architect/Engineer Information Arch. 407-629-6711 Name: Eng. / Don Bolden Eng. Phone: Eng. 386-668-7606 Arch./ 250 N. Wymore Rd. Suite B Winter Park FL 32789 Street: Eng,/ PO Box 530783. Debary FL 32753 Fax: City, St, Zip: Bonding Company: Address: E-mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN. -ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51^ Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application 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 ]CC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured 'off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the 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 Dati Signature of Contractor/Agent Date Vishaal Gupta Print Owner/Ager)ft Name Sign re of a Dat ARUNA BALA GOEL MY COMMISSION #FF154106 aid EXPIRES December 14, 2018 Owner/Agent is P ° ' ' o orvIce.co n Produced ID Type of ID Vishaal Oupta Print Con for/Agent's Name Siggg§pAWo - tate of lorid ate Contractor/Agent is ersona Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY ARUNA BALA GOEL MY COMMISSION #FF154106 EXPIRES December 14, 2018 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 APPRO-V-A16S: Z-ON•IN COMMENTS: Flood Zone: of Stories: Plumbing - # of Fixtures of Heads Fire Alarm Permit: Yes No ENGINEERING: . . FIRE: BUILDING: Revised: June 30, 2015 Permit Application I I P 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: 3780 Night Heron Drive Property Owner: Park Square Enterprises, LLC Parcel identification Number: 17-20-31-502-0000-1070 Phone Number: 407-529-3000 Email: The reason for the flood plain determination is: New structure Existing Structure (pre-2007 FIRM adoption) Expansion/Addition Existing Structure (post 2007 FIRM adoption) Pre 2007 FIRM adoption = finished floor elevation 12" above BFE Post 2007 FIRM adoption = finished floor elevation 24" above BFE (Ordinance 4360) O ' ICIAL USE ONLY Flood Zone: X Base Flood Elevation: N/A Datum: N/A FIRM Panel Number: 120294 0090 F Map Date: Sept. 28, 2007 The referenced Flood Insurance Rate Map indicates the following: The parcel is in the: floodplain floodway A portion of the parcel is in the: floodplain floodway 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 W, the best available information used to determine the base flood elevation is: BP# 17-3223 Reviewed by: Michael Cash, CFM Date: November 21, 2017 Application for Paved Driveway, Sidewalk or Walkway Including Right -of -Way Use & FL1877- Landscaping in Right -of -Way www.santordO.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 properly 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 riro.wwtiEelow size and location of the existing right—of-way and use shall be provided or application could be delayed. Callbeforeywm¢ 1. Project Location/Address: v 4- Ik 2. Proposed Activity: X Driveway Walkway Other: 3. Schedule of Work: Start Date Completion Date Emergency Repairs 4. Brief Description of Work: Construction of new driveway for new single family residence This application is ubmi edUPropertyowner VSignature: V Print Name: Vishaal Gupta Address: 5200 Vineland Rd Suite 200 Orlando, FL 32811 Phone: (407) 529-3135 Fax: Email: mparkison@parksquarehomes.com Date: //o 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 nght-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, indemnity, 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 nght-of-way. I have re4do and ynde tZ bove statement and by signing this application I agree to its terms. Signature: Date: / / ! Dy // This permit shall be posted on the site during construction. Please call 407.688.6080 24 hours in advance to schedule a pre -pour inspection. Pre -pour Inspection by: Date: Application No: Official Use Only Fee: Date: Reviewed: Public Works Date - Utilities Date: Approved: Engineering Site Inspected by: Special Permit Conditions: Date: `t - Date: November 2015 ROW Use Driveway pdt LIMITED POWER OF ATTORNEY Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford, Seminole County, Winter Springs Date: I hereby name and appoint David Mercer an agent of: Park Square Homes Name of Company) to be my lawful attorney -in -fact to act for me to apply for, receipt for, sign for and do all things necessary to this appointment for (check only one option): 0'- The specific permit and application for work located at: Street Address Expiration Date for This Limited Power of Attorney: 12/31/17 License Holder Name: Vishaal Gupta State License Number: Signature of License H STATE OF FLORIDA COUNTY OF Orange CRC1330351 AX The foregoing instrument was acknowledged before me this oZ day of 4'Wy04-40er 20V2, by Vishaal Gupta who is q(personally known to me or o who has produced as identification and who did (did not) take ag oath. Signature Notary Seal) A&ZA A j L}- 1-0 L Print or type name ARUNA BA: b4 EL Notary Public - State of j) MY COMMISSIO106 Commission No. — — y J EXPIRES Decem018 My Commission Expires: Floridallote Rev. 08.12) 1 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 I I'lll 'lll II II' illll III'I IIII I'I GkANT 11ALOYY SEMINOLE COUNTY CLERK OF CIRCUIT COURT i. COMPTROLLER BK 3955 Pss 144••1i7 (4P9s) CLERK'S 4 2017078301 RECORDED 03/0-7/2017 09:40:53 AM DEED DOC TAX 425r116.00 RECORDING FEES t35.`.,O CORDED BY hde•ore SPACE ABOVE THIS LINE FOR RECORDING DATA) --- ---- — SPECIAL WARRANTY DEED THIS SPECIAL WARRANTY DEED is made and entered into as of the 2nd day of August, 2017, by and between BRISSON INVESTMENTS, LLC, a Florida limited liability company, whose post office address is 27 North Summerlin Avenue, Orlando, FL 32801 Grantor"), to PARK SQUARE ENTERPRISES, LLC, a Delaware limited liability company, whose address is 5200 Vineland Road, Suite 100, Orlando, FL 32811 ("Grantee"). Wherever used herein, the terms "Grantor" and "Grantee" shall be deemed to include all the parties to this Special Warranty Deed and the heirs, legal representatives and assigns of individuals and the successors and assigns of corporations. The singular shall be deemed to include the plural, and vice versa, where the context so permits. WITNESSETH: THAT, for and in consideration of the sum of Ten and No/100 Dollars ($10.00) and other good and valuable considerations, the receipt and sufficiency of which is acknowledged by Grantor, Grantor hereby grants, bargains, sells, conveys and confirms unto Grantee all that certain real property together with the improvements thereon (hereinafter collectively referred to as the "Real Property") in Seminole County, Florida, more particularly described as follows: See Exhibit "A" attached hereto and incorporated herein by this reference. TOGETHER WITH all the tenements, hereditaments and appurtenances thereto belonging or in any way appertaining. TO HAVE AND TO HOLD the same unto Grantee in fee simple, forever. AND Grantor hereby fully warrants the title to the Real Property and will defend the same against the lawful claims of all persons claiming by, through or under the Grantor, but not otherwise; the foregoing subject to, real estate taxes or assessments for 2017 and the matters set forth on Exhibit "B" attached hereto and incorporated herein by this reference, all of which, by reference hereto, shall- not serve to reimpose same. Book8965/Pagel44 CFN#2017078301 Page 1 of 4 http://officialrecordsbv.seminoleclerk.org/BrowserView/ 8/24/2017 q 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. G) D Print Name-Ecd eS,- Pe - Print Name: R, Travis Rentz STATE OF FLORIDA COUNTY OF ORANGE GRANTOR: BRISSON INVESTMENTS LLC, a Florida limited liability company By: Ro ert tkiss Authori epresentative rV. The foregoing instrument was acknowledged before me this 2 7 day of July, 2017, by Robert Zlatkiss, as Authorized Representative of Brisson .Investments LL' C, a Florida limited liability company, on behalf of said entity. He is personally known to me or has -produced aa u nu»saem eoowwFftyPd*xm a e nw wdry wtlr udr~ Book8965/ Page145 CFN#2017078301 Notary Public, State of on Seal) Page 2 of 4 http:// officialrecordsbv.seminoleclerk.org/BrowserView/ 8/24/2017 9 Page 1 of 1 Exhibit "A" Legal Description Lots 3, 4, 5, 8, 9, 13, 14, 15, 46, 47, 50, 51, 55, 56, 57, 58, 93, 94, 95, 99, 100, 104, 105, 106, 107, 108, 112, 113, 114, 115, 139, 140, 141, 142, 143, 144, 149, 150, 155, 156, 157, 162, 163, 164, 179, 180, 210, 211, 212, 216, 217, 218, 219, 220, 221, 224, 225, 229, 230, 231, 237 and 238, Wyndham Preserve, according to the Plat thereof as recorded in Plat Book 81, Pages 93 through 102, inclusive, Public Records of Seminole County, Florida. Book8965/Page146 CFN#2017078301 Page 3 of 4 http://officialrecordsbv.seminoleclerk.org/BrowserView/ 8/24/2017 Page 1 of 1 Exhibit "B" Permitted Exceptions 1. Annexation Ordinance recorded October 13, 2005 in Book 5950, Page 1143. 2. City of Sanford Development Order No. 12-20 recorded August 16, 2012 in Book 7835, Page 76; re -recorded October 5, 2012 in Book 7870, Page 613; and corrected and recorded September 11, 2014 in Book 8330, Page 60. 3. Cooperation Agreement between Serengeti Properties, LLC, a Florida limited liability company and Brisson Investments LLC, a Florida limited liability company, recorded October 31, 2012 in Book 7889, Page 599 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/Page147 CFN#2017078301 Page 4 of 4 http://officialrecordsbv.seminoleclerk.orgBrowserView/ 8/24/2017 REQUIRED INSPECTION SEQUENCE PARK SQUARE HOMES SFR-DETACHED Permit # i '1- 3 223 Address: , t c_a-r ,4-el1 BUILDING PERMIT Min Max Inspection Description 10 Form board / Foundation Survey 10 Slab / Mono Slab Pre our 20 Lintel / Tie Beam / Fill / Down Cell 30 Sheathing — Walls 30 Sheathing — Roof 40 Roof Dry In 50 Frame 60 Insulation Rough In 70 Drywall / Sheetrock 40 70 Lath Inspection 50 1000 Final Roof 50 1000 Final Stucco / Siding 80 1000 Insulation Final 1000 Final Single Family Residence ELECTRICAL PERMIT Min Max Inspection Description 10 Underground Electric 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final MMM-MBO-IRGM Min Max Inspection Description 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final MECHANICAL PERMIT Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 RECORD COPY FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot 107 Madrona A LHG Bed4Bth3 - W Builder Name: One Stop Cooling and Heatingn4lStreet: 3780 Night Heron Dr. Permit Office: City of Sanford Number: ] City, State, Zip: Sanford, FL , 7 z 7 7 Permit _ 3Owner: Park Square Homes Jurisdiction: 91 0 Design Location: FL, Orlando County:: Seminole (Florida Climate Zone 2) 1. New construction or existing New (From Plans) 9. Wall Types (2128.0 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Int Insul, Exterior R=4.1 1787.30 ftz b. Frame - Wood, Adjacent R=11.0 340.67 ftz 3. Number of units, if multiple family 1 c. N/A R= ftz 4. Number of Bedrooms 4 d. N/A R= ftz 10. Ceiling Types (2091.0 sgft.) Insulation Area S. Is this a worst case? No a. Under Attic (Vented) R=30.0 2091.00 ftz 6. Conditioned floor area above grade (ftz) 2091 b. N/A R= ftz c. N/A R= ft z Conditioned floor area below grade (ftz) 0 11. Ducts R ft 7. Windows(276.0 sqft.) Description Area a. Sup: Attic, Ret: Main, AH: Main 6 418.2 a. U-Factor: Dbl, U=0.55 150.00 ftz SHGC: SHGC=0.22 b. U-Factor: Dbl, U=0.58 96.00 ftz 12. Cooling systems kBtu/hr Efficiency a. Central Unit 34.8 SEER:16.00 SHGC: SHGC=0.25 c. U-Factor: Dbl, U=0.54 30.00 ftz SHGC: SHGC=0.25 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ftz a. Electric Heat Pump 33.0 HSPF:9.00 SHGC: Area Weighted Average Overhang Depth: 3.618 ft. Area Weighted Average SHGC: 0.234 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (2091.0 sqft.) Insulation Area EF: 0.900 a. Slab -On -Grade Edge Insulation R=0.0 2091.00 ftz b. Conservation features b. N/A R= ftz None c. N/A R= ftz 15. Credits Pstat Area: 0.132 Total Proposed Modified Loads: 61.03 PASSGlass/Floor Total Baseline Loads: 64.57 1 hereby certify that the plans and specifications covered by Review of the plans and 0j'C14 Sr4 this calculation are in compliance with the Florida Energy specifications covered by this j• , •• ,_`, OA Code. ; Digitally signed by Rafael calculation indicates compliance Rafael Izquierd0Nuau1e•d. with the Florida Energy Code. nun'°•• Da[r 2017.10.12 112956.04'00' PREPARED BY: 1 DATE: Before construction is completed this building will be inspected for V compliance with Section 553.908 I hereby certify that this buil ' g, as d ne , is in co ce Florida Statutes. C J OpwiththeFloridaEnergyCo Wick OWNER/AGENT: BUILDING OFFICIAL: DATE: DATE: 12 -zA - I f 7 Compliance requires certification by t e air handier unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordanc 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 On requires a Duct Leakage Test Report confirming duct leakage to outdoors, tested in accordance with Section 803 of RESNET Standards, is not greater than 0.030 On for whole house. 10/12/2017 11:28 AM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 4 POPK I PAOR-Pn1 d PROJECT Title: Building Type: Owner: of Units: Builder Name: Permit Office: Jurisdiction: Family Type: New/Existing: Comment: Lot 107 Madrona A LHG Bed4 User Park Square Homes 1 One Stop Cooling and Heatin City of Sanford 691500 Single-family New (From Plans) Bedrooms: 4 Conditioned Area: 2091 Total Stories: 2 Worst Case: No Rotate Angle: 0 Cross Ventilation: No Whole House Fan: No Address Type: Lot Information Lot # 107 Block/SubDivision: WP PlatBook: Street: 3780 Night Heron Dr. County: Seminole City, State, Zip: Sanford , FL, CLIMATE V Design Location TMY Site IECC Design Temp Zone 97.5 % 2.5 % Int Design Temp Heating Design Daily Temp Winter Summer Degree Days Moisture Range FL, Orlando FL_ORLANDO_INTL_AR 2 41 91 70 75 526 44 Medium BLOCKS Number Name Area Volume 1 Blockl 2091 19446.3 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Main 2091 19446.3 Yes 5 4 1 Yes Yes Yes FLOORS Floor Type Space Perimeter R-Value Area Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio Main 191.5 ft 0 2091 ft2 0.29 0 0.71 ROOF V # Type Materials Roof Gable Roof Area Area Color Solar Absor. SA Emitt Emitt Deck Pitch Tested Tested Insul. (deg) 1 Hip Composition shingles 2339 W 0 ftz Dark 0.9 N 0.9 No 0 26.6 ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 2091 ftz N N CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) Main 30 Blown 2091 ftz 0.1 Wood 10/1212017 11:28 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 4 Fr)RM R4r15-Pn14 WALLS Adjacent Cav1.ity Width Height Sheathing Framing Solar Below ft r)rnt SpaceToWallType 1 N Exterior Concrete Block - Int Insul Main 4.1 56 0 9 4 522.7 ft2 0 0 0.8 0 2 E Exterior Concrete Block - Int Insul Main 4.1 45 0 9 4 420.0 112 0 0 0.8 0 3 S Exterior Concrete Block - Int Insul Main 4.1 65 0 9 4 606.7 ft2 0 0 0.8 0 4-- •W. Exterior Concrete Block - Int Insul Main 4.1 25 6 9 4_ 238.0 ft2 0. 0 .0.8 0 5 Garage Frame - Wood Main 11 36 6 9 4 340.7 112 0 0.25 0.8 0 DOORS Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 W Insulated Main None 39 3 8 24 ft2 2 Wood Main None 39 2 8 8 21.3 ft2 WINDOWS Orientation shown is the entered, Proposed orientation. Wall Overhang Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 n 1 Metal Low-E Double Yes 0.55 0.22 30.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 2 n 1 Metal Low-E Double Yes 0.54 0.25 8.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 3 e 2 Metal Low-E Double Yes 0.55 0.22 45.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 4 e 2 Metal Low-E Double Yes 0.58 0.25 96.0 ft2 8 ft 0 in 1 ft 0 in None None 5 s 3 Metal Low-E Double Yes 0.55 0.22 45.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 6 s 3 Metal Low-E Double Yes 0.54 0.25 8.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 7 W 4 Metal Low-E Double Yes 0.55 0.22 30.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 8 w 4 Metal Low-E Double Yes 0.54 0.25 6.0 ft2 1 ft 0 in 3 ft 6 in Drapes/blinds None 9 W 4 Metal Low-E Double Yes 0.54 0.25 8.0 ft2 7 It 4 in 6 ft 0 in Drapes/blinds None GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg: Wall Height Exposed Wall Insulation 1 393 ft2 384 1t2 52 ft 9.3 ft 1 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) .000414 2268.7 124.55 234.24 3718 7 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump Split HSPF:9 33 kBtu/hr 1 sys#1 10/12/2017 11:28 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 4 FORM R405-2014 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 16 34.8 kBtu/hr 1044 cfm 0.75 1 sys#1 HOT WATER SYSTEM System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.9 50 gal 70 gal- 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert Company Name System Model # Collector Model Area Volume FEF None None ftz DUCTS Supply ---- Return ---- Air CFM 25 CFM25 HVAC # V/ # Location R-Value Area Location Area Leakage Type Handler TOT OUT ON RLF Heat Cool 1 Attic 6 418.2 If Main 104.55 Prop. Leak Free Main cfm 62.7 cfm 0.03 0.50 1 1 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Coolingjj Jan Heatin[X] H Feb Jan Feb Mar Mar r A r Apr Ma X] Jun r[ Jul May ] Jun Jul Au AuSep Se Oct Oct Nov Nov Dec Dec Ventm [ ] Jan Feb Mar Apr May ) Jun [ Jull Aug Se Oct Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 56 7 8 9 10 11 12 Cooling ( WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling ( WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating ( WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68• 68 .68 68 66 66 Heating ( WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 10/ 12/2017 11:28 AM EnergyGauge® USA - FlaRes2014 Section 8405.4.1 Compliant Software Page 4 of 4 FORM R405-2014 Florida Department of Business and Professional Regulations Residential Whole Building Performance and Prescriptive Methods ADDRESS: 3780 Night Heron Dr. Permit Number: Sanford , FL, MANDATORY REQUIREMENTS See individual code sections for full details. D 401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law Section 553.9085, Florida Statues] requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit. The building official shall verify that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate compliance for the building. A copy of the EPL display card can be found in Appendix C. O R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.1 through R402.4.4. O R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. R402.4.1.1 Installation. The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance with the manufacturer's instructions and the criteria listed in Table 402.4.1.1, as applicable to the method of construction. Where required by the code official, an approved third party shall inspect all components and 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. O R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. O R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load. 13 R403.2.2 Sealing (Mandatory)AII ducts, air handlers, and filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts and plenum chambers, shall be constructed and sealed in accordance with Section C403.2.7.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria by post -construction or rough -in testing below. Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by either an energy rater certified in accordance with Section 553.99, Florida Statutes, or as authorized by Florida Statutes, to be "substantially leak free" by either of the following: 1. Post -construction test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. All register boots shall be taped or otherwise sealed during the test. 2. Rough -in test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w g. (25Pa) across the system, including the manufacturer's air handler enclosure. All registers shall be taped or otherwise sealed during the test. If the air handler is not installed at the time of the test, total leakage shall be less than or equal to 3 cfm 85 Umin) per 100 square feet (9.29 m2) of conditioned floor area. Exceptions: The total leakage test is not required for ducts and air handlers located entirely within the building envelope. 2. Duct testing is not mandatory for buildings complying by Section R405 of this code. 10/12/2017 11:28 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 1 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) 0 R403.2.3 Building Cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. O R403.3 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105•F (41 •C) or below 55°F (13•C) shall be insulated to a minimum of R-3., R403.3.1 Protection of piping insulation. 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. 0 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 31/2 inches (89 mm) in the hot water distribution line and cold water line located as close as possible to the storage tank. 0 R403.4.4 Water heater efficiencies (Mandatory). O R403.4.4.1 Storage water heater temperature controls R403.4.4.1.1 Automatic controls. Service water heating systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature setting range shall be from 100•F to 140•F (38°C to 609C). R403.4.4.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main burner(s) of combustion types of service water heating systems to be turned off. O R403.4.4.2 Water heating equipment. Water heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water heating category. Solar water heaters shall met the criteria Section R403.4.4.2.1. R403.4.4.2.1 Solar water heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors, and SRCC Standard TM-1, Solar Domestic Hot Water System and Component Test Protocol, Collectors in installed solar water heating systems should meet the following criteria: , 1. Be installed with atilt angle between 10 degrees and 40 degrees of the horizontal; and 2. Be installed at an orientation within 45 degrees of true south. 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. 0 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. 10/12/2017 11:28 AM EnergyGaugeO USA - FlaRes2014 - Section R405.4.1 Com Page 2 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) O R403.6.1.1 Cooling equipment capacity. (continued) The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacture's expanded performance data shall be used to select cooling -only equipment. This selection shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry bulb temperature for the load calculation (or entering water temperature for water -source equipment), the blower cfm provided by the expanded performance data, the design value for entering wet bulb temperature and the design value for entering dry bulb temperature. Design values for entering wet bulb and dry bulb temperature shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space. Exceptions: 1. Attached single- and multi -family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. 2. When signed and sealed by a Florida -registered engineer, in attached single- and multi -family units, the capacity of equipment may be sized in accordance with good design practice. O R403.6.1.2 Heating equipment capacity R403.6.1.2.1 Heat pumps. Heat pumps sizing shall be based on the cooling requirements as calculated according to Section R403.6.1.1 and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load. R403.6.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.6.1. R403.6.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burners shall not be less than the design load calculated in accordance with Section R403.6.1. O R403.6.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: 1. A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. 2. A variable capacity system sized for optimum performance during base load periods is utilized. O R403.7 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the Commercial Provisions in lieu of Section 8403. p 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 559F, and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40•F. O R403.9 Swimming pools, inground spas and portable spas (Mandatory). The energy requirements for residential pools and inground spas shall be as specified in Sections R403.9.1 through R403.9.3 and in accordance with ANSI/APSP-15. The energy requirements for portable spas shall be in accordance with ANSI/APSP-14. O R403.9.1 Pool and spa heaters. All pool heaters shall be equipped with a readily accessible on -off switch that is mounted outside the heater to allow shutting off the heater without adjusting the thermostat setting. R403.9.1.1 Gas and oil -fired pool and spa heaters. All gas- and oil -fired pool and space heaters shall have a minimum thermal efficiency of 82 percent for heaters manufactured on or after April 16, 2013 when tested in accordance with ANSI 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. D RR404.1 Lighting equipment (Mandatory). A minimum of 75 percent of the lamps in permanently installed lighting fixtures shall be high -efficacy lamps or a minimum of 75 percent of permanently installed lighting fixtures shall contain only high efficacy lamps. Exception: Low -voltage lighting shall not be required to utilize high -efficacy lamps. O R404.1.1 Lighting equipment (Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights O R405.2 Performance ONLY. All ducts not entirely inside the building thermal envelope shall be insulated to a minimum of R-6. O R405.2.1 Performance ONLY. Ceilings shall have minimum insulation of R-19. Where single assemby of the exposed deck and beam type or concrete deck roofs do not have sufficent space, R-10 is allowed. 10/12/2017 11:28 AM EnergyGaugeO USA - FlaRes2014 - Section R405.4.1 Com Page 3 of 3 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 95 The lower the EnergyPerformance Index, the more efficient the home. 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft2) 7. Windows" Description a. U-Factor: Dbl, U=0.55 SHGC: SHGC=0.22 b. U-Factor: Dbl, U=0.58 SHGC: SHGC=0.25 c. U-Factor: Dbl, U=0.54 SHGC: SHGC=0.25 d. U-Factor: N/A SHGC: Area Weighted Average Overhang Depth Area Weighted Average SHGC: 8. Floor Types a. Slab -On -Grade Edge Insulation b. N/A c. N/A 3780 Night Heron Dr., Sanford, FL, -l;- 77/ New (From Plans) 9. Wall Types Single-family a. Concrete Block - Int Insul., Exterior b. Frame - Wood, Adjacent 1 c. N/A 4 d. N/A 10. Ceiling Types No a. Under Attic (Vented) 2091 b. N/A Area c. N/A 150.00 ft2 11. Ducts a. Sup: Attic, Ret: Main, AH: Main 96.00 ft2 12. Cooling systems 30.00 ft2 a. Central Unit ft2 3.618 ft. 0.234 Insulation Area R=0.0 2091.00 ft2 R= ft2 R= ft2 13. Heating systems a. Electric Heat Pump 14. Hot water systems a. Electric b. Conservation features None 15. Credits I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before fRai-ftyspection. Otherwise, a new EPL Display Card will be completed based on installed ode Qbmvriant features. .7 Builder Sig Address of N W7/f vi' Insulation Area R=4.1 1787.30 ft2 R=11.0 340.67 ft2 R= ft2 R= ft2 Insulation Area R=30.0 2091.00 ft2 R= ft2 R= ft2 R ft2 6 418.2 kBtu/hr Efficiency 34.8 SEER:16.00 kBtu/hr Efficiency 33.0 HSPF:9.00 Cap: 50 gallons EF: 0.9 Pstat yO@ THE S74 O Date: T . City/FL Zip 3 • c; 00nWE o Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 10/12/2017 11:28 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 wrightsoft• Project Summary Entire House One Stop Cooling and Heating 7225 Sardscove Coot W irwr Park FL 32792 Phone: (407) 629.6920 Fax: (407) 629.9307 Web: wwK0reStopCoohng.com License: CA00324" Project• • For: Park Square Homes 3780 Night Heron Dr., Sanford,.FL Notes: Job: Lot 107 Madrona A LHG B... Date: 05/23/2017 By. LF/RI Design Weather: Orlando Intl AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 42 OF Outside db 92 OF Inside db 68 OF Inside db 74 OF Design TD 26 OF Design TD 18 OF Daily range M Relative humidity 50 Moisture difference 49 grAb Heating Summary Sensible Cooling Equipment Load Sizing Structure 22051 Btuh Structure 18830 Btuh Ducts 2223 Btuh Ducts 4595 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 24273 Btuh Use manufacturer's data n Rate/swingg multiplier 0.97 BtuhInfiltrationEquipmentsensibleload22816 Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 3179 Btuh Ducts 955 Btuh Central vent (0 cfm) 0 Btuh He Coo8102g2028 none) load 4135 BtuhAreaft82Equipmentlatent Volume (ft3) 18860 18860 Air Changes/11our 0.41 0.21 129 66 Equipment Total Load (Sen+Lat) Req. total 0.75 SHR 26951 2.5 Btuh tonEquiv. AVF (cfm) capacity at Heating Equipment Summary Cooling Equipment Summary Make Trane Make Trane Trade TRANE Trade TRANE Model 4TWR6036H1 Cond 4TWR6036H1 AHRI ref 7562981 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 cfim Actual airflow 1160 cfm Air flow factor'"' " ''' ' ' 0 'cfm/Btuh Air flow factor' 0.050 cfm/Btuh Static pressure 0.50 in H2O Static pressure 0.50 in H2O Space thermostat Load sensible heat ratio 0.85 Capacity balance point = 34 OF Inpututt = 7 kW, Output = 24790 Btuh,100 AFUE Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2017-Op-12 11.19A7 wrightsoft` R,gly-S1ilsOUnversW 2017 17.028 RSU16202 Page 1 ACC` ...EPL TempNLot 107 MadroreA LHG Bed4BW . W.np Calc - NUB Frort Door laces. W f+ wrightsoft• Right-JO Worksheet Entire House One Stop Cooling and Heating 7225 Sardscove Cout W irter Park FL 32792 Phone: (407) 629.6920 Fax: (407) 629.9307 Web: wwwOneStopCoolirg.00m License. CAC032444 Job: Lot 107 Madrona ALHG Bed4... Date: 05/23/2017 By: LF/RI 1 Room name Entire House BED4 2 3 Exposed wall Room height 191,5 ft 9.3 It d 29.5 It 9.3 It hea 000l 4 Room dimensions 10 x 161.5 It 5 Room area 2027.9 fF 161.5 iF Ty Construction number U-value Buw*9 Or HTM BWI14F) oreaperimeter (ry) Load ) orea perimeter (t) Load BWh) Heal Cool Gross N/P/S Heat Cod Gross N/P/S Heat Cool 6 Vjl I 1C 13A4ocs 4A5-2om 4B5-2hn 0.143 0.550 0,540 n n n 3.73 14,35 14.09 2.90 13.41 13.67 521 30 8 483 0 0 1802 431 113 1398 402 109 28 0 0 28 0 0 104 0 0 81 0 0 11 13A-4ocs 4A5-2om 0.143 0S50 a a 3.73 14.35 2.90 27.44 419 45 278 0 1036 646 804 1235 0 0 0 0 0 0 0 0 I--G 4A5-2omd 13A-4ocs 4A5-2om 0 580 0.143 0.550 a s s 15.14 3.73 1435 21.44 290 13.54 96 605 45 135 552 79 1453 2058 646 2059 1597 609 0 126 15 0 i11 13 0 413 215 0 320 203 4B5-2fm 13A-4ocs 4A5-2om 485.21m 4B5-21n 11 DO 12C-Osw 11 DO 16B-30ad 0.540 0.143 0.550 0.540 0S40 0,390 0.091 0.390 0.032 s w w w w w n 14.09 3.73 14.35 14.09 14.09 10.18 2.38 10.18 0.84 13.67 2.90 27.44 29.62 29.50 1227 1.51 1227 1.76 8 237 30 6 8 24 339 21 2027 16 169 0 0 0 24 318 21 2027 113 631 431 85 113 244 756 217 1693 109 490 823 178 236 294 479 262 3565 0 121 30 0 0 0 0 0 162 0 91 0 0 0 0 0 0 162 0 339 431 0 0 0 0 0 135 0 263 823 0 0 0 0 0 284 P L-D C F 22A-tpm 1.180 30.80 0.00 2027 192 5898 0 162 30 909 0 6 c) AED excursion 0 225 Envelope loss/gain 18365 14649 2545 2199 12 a) Infiltration 3686 1331 568 205 b) Room ventilation 0 0 1 0 0 13 Internal gains: Occupants @ 230 5 1150 1 230 Appliances/other 1700 0 Subtotal (lines 6 to 13) 22051 18830 3113 2634 Less extemal load - 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 261 295 14 Subtotal 22051 18830 3374 2930 15 Dud loads 100% 241/6 2223 4595 10%1 241/0 340 715 Total room load Air required (dm) I 24273 1 0 23425 11601 1 371410 3645 180 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. AM, wrigi-Asoft, 2017-Oa-1211:19A7 Riga-Sute®Uriversal 2017 17 0 28 RSU16202 Page 1 EPL 7erroLot 107 MadronaA LHG Bed4BtIG - W rtV Cale a MA Frort Door laces: W wrightsoft Right-JO Worksheet Entire House One Stop Cooling and Heating 7225 Sardscove Court, Wirier Park FL 32792 Phore: (407) 629.6920 Fax: (407) 629 - 9307 Web: wwwOreStopCoolirg.com license: CA0032444 Job: Lot 107 Madrona ALHG Bed4... Date: 05/23/2017 By: LF/RI 1 2 3 4 5 Room name Exposed wall Room hecght Room dimensions Roomarea B7rH3 5.5 4 93 4 heat/cool 9.0 x 5S 4 49.5 fF BED3 14.5 4 93 4 heaVbool 1.0 x 169.0 4 169.0 fF Ty Construction number U-value Bti11v(-9 Or HTM BWh" Area OF) or perimeter (fl) Load BWh) Area OF) or perimeter (4) Load BWh) Heat Cod Gross NIPIS Heat Cool Cross N/P/S Heat Cool 6 11 Vj/ 13A-4ocs 4A5-2om 485-21n- T-3A-4ocs 4A5-2Dm 4A5-2omd 13A-4ocs 4A5-2om 465-2hn - - 13A-4ocs 4A5-2om 4B5-2hn 4135-2hn 11D0 12C-Osw 11 DO 16B-30ad _ 22A-1pm-- _ - • 0.143 0S50 0.540 0.143 0.550 0-%0 0.143 0.55D 0540 0.143 0-%0 0.540 O-w 0390 0.091 0390 0.032 1.180 n• n n a a a s s s w w w w w n 3.73 1435 14.09 3.73 1435 15.14 3.73 1435 14M 3.73 14.35 1409 14.09 10.18 238 10.18 0.84 30.80 2.96 13.41 13.67 2.90 27.44 21.44 2.90 1354 13.67 2.90 27.44 29.62 29.50 1227 151 1227 1.76 0.00 0 0 0 0 0 0 51 0 4 0 0 0 0 0 0 0 50 50 0 0 0 0 0 0 47 0 4 0 0 0 0 0 0 0 50 6 0 0 0 0 0 0 176 0 56 0 0 0 0 0 0 0 41 169 0 0 0 0 0 0. 137 0 55 0 0 0 0 0 0 0 87 0 0 0 0 0 0 0 135 15 0 0 0 0 0 0 0 169 169 0 0 0 0 0 0 120 13 0 0 0 0 0 0 0 169 15 0 0 0 0 0 0 447 215 0 0 0 0 0 0 0 141 447 0 0 0 0 0 0 347 203 0 0 0 0 0 0 0 297 0 II---1( G I P L-D C F.-- 6 c) AED excursion 8 29 Envelope loss/gain 443 270 1250 819 12 a) Infiltration b) Room ventilation 106 0 38 0 279 0 101 0 13 Intemalgains Occupants@ 230 0 0 1 230 Appliancesrother 0 0 Subtotal (lines 6 to 13) 549 308 1529 1149 Less external load. - 0 0 0 0 14 15 Less transfer Redistribution Subtotal Duct loads 101/0 249/9 0 7 556 56 0 151323 79 10. 24% 0 10 1540 155 0 21 1171 286 Total room load A)r required (dm) 612 0 402 20 I 1 1695 0 14,% 72 Calculations aDDroved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft' 2017.0*1211:19A7 ACCA Rigti-SuteOUnversal 201717.028 RSU16202 Page 2 EPL Teffo Lot 107 MadroreA LHG Bed4BW - W.rUp Cale. MJ8 Frort Door faces: W wrightsoft• Right-JO Worksheet Entire House One Stop Cooling and Heating 7225 Sardscove Court W irter Park FL 32792 Phore: (407) 629. 6920 Fax: (407) 629.9307 Web. www.0reStopCooling com License- CAC032444 Job: Lot 107 Madrona ALHG Bed4... Date: 05/23/2017 By. LF/RI 1 2 3 Room name Exposed wall Room height 0 ft 93 ft heaftol LDRY 10.0 ft 9.3 It heatbod 4 5 Room dimensions Roorrrarea 3.5 x 3.5 It 123 tF 1.0 x 925 ft 92.5 tF Ty Construc ion number U-value BIAM -n Or HTM Bbi Area OF) or perimeter (f) Load Btuh) Area (fF) a perimeter (ft) Load Bufi) Heat Cool Gross N/PS Heat cool Gross N/P/S Heat cod16 11 V)I IL---GG 13A-4ocs 4A5-2om 465-21m 13A-4ocs 4A5-2om 4A5-2omd - 13A-40cs 4A5-2om 4B5-2frn - 13A-40cs 4A5.2om 4135.21rn 4135-2t n 11 DO 12C-0sv 11 DO 16B-3oad 22A-tpm _ _ 0,143 0.550 0.540 0143 0.550 0580 0.143 0.550 OS40 0.143 0.550 0S40 0.540 03W 0.091 0,390 0032 1.180 n n n a a a s s s. w w w w w n 373 1435 14.09 3.73 1435 15.14 3.73 1435 14.09 3.73 1435 14.09 14.09 10.18 238 10.18 0.84 30.80 2.90 1341 13.67 2.90 27.44 2144 2.90 13.54 13.67 2.90 27.44 29.62 29.50 1227 1-51 1227 1.76 0.00 0 0 0 U 0 0 0 0 0 0 0 0 0 0 0 0 12 12 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12 0 0 0 0 0 0 0 0 0. 0-... 0 0 0 0 0 0 0 10 0 U 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 22 0-- 0 0 0 0 0 0 28 0 0 65 0 6 0 0 126 21 93 93 0 0 0 0 0 0 28 0 0 59 0 0 0 0 104 21 93 10 0 0 0 0 0 0 104 0 0 221 0 85 0 0 248 217 77 308 U 0 0 0 0 0 81 0 0 171 0 178 0 0 157 262 163 0 P L-D c F. 6 c) AED excursion 1 40 Envelope loss/gain 10 21 1259 1051 12 a) Infiltraffon 0 0 192 70 b) Room ventilation 0 0 0 0 13 tntemalgains: Occupants@ 230 Appliances/dher 0 0 0 0 0 500 Subtotal (lines 6 to 13) 10 21 1452 1620 Less extemalload-• 0 0 0 0 14 Less transfer Redistribution Subtotal 0 10 0 0 21 0 0 312 1764 0 344 1965 15 Dud loads 10% 24%1 0 0 10%j 24"/0 178 479 Total room load Air required (dm) 0 0 0 0 1942 0 2444 121 Calculations approved bvACCA to meet all requirements of Manual J 8th Ed. 4LA 4jf+- wrightsoft. 2017-00-1211:19A7 RigW SUWO Unversal 2017 17.028 RSU16202 Page 3 EPL Temp%Lot 107 MadroreA LHG Bed4B" - WnQ Calc. MJB From Door faces: W wrightsoft Right-JO Worksheet Entire House One Stop Cooling and Heating 7225 Sardscave Coup. W irter Park FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOneStopCoolirg com License: CAC032444 Job: Lot 107 Madrona A LHG Bed4... Date: 05/23/2017 By. LF/RI 1 Room name KIT FOY 2 3 Exposed well Room height 0 ft 93 fl heallcool 5.5 ft 93 ft heal/ ool 4 5 Room dimensions Room area 245 x 10.5 ft 2573 W 6.5 x 10.0 ft 65.0 fF Ty Construction number U-value BWMW-'9 Or HTM• Area (119 or perimeter (ft) Load BGih) Area (fF) or perimeter (ft) Load Bluh) Heat Cod Gross WP/S Heat Cool Gross WP/S Heat Cool 6 11 13A-40ts 4A5-2om 4B5-21n 13A-4ots 4A5-2om 4A5.2omd 13A-00ts 4A5.2om 4B5-2fm __. 13A-4ocs; 4A5.2om 415.2trn 4B5.21M 11 DO 12C-0sw 11DD 16B-30ad 0.143 0S50 0.540 0.143 0.550 0.580 0.t43 0.%0 0540 0143 0.550 0.540 0.540 0390 0.091 0.390 0.032 n n n a a a s s s w w w w w n 3.73 1435 14.09 3.73 14.35 1514 3.73 1435 14.09 3.73 1435 14.09 14.09 10.18 238 10.18 0.84 2.90 13.41 13.67 2.90 27.44 21.44 2.90 13.54 13b7 2.90 27.44 29.62 2950 1227 1.51 1227 176 0 0 0 0 0 0 0 0 0.-. 0 0 0 0 0 102 0 257 0 0 0 0 0 0. 0 0 0 0 0 0 0 0 102 0 257 0 0 0 0 0 0 0 0 0 0 0 0 0 0 243 0 215 0 0 0 0 0 0 0 0 0- 0 0 0 0 0 154 0 452 0 0 0 0 0 0 0 0 0 51 0 0 8 24 0 0 65 0 0 0 0 0 0 0 0 0 19 0 0 0 24 0 0 65 0 0 0 0 0 0 0 0 0 71 0 0 113 244 0 0 54 0 0 0 0 0 0 0 0 0 55 0 0 236 294 0 0 114 VLt I_--G R C E_ 22A-tpm 1,180 30.80 0.00 257 0 0 0 65 6 169 0 6 c) AED ex ursion 47 98 Envelope loss/gain 458 560 652 798 12 a) Infiltration 0 0 106 38 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants@ 230 0 0 0 0 Applian es/dhw 1200 0 Subtotal (lines6 to 13) 458 1760 758 837 Less a)demal load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 205 237 758 837 14 Subtotal 662 1996 0 0 15 Duc l loads 10% 249/e 67 487 109/0 24^/0 0 0 Total room load 729 2484 1 1 0 0 Air required (dm) 0 123 0 0 Calculations approved by ACCA to meet all requirements of Manual J 8b Ed. wrightsoft* Righ-Sute®Ilnversal201717.028RSU16202 20t7-Oct-t2tPage 4 EPL Temp11-ot t 07 MadroreA LHG Bed4Btl{i - W1up Cale - NUB Front Door faces: W wrightsoft• Right-JO Worksheet Entire House One Stop Cooling and Heating 7225 Sardscove Coot W irter Park FL 32792 Phore: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.0reStopCoolirg.com License: CAC032444 Job: Lot 107 Madrolla A LHG Bed4... Date: 05/23/2017 By: LF/RI 1 Room name DIN IMVIC 2 Exposed wall 0 4 145 4 3 Room height 93 ft heattool 9.3 ft heakool 4 5 Room dimensions. Room -area 1 A x 232 0 ft 232.0 fP 8.0 x 14.6 It 116.7 tR Ty Consb on number U-value BbrMP-lg Or HTM Area (W) or perimeter (f) Load Bwh) Area (ft) or perimeter (ft) Load h) Heat Cool Gross N/P/S Heal Cod Gross N/P/S Heat Cool 6 yJ IL----CG 13A-40cs 4A5-2om 4B5.21m 0.143 0 550 0.540 n n n 3.73 1435 14.09 290 13.41 13.67 0 0 0 0 0 0 0 0 0 0 0 0 135 0 0 135 0 0 503 0 0 390 0 0 11 13A-4ocs 4A5.20m 0.143 0550 a a 3.73 14.35 2.90 27.44 0 0 0 0 U 0 0 0 0 0 0 0 0 0 0 0 4A5-2omd 13A-40CS 4A5.2om 0580 0.143 0.550 a s s 15.14 3.73 1435 21.44 Z90 13.54 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 41215.21m _ _ _ 13A-40CS 0540 0.143 s w 14.09 3.73 13.67 2.90 0 0 0 0 0 0 0, 0 0 0 0 0 0 0 0 0 4A5.2om 4B5-2fm 41215.21M 0.550 05Q 0.540 w w w 1435 14.09 14.09 27.44 29.62 2950 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 PII -- L---D C 11 DO 12C-09w 11Do 16B-30ad 0390 0.091 0390 0.032. w n 10.18 2.38 10.18 0.84 1227 1.51 1227 1.76 0 0 0 232 0 0 0 232 0 0 0 194 0 0 0 408 0_ 112 0 116 0 112 0 116 0 265 0 97 0 168 0 204 F 22A.Ipm 1.180 30.80 0.00 232 0 0 0 116 15 447 0 6 c) AED excursion 11 22 Envelope loss/gain 194 397 1312 740 12- a) Infiltration 0 0 279 101 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 Appliancestother 0 0 0 0 0 0 Subtotal (Imes 6 m 13) 194 397 1591 841 Len external load 0 0 0 0 Lesstransfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 194 397 1591 841 15 Duct loads 100/0 241/e 20 97 10'/0 24% 160 205 Total room load 213 494 1751 1046 Air required (dm) 0 24 0 52 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. A - FP- wrigkitso1.ft- 2017-Oc1211:19A7 Right - Sate® Universal 2017 17.028 RSU16202 Page 5 EPL TempNLot 107 MadroreA LHG Bed4Bth3 - W rup Cale.MA Frort Door Laces: W wrightsoft• Right-JO Worksheet Entire House One Stop Cooling and Heating 7225 Sardscove Court Winter Park FL 32792 Phore: (407) 629.6920 Fax, (407) 629. 9307 Web: wwwOreStopCoolirg.com License CAC032444 Job: Lot 107 Madrona ALHG Bed4... Date: 05/23/2017 By. LF/RI 1 Room name METH MTOI 2 3 Exposed wall Room height 7.0 4 93 ft heaVcool 6.0 If 93 It heatbool 4 5 Room dimensions Room area 1.0 x 109.5 ft 1095 fF 4.5 x 6.0 ft 27.0 fF Ty Co wn-don number U-value BWhi g Or HTM Area - (W) - or perimeter (tt) Load Bbth) Area (fry or perimeter (ft) Load Btuh) Heat. Cool Gross N/P/S Heal Cool Gross N/P/S Heat Cool 6 1 1 I- G 13A-40cs 4P5-2om 4135.21n 13A-flocs 4A5-2Dm 4A5-2omd _ 13A-4ocs 4A5-2om 0.143 0.550 0.540 0.143 0550 0.580 0.143 05M n n n a a a s s 3.73 1435 14.09 3.73 1435 15.14 3.73 14.35 2.90 13.41 13.67 2-90 27.44 21.44 290 1354 65 0 4 0 0 0 0 0 61 0 0 0 0 0 0 0 228 0 56 0 0 0 0 0 177 0 55 0 0 0 0 0 56 0 4 0 0 0 0 0 52 0 0 0 0 0 0 0 193 0 56 0 0 0 0 0 150 0 55 0 0 0 0 0 l--G Vj G 1 3 V C Lam- 4135-2hn 0S40 14.09 13.67 0 0 0 0 0 0, 0 0 13A-40Cs 4A5-2om 4B5-21n 4B5-2fm 11 D0 12C-09N 11 D0 166-30ad 22A-Ipm_ 0.143 05W 0S40 0S40 0.390 0.091 0390 0.032 1.180 s w w w w w n 3.73 14,35 14.09 14.09 10.18 238 10.18 0.84 30.80 2.90 27" 29.62 2950 1227 1.51 1227 1.76 0.00 0 0 0 0 0 0 0 110 710 0 0 0 0 0 0 0 110 7 0 0 0 0 0 0 0 91 216 0 0 0 0 0 0 0 193 0 0 0 0 0 0 0 0 27 27-- 0 0 0 0 0 0 0 27 6 0 0 0 0 0 0 0 23 185 0 0 0 0 0 0 0 47 0 P PLD C F- 6 c) AED excursion 12 8 Envelope losstain 5911 412 457 245 12 a) Infiltration 135 49 115 42 b) Room ventilabon 0 0 or 0 13 Internal gains Occupants@ 230 0 0 0 0 Appliarxestther 0 0 Subtotal (lines 6 to 13) 726 461 573 286 Less extemal load 0 0 0 1 0 Less transfer 0 0 0 0 14 Redistribution Subtotal 0 726 0 461 0 573 0 286 15 Duct loads 101/0 240/6 73 112 10% 24"/6 58 70 Total room load Air required (dm) 799 01 573 28 1 63010 356 18 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. wrightsoft' 2017-00-12 11:19,07 ACCA RigH-Sutc Uriversal 2017 17.028 RSU16202 Page 6 EPL Temptot 107 MadroreA LHG Bed4BGG - W.rn,p Calc = KA FrortDoor laces: W wrightsoft Right-JO Worksheet Entire House One Stop Cooling and Heating 7225 Sandscove Court Winter Park FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www0reS1cpCoolirq.com Ucerse: CAC032444 Job: Lot 107 Madrorta A LHG Bed4... Date: 05/23/2017 By- LF/RI 1 Room name MBED LATH 2 Exposed wa0 40.0 It 17.5 It 3 Room height 9.3 It heaU000l 9.3 ft heat/000l 4 5 Room dimensions Room area 14.5 x 17.0 4 2465 V 18.0 x 11.5 4 207.0 fP Ty Construction number U-value BtuhM -9 Or HTM Area (fF) or penmeter (fl) Load Btuh) Area OF) or perimeter (tt) Load Btuh) Heat Cool Gross NrPIS Heat Cool Gross N/P/5 Heat Cod 6 yJ I- 13A-4ocs 4AS-2om 4B5.2hn 0.143 OS50 0.540 n n n 3.73 14.35 14.09 Z90 13.41 13.67 158 30 0 128 0 0 478 431 0 371 402 0 0 0 0 U 0 0 0 0 0 0 0 0C t 1 y/ G 13A4ocs 4A5.2om 0.143 0-Rw a a 3.73 14.35 2.90 27.44 135 30 105 0 391 431 304 823 163 0 67 0 249 0 193 0 G, 4A5.2omd 13A-40CS 4A5-2om 0580 0.143 0.550 a s s 15.14 3.73 14,35 21.44 2.90 13.54 0 79 0 0- 79 0 0 295 0 0 229 0 96 0 0 68 0 0 1453 0 0 2059 0 0 4B5-2fM _ 13A-40Cs 0S40 0.143 s w 14.09 3.73 13.67 2.90 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5-2om 465.2trn 485-21rn 11DO 12C-0sw 0.550 0S40 0S40 0.390 0.091 w w w w 14.35 14.09 14.09 10.18 2.38 27.44 29.62 2950 1227 1.51 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0P L-D 11 DO 16B-30ad 0.390 0.032 n 10.18 0.84 1227 1.76 0 247 0 247 0 206 0 433 0 207 0 207 0 173 0 364C F - 22A-4pm 1.180 30.80 0.00 247 40 1232 0 207 18 539 0 6 c) AED exwrsion 85 71 Envelope loss/gain 3464 2477 2414 2545 12 a) Infiltration b) Room ventilation 770 0 278 0 1 337 0 122 0 13 Internal gains Ooapants@ 230 2 460 0 0 Appliancesrother 0 0 Subtotal (lines 6 to 13) 4233 3215 2751 2667 Less extemal load 0 0 0 0 Lesstransfer 0 0 0 0 Redistribubon 0 0 8 17 14 Subtotal 4233 3215 2759 2684 15 Dud loads 10% 24% 427 785 10% 24%1 278 655 Total room load 4660 4000 1 30371 3338 Air required (dm) 1 01 198 0 165 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. wrigF>ttsoft' 2017.Oct•12g 07 Rgnt- SulsOUnversal201717.028RSUt6202 1Pae7 EPL Temp%Lot 107 MadroreA LHG Bed4BtPG - W.np Calc - KM Front Door faces: W 9 wrightsoft' Right-JO Worksheet Entire House One Stop Cooling and Heating 7225 Sardscove Court W irter Park FL 32792 Prone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOreSiDpCoolirg•com Ucerse. CAC032444 Job: Lot 107 Madrona A LHG Bed4... Date: 05/23/2017 By. LF/RI 1 Room name BED2 BTH2 2 Exposed wall 36.0 It 5.5 8 3 Room height 93 11 heatkool 93 It heatkool 4 5 Room dimensions Room area 1.0 x 1693 It 1693 1F 1.0 x 57.0 I1 57.0 fF Ty * Construction number U-value BWhAF n Or HTM Area OF) or perimeter (fi) Load Bluh) Area (W) or perimeter (f1) Load Bluh) Heat Cool Gross NAS Heat Cool Gross N/PIS Heat Cool 6 Vj It--GG 13Aas .-4 4A5-2om 4135.21m 0.143 0.550 0.540 n n n 3.73 1435 14.09 2.90 13AI 13.67 79 0 0 79 0 0 295 0 0 229 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 gyp/ I--G 13A-4ois 4A5.2om 0.143 0.550 a a 3.73 1435 2.90 27.44 121 15 106 0 395 215 307 412 0 0 0 0 0 0 0 0 G 4A5-2omd 13A-4ors 4A5-2om 0.580 0.143 0.550 e s s 15.14 3.73 1435 21.44 2.90 1354 0 135 15 0 120 13 0. 447 215 0 347 203 0 51 0 0 47 0 0. 176 0 0 137 0 Ili 465-21m 13A-4ors O640 0.143 s w 14.09 3.73 13.67 2.90 0 0 0 0 0 0 0 0 4 0 4 0 56 0 55 0 4A5.2om 485-2hn 4135.21m O550 O.540 0.540 w w w 1435 14.09 14.09 27.44 29.62 2950 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 DO 12C-09w 03W 0.091 w 10.18 238 1227 1.51 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0PII 11 DO . 16B-30ad 0390 0.032 n 10.18 0.84 1227 1.76 0 169 0 169 0 141 0 298 0 57 0 57 0 48 0 100 D C F_ 22A-lpm 1.180 30.80 0.00 T. 169 36 1109 0 57 6 169 0 6 c) AED excursion 59 9 Envelope losstgain 2B18 1736 449 283 12 a) Infiltration 693 250 106 38 b) Room ventlat)on 0 0 0 0 13 Internal gains: 0ccuWls@ 230 1 230 0 0 Applianoesbftr 0 0 Subtotal (lines6 to 13) 3511 2216 555 321 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 4 7 8 17 14 Subtotal 3515 2224 563 338 15 Duct loads 10% 241/6 354 543 10% 24% 57 82 F1Total room load 3869 2766 620 420 Air required (dm) 0 137 0 21 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. A - FP- wrighttsoft' Righa-Sute®Uriversal201717.028 RSU16202 2017 Oct 121Page8 EPL Temp\Lot 107 Madrore A LHG Bed413W - W.rup Calc - MJ8 Frora Door faces: w F wrightsoftRight-JO Worksheet Entire House One Stop Cooling and Heating 7225 Sardscove Court. Wirier Park R. 32792 Phore: (407) 629. 6920 Fax: (407) 629 - 9307 Web: wwwOreStopCoolirg-corn Licerse: CACD32444 Job: Lot 107 Madrona A LHG Bed4... Date: 05/23/2017 By: LF/RI 1 Room name 2 Exposed wall 0 R 0 ft 3 Room height 93 4 heaticool 93 It heal/cool 4 5 Room dimen4ons Room area 35 x 8.0 ft 28. 0 IF 3. 5 x 8.0 h 28. 0 tF Ty Construction number U- value BDJW. F) Or. HTM Bluh412) Area ( M or perimeter (ft) Load Btuh) Area ( W) or perimeter (11) Load B¢ rh) Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 y/ 13A-4ors 4A5- 2om 4B5- 21m 0. 143 OS50 0. 540 n n n jaCool 2.90 13, 41 13. 67 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 1qJ 13A-4ors 4A5. 2om 0. 143 0. 550 a a 14.35 2. 90 27." 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I 4A5-2omd 13A- 4oce 4A5- 2om 0. 580 0. 143 0. 550 e s s 15. 14 3. 73 1435 21. 44.. 2. 90 13. 54 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W, 4B5- 21n 13A- 4ocs; 0S40 0. 143 s w 14. 09 3. 73 13. 67 2. 90 0 0 0- 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5- 2om 4B5. 2fm 4B5- 2hn 0. 550 0. 540 0. 540 w w w 1435 14. 09 14, 09 27. 44 29. 62 2950 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 DO 12C Osv 11DO 16B- 30ad 0390 0. 091 0, 390 0. 032 w n 10. 18 238 10. 18 0. 84 1 Z27 1. 51 1227 176 0 0 0.. 28 0 0 0 28 0 0 0 23 0 0 0 49 0 0 0 28 0 0 0 28 0 0 0 23 0 0 0 49 PII __ r---- D C F- 22A-tpm. 1.180 30.80 0.00 28 0 0 0 28 0 0 0 6 c) AED excursion 1 1 Envelope loss/gain 23 48 23 48 12 a) Infiltration 0 0 0, 0 b) Room venblabon 0 0 0 0 13 IMemalgains Ooarpants@ 230 0 0 0 0 Applianombther 0 0 Sublotal ( lines 6 to 13) 23 48 23 48 Less e)XnTW load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 23 48 23 8 14 Subtotal 0 0 0 0 15 Duct loads 10°/ 240/6 0 0 10'/0 24% 0 0 Total room load 0 0 0 0 Air required (dm) 0 0 0 0 Calculations aDDroved by ACCA to meet all requirements of Manual J 8th Ed. A A whtsofC Wgh-Sute®Unversal201717.028RSU16202 20770ct121Page 9 EPL Terrmp\Lot 107 Madrore A LHG Bed4Btt13 - W.rup Calc - MJB Fron Door faces: W wrightsoft• Duct System Summary Entire House One Stop Cooling and Heating 7225 Sardscove Cout. Wirser Park FL 32792 Phone: (407) 629. 6920 Fax: (407) 629.9307 Web: wwwOreStopCoolirg.com License: CA0032444 For: Park Square Homes 3780 Night Heron Dr., Sanford, FL External static pressure Pressurelosses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (fEL) Heating 0.50 in H2O 0.16 in H2O 0.34 in H2O 0.170 / 0.170 in H2O 0.243 in/100ft 0 cfm 140 ft Supply Branch Detail Table Job: Lot 107 Madrona ALHG B... Date: 05/23/2017 By- LF/RI Cooling 0.50 in H2O 0.16 in H2O 0.34 in H2O 0.170 / 0.170 in H2O 0.243 in/100ft 1160 cfm Name Design Btuh) Htg cfm) Clg tfm) Design FIR Diam in) H x W in) Duct Mat Actual Ln (ft) Ftg.Egv Ln (ft) Trunk BED2 c 2766 0 137 0.271 7.0 Ox 0 MFx 25.4 100.0 st1 SED3 c 1456 0 72 0.275 6.0 Ox 0 VIFx 23.5 100.0 st1 BED4 c 3645 0 180 0.280 7.0 Ox 0 VIFx 21.3 100.0 st3 BTI-2 c 420 0 21 0.282 4.0 Ox 0 VIFx 20.5 100.0 SO BTI-13 c 402 0 20 0.282 4.0 Ox 0 VIFx 20.4 100.0 st3 DIN c 494 0 24 0.276 4.0 Ox 0 VIFx 23.3 100.0 SO GATH c 1669 0 83 0.243 6.0 Ox 0 VIFx 39.8 100.0 st2 GATI+A c 1669 0 83 0.285 6.0 Ox 0 VIFx 19.4 100.0 SO KIT c 2484 0 123 0.248 6.0 Ox 0 VIFx 37.2 100.0 st2 LDRY c 2444 0 121 0.302 6.0 Ox 0 MR 17.5 95.0 s113 MBED c 4000 0 198 0.249 8.0 Ox 0 MR 36.6 100.0 st2 MBTH c 573 0 28 0.253 4.0 Ox 0 MR 34.2 100.0 st2 MTol c 356 0 18 0.252 4.0 Ox 0 VIFx 35.2 100.0 st2 MWIC c 1046 0 52 0.252 4.0 Ox 0 VIFx 35.1 100.0 st2 Supply Trunk Detail Table Trunk Htg Cig Design Veloc Diam H x W Duct Name Type Cfm) cfm) FR fpm) in) in) Material Trunk st3 PeakAVF 0 321 0.280 589 10.0 0 x 0 VinlFlx SO PeakAVF 0 337 0.271 618 10.0 0 x 0 VinlFlx st2 PeakAVF 0 502 0.243 639 12.0 0 x 0 VinlFlx wri htsoft' P20t7- Oct t21age 1 9Rigff-Sute®Unversa12017 t7.026 RSU16202 Page EPL Temp\Lot 107 MadroreA LHG Bed48tf3 - W.rup Calc. KA From Door faces: W Return Branch Detail Table Name Grille Size (in) Htg cfm) Clg cfm) TEL ft) Design FR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Dud Mat Trunk rb1 Ox 0 0 1160 0 0 0 0 Ox 0 MR 1 + wrightsoft Rgh.slits®uriversal2o17 17.02a RSu16202 C+CIk . EPL Templol 107 MadrorHA LHG Bed,lftG • W.nQ Calc a MJ8 Frort Door laces: W 2017.Oct•12 11:19M Page 2 Static Pressure and Friction Rate Job:.. Lot 107 Madr°"a A`"G B... wrightsoft• Date: 05/23/2017' Entire House Br LF/RI One Stop Cooling and Heating 7225 Sardsowve Cout W irter Park FL 32792 Phore: (407) 629. 6920 Fax: (407) 629 - 9307 Web: wwwOreStDpCoolirg.com License: CA0032444 Project• • For: Park Square Homes 3780 Night Heron Dr., Sanford, FL Available Static Pressure Heating Cooling in H2O) in H2O) External static pressure 0.50 0.50 Pressure losses coil 0 0 Heat exchanger 0 0 Supply diffusers 0.03 0.03 Return grilles 0.03 0.03 Filter 0.10 0.10 Humidifier 0 0 Balancing damper 0 0 Other device - 0 0 Available static pressure 0.34 0.34 Total Effective Length supply Return ft) ft) Measured length of run -out 13 0 Measured length of trunk 27 0 Equivalent length of fittings 100 0 Total length 140 0 Total effective length 140 Supply Ducts Return Ducts Friction Rate Heating in/100ft) 0.243 > 0.18 0.243 > 0.18 Fitting -Equivalent• Details Supply 4X=35,11.A=20,11 G--5,1 A=35,11 Gam: Total EL=100 Return TotalEL=O Cooling in/100ft) 0.243 > 0.18 0.243 > 0.18 J A:.wri ht"ft* 2017 od-12 1Page 1AM9Right-Sute®Unversa1201717028RSU16202 Paget EPL Temptol 107 MadroreA LHG Bed4BW - W.rtp Calc v KO Frort Door faces: W FORM R405-2014 TABLE 402.4.1. AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot 107 Madrona A LHG Bed4Bth3 - W Builder Name: One Stop Cooling and Heating Street: 3780 Night Heron Dr. Permit Office: City of Sanford City, State, Zip: Sanford, FL; Permit Number: Owner: Park Square Homes Jurisdiction: 691500 Design Location: FL, Orlando COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Corners and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/door jambs and framing and skylights and framing shall be sealed. Rim 'oists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity s aces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 10/12/2017 11:28 AM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 Level 1 2J i 2RECESS : / ' I I BED2— B<,ma+,! ucHTsMBED P d OOII OROPT. swrrc M.t ILM ® 4 w OPT) OOROPTW/ O' PnPREWRE aa. FuurEacMwTe 1OX`8\ 7F, 137 cfm f AF 10X10 AF01401 i 198cfm `,. 1 ®.... GATH : •® T `I 7 ,. LOG Pffs 8X48X4 ® — -- - ® I 16 x 16 I I 21 cfm F 1 Ox6 1 Ox6 I LBBh F 9.. (. j 28 cfm . yD 83 cfm t 1 83 cfm + BTH2 Ar Af ' EF1 VTR r 6" II ri i / 4 6. 'c EF1 VTR Ax 16 12 8X4 MTOI 4 1 II foxo ouTEo • I f! AF FLOOR OURET ( f1 0X 10 18cfm 4" 11 10X6 24cfmAf 61' \ N LBB2 EF1 VTR ADIN A \=, OX6 BED3 F 11 IVI BTFi 6„ 12„ 101, 8X4 I 52cfm I '•, J - -- I _ "Fdb ' r — Low LOW_ r " ® GF1_h . i - - fi® \ I • [-? 1x18 RA 1160 BTfn dr 8 pR§ er ; 01 10X6 ® KfT` ' • ® r /" O_ CI :, } - EF1 VTR I 8X4 I I IY-- ar.r TY ' F • t —I 20 cfm 4 MWIC j -- / r - r I o. chi OF 121cfm .; •.. SR81 v 11 O j 696 1 11 II ; •• ; i' 0 x 10 I • i y LDRY :_ 9=T FOY, (0P' Ox8 r- — 1 / f ; it Cw fMLLITE I i DV VTR .y I I _ S•MTCH a/ 0 DOOR OPT. 1 1 r l I ( BE04 GARAGE `• I I ® r I EF1 4 50 CF an EF2-80_CF an I I — -EF3 = 110 Fan I I I EFL1 = 50 CFM Fan EFL2 = 80 CFM Fan f I I EFL3 = 110 CFM Fan VTR = Vent to Fbof VTW = Vert to Wall DV = Dryer Vent RV = Range Vent Lineset Chase Condensate O= Thermostat 18/ 8 SRB = Small Reduction Box LRB = Large Reduction Box FBB = Feld Built Box Job M Lot 107 Madrona A LHG Bed4Bth3 - W Performed by LF/ RI for: Park Square Homes 3780 Niqht Heron Dr. Sanford, FL 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 : 109 Page 1 RightSuite® Universal 2017 17.0.28 RSU16202 2017.Oct-1211: 20:20 7 Madrona A LHG Bed4Bt h3 - W. rup RECORD COPY CJ v 4rf 1L 4 3}1UMlJlli& Ene t.ice-, I5e "I —L L° 11 707 WA n DESCRIPTION AS FURNISHED: Lot 107, WYNDHAM PRESERVE, as recorded in Plat Book 81, Pages 93 through 102 of the Public Records of Seminole County, Florida. PLOT PLAN FOR/CERTIFIED TO: Park Square Enterprises, LLC (a Delaware Corporation); Winderweedle, Haines, Ward & Woodman, PA; Attorneys' Title Insurance Fund; Bank of America RECORD COPY LOT 108 7.50' TRACT A (STORMWATER TRACT) S 00°1657" E 60.00' 24,80' 24.80' LOT 107 ZONIN• BATE 14.7 13.3 7.50' LANAI Ok to construct single family home 17.0with setbacks and impervious area shown on plan. L46.910 tm f 2n r4a8royta - A , CGL PROPOSED RESIDENCE 2091 MADRONA A 2 CAR GARAGE LEFT v"3 0 COV' D. 3. 50' ENTRY 3. 0 ir4.0' AC K 5.3' N 14 1. 10. 7' v f7.07.' 7. 50' 19.3' 16 7 1 DRIVE WALK 25, 20' 25.20' 10' UTTL sue ESMT. 16' 5' CONC WALK 22' SETBACKS AS FURNISHED FRONT a 25'(•) REAR = 20' SIDE a 5' (40' LOT) 7. 5' (60' LOT) 10' ( 75' LOT) SIDE STREET = 25' (60' do 75' LOT) 15, ( 40, LOT) 15' 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 PROPOSED DRAINAGE FLOW # 11) LOT GRADING TYPE 8 PROPOSED F.F. PER PLANS - 27Q O ,B' B. B.) S 00016'57" E 60.00' NIGHT HERON DRIVE PRIVATE ROAD) ( 50' R/W) 7.50' LOT 100 150.00'— — — 4— — — P. C. PLOT PLAN ONLY PLOT PLAN AREA CALCULATIONS NOT A SURVEY FLATWORK ON/ OFF LOT - TOTAL 3 SQUARE FEET DRIVE 4031 114- 5171 SQUARE FEET WALKS 67/ 300- 367 t SQUARE FEET SOD 3, 7331246 a 3,979 t SQUARE FEET NOTE FROM SIDEWALK AND STREET L004710N TAKEN FROM 6,900 t SQUARE FEET FLATWORK FOUNDATION/ PAD Z484 t SQUARE FEET REAR PATIO 136 t SQUARE FEET FRONT PORCH DECK 64 t SQUARE FEET POOL DECK 0 t SQUARE FEET LAMS PRONDED BY CLIENT • NOT FIELD VERIFIED GRUSIETNMETYER-SCOTT ASSOC., INC. - LAND SURVEYORS LEGEND - LEGEND - PLAY PILL. V.• POINTON LI11C 5400 E. COLONIAL DR. ORLANDO, FL. 32807 407—277-3232 FAX 407—658-1436 I ( ) IHELP WAN IRON PIP[ ROD TV. PAr_= PONTINTIXPW RCVCOHIPECIURVATUEPONTOYCOiOUNDCURVATURELMEDNDERSIONEDDOESHEREBYCVM'Y ANT ft6S SURVEY MEETS THE STANMRDS OF PRACTICE SET FORTH Or THE FLORIW BOARD of Ci CONCRETE CONRAILILSVRVEYORSANDINCCODEPVRSUWT1DSECTION472.027, , FLORIDA STATUES W-17MM9 ADMDIISIMSLTW. SrWIMENTI/2' IA'../ BU 4706 1LR. 142" N[M-1tAWALUNLESSSIDRV. SURVEYOR'S SS AND RAISE 1. WI165 MBOSSEDNTMSVAVEYOR$ SPCNI7VRE AND ORIWIA. RAISED SEAT„ I105 SVRYEY WP OR COPIES ARE NOT VA!!D. S RRM EGDNINOCALL. S THIS SURVEY WAS PREPARED IRON mLE DWORMATION FUANWED TO THE SURVEYOR. THERE MAY BE DIRER RESTRICTIONS PALLPOINT POINT TL TCALCULATED OR filSGTHAT ATFECT /E: E OF COMMENCEMENTCCHIURLINE JUA FF. PERMANENT RL/ERENCE HOAAW FINISHED FLOOR ELEVATIONNoWMVIGRO" NTS K4VE LVPROVELDl1S NAVE BEENLocaEDUNLESS OTNERW6E SHOWN. H D NAIL L DISK BSA. BUILDING SETBACK LINE A THIS SURVEY 6 PREPARED EDIT THE SOLE BEIIEFlT OF THM CEITMED TO AND SHOULD NOT EE RELIED UPON BY ANY DIM EMITT: R/V RIGHT- W-VAY IA 6DICWNARK a DI2HS= $1101111 FOR NNE LOCATION OF AIPROVGIEMS HEREON SNOLLLD NOT BE USED TO RECONSTRUCT BOUNIAARY UNES CSMT. DRAIN. CASEMENT DRAINDRAINAGE BJ. MSCBEARING 7. BEARVICS. ARC BASED ASSUMW C4AN AND ON THE LINE SHOWN AS BASE BEARINO (&R) UTIL. Y PM ELNATIOHS IF AREBATEDON NATIONS. OWOETNC VFRIRSV. DATUM or 1920. UNLESS OTHEIMN NOTED. CLFC. OWN LINK ENCC 9. CEIM_1CATC OF AUT OMI.WN Na 4596. VWC • VOOD FENCE KOCK P.C. POINT OE CAR AV TUBE S - 201' ' --1 1 DRAWNBY: ••• P.T. • POINT OF TANGD CT DESC. • DESCRIPTION CLRIIFIED BY: DATE Na RADIUS ARC LENGTH PLOT PLAN10-10-17 4314-17 D • DELTA C • CHORD OM CRUS MEYER, R. R. S. 14714 WSw R.LS 14801 s-1 d RECORD COPY Filename: PARK SQ MADRONA.rrr Lighting and Small Appliance/Laundry Circuits Floor Area SmAppNo LaundNo Line Neutral 2798 2 1 Lighting Summary Standard 6,463 6,463 Optional 12,894 6,463 Ranges & Ovens Range No. No? Nameplate Line Neutral 1 1 8000 0 0 3 0 0 Range/Oven Summary Standard 6,400 4,480 Optional. 8,000 4,480 Dryers -------------------------------0J\) Iryc,----------- Dryer No. No? Nameplate Line Neutral SANFORD 1 1 5000 2 OZ:)O iRio 0 3. 0 Dryer Summary Standard 5,000 3,500 1 3 2 2 3 Optional 5,000 3,500 ieating and Cooling. Actual Number = 1 Tame M? Ph No Amps Volts VA HP Line Neutral t------ M 1 1 22.0 240 5,280 01 •M 1 1 2.0 240 480 01' M 1 1 5.0 240 1,200 p 1 1 1 1 22 240 1 mat/Cool Summary Standard 5,280 12,240 0 0 Optional 12,240 0 ixed Appliances: Actual Number = 6 M? Ph No Amps Volts VA 47ame ---- HP Line Neutral ISP1 1 120 600 ISH 600 600 1 1 120 1200 XICRO 1,200 1,200 1 1 120 1200 IA'TER HEATER 1 1 18.5 240 1,200 1,200 APT POOL 1 1 10 240 4,440 2,400 0 0OPTPOOLHEAT11312407,440 07fixedApplianceSummaryStandard12,960 2 250 Optional 17,280 2,250JtherAppliances: Actual Number = 0 M. Ph No Amps Volts VA HP Line Neutral Other Appliance Summary Standard 0 0 Optional 0 0 50 of Max Motor: ine is Std Only; Neutral for Both Maximum Phase Amps Volts t 10 1 22 240 Heat/Cool Phase Amps Volts 1 22 240 Fixed Appl. Phase Amps Volts P 0 Other Appl. Phase Amps Volts 0 Max Motor Summary Standard Only 1,320 0 Standard Li ------------ ne Neutral Total Total = 44,383 16,693 Maximum Amperage = 185 70 Service Voltage = 240 Service Phase = 1 Optional Line Neutral Total Total = 35,510 16,693 Maximum Amperage = 148 70 Service Voltage = 240 Service Phase = 1 RFro n copy Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: P2091AC - Park Sq Hm/ Madrona A C 2091 MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: PARK SQUARE HMS Project Name: P2091AC Model: MADRONAT5j, FIA o36C0-4115 Lot/Block: 107 Subdivision: WYNDHAM PRESERVE Address: 3780 NIGHT HERON City: SANFORD State: FLORIDA Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: t/NCity: c State: General Truss Engineering Crit i%Al" oads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TPI2007 FA r' Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 ARTt Wind Speed: 140 mph Roof Load: 40.0 psf # 17 _ 3 2 2 Floor Load: N/A psf This package includes 45 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# ITruss Name I Date I No. I Seal# ITruss Name Date 1 IT12256216 lA1 10/13/17 118 1 T12256233 1 B6 10/13/17 2 IT12256217 IA2 10/13/17 119 IT12256234 JB7 10/13"- 3 IT12256218 JA3 0 20 1 T12256235 1 B8 10/13/17 4 IT12256219 JA4 10/13/17 121 1 T12256236 1 B9 10/13/17 5 IT12256220 JA5 10/13/17 122 IT12256237 I CJ1 10/13/17 6 IT12256221 JA6 10/13/17 123 IT12256238 I CJ1A 10/13/17 17 IT122562221A6A 110/13/17124 1 T12256239 I CJ1B I10/13/17I 18 IT12256223IA7 110/13/17125 IT12256240ICJ1C I10/13/171 19 IT122562241A7A 110/13/17126 IT122562411CJ3 110/13/17 110 IT12256225 JAB 110/13/17 127 IT12256242 1CJ3A 10/13/17 1 111 IT12256226IA9 110/13/17128 1T122562431CJ3B 110/13/171 112 IT12256227 161 110/13/17 129 IT12256244 IC.15 I10/13/17 113 I T12256228 162 110/13/17 130 1 T12256245 I G 1 110/13/17 1 114 IT12256229 163 110/13/17 131 1 T12256246 1 G2 1 10/13/17 1 115 IT12256230 1 B4 110/13/17 132 I T12256247 IG3 110/13/17 1 116 IT12256231 I B4A 110/13/17 133 1 T12256248 1 G4 1 10/13/17 1 117 IT12256232 165 110/13/17 134 I T12256249 I G5 110/13/17 1 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: Lee, Julius 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 ANSlrrPI 1, Chapter 2. October 13,2017 Lee, Julius 1 of 2 RE: P2091AC - Park Sq Hm/ Madrona A_C 2091 Site Information: Customer Info: PARK SQUARE HMS Project Name: P2091AC Model: MADRONA 2091 - A or C Lot/Block: 107 Subdivision: WYNDHAM PRESERVE Address: 3780 NIGHT HERON City: SANFORD State: FLORIDA INo. Seal# ITruss Name I Date 35 T12256250 I G6 10/13/17 I36 IT12256251 I G7 110/13/17 I 37 IT12256252 I G8 10/13/17 38 IT12256253 JJ3C 110/13/17 39 IT12256254 JR 10/13/17 I40 IT12256255 I KJ4 110/13/17 J 141 IT12256256 I KJ6 110/13/17 42 IT12256257 IKJ9110/13/17 J 43 IT12256258 I V1 110/13/17 44 IT12256259 I V2 10/13/17 145 IT12256260 I V3 10/13/17 2 of 2 Job Truss Truss Type Oty Ply Park Sq Hiw Madrona A C 2091 T12256216 P2091AC Al COMMON 5 1 Mid -Florida Lumber. Bartow. FL 7 640 s Aug 16 2017 MITek Industries. Inc Thu DO 12 15.25:28 2017 Page 1 ID WjDyiuZDwOr112xygritYl3zgvcy-GEmWZxpopPKTuO1wzURetSfFIU8FK1ssMsWgE5yU7gX 1 7.145 1S2.3 22-6-0 2&9.13 37-1-tt 45.041 4 7-11Y5 7.313 7.3-13 7.313 7.313 7.10.5 Stele = 1:78 7 Sx5 = 1 14 13 25 12 26 11 10 3.9 1 5x4 I I Sx5 = 3x8 = Sx5 = t 5x4 II US LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) Vdefl Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.80 VeM(LL) 0.26 12-13 >999 240 MT20 244/190 TCDL 100 Lumber DOL 1.25 BC 0.84 Vert(TL) 0.66 11-12 >818 t80 BCLL 0.0 ' Rep Stress Ina YES WB 0.53 Horz(TL) 0.24 8 n/a n/a BCDL 10.0 Code FBC2014rrP12007 Matrix-M) Weight. 249 lb FT - 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied. SOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-0-15 oc bracing. WEBS 20 SP No 3 WEBS 1 Row at midpl 5- 12, 6-12, 7-11, 4-12, 3-13 REACTIONS. (lb/size) 2=1860/0-84), 8=1860/0.8-0 Max Horz 2=225(LC 10) Max Uplitt2=336(LC 12). 8=-336(LC 12) FORCES. (lb) - Max Comp./Max. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 2-21=-3331/889, 3.21=3228/914, 34=2740/834, 4-22=20897722, 5-22=1973/734, 5-23=1973/734, 6.23-2089/722, 6-7=2740/834, 7-24=3228/914. 8-24=3331/889 BOT CHORD 2-14=-694/2958, 13.14=-095/2956, t325=-494/2446, 12-25=-494/2446, 12-26=-504/2359, 11-26=504/2359, 10.11-699/2885, 8-10=-698/2887 WEBS 5.12=-424/1405. 6-12=916/332, 6-11=70/523, 7-11=601/230. 7-10=0/279, 4-12=916/332, 4-13=-70/523, 313=601/229, 3.14=0/279 NOTES- 1) Unbalanced roof live loads have been considered for this design 2) Wind. ASCE 7-10, Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=3.Opsf, h=151111; B=45ft; L=24ft; eave=6ft; Cat. II; Exp 8; End., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 22-641, Exterior(2) 22-6-0 to 25-6-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 336 Ile uplift at joint 2 and 336 lb uplift at joint 8 6) "Semi -rigid phchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies A WARNING • Verify de0on Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 100934015 BEFORE USE. Design valid for use only with MTeli® connectors This design is based only upon parameters shorn, and is for an individual budding component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall bWiling design Bracing indicated is to prevent buckling of individual truss web andlor chord members only Additional temporary and permanent bracing is akvays required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage. delivery, ereciion and bracing of trusses and truss systems, see ANSVTPII Quality Criteria. DS629 and SCSI Building Component 6904 Parke Easl Blvd. Safety Information available from Truss Plate Institute, 216 N. Lee Street, Suite 312, Alexandria, VA 22314 Tamps, Fl. 36610 Job Truss Truss Type oh, Ply Park Sq Hmf Madroria A C 2091 T72256217 P2091AC A2 HIP 2 1 mrb•rrwioe Lumber. Unbw, FL 7 640 s Aug 16 2017 MTek Industries, Inc Thu Oct 12 15.28.30 2017 Page 1 7.4ID WDyiuZDwOrtl2xygntYl3zgvcyDduH dg2LDaB7kBJ5vU6zVVkdJlggowr9pA?mJyU79V 713 34913 37.7. 11 40- 6&13 6-9-13 6-9-13 •5+52 A p Sx7 = 5x5 = 25 Swle = 1 79 9 18 15 tr 14 13 [ d 12 11 3x6 1.5x4 II 5x5 = 30 = 3x8 = 5x5 = 1 5x4 II 3.6 -Z LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.25 14-15 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 125 BC 0.83 Vert(TL) -066 14-15 >822 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.63 Hoa(TL) 0.24 9 n/a n/a BCDL 10.0 Code FBC2014rrP12007 (Matnx-M) Weight: 273 lb FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD 2x4 SP No 2 BOT CHORD Rigid ceiling directly applied or 6-7-11 oc bracing. WEBS 2x4 SP No 3 WEBS 1 Row at midpt 4-14, 5-13, 7-13 REACTIONS. (lb/size) 2= 1860/0-8-0, 9-1860/0-8-0 Max Horz 2=239( LC 10) Max Uplift 2=336( LC 12), 9=336(LC 12) FORCES. (lb) - Max. Comp / Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-23= 3355/997, 3-23=3257/1011, 34=2820/936, 4-24 =2198/811, 5-24-21861837, 5-6=1883/809, 6 25=-2187/838, 7-25=-2200/812, 7-8=2819/936, 8-26=-3258/1012, 9-26-33561997 BOT CHORD 2-16= 790/3013, 15.16=791/3010, 15-27=-622/2537, 14-27=622/2537, 13-14=375/1919, 13.28= 626/2437, 12.28=-626/2437, 11-12=796/2912, 9.11=795/2914 WEBS 3.15=-546/ 218, 4-15=-66/504, 4-14=898/358, 5.14=225/750, 6-13=2451714, 7-13=-894/357, 7-12=-65/502. 8-12=547/218,8-11-0/251 NOTES- 1) Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7- 10; Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15fl; B=45H; L=45R; eave=6f1; Cat. 11; Exit B; Encl., GCpi= 0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 3.6-0, Interior(1) 3-" to 21-0-0, Exterior(2) 21-0-0 to 24-0-0, Interior( 1) 30-4-6 to 46-" zone;C-C for members and forces d MWFRS for reactions shown; Lumber DOL-1.60 plate grip DOL=1 60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf 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) Provide mechanical connection ( by others) of truss to bearing plate capable of withstanding 336 lb uplift at joint 2 and 336 lb uplift at joint 9. 7) "Semi - rigid pitchbreaks including heels" Member end laity, model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING - Verify design Par~. and READ NOTES ON TNS AND INCLUDED MITEK REFERENCE PA E MO.7R.7 rev. 10)03,7013 BEFORE USE r1 Design valid for use only with MTekD connectors This design is based only upon parameters shown, and is for an individual buildup component• nol a truss system Before use, the budding designer must verify the applicability of design parameters and property incorporate this design into the overall building design Bracing mclicaled is to prevent buckling of individual truss web and/or Nord members only Additional temporary and permanent bracing rs always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the 1e1prication• storage• delivery• erection and bracing of trusses and truss systems. see ANSIRPII Quality Criteria, DSBd9 and SCSI Building component 6904 Parke Fast Blvd Safety Information available fromTrussPlateInstitute. 218 N Lee Street, Suite 312. Alexandria. VA 22314. Tempe. FL 36610 Job Truss Truss Type Oly Ply Part Sq HrN Madrona A C 2091 Tt2256276 P2091AC A3 HIP 2 1 Md•Flonds Lumber, Barlow, FL. 7 640 s Aug 16 2017 MTelt Industries. Inc Tau Oct 12 15.20.30 2017 Pape 1 ID.WjDyluZDwOr112xygntYl3zgvcy-DduH dg2L0aB7kBJ5vU6zV*Yllrb')9pA'hnJyU7gV 6$5 12.10.3 1I7-0.0 260-0 32.1.13 38-311 45-" 6$5 8 1.131.13 61.73 6-65 -0- Scale = 1,801 4x5 = LOADING (psf) TCLL 20.0 TCDL 100 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 20 SP No.2 SOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 5x5 = Sx6 = 25 2e 19 Z9 3U 15 14 31 13 a s[ as 11 30 = SPACING- 2-" Plate Grip DOL 1.25 Lumber DOL 125 Rep Stress Ina YES Code FBC2014lrP12007 REACTIONS. (lb/size) 9=1860/0-841, 2=1860/0.8-0 Max Horz 2=192(LC 11) Max Uplin9=336(LC 12). 2=336(LC 12) Max Grav 9=1865(LC 18), 2=1860(LC 1) 3xB = 34 MT20HS = 30 3x5 MT20HS = 3x4 = 4xS = CSI. DEFL. in (toe) Vdefl Ud PLATES GRIP TC 1.00 Vert(LL) 0.36 14-16 >999 240 MT20 244/190 BC 0.78 Vert(TL) 0.84 11-13 >646 180 MT20HS 187/143 WB 0.32 Horz(TL) 0.20 9 n/a n/a Matrix-M) Weight: 248 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 6.10.14 oc bracing. WEBS IRow atmidpt 4-14.6-14.7-13 FORCES. ( lb) -Max. Comp /Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-23=3411/1006, 3.23=3338/1027, 3-4=3184/995, 4-24=2399/839, 5.24-2325/859, 5- 25=2098/830, 25.26=2098/830, 6.26=-2098/830, 6.27=2342/859, 7-27=2416/839, 7- 8=3200/995, B-28-3353/1027, 9-28=3427/1006 BOT CHORD 2-16=819/3114, 16-29=-653/2664, 29.30=-653/2664, 15.30=-653/2664, 14-15=-653/2664, 14- 31--451/2136,13.31=-451/2136,12-13=-661/2537,12-32=-661/2537, 32- 33=-661/2537, 11-33=-661/2537, 9-11=428/2984 WEBS 3.16=-331/198, 4.16=-92/543, 4-14=719/306, 5.14=179f728, 6-13=173/804, 7- 13=719/306, 7-11=92/542, 8-11=330/198 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vull=140mph (3-second gust) Vasd=108mph; TCDL-4.2psk BCDL=3.Opsf; h=15ft; B=45ft: L=24ft, eave=6ft; Cat. II; Exp B, Encl., GCpi=0A8; MWFRS (directional) and C-C Exteror(2) -1-0-0 to 2.0.0, Interior(1) 2-" to 19-0 . Exterior(2) 19-0.0 to 30- 2-15, Interior(1) 30.2-15 to 46-" zone;C-C for members and forces d MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL- 1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 6) ' This truss has been designed for a live bad of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 336 lb uplift at joint 9 and 336 Ib 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 AWARNING . VwI1y design Parameters and READ NOTES ON TIOS AND INCLUDED AUTEK REFERENCE PAGE MII.7473 rev. 1003,701 S BEFORE USE. Design valid for use only with N11709 connectors This design Is based only upon parameters shown, and Is for an individual Wilding component, not a truss system Before use. the Watling designer must venty the applicability of design parameters and.property nncorporsle this design into the overall Wilding destgn Brsong indicated is to prevent buckling of individual truss web and/or Nord members only. Additional temporary and permanent bracing is always required Ica stability and to prevent collapse with possible personal nnlury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DS849 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Instrule. 219 N Lee Street. Suite 31Z Alexandria. VA 22314. Tamps, FL 36610 Job Truss Truss Type Oty Ply Park Sq HrW Modrona A C 2091 T12256219 P2091AC M HIP 2 1 ordrronoo Lumoer, uanlxv, rL. 7 W0 s Aup 16 2017 Mnek Industries. Inc Thu Ors 12 15.20.31 2017 Pape 1 ID WjDyiuZDwOAl2xygntYl3zgvcy-hpSlByrg6Ki21umVed7LVkHr4hgG%KZ12pkKrOyU7gU 8-05 11.8.3 17-0-0 22-&0 2&0.0 33-513 38-11.11 4500 4 8.0.5 SS73 SS13 . .0 S&0 SS73 SS73 8.05 Scale =1 *80 B 5x7 = 1.5x4 II Sx7 = 5 27 6 28 7 io or oa 17 10 15 Jn le 13 jb 3o 12 4x5 3x4 = 3x4 = 3x8 = 3x8 MT20HS = 3x4 = 4x5 = 34 MT20HS = 314 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 051 Vert(LL) 0.29 12-13 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.95 Vert(TL) 0.73 12-13 >737 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Ina YES WB 0.79 Horz(TL) 0.24 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight' 262 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-9 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-15 REACTIONS. (lb/size) 10=1860/0-8-0, 2=1860/0.8-0 Max Horz 2-173(LC 10) Max Uplift 10=335(LC 12), 2=-336(LC 12) Max Grav 10=1860(LC 18). 2=1860(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown TOP CHORD 2-25=3434/1028, 3-25=3363/1047. 34=3244/1027, 4-26=25741888, 5-26=-2507/907. 527=2370/907, 6-27=2370/907, 6-28=-2370/907, 7-28=2370/907. 7-29=2507/907, 8-29=2575/888, 8-9=-3245/1026, 9-30=337211051, 10-30=-3441/1032 BOT CHORD 2-18=-842/3123, 18-31=706/2755, 31-32=706/2755, 17.32=706/2755, 16-17=513/2328, 16-33=513/2328, 1533=513/2328, 15-34=521/2254, 14-34=521/2254, 13-14=521/2254. 13-35=715/2627, 35-36=715/2627, 12-36=-71512627, 10.12=-856/3002 WEBS 3.18=-277/170, 4-18=80/454, 4.17=630/281, 5-17=160/712, 5.15-121/420, 6-15=-373/193, 7-15=121/420, 7-13-161/713, 8-13=633/282, 8-12=78/450, 9-12=280/172 NOTES- 1) Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7-10; Vu11=140mph (3-second gust) Vasd=108mph; TCDL-4 2psf: BCDL-3.0psf; h=15f1; B=45R; L-24ft; eave=6h: Cat. II, Exp B; Encl. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-04) to 1740-0, Exterior(2) 17-0-0 to 32.2.15, Intenor(1) 32-2-15 to 46-0.0 zone;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate gnp 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 24)-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 335 Ib uplift at joint 10 and 336 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 0 WARNING • VaMy deslpn paramerera antl READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII.717J rw. tdoJ/JOfs 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 mcorporale this design into the overall DUIWInp tlesr always required Bracingmdrcetetl is to prevent buckling of mdmdwl truss web and/or chord members only. Additional temporarytemporary and permanentbracing filingfor stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSVTPn Quality Criteria, DSB49 and BCSI Building component 6904 Parke East Blvd. SafetyInformationavailablefromTrussPlateInsidute. 218 N Lee Street. Susie 312. Alexandria, VA 22314 Tamps. FL 36610 Job Truss Truss Type Ply Park Sq Hui/ Madrona A C 2091 10ty nus6z2o P2091AC A5 HIP 2 1 Mod-Flonda Lumber. Barlow. FL. 7 640 it Aug 16 2017 MRek Industries, Inc. Thu Oct 12 W28'32 2017 Page 1 ID: WjDyiuZDwOr112xygntYl3zgvcy-9001 P1511dquM 1 LiCKWa2x(iv85W2GrISHTUINtyU7gT 1 7-7-8 22-" 30-0-0 37.2' 2 45-0.0 4 7.7.8 7+8 7.&0 7.10 '2 '2 7•a4 Scale = 1:80.5 Sxe = 1.50 II a. Do 12 5x8 - e 25 26 5 27 28 6 16 15 1431 13 321[ 11 10 34 150 II 30 = 4X8 = 3x8 = axe = 30 = 1.50 II 34 7.7.8 15A0 22-0.0 30-0.0 I 37.2.12 I 45-0.0 1IIi 7.7•B 7+6 7•&0 I 780 7.2.12 7.9.4 Plate Onsets (X.Y)- 12,0-2-9.D•1-81.13 0-3-0.0-341,14:O-".0.2-41.16 0-".D•2-41.17 0-3-0.0-3.4).18:0-2-9.0-1-81 LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.94 Vert(LL) -0.25 13-15 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 085 Vert(TL) -0.65 11-13 >836 180 BCLL 00 ' Rep Stress Ina YES WB 0.57 Holz(TL) 0.24 8 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix-M) Weight. 240 lb FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied. 3.4,6-7: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 6.54 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpl 3-15. 7-11 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 8=1860/0-8-0, 2=1860/0-8-0 Max Horz 2=153(LC 10) Max Uplift8-336(LC 12), 2-335(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-23=3361/1022, 3-23=3265/1047, 324=27341917, 4-24-2629/933. 4-25=2675/993, 25.26-2675/993, 5.26-2675/993, 5-27=2675/993, 27-28=-2675/993, 6-28=2675/993, 6-29=2627/933, 7-29=2730/917, 7-30=-3250/1043, 8-30=3349/1018 BOT CHORD 2-16=-832/2942, 15.16=-833/2940, 14.15--585/2396, 14-31=585/2396, 13.31=585/2396, 13-32-594/2356, 12-32-594/2356, 11-12=594/2356, 10.11=-837/2905, 8.10=836/2907 WEBS 3-16=0/281, 3-15=-647/282, 4-15=-891534, 4-13=171/598. 5-13=511/259, 6.13-172/599, 6-11-92/538, 7-11=-639/279, 7-10=0/281 NOTES- 1) Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7-10; Vu8=140mph (3-second gust) Vasd=108mph, TCDL=4.2pst: BCDL=3.Opsf; h=15ft; B-45ft. L=24ft; eave=6ft; Cat. 11; Exp B; Encl., GCpi=O 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 34-2-15, Interior(1) 34.2-15 to 46-0-0 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 five 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 = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 336 Ib uplift at joint 8 and 335 lb uplift at joint 2. 7) "Semi -rigid prichbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING • Verify design parameters and READ NOTES ON TNS AND INCLUDED MTEK REFERENCE PAGE 01404173 rev IOOMWO15 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 venly the applicability of design parameters and property incorporate this design into the overall budding design Bracing indicated is 10 prevent buckling of individual truss web and/or Nord members only. Additional temporary and permensm bracing is always required for stability and to Prevent collapse with possible personal injury and property damage For general guidance regarding the fabrrwlion, storage, delivery, erec on and bracing of trusses and truss systems, we ANSVTPN Quality Criteria, OS849 and BCSI Building Component 6904 Parke Fast Blvd Safety Information available from Truss Plats Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply Park Sq NrN Madrons A C 2091 T72258221 P2091AC A6 HID 1 1 n.... w„•w , wnvw.. r ow a —V ro xul r Mi i eft irgvaYRe, "r i nu vci lz 1 a'ze7J zvl w rage 1 ID.WjDyluZDwor112xygntYl3zgvq-lCaPcetwexyl Bwum2lpa9M64VsMlCbW7DRwJyU79S 8.9.1 13.0.0 194-9 257.7 32.0-0 362.12 45-0-0 8.9.0 6.2.12 8.4-9 6-2.13 6.4-9 12.12 ki Scale = 179.4 5x8 = SxB = 1.Sx4 II Sxe = 4 27 28 29 S e 30 31 32 7 18 17 4a ib 15 14 74 4/ 12 11 3 = 1.5x4 II 3x4 = 3x4 = US — 3x4 = 1.Sx4 II 3x6 — 3x5 = 3x8 = LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20 0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.27 14-15 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.87 Verl(TL) 0.70 14-15 >768 180 BCLL 0.0 ' Rep Stress Inv YES WB 0.52 Horz(TL) 0.25 9 n/a n/a BCDL 10.0 Code FBC2014frPI2007 Matnx-M) Weight: 248 lb FT = 205A LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1.11.14 oc purlins BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-3-11 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-14 REACTIONS. (lb/size) 9=1860/0-8-0, 2=186010-8-0 Max Horz 2=134(LC 11) Max Uplift9= 336(LC 12), 2=-336(LC 12) FORCES. (lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 2-25=3395/1056, 3.25=3307/1077, 3-26-2884/967, 4.26=2796/983, 4-27=3003/1082, 27-28=- 3003/1082, 28-29=3003/1082, 529=3003/1082, 5-6-3005/1083, 6.30=- 3005/1083, 3D.31--3005/1083, 31-32=3005/1083, 7-32--3005/1083, 7-33= 2796/983, 8.33=-2884/967, 8-34=3307/1076, 9-34=3395/1055 BOT CHORD 2-18=-868/2983, 17-18=-868/2983, 17-35=-658/2543, 16-35=-658/2543, 1576=-658/2543, 15-36=- 80813011, 14-36=808/3011, 13-14=667/2507, 13.37=-667/2507, 12-37= 667/2507, 11-12=-876/2958, 9-11=-876/2958 WEBS 3. 17-527/240, 4-17r-80/444, 4-15=247/821, 5-15-467/215, 6.14=394/209, 7.14=- 249/826,7-12=-80/447,8-12=527/240 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vutt=140mph (3-second gust) Vesd=108mph; TCDL=4.2pst: BCDL=3.Opsf; h=15ft, B=45h; L=24ft; eave=6ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 13-0-0, Exterior(2) 13-0-0 to 36-2- 15, Interior(1) 36-2.15 to 46.0.0 zone,C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1. 60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 Its! 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 I'd between the bottom chord and any other members, with BCDL = I O-Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 336 lb uplift at joint 9 and 336 lb uplift at joint 2 7) "Semi - rigid prtchbreaks including heels" Member end fixity model was used in the analysis and design of this truss Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARN/ NO • Varlly tlaslpn paramafera and READ NOTES ON TrdS AND INCLUDED MITEK REFERENCE PAGE aUF7179 rev. foTJ/2015 BEFORE USE. 7 Design valid for use only with MTekm connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use. the budding designer must vent' the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web sritllor chord members only Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal mlury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety IMomiaaon available from Truss Plate Imadv e, 218 N Lee Street, Susie 312, Alexandria, VA 22314. Tampa. FL 36610 Job Truss Truss Type 0ty Ply Park Sq Hmf Madrons A_C 2091 T122;6 2 P2091AC ASA HIP 1 1 mq-rgrga Wmoer, earlow.M Zv-nip "o r.ae ID "DyiuZDwOr112xygn1Y13zgvcy507oc_tZPF4ccLU4KIY27MvLZvGekfilknz_SlyU79R 8.9.4 13.40 19.4.9 IS7.7 32-0-0 30-2.12 45.0.0 4 8.9.4 B2.12 848 8.2.13 8+9 6-2.12 &94 0 Scale - 179 4 5x7 = 5x5 = 1.50 II 5x7 = 20 19 37 to 17 36 le 13 11 1.5x4 I I 3x4 = 3xe = 3xe =14 15 39 314 = 12 3x5 3x5 — 30 = 3xe = 1.5x4 II LOADING (psf) TCLL 20.0 TCDL 100 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Inv YES Code FBC2014rrP12007 CSI. TC 0.56 BC 0.59 WB 0.96 Matrix-M) DEFL. in (loc) Udell Ud Vert(LL) -0.09 16-17 >999 240 Vert(TL) -0.24 16-17 >999 180 Horz(TL) 0.06 15 IVa n/a PLATES GRIP MT20 244/190 Weight: 248 lb FT - 20% LUMBER- BRACING. TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-15 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-D-0 of bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpi 4-17. 5-16 REACTIONS. All bearings 0.8-0 except Qt=length) 13=11-3-0, 15=0-3-8, 12=0.3-8. lb) - Max Horz 2=134(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 9 except 2=206(LC 12), 13=245(LC 12), 15=141(LC 12) Max Grav All reactions 250 lbor less at loint(s) 12 except 2=1090(LC 21), 13=1444(LC 1), 9=333(LC 22). 15= 855(LC 17) FORCES. ( lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-27=1744/530, 3.27=1663/551, 3-28=1191/423, 4-28-1100/444, 4-29=-752/366, 29- 30=752/366, 30-31=752/366, 5-31-752/366, 7-35=108/697, 8-35=-122/553, 8- 36=4/313, 9.36=-89/270 BOT CHORD 2-20=399/1525, 19-20=399/1525, 19-37-17511041, 18-37=175/1041, 17-18=175/1041, 17- 38=-811763, 16-38=-8lf763, 15-16=582/329, 14-15=582/329, 14-39=582/329, 13- 39=582/329, 12-13=252/108, 11-12=2521108, 9-11=252/108 WEBS 3-20=01254, 3-19=574/257. 4-19=-80/445, 4-17=381/132, 517-741530. 516= 1174/364, 6-16=399/210, 7-16=233/729, 7-13=1144/408, 8-13=546/267 NOTES- 1) Unbalanced roof live loads have been considered for this design 2) Wind. ASIDE 7-10; Vuh=140mph (3-second gust) Vasd=108mph: TCDL-4.2psf; BCDL-3.Opsf; h=15ft; B=45ft; L=24ft, eave=6ft; Cat. 11; Exp B; Encl., 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-" to 36- 2-15, Interior(1) 36-2-15 to 46-0-0 zone:C-C for members and forces 6 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL- 1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will f4 between the bottom chord and any other members, with BCDL = 10 Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9 except (jt=lb) 2=206 13= 245, 15=141 7) " 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 0 WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 11194473 mv. 10003?015 BEFORE USE. Design valid for use only with fill rok* connectors This design is based only upon parameters shown, and is for on 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 burping of individual truss web andfor chord members orgy 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. no ANSVTPIII Ouaety CrltaAa, DS8419 and SCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Insldule. 21e N Lee Street, Suite 312. Alexandria. VA 22314. Tamps. FL 36610 Job Truss Truss Type Oty Ply Pant Sq Hitt/ Madrons A C 2091 712256223ifP2091ACA7HIP11 R Mid -Florida Lumber, Barlow, FL. 7.640 s Aug 16 2017 M.Tek Industries. Inc Thu Oct 12 15.28.36 2017 Page 1 ID"DyiuZDworll2xygnlYl3zgvcy-1nFYFgvpxsLKrieTRAaWCn aBIsICen1C5S5WeyU7gP 59.4 11.0-0 1B•8.9 2637 34-0-0 352-12 45.0-0 4 11.52.12 7$9 7$13 749 S2.12 S94 -6 Scale = 1:79.4 5,9 = 5x7 = 30 = 5)a = 1e 15 33 14 34 13 35 12 11 3xB 1 Sx4 II 5x5 = 3x10 = 5se = 5x5 = 1.5x4 II 34 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 Inv YES BCDL 10.0 Code FSC2014rrP12007 LUMBER - TOP CHORD 20 SP No 2 'Except' 4-5,5-7: 2x4 SP No. 1D BOT CHORD 2x4 SP No 2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1860/0.", 9=1860/0-" Max Horz 2=-115(LC 10) Max Uplift2-336(LC 12), 9=336(LC 12) CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TC 1.00 Vert(LL) 0.30 13-14 >999 240 MT20 244/190 BC 0.96 Vert(TL) 081 13-14 >665 180 WB 0.60 Horz(TL) 0.27 9 n/a n/a Matrix- M) Weight: 238 lb FT - 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 6-14 FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown TOP CHORD 2-23=3408/1083, 3-23-3327/1100, 3-24=-3043/1013, 4-24=-2977/1031, 4- 25=3541/1235, 2526=3541/1235, 26-27-3541/1235, 5.27=-3541/1235, 5- 6=3541/1235, 6-28-3526/1230, 28-29=3526/1230, 29-30=3526/1230, 7- 30=3526/1230, 7-31=2976/1031, 8-31-3043/1014, 8-32=3327/1100, 9- 32=3408/1083 BOT CHORD 2-16=-897/2976, 15 16=-897/2976, 15-33=728/2659, 14-33=728/2659, 14-34=997/3539, 13- 34-99713539, 13-35=737/2659. 12-35=73712659, 11-12-906/2976, 9- 11=-906/2976 WEBS 3.15=367A94, 4-15=61/407, 4-14=361/1182, 5-14=487/255, 6-13=540/258. 7- 13=-356/1170, 7-12=-61/403,8.12--368/194 NOTES- 1) Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=6ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exlerior(2) -1-0-0 to 2-0.0, Intenor(1) 2-0-0 to 11-", Exterior(2) 11-" to 38- 2-15, Interior(1) 38-2-15 to 46-0-0 zone;C-C for members and forces d MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL- 1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcufrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will I' d 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 Ib uplift at joint(s) except (A=lb) 2=336, 9= 336. 7) " Semi -rigid pilchbreaks including heels" Member end fixity model was used in the analysis and design of this truss Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING • Verfly deafly. parameters and READ NOTES ON THIS AND INCLUDED IIOTEK REFERENCE PAGE MI67477 rev. Illib"015 BEFORE USE. Design valid for use only with MReka® 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 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, erecian and bracing of trusses and truss systems, no ANSIRPl1 Quality CMorls. 030-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tamps, FL 36610 Job Truss Truss Type o y Ply Park Sq HrN Modrons A C 2091 T72258224 P2091AC A7A HIP 1 1 MxI-P-rOrloa Wrriber, tlanow, rL 7.12.4 "M 19.9•r 7.10-4 3-1-12 7$9 5x7 = 5x7 = 4 25 2627 5 w My a Pug 'a Nlw Miiax mYYSYiaa. mG. InYV 141D .-4--11., all 7-6- 13 7-8.9 3-1.12 7.10.4 1 Sx4 11 5x7 = 6 2829 30 7 Scale - 1.79.5 30 i 30 3 6 24 31 23 32 d d 9 to 15 33 14 34 13 35 12 11 3x5 1.5x4 11 5x5 = 30 = 5x8 = Sx5 = 1 Sx4 I I 3x5 = 7-10.4 3.1.12 7.10-431.12 99 7-511 IV 7$9 Plate offsets (x.Y)- 12.0-2-10.0.1-81.14:0-5.4.0.2-81.15.0-3-8.0-3-41. n,0.5.4.0.2-81.19:Edge.O-041.1/2,0.2-8.0-3-01.113:0-a-0.0-3-0).115:0.2.8.0.3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udeft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.09 14-15 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 056 Vert(TL) 0.27 14-15 999 180 BCLL 00 ' Rep Stress Inv YES WB 0 67 Horz(TL) 0.05 13 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 238 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-6 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-14, 513, 7-13 REACTIONS. All bearings 0-M except 01-length) 13=0.3-8, 11=0-3-8. lb) - Max Horz 2=115(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 11, 9 except 2=190(1-10 12), 13=328(LC 12) Max Grav All reactions 250 lb or less at joints) except 2=990(LC 21), 13=1893(LC 1). 11=518(LC 22), 9=366(LC 22) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-23=1411/431, 23-24=1309/443, 3.24=1235/456, 3.4=10951436, 4.25=-601/291, 25.26=-601/291, 26-27=-601/291, 5.27=-601/291, 5.6=89/600, 6.28=89/600, 28-29=-89/600, 29.30=89/600, 7-30= 89/600 BOT CHORD 2-16=296/1225, 15-16=296/1225, 1533=-167/986, 14-33=-1671986, 14-34=-49/627, 13-34=49/627 WEBS 3-15=398/207, 4.15-128/483, 4-14-4261153. 574=41/488, 5-13=1476/473, 6.13=-485/255,7-13=-6391235,8-11=391/159 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuhzl40mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL-3.Opsf; h=15ft; B-45ft: L=24ft: eave=6ft, Cat. II; Exp B. End , GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-" to 2-0-0. Intenor(1) 2-" to 11-0-0. Exterior(2) 11-0-0 to 38-2-15, Interior(1) 38-2.15 to 46-0-0 zone;C-C for members and forces d MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fil 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) 11, 9 except (j1=lb) 2=190, 13-328. 7) "Semi -rigid pschbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING • Verify design paamet. and READ NOTES ON THIS AND INCLUDED INTEK REFERENCE PAGE M0.7473 rw. 1"&7015 BEFORE USE. Design valid for use only with MlTeltm connectors This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the budding designer must verity the applicability of design parameters and property incorporate the design into the Oman bud dung design. Bracing indicated is to prevent buckling of individual buss web andlor chord members only.' Addeional temporary and permanenl bracing is always required for siabddy and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. Medan and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSO-49 and BCSI Building Component 6904 Parke East Bled Safety Information available from Truss Plate Instdute. 218 N Lee Street. Suite 312. Alexandria. VA 22314 Tempe. FL 311610 Job Truss Truss Type Oty Ply Park Sit Hmf Madrone A C 2091 T12256225 P2091AC AS NIP 1 1 Mi0-n01`41111 Lumoer, wnow, rL, i.o+u s cup i0 su'r mi rox mousoros, me i nu ua iz r0'za ;tit zur r raps i ID 1N)DytuZDwOr112xygn1Y13zgvcy_9NIfMw3TTb25yorZbd__HC4x5WXZgYLKfPxCbWyU79N 9A0 1S1 14 22.8-0 2!}2.2 3660 a2.12 450-0 0 4.9.4 4-2.12 &9.14 642 66.2 &8.14 b2.12 4.9.1 Scale-1:79.3 5x8 = 30 = Site = 3x4 = US = aDo 12 4 *A Ik 5 e 7 7A 77 8 EE;F,-tAPPPP-- 11. 4p"' o PP- P VAA 4x5 = 19 1s 14 13 12 314 = 5x5 = 3x8 = 5x5 = 30 LININ 4x5 = LOADING (psf) SPACING- 2-" CSI. DEFL. in (hoc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.40 14 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.97 Vert(TL) 1.01 13-14 >537 180 BCLL 00 ' Rep Stress Ina YES WB 0.59 Horz(TL) 0.27 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matra-M) Weight, 232 lb FT - 20% LUMBER- BRACING - TOP CHORD 20 SP No 2 'Except' TOP CHORD Structural wood sheathing directly applied. 4-6,6-8: 2x4 SP No.t BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.1 'Except' 13-15: 2x4 SP No.2 WEBS 20 SP No 3 REACTIONS. (lb/size) 2=1860/0-8-0, 10=1860/0-8-0 Max Horz 2=96(LC 11) Max Uplift2=336(LC 12). 10=336(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-23=3397/1155, 3-23-3320/1169, 3-4=3150/1071, 4-24=3999/1379, 24-25=3999/1379,5.25--3999/1379,5-6=-4403/1491,6.7=-4403/1491,7-26=3999/1378, 26-27=3999/1378, 8-27=3999/1378, 8-9=3150/1071, 9-28=3320/1169, 10-28=-3397/1155 BOT CHORD 2-16-966/2970, 15.16=794/2787, 14-15=1175/4021, 13-14=1183/4021, 12-13--802/2787,10-12--974/2970 WEBS 4-16=37/327, 4-15=486/1532, 5-15=733/309, 574=137/522, 6.14=383/191, 7-14-137/522. 7-13-733/309, 8-13=48611532, 8-12-37/327 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind ASCE 7-10, Vuft=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf, h=1511, 8=45ft, L=24f , eave=6111, 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-" to 9-060, Exterior(2) 9.0-0 to 40-4-11 Interior(1) 40-4-11 to 46-" zone;C-C for members and forces d MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1 60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcur ent 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 (pulb) 2=336, 10=336. 7)'Semi-rigid pilchbreaks including heels" Member end fixity model was used in the analysis and design of this truss d 4 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies QWARNING • Verify design parameters and READ NOTES ON TNIS AND INCLUDED MTEx REFERENCE PAGE 1101II.7473 rev. 1d03?015 BEFORE USE. Design valid for use only with MITek® connectors This design is based only upon parameters shown, and is for an mdrvidual building component, not a truss system. Before use, the building designer must veiny the applicability of design parameters and property incorporate this design into the overall budding design Bracing milicated is to prevent buckling of individual truss web and/or chord members only. Addsi"I temporary and permanent bracing IS always regVrred for Stability and 10 prevent collapse with possible personal injury and property damage For general guidanq regarding thie fabrication, storage, delivery, eredon and bracing of trusses and truss systems. see ANSVTPR Oualby Criteria, DS829 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tamps. FL 36610 Job Truss Truss Type' Qty Ply Park Sq HnV Madrona A C 2091 71225622E P2091AC A9 Hip 1 1 IDWjDyluZDwOrllZxygntYl3zgvq•SMxhthxhEnjw6N2618DgQCBOw?NPwDUu3gl7zyU7gM 3- 9-s 7-0.0 10.f10 13.0.0 17.5-0 21.1G-o 26.3-03o-6.0 34-+-0 38-0-0 +1.2.12 +5.0-00- 039-+ 32.12 3-0-03.0.0 +-5-0 +-5-0 +-SO 4.5-0 3.60 3.2.12 39•+ Scab a 1:79 1 5x5 6. 00 12 30 = 1 5x4 II 3x+ = 5x5 = 3x4 = 1. 5x4 II 3x4 = 5x5 = 20 + 3 44 19 45 46 47 481849 50 51 52 53 77 54 55 56 16 dE = 7xe = 4x6 = xs = . xE = 7xe = +xs = 7- 0-o 13.0.0 21.1Q-0 30-0-0 IIIIPlate Offsets (X.Y)- 14.0-2-8.0-2-41.f8,0-2-8.0-3-01.112:0.2-8.0.2-41,117.0.4-0.0.4-81.119:0-4-0.0-4-81 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Wert Ud PLATES GRIP TCLL 20 0 Plate Gnp DOL 1.25 TC 0.62 Vert(LL) 0.05 18-19 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.49 Vert(TL) 0.13 18-19 999 180 BCLL 0.0 ' Rep Stress Inv NO WS 0.94 Horz(TL) 0.02 14 n/a n/a BCDL 10.0 Code FSC2014frP12007 Matnx-M) Weight. 270 Ili FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5•6-14 oc puffins. 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: 19.20 REACTIONS. All bearings 0-8-0. lb) - Max Horz 2=77(LC 6) Max Uplift All uplift 100 lbor less at joints) except 2=-149(LC 8), 19=-673(LC 8), 17-703(LC 8), 14=178(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 2=578(LC 1), 19=2659(LC 17), 17=2778(LC 18). 14=690( LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3 =8211220, 34=598/174, 4-25=485/169, 5-25=485/169, 5.26=199/926, 6-26= 199/926, 6.27=-200/929, 27-28=200/929, 28-29=200/929, 29-30=200/929. 7-30= 200/929, 7-31=806/228, 31-32=4061228, 8-32=-806/228, 8-33=-806/228, 33-34=- 806/228, 34-35=-806/228, 9-35=806/228, 9-36=219/993, 36-37-219/993, 37-38= 219/993, 10.38=219/993, 10.39-218/991, 39-40=218/991, 40-41=218/991, 1141=218/ 991, 1142=726/225, 12-42=726/225, 12-13=-862/236, 13-14-1078/281 BOT CHORD 2-20=147l723, 19.45=108/275, 45-46=-1081275, 46-47=108/275, 4748=-108/275, 18-48- 108/275, 14-16=196/951 WEBS 3. 20=263/98, 5-20=190/877, 5.19=1295/376, 6.19=425/190, 7-19=1490/448, 7-18= 98/719, 8-18=516/243, 9-18-1041751, 9-17=-1539/465, 10-17=-445/199, 11-17=- 1488/441,11-16=-173/888,13-16=-261/97 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd-108mph: TCD1_=4 2psf, BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=6ft; Cat. It: Exp B; Encl., GCpi=0.16, 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 bads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.40 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 149 Ili uplift at joint 2, 673 lb uplift at joint 19 703 lb uplift at joint 17 and 178 lb uplift at joint 14 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 Continued on oaae 2 0 WARNING • Verify design psameters and READ NOTES ON TN/S AND INCLUDED W TEN REFERENCE PAGE 1101.7477 rev. f0N3l2015 BEFORE USE. 1 Design valid for use onty with MITekm connectors This design is based only upon parameters shown, and is for an individual budding component, nol a truss system. Before use. the budding designer must veiny the apphuDruy of design parameters and properly incorporate this design into the overall DWtlmg design. Bracing indcaded is to prevent Duckling 61 individual truss web and/or chord members only. Additional teinporary, permanent peunent bracingis shays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding Use fabrication, storage, delivery, erection and bracing of trusses and truss systems. no ANSVTPI7 Quality Criteria, DSO-49 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Miller InsldNe, 21E N Lee SVsel, Suds 312. Alexandria. VA 22314. Tamps. FL 36610 Job Truss Truss Type Oty Ply Park So NrN Madmns A C 2091 Tlusezze PM91AC A9 NIP 1 1 mro-rruroa Lumwr, wnvw, rl / O4V S AYQ le Zel l MoieR rneuSlre$. ine Thu Otl 1Z 1b:7a 39 ZQ17 Page Z ID:%MDyIuZDwOr112(ygn1Y132gvcy-SMxhthxhEnjvl6N2616DgOcBOw NNPwDUu3gl7zyU7gM NOTES- 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 185 lb down and 206111 up at 7-0-0. 95 lb down and 105 Ib up at 9-0-12, 95 III down and 105 lb up at 11-0-12, 95 Ib down and 105 Ib up at 13.0-12, 95 lb down and 105 Ib up at 15.0.12, 95111 down and 105 lb up at 17-0-12. 95 lb down and 105 lb up at 19-0-12. 95 lb down and 105 Ib up at 21-0-12, 95 Ib down and 105 Ib up at 22-6-0, 95 Ib down and 105 lb up at 23-114. 95 lb down and 105 lb up at 25-114, 95 Ib down and 105 lb up at 27-114, 95 lb down and 105 lb up at 29-114, 95 lb down and 105 lb up at 31-11.4, 95 lb down and 105 lb up at 33-114, and 95 lb down and 105 lb up at 35-114 and 185 lb down and 206 lb up at 38-0-0 on top chord, and 321 lb down and 95 Ib up at 7-0-0, 66 Ib down at 9-0-12, 66 Ib down at 11-0-12, 66 lb down at 13-0-12, 66 lb down at 15-0-12, 66 Ib down at 17-0-12, 66 Ib down at 19-0.12.66 Ib down at 21-0-12, 66 Ib down at 22-6-0. 66 lb down at 23-114, 66 lb down at 25.114.66 Ib down at 27-114, 66 Ib down at 29-114, 66 lb down at 31-114, 66 lb down at 33.114, and 66 Ib down at 35-11.4, and 321 lb down and 95 lb up at 37-114 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: 1.4-60, 4-12=60, 12-15=60, 2-14 =20 Concentrated Loads (lb) Vert: 4=-138(F) 12=-138(F) 20=321(F) 19=-41(F) 6=95(F) 16=-321(F) 25=-95(F) 26-95(F) 28=-95(F) 30=-95(F) 31=95(F) 32=-95(F) 33=-95(F) 34=95(F) 35=95(F) 36=95(F) 38=-95(F) 40=-95(F) 41=95(F) 42-95(F) 43=41(F) 44= 41(F) 45=-41(F) 46=41(F) 47-41(F) 48=41(F) 49=41(F) 50=41(F) 51-41(F) 52=-41(F) 53=41(F) 54=-41(F) 55=41(F) 56=41(F) QWARN/NO • VMIy design paramafars and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M10.7177 rw. 1d0712015 BEFORE USE. Design valid for use only with MTek® connectors This design is based only upon parameters shown, and is for an Individual budding component, not r a truss system. Before use, the bulkhrV designer must veft the appirceWkly of design parameters and property incorperete this design into the overall budding design Bracing indicated is to prevent buckling ofindividualtrustltrust web and/or chord members only Additional temporary and permanent bracing rs always required for Stability and to prevent collapse with possible personal inlury and property damage. For general guidance regarding the fabrication. Storage. delivery, erec3nin and bracing of trusses and truss systems, eee ANSVTPM Gustily Criteria, DSB-89 and 9CS1 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Sun& 312. Alexandria. VA 22314 Tamps, FL 36610 Job Truss Truss Type oty Ply Park Sq HrN Medicine A_C 2091 T1225fi227IP2D91ACBlMONOHIP1 2 Mid•Flonds Lumber, Banes, FL 7.640 s Aug 16 2017 MITek Industries. Inc. Thu Oct 12 15.20.40 2017 Page 1 ID:WjDyiuZDwOr112xygn1Y13zgvcy wYV341yJ'75rmKGyEgOtSMd9RtKGJSVJd7fOIfPyU7gL 1.0-0 i 1.9.1 i 11.0.0 i 13.4.14 i 170*0i 21.11.2 i 26.4-0 1. 0-0 4.'.a2.12 4.4.14 4.3.2 4.3.2 4-4.14 Scale - 1.47.1 40 = 30 = 10 II 3x4 = 3x1 = 4 18 5 17 6 1e 7 8 13 -- 1z 11 10 9 3x5 = 8x6 = 3x4 = 7x8 = 3x4 = 2x4 i 9.0.0 i 13.4.14 i t7.a.o i 21.11.2 i 2tL1-0 i a0. 0 1-4.11 43-2 43-2 1•11 Plate Offsets (X.YI- 14.0-5-4.0.2-01. 111:0-4-0.0-4-81. 113 D-3-0.0-4-01 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.10 13-15 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.83 Vert(TL) -0.27 13-15 >999 180 BCLL 00 ' Rep Stress Ina NO WB 0.44 Horz(TL) 0.06 9 We n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 351 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-3 oc purtins, 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) 9=1813/D-3.8, 2=2496/0.8-0 Max Horz 2=147(LC 8) Max Uplift9=452(LC 8), 2=-682(LC 8) FORCES. ( lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=4954/1385, 3-4=-4637/1315, 4-16-3774/1065, 5-16=3774/1065, 5-17-2806/749, 6- 17=2806f749, 6.18=-2806r749, 7-18=-28061749, 7-8=1590/408, 8-9=-1768/460 BOT CHORD 2-19=1325/4421, 13-19=1325/4421, 13-20=1217/4153, 12-20=1217/4153, 11- 12=-1065/3774,10-11=408/1590 WEBS 3-13=378/143, 4-13=629/2158, 4-12-540/384, 5.12=334/740, 5-11=1404/458, 7- 11=-495/1762, 7-10=1551/448, 8-10=586/2285 NOTES- 1) 2-ply truss to be connected together with IOd (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at D-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except it noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10, Vutt=140mph (3-second gust) Vasd-108mph; TCDL-4.2psf; BCDL=3.Opsf; h-15ft; B-45ft; L=2411; eave=4h; Cat. 11, Exp B, Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads-. 7) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 452 lb uplift at joint 9 and 682 lb uplift at joint 2 9) " Semi -rigid pilchbreaks 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) 62 Ili down and 78 Ili up at 9-0-0 on top chord, and 659.Ib down and 236 lb up at 7-0-12, and 202 lb down and 81 lb up at 9-0-12. and 1250 lb down and 441 lb up at printed copies of this document are 10-6-8 on bottom chord. The design/selection of Such connection device(s) is the responsibility of others not considered signed and sealed and LOAD CASE(S) Standard the signature must be verified on any electronic copies Continued on Daoe 2 W Q WARNING • Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEN REFERENCE GAGE M147173 rw. f0/O3,7015 BEFORE USE. Design valid for use only with Weirs, connectors This design is based only upon parameters shown, and is for an Individual building component, not e truss system Before use, the budding designer must verity the applicability of design parameterspor tandpropertymcOratsthisdesign into the overall bustling design Bracing indicated is to present buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing is ahvsis ys required forstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the . fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSMIt Gualhy Criteria, DSB49 and BCSI Building Component 69N Parke East Blvd Safety Information available from Truss Pyle Institute. 218 N Lee Street. Sucre 312. Alexandria, VA 22314 Tampa, FL 38610 Job Truss Truss Type Qty Ply Park Sq HnV Madrorq A C 2091 T12256227 P2091AC B1 MONO HIP 1 MO-F Wnea Lumber, Barlow, FL. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4-60, 4-8=60, 2-9=20 Concentrated Loads (lb) Vert: 4=-44(B)13=202(B) 19=-659(131)2D=-1250(B) 7 6a0 a Aug 16 2017 MrTek Industnes. Inc. Thu OCI 12 15'28'40 Z017 Pape Z ID: WjDyiuZDwOrll2xygntYl3zgvcy-wYV341 yJ?5rmKGyEg01SMd9RIKGJSVJdTOlfPyU79L QWARN/NG • Vanity design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PACE 11110.7177 rw 10N3/201 S BEFORE USE. Design valid for US e only with MrTek® connectors This design is based only upon parameters shown, and is for On individual budding component, not a truss system Before use. the building designer must verily the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andfor Chord members ordy 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 ANSVTPH Quality Crher4. DS029 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312, mexandru, VA 22314. Tamps. FL 36610 Job Truss Truss Type City Ply Park Sq HnV Madrons A C 2091 T72256226 P2091AC B2 MONO HIP 1 1 Mrd-Flonda Lumber. Bartow, FL 7 640 s Aug 16 2017 MITek Industrial. VIC Thu Oci 12 15.2e 40 2017 Page 1 IDWjD)nuZDwOnl2xygntYl3zgvcy.wYV34lyJ95nnKGyEgOfSMd9MKKNW8YOd7jOlfpyU7gL 1 • 700 ( 7.0.0 i 900 1- 0-0 7-0-0 I'D axis = 1.Sx4 11 Scale a 1*24 9 1x4 II 3a4 — 34 = 1 7.0.0 7 00 1 & 40 I 2- 0-0Plate Offsets (X.Y)- 12:Edge.0 41. 13'0-5-0.D-2-01 LOADING ( psf) SPACING- 24)-0 CSI. DEFL. in (loc) Ildefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.04 6.9 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.36 Vert(TL) -0.12 6-9 >870 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.24 Horz(TL) 0.01 5 rlla n/a BCDL 10.0 Code FBC2014frP12007 Matnx-M) Weight: 45 lb FT - 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5.6-6 oc purtins, except BOT CHORD 20 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling direly applied or 10.0.0 oc bracing. REACTIONS. ( lb/size) 2=549/0-8-0, 5-679/Mechanical Max Horz 2=119(LC 8) Max Uplift 2=11B(LC 8). 5-191(LC 8) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=464/68 BOT CHORD 2-6=89/322, 5-6=90/341 WEBS 3-6-40/541, 3-5=737/195 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; SCOL-3.Opsf; h=15ff; "5ft; L=24h; eave=4R; Cat. 11, Exp B; Encl., GCpi-O 18; MWFRS (directional); Lumber DOL-1 60 plate gnp DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will f4 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 118 lb uplift at joint 2 and 191 lb uplift at joint 5. 8) •• SemFrigid pdchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 185 lb down and 201 lb up at 7-0-0 on top chord, and 321 lb down and 95 lb up at 7-0-0 on bottom chord The design/selection of such connection device(s) is the responsibility of others 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-3=60, 3-4=60, 5.7-20 Concentrated Loads (lb) . . . Vert: 6=-321(F) 3=138(F) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING • Vert deal n —r h p parameters and READ NOTES ON THIS AND INCLUDED Ialers REFERENCE PAGE Ma•7Q3 rail. building component. BEFORE USE. Design valid row use only coin MTelam conneaors 7hla design Is based only upon parameters Mown, and Is row an Individual builmrp componenf, not a truss system Before use,the building designer must verity the appllcabildy of design parameters and property incorporate this design Info the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web andlor Chord members only. Additional temporary and permanent bracing Taw.1aA Is = ays required for stability and to ptevera collapse with poss101e personal Injury and property damage For general guidance regarding the 1• fabrication. storage, delivery, erection and bracing of trusses and truss systems, ass ANSVTPI1 Quallty Criteria, DSB-09 and SCSI Building Component 6904 Parke East Blvd Solely Information available from Truss Ptste Instdule. 218 N Lee Street. Sule 312. Alexandria. VA 22314 Tamps, FL 36610 Job Truss Truss Type Oty Ply PaA Sit Hmi Madrona A_C 2091 T12258M P2091AC 83 MONO TRUSS t 1 LUmaer, =snow, M. 1 orru a AUQ to zdl7 MiTek industries, mC. "u oa lz 15-ze'41 zvi7 Pepsi IDWjOyluZDwOAl2xygnlYl3zgvcy-Ok2RINzylOzdyOXOEjAhvnodit0snLNgsCryU7gK 1- 0-0 I 4-7-8 I 9.00 —i 1. 0-0 4-7-e 4.4•8 Scab - 1.27 8 3x5 = 3x4 = LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Veri(LL) 0.15 6-9 697 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.69 Vert(TL) 040 6-9 268 180 BCLL 00 ' Rep Stress Incr YES WS 0.16 Horz(TL) 001 5 n/a n/a BCDL 10. 0 Code FBC2014lrP12007 Matnx-M) Weight: 37 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/ size) 4=104/Mechanical, 2=445/0-8-0. 5=222/Mechanical Max Horz 2-144(LC 12) Max Uplift4= 47(LC 12), 2=62(LC 12), 5=43(LC 12) FORCES. (lb) - Max. Comp /Max. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 2-10=363/89, 3-10-283/99 BOT CHORD 2-6=258/301 WEBS 3. 6=341/293 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-7-10 oc purllns. 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=15R, B=451f; L=2411; eave=oft; Cat. II; Exp B; End , GCpi=D.18, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 8-10-4 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 f4 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 4, 62 lb uplift at joint 2 and 43 lb uplift at )pint 5. 6) "Semi - rigid pachbreaks including heels" Member end futily model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING • Vitrify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1111I04473 rev. 1d0312013 BEFORE USE. Design valid for use only with Wake, 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 tncorperate this design into the overall budding design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the is, ," ron, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPIt Quality Criteria, OS849 and SCSI Building Component 6904 Parks East Blvd. Safety Information available from Truss Plats Institute. 218 N. Lee Street. Suits 31Z Alexandria, VA 22314 Tamps, FL 36610 Job Truss Truss Type Oty Ply Park Sq Win A C 2091 T12256230 P2091A1C Be MONO TRUSS 1 M6Flonda Lumber, Banow, FL 7 640 6 Aug 15 2017 MITek InduS AIRS. Inc Thu DO 12 15.20:41 2017 Page 1 ID. WjDyiuZDwOr112xygntYl3zgvcy-Ok2RINzylOzdyOXOEjAhvrievjhh?InLN9sCryu7gK 1 10 4.114 940 14.114 44).12 Scale - 1:29.0 30 = 2x4 II 5 40 = 1 4.11 11 4- l 4.0.12 LOADING ( psf) SPACING- 2-041 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20 0 Plate Grip DOL 125 TC DAD Ven(LL) 0.02 5-6 999 240 MT20 2441190 TCDL 100 Lumber DOL 125 BC 0.43 Ven(TL) 0.04 5.6 999 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.23 Horz(TL) 0.01 5 n/a Na BCDL 10.0 Code FBC2014rrP12007 Matrix-M) Weight: 107 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 20 SP No.3 BOT CHORD REACTIONS. ( lb/size) 2=860/0-8-0, 5=1270/Mechanical Max Horz 2=144(LC 8) Max Uplift 2-212(LC 8), 5-390(LC 8) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1538/371 BOT CHORD 2-6=410/1333, 6.9=410/1333, 5.9"10/1333 WEBS 3-6=338/1215, 3.5-1567/482 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows. 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 20 - 1 row at 0-9-0 oc 2) All loads are considered equally applied to all plies, except it noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10, Vuh=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf: h=15ft: B=45ff; L=2411, eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20 Ops1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will f4 between the bottom chord and any other members 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 212 lb uplift at joint 2 and 390 lb uplift at joint 5. 8) " Semi -rigid pilchbreaks including heels" Member end fixity model was used in the analysis and design of this truss: 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 695 lb down and 248 lb up at 5- 0-12, and 666 lb down and 230 lb up at 7-0-12 on bottom chord. The design/selection o1 such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=l 25, Plate Increase=1.25 Uniform Loads (plf) Vert 2-5=20, 1-4=-60 Concentrated Loads (lb) Vert: 6=-695(B) 9=-666(B) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies QWARN/ NG - Vartly desipn parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE M167473 rev. 10N3r2015 BEFORE USE. Design valid for use only with MTek® connectors This design is based only upon parameters shown, and is for an individual building component, nor a truss system Before use, the building designer must vary the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated is to prevent budding of individual truss web andlor pond members only. Additional temporary and permanent bracing Tial is always required for stability and to prevent collapse with possible personal Injury and property damage. For general quittance regarding the R• fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB419 and BCS1 Building Component 6904 Parke East BM Safety information available from Truss Plane Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa. FL 36610 Job Truss Truss Type Ply Park SitHrN Madrona A C 2091 10ty 712250231 P2091AC B4A SPECIAL 1 1 M*Florlda Lumber. Banow. FL 7 640 S Aug 16 2017 MiTek InduStnes. Inc Thu Oct 12 15.20 42 2017 Page 1 ID: W)DyiuZDwOrll2xygntYl3zgvcy-sxcpVLaWt5UZa6doRhwS2EkG74LcVcwa+vPklyU7gJ o•0 1.00 5.0.0 1.0.0 1.40 44)-0 Scale. 3W- V LOADING (psf) SPACING- 24)-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Inv NO BCDL 100 Code FBC2014lrP12007 LUMBER. TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 Except* 3-6. 2x4 SP No 3 WEBS 2x4 SP No.3 150 11 CSI. DEFL. in (loc) Vdefl Ud TC 0.38 Vert(LL) 0.03 6 999 240 BC 0.21 Vert(TL) 0.07 5-6 850 180 WB 0.00 Horz(TL) 0.09 5 n/a n/a Matrix-M) REACTIONS. (lb/size) 8=743/0.8-0, 4=132/Mechanical, 5=49/Mechanlcal Max Horz 8=90(LC 8) Max Uplift$=-196(LC 8), 4=-62(LC 8) Max Grav 8=743(LC 1), 4-133(LC 13), 5=81(LC 3) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 23 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 54)-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- 1) Wind: ASCE 7-10, VuR=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=1511; B=45ft; L=24R, eave=411; 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 196 lb uplift at joint 8 and 62 Ile uplift at joint 4. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 477 lb down and 171 Ile up at 0-1-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2-60, 2-4=-60, 7-8=20, 5-6=20 Concentrated Loads (lb) Vert: 8= 477 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING • Verify daalpn perimeters end READ NOTES ON This AND INCLUDED MITEx REFERENCE PAGE MIF7473 rev. 10413/2015 BEFORE USE. Design valid IOr use only with MTekB connectors This design is based only upon parameters shown, and is for an Individual budding Componem, not a truss system. Before use, the building designer must venry, the applicability Of design parameters and properly incorporate this design Irmo the overall building design. Bracing indicated is to prevent budding of individual truss web and/or chord members Only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the is fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSVTPIt Quality Criteria. DS949 and BCSI Building Component 6904 Parks East Blvd Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 31Z Alexandria. VA 22314. Tempe. FL 36610 Job Truss Truss Type oty Ply Part Sit HnV Madrons A C 2091 I T1225623t P2091AC BS COMMON t Job Reference (ophonall Mid•Flonds Lumber, Barlow, FL. 7.640 s Aug 16 2017 MTek Industries, Inc Thu Oct 12 1526,42 2017 Page 1 5.3-12 5-0.4 5+0 4x4 = 10 9 e 7 1 5x4 II 30 = 3xe = 1.50 II LOADING (psf) SPACING- 2 0-0 CS'. TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 TCDL 10.0 Lumber DOL 1.25 BC 0.30 BCLL 0.0 ' Rep Stress Incr NO WB 0.30 BCDL 100 Code FBC2014rrP12007 Matrix-M) DEFL. in (loc) Vdefl Lid PLATES GRIP Vert(LL) -0 02 9-10 >999 240 MT20 2441190 Vert(TL) -0.06 9.10 >999 180 Horz(TL) 001 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 REACTIONS. (lb/size) 10=753/0-3.8, 7=715/Mechanical Max Horz 10=85(LC 7) Max Uplift 10=159(LC 8), 7=-172(LC 8) FORCES. (lb) - Max. Comp /Max. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=591/135, 3-11=421/112, 3-4=403/129, 4-5=399/125, 2-10=704/173, 5.7=668/184 BOT CHORD 8.9-123/470 WEBS 3-8-287/121, 2.9=-57/510, 5-8=57/406 Scale = 1.51.2 Weight: 114 lb FT = 20% Structural wood sheathing directly applied or 64)-0 oc purlins, except end verticals. Rigid ceiling directly applied or 1D 0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B> 45ft; L=24ft, eave=oft; Cat. It: Exp B, Encl., GCpt=O 18; MWFRS (directional); Lumber DOL-1.60 plate grip DOL=1 60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf 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 159 lb uplift at joint 10 and 172 lb uplift at joint 7. 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) 112 lb down and 107 lb up at 4-114 on top chord, and 41 lb down at 4-11-4 on bottom chord The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the'face ofthe 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 6-60, 7-10=20 Concentrated Loads (lb) Vert: 11=72(F) 12=29(F) Printed copies of this document are ' not considered signed and sealed and the signature must be verified on any electronic copies QWARNING • Ved deal n r fy p pannueters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MO-7473 rev. fitYes'/20f5 BEFORE USE. Design valid for use only with MiTela® connectors. This design is based only upon parameters shown, and is for an individual buildup component, not a truss system Before use, the building designer must vertly The applicability of design parameters and property incorporate this design into the *"ran building design Bracing indicated is to prevent buckling of individual truss web andfor chord members Only Additional temporary and permanent bracing is aWays required for stability, and 10 prevent collapse with possible personal injury and property damage. For general guidance regarding the NMI fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSVrPI1 Quality criteria, DS849 and BCS1 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314 Tamps, FL 36610 Job Truss Truss Type oty Ply Park Sq Hml Madrone A C 2091 T12256233 P2091AC a6 COMMON 1 1 Mid -Florida Lumber, Benw, FL 7 Bs0 s Aug 16 2017 MRek Industries. Inc Thu Oct 12 15,28*43 2017 Page 1 ID'WIDyiuZDwOr112xygn1Y13zgvcy-K7ABj3 CHODLBkgpLSD9 GnvvXPsLy_3pheyGkyU7gl 53.12 I 10.4.0 I 158-0 68-Oi 5-3-12 5.0.4 5.4-0 tA0 i 40 = 1.5x4 II 3x4 = 3X9 = 1.50 II 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 Ina YES BCDL 10.0 Code FBC2014rrP12007 CSI. DEFL. in (loc) Vdefl Ud TC 0.39 Vert(LL) 002 6-7 999 240 BC 0.26 Vert(TL) 0.06 6-7 999 180 WB 0.25 Horz(TL) 000 6 n/a n/a Matrix- M) LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 20 SP No 2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. ( lb/size) 9=612/0-3-8, 6=686/Mechanical Max Horz 9--82(LC 10) Max Uplif19=91(1-C 12), 6=154(LC 12) FORCES. ( lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 1-10=525/167, 2-10=-444/178, 2-11=-382/179, 3.11-307/196. 3.12=307/199, 12- 13=319/187, 4-13=378/186, 1-9=565/213, 4-6=-639/326 BOT CHORD 7-8=1661427 WEBS 1-8=107/451, 4-7=98/380 Scale - 1512 PLATES GRIP MT20 244/190 Weight: 112 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: VuR=140mph (3-second gust) Vasd-106mph: TCDL-4.2psf; BCDL=3.Opsf; hut 511; B=45ft; L=24ft, eave=oft; Cat. II; Exp B: End., GCpi=0.18; MWFRS (directional) and C-C Exierior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 10-4-0. Exterior(2) to-" to 13- 4-0 zone:C-C for members and forces d MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconwrrent 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 f4 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 10 bearing plate capable of withstanding 91 lb uplift at joint 9 and 154 lb uplift at joint 6. 7) " Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. Panted copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING • VsrMy dsalpn parameters and READ NOTES ON THIS AND INCLUDED MITEIr REFERENCE PAGE 1114II.7173 rw. /000712015BEFORE USE. 6.6-61 Design valid for use only with M1708 connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system Before use, the bulldog designer must verity the applicability of design parameters and property incorporate this design into the overall building design Bracing uMicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is akvays required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSV7PI1 Ouslrty Criteria, DSB•e9 and BCSI Building Component 6904 Parke Earn Blvd. Safety Information available from Truss Plate Insldute, 218 N Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 36610 It Truss Truss Type Oy Ply Park Sit Herd AHerdMadronC 2091 rP2 T12256234 091AC B7 COMMON 2 1 Mr6Flonds Lumber. Barlow. FL., JULIUS 7 640 s Nov 10 2015 MTek Industries. Inc. Fn Oct 13 08.36.57 2017 Page 1 ID: V4DyiuZDwOAl2xygntYl3zgvty-FaSzl rzvH505gFNGYn3pRHy?SIT5M7luK3GXdsyTucK 1- 0 0 5-4-0 10.841 11 B-0 1- 0 0 5.4-0 5-4-0 40 = 3x4 11 3x8 = 30 11 LOADING ( psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 TCDL 10.0 Lumber DOL 1.25 BC 0 34 BCLL 0 0 ' Rep Stress Ina YES WB 0.36 BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Scale - 1:38 2 DEFL. in (loc) Vdefl Ud PLATES GRIP Verl( LL) 002 7-8 >999 240 MT20 244/190 Vert( TL) -0.02 7-8 >999 180 HOrz( TL) 000 7 n/a n/a Weight: 73 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) 8-841/6-8-0, 7-63/0-3-8, 9=63/0-3-8 Max Horz 8=61(LC 11) Max Uplift 8=247(LC 12). 7=-66(LC 21). 9=63(LC 22) Max Grav 8=841(LC 1), 7=189(LC 22), 9=186(LC 21) FORCES. ( Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-12--84/285, 3.13-85/285 WEBS 3-8=502/261, 2-8=254/212. 4-8=255/213 Structural wood sheathing directly applied or 1D-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, Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf: BCDL=3.Opsf; h=15R; B= 45ft; L=24R, eave=4f , Cat. II, Exit B; Encl.. GCpi=0.18; MWFRS (directional) and C-C Exlerior(2) -1.0.0 to 2-", Interior(1) 2-0.0 to 5-4-0. Extenor(2) 5-" to 8. 4-0 zone:C-C for members and forces d MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL-1.60 3) This truss has been designed for a 10.D psf bottom chord live load nonconwrreni 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 247 lb uplift at joint 8, 66111 uplift at joint 7 and 63 Ib uplift at joint 9. 6) " Semi -rigid prlchbreaks 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 D WARNING - Verify Only with Wake, era and READ NOTES is rise AND INCLUDED MlTEK REFERENCE PAGE MLL7Q3 rev. building component, BEFORE USE. 1 Design valid for cos ony with MTek®connectors. This design is Dosed only upon tluametere shown, and u br an individual Dulltlmp component, not s truss system Before use, the building designer must vent' the applicability of design parameters and property incorporate this design into the overall buatlmp tl&aipn. Breimp irMiratatl is to prevent DucWmp of individual Was web and/or Uiortl members only. Additional temporary and permanent bracing is shrays required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage, deDvery, erection and bracing of trusses and truss systems. see ANSVTPI1 Quality CrifeAs, OS849 and BCSI Building Component 6901 Parke East Blvd Safety Information available from Truss Plate Inslauie. 218 N Lee Street. Suite 312. Alsxandne, VA 22314. Tamps, FL 36610 Job Truss Truss Type Oty Ply Park Sq Hmr Madmne A C 2091 T72256235 P2091AC Be HIP 1 1 MU-Flonds Lumber. Bartow, FL 7.040 s Aug 10 2017 kLTek Industries. InC Thu OG 12 15 28.M 2017 Page 1 ID: WjDyluZDwOnl2xygntYl3zgvgoJkZWP?g2JLBp1F?rrkOxTK3NxcP4LgD1 LOWOAyU7gH 11.7.0 0-0 I• d last .-tta oad 4a-0 0-Y 1.0.0 4x5 = 4x5 = t— 3 4 3x4 II 3x4 = 3x4 II LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 TCDL 10.0 Lumber DOL 1.25 BC 0.88 BCLL 0.0 ' Rep Stress Ina YES WB 0.21 BCDL 10.0 Code FBC2014/TP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 11=480/0.3-8, 8=480/0.3-8 Max Horz 11-57(LC 11) Max Uplift 11=108(LC 12). 8=-108(LC 12) Max Grav, 11=502(LC 21). 8=502(LC 22) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-10=308/125, 4-9=308/125 3x4 = DEFL. in (loc) Well Ud PLATES GRIP Vert(LL) -0.07 10 >999 240 MT20 244/190 Vert(TL) -0.13 9.10 >511 180 Horz(TL) -0.00 8 n/a n/a Scale - 1:37 9 Weight: 80 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL-3 Opsf; h-15ft; B-4511; L-2411; eave=oft; Cat. II, Exp B; End., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 4)-11-8 to 240.8, Intenor(1) 2-0-8 to 5-0-0, Exterior(2) 5-0-0 to 5-8-0, Interior(1) 9-10-15 to 11-7-8 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 108 lb uplift at joint 11 and 108 lb uplift at joint 8. 7) "Semi -rigid prlehbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARNING - Verily design parameters and READ NOTES ON TIOS AND INCLUDED MITEK REFERENCE PAGE MII.7473 ren,. 10+03?015 BEFORE USE. Design valid for use Only with MTSIa® connectors This design is based only upon parameters shown, and is for an xldwidual buildup comporiem, not a truss system Before use. "buIlding designer must verity the apple baldly of design parameters and property incorporate this design into the *well bu:ding design Breciilg mdicaled rs to prevent buckling of mdmdual 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, deiwery. erection and bracing of trusses and truss systems, see ANS11 Win Quality Criteria. DSBa9 and BCSI Building Component 6904 Parke East Blvd. Salary Information evadable from Truss Plate Institute. 218 N Lee Street. Suite 312. Alexandra, VA 22314 Tamps, FL 36810 Job Truss Truss Type Ply Park Sq HM Madrona A C 2091 10ty T12256236 P2091AC B9 HIP 1 1Job Ref MId-FklrlOa Lumber, Banow, FL. r Wu s Aug le Nl/ MIieF meuaaRi. nK 1nu VP i[ 1.00 -Nl / rap0 i ID W4DyiuZDwOrll2xygntY13zgvcyoJkZwP7g2JLBptF?vrkOXTK5cxmk4MxD1L0WbAyU7gH I .,-o o 7-7-6 I 10.7.0 i ++ 'IDao2.1+•a 4-e•o 2.11-e 1ao 4xe = 40 = 600 12 3 11 12 13 14 4 0Nd sit: tsar Scale: 31e-=,• LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) Wen Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.05 8-9 999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.22 Vert(TL) 0.04 8-9 999 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.14 Horz(TL) 0.00 7 n/a n/a BCDL 10.0 Code FBC2014rrP12007 Matnx-M) Weight: 81 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) 10-52610-3-8, 7-526/0.3-8 Max Horz 10=38(LC 6) Max Uplift 10=438(LC 8). 7-438(LC 8) Max Grav 10=526(LC 17), 7=526(LC 18) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-3=276/305, 3.11=210/288, 11-12=210/288, 12-13=210/288, 13.14=210/288, 4-14=210/288, 4-5=275/305, 2-10=5061468, 5 7=-505/468 WEBS 2-9=352/329, 5-8=352/328 Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7-10: Vuft=140mph (3-second gust) Vasd-108mph; TCDL=4.2psf; BCDL=3.0psf; h=15ft; 8=45ft; L=24ft; eave=oft; Cat. II; Exp B; Encl., GCpi=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 ps1 bottom chord live load nonconwrteni with any other Iroe loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 438 lb uplift at joint 10 and 438 lb uplift at joint 7. 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) 61 lb down and 115 lb up at 3-0-0, 5 lb down and 41 lb up at 5 12, and 5 lb down and 41 lb up at 5-7-4, and 61 lb down and 115 lb up at 7-8-0 on top chord, and 39 lb down and 216 lb up at 3-". 15 lb down and 93 lb up at 5-0-12, and 15 lb down and 93 lb up at 5-7-4, and 39 lb down and 216 lb up at 7.7-4 on bottom chord. The design/selection o1 such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face o1 the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert. 1-2=60, 2-3=-60, 3-4=-60, 4-5=-W, 5-6-60. 7-10=20 Printed copies of this document areConcentratedLoads (lb) not considered signed and sealed andVert.ert.3=14(F) 4=14(F) 9=18(F) 8=-18(F) 12=5(F) 13=5(F) 15=-8(F) 16=-8(F) g the signature must be verified on any electronic copies 0 WARNING • Vortly design parameters end READ NOTES ON Inds AND INCLUDED WTEN REFERENCE PAGE Mtl-7473 rev. 10,9"015 BEFORE USE. Design valid for use only with MITekB Connectors This design is based only upon parameters shown• and a for on indwr0usl building component• not a truss system Before use. the building designer must verify the applicability of design parameters and properly tncorporale this design onto the merell budding design Bracing indicated is to prevent buckling of mdmtlusl truss web andlor cord 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 No fabrication, storage. deiwery, erection and bracing of trusses and toss systems, see ANSVTPII Quality Crltarta, DSB49 and SCSI Building Component 6904 Parke East Blvd Safety InlOrmadon available from Truss Plate Insmute, 218 N Lee Street, Suite 312. Alexantlne. VA 22314. Tamps. FL 36610 Job Truss Truss Type City Ply Park Sq Hint A/ MacroC 2091 712256237 P2091AC C.11 JACK 10 1 Mrd• Flonda Lumber, Barlow. FL 7.640 It Aug 16 2017 MrTek Industries, Inc. Thu Oct 12 15'26'45 2017 Page 1 ID WjDyruZDwOr112xygntYl3zgvcy-GWly710SpdT201gBTZFd3hsKTL9GprLMG?73LcyU7gG l • 14)-0 i t• 1-0 1- 0-0 1.60 Sale - 1.7 1 2x4 = G. o LOADING ( psi) SPACING- 2-0.0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) -0.00 7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1,25 BC 0.01 Vert(rL) -0.00 7 >999 180 BCLL 0.0 ' Rep Stress Inv YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix-M) Weight: 51b FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0.0 oc purilns. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ( lb/size) 3=11/Mechanical, 2=12410.8-0, 4-3/Mechanical Max Horz 2=35(LC 12) Max Uplift3=3(LC 9), 2=51(LC 12) Max Grav 3=12(LC 17), 2=124(LC 1). 4=12(LC 3) FORCES. ( Ib) - 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. II, Exp S; Encl., GCpi=0.18: MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces d MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 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 f4 between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3 Ib uplift at joint 3 and 51 lb uplift at joint 2. 6) " Semirigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING • Verify design parameters and READ NOTES ON TlOS AND INCLUDED 110TEK REFERENCE PAGE Mll•7473 rev. 1003r2015 BEFORE USE. Design valid for use only with MiTak® connectors This design is based only upon parameters shown, and Is for an individual budding component, not a Wes system. Before use. the budding designer must vent' the applicabrby of design parameters and properly incorporate this design into the overall building design Bracing initiated is to prevent buckling of individualtruss web and/or chord members only. Additional temporary and permanent bracing is skways required for stability and to prevent collapse with possible personal injury and properly damage For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSVTPII Quality CMeria, OS849 and SCSI Building Component 690s Parke East Blvd. Safety Information available from Truss Plate InsldNe. 215 N Lee Street, Suite 312. Alexandria. VA 22314. Tampe, FL 36610 Job Truss Truss Type Park Sit Hnv Madrona A C 2091 10ty JPly T1zzs6z3e P2091AC CJ1A LACK 1 1 Mod -Fiords Lumber, Bartow, FL. 7 640 s Aug 16 2017 MiTek Industries. Inc Thu Od 12 15.28'45 2017 Page 1 ID: WlDynuZDwOnl2xygntYl3zgvcy-GWIy710SpdT201 gBTZFd3hsJCL9nprLMG?73LiyU7gG 1.0-0 411-0 1.).0 G.".6 Scale = 1:11.6 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 0.04 BCLL 0.0 ' Rep Stress Ina YES WB 0 00 BCDL 10.0 Code FBC2014/rP12007 Matrix-M) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=150/0.7-8. 3=17/Mechanical, 4=1/Mechanical Max Horz 5.35(LC 12) Max Uplift 5=36(LC 12). 3=-17(LC 1), 4=13(LC 12) Max Grav 5=150(LC 1), 3=2(LC 13). 4=12(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 5 11.50 II DEFL. in (hoc) Vdefl Ud PLATES GRIP Vert(LL) 000 5 >999 240 MT20 244/190 Vert('TL) 0.00 5 >999 180 Horz(TL) -0 00 3 n/a n/a Weight: 6 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1.0.0 oc purlins, except end verticals. - BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing NOTES- 1) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph: TCDL=4.2psf: BCDL=3.Opsf; h=15R; B=45ft; L=2411; eave=oft; Cat II; Exp B; End , 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 bad of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 1d between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 36 lb uplift at joint 5, 17 lb uplift at joint 3 and 13 lb uplift at joint 4. 6) "Semirigid pilchbreaks including heels" Member end (-lily 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 QWARNING • Verify daalpn parameters and READ NOTES ON TI05 AND INCLUDED MITEK REFERENCE PAGE Md•7472 M. 10,03r2015 BEFORE USE. wo-i& Design valid for use only with MrT00 Connectors This design is based only upon paternalism shown, and is for an individual budding component, not i a truss system. Before use, the building designer must vainly the applicability of design parameters and property incorporate this design into the overall budding design Bracing indicated is to prevent buckling of individual truss web and/or lord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal mpiry and property damage For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPll Quality Criteria. OSS49 and SCSI Building Component 690s Parke East Blvd Safety Information avedable from Truss Plats Instate. 218 N. Les Street. Suits 312. Alexandra. VA 22314. Tamps, FL 36610 Job Truss Truss Type Oty Ply Park Sq Hm/ Msd/ona A C 2091 T12258239 P2091AC CJ1B JACK 1 1 Mid-Flonds Lumber. Banow, FL. 1-0.0 0.11.8 1b0 011 8 e 00 12 7 6406 Aug 16 2017 MTek Industries. Inc. Thu Oct 12 15,26v62017 Page 1 ID WjDyiuZDwOr112xygntYl3zgvcy-ItsKL514axbv2BP01GmscuPROkT7YIbWVftdl3yU7gF Scale = 1:22.2 5 4 3.4 II i 1.60 I 1 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 100 Lumber DOL 1.25 BC 0.16 Vert(TL) 0.00 5 >999 180 BCLL 0.0 Rep Stress Inv YES WB 0.00 Horz(rL) 0.04 3 Ma We BCDL 100 Code FBC2014lrP12007 Matrix-M) Weight: 9 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No 2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puffins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=150/0.3.8, 3=22/Mechanical, 4=3/Mechanical Max Horz 5=35(LC 12) Max Uplift3=42(LC 12), 4=-61(LC 12) Max Grav 5=150(LC 1), 3=5(LC 10). 4=17(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind. ASCE 7-10; VuM=140mph (3-second gust) Vasd=108mph. TCDL=4 2psf, BCDL=3.0ps1; h=15ft; B=45ft, L=24ft; eave=oft; Cat II; Exp B; Encl. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces d MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1 60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will I'd between the bottom chord and any other members 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 42 Ile uplift at joint 3 and 61 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING - verify design pmmeiers and READ NOTES ON TINS AND INCLUDED MITEK REFERENCE PAGE AIW7473 rw. 10100"015 BEFORE USE. Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and is for an uMividual 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 buildup design Bracing indicated is to prevent buckling of individual truss web and/or chord members Only Addaional temporary and permanent bracing is always required for slabday and to prevent collapse with possible personal injury and property damage For general quidance regarding the fabrication, storage. delivery. erection and bracing of trusses and truss systems, see ANSVTPH Quality Criteria, DSO-89 and BCSI Building Component 6904 Parke Fast Blvd Safety Intonation available from Tens Plate InstaNe, 210 N Lee Street, Suds 312, Alexandra. VA 22314 Tamps, FL 36610 Job Truss Truss Type Oty Ply Park Sp Hrlll Madrons A C 2091 n22se24oIP2091ACCiteJACK41 Mid-FbMa Lumber. Barlow. FL 7 640 s Aug 10 2017 MTek Industries. Inc. Thu Otl 12 IS 20 46 2017 Page 1 ID WjDyruZDwOril2xygntYl3zgvcy-IIsKL514axbv2BPOIGmscuPOSkTgYlbWVfldl3yU7gF 1-0-0 0 t 1-0-0 a,1-0 6.00 12 Scale a 1*24 6 4 30 II LOADING (psf) SPACING- 2-" CS1. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Verl(LL) 000 5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.19 Vert(TL) 0.00 5 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0 00 Horz(TL) 0 06 3 n/a n/a BCDL 100 Code FBC2014/TPI2007 Matrix-M) Weight: 10 lb FT - 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1. )-0 oc puffins, except BOT CHORD 20 SP No 2 end verticals. WEBS 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-06-0 oc bracing. REACTIONS. (lb/size) 5=150/0-7-8, 3=22/Mechanical, 4=4/Mechanical Max Horz 5.35(LC 12) Max UDIift3=-53(LC 12), 4=72(LC 12) Max Grev5=150(LC 1).3=7(LC 10).4-19(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; VUM=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.OpSF h=1511; B=4511; L=2411; eave=4R; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces d MWFRS for reactions shown; Lumber DOL-1.60 plate grip DOL-1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 53 lb uplift at joint 3 and 72 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARNING - Voly design parameters and READ NOTES ON THIS AND INCLUDED WTEN REFERENCE PAGE MIP7473 rev. 10103,7015 BEFORE USE. Design valid for use only with MlTelt® connectors This design is based only upon parameters shown• and is for an individual buildup component, not a truss system. Before use, the building designer must vent' the applicability of design parameters and properly incorporate Uus design into the overall is building design Bracing indicated is to prevent buMmg of individual truss web sndror cirord members only. AddM1ronal temporary and permanent braung howrsalwaysrequiredforsfsbdsyand10preventcollapsewithpossiblepersonalinjuryandproperlydamageForgeneralguidanceregardingtheh 1. fabrication. storage, delivery• eraaan and bracing of trusses and truss systems, see ANSVrPl1 Quality Cr terle, DS849 and SCSI Building Component 6904 Parke Fain Blvd Safety Information available from Truss Plate Insubae, 210 N. Lee Sir". Sad& 312, Alexandria. VA 22314. Tampa, FL 36610 Job Truss Truss Type oty Ply Park Sq FUN MaAdrona C2091T12256241 P2091AC C,13 JACK 10 1 Lumber. Banow,FL. 7.640 a Aug 16 2017 MTak Industries. InC Thu Oct 12 15:28.47 2017 Page 1 IDWlDyiuZDwOrlt2xygntYl3zgvcy- DuOiYRliLEjmgl ea_H596ygv8ryHlrfkJcAPvyU79E 160 I 3.0.0 i i 1.00 3.0.0 214 = n d Scale - 1: 12.3 3-0- 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20. 0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) -0.00 4.7 >9W 240 MT20 244/190 TCDL 10. 0 Lumber DOL 1.25 BC 0.06 Verl(TL) -0.01 4-7 >999 180 BCLL 0. 0 ' Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 2 n/a Na BCDL 10. 0 Code FBC2014frP12007 Matnx-M) Weight: 11 Ili FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing REACTIONS. (lb/ size) 3=63/Mechanical, 2=198/0-8 , 4=29/Mechaniwl Max Horz 2=61(LC 12) Max Uplift3=- 25(LC 12). 2=50(LC 12) Max Grav3- 63(LC 1). 2=198(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; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf: h=15ft: B=4511; L=24f; eave=411; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1.0-0 to2-0-0. Interior(1) 2-0-0 to 2-10-4 zone;C-C for members and forces & MWFRS for reactions shown: Lumber DOL-1.60 plate gnp DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live bad of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 25 lb uplift at joint 3 and 50 lb uplift at joint 2 6) " Semi - rigid pilchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARMNG - VarNy dsalpn parameters and READ NOTES ON THIS AND INCLUDED MTEl1 REFERENCE PAGE MI47473 rev. 109=015 BEFORE USE. Design valid for use only with Wake, connectors This design is bated only upon Paramelers shown, and is for an individual budding Component, nor a truss system. Before use, the budtluip designer must venfy the applicability of design parameters and property inCorporale this design into the overall budding If sign Bracing indicated is to prevent buckling of Individual Inns web andfor chord members only. Additional temporary and permanent bracinglow is alwaysrequiredforstabilay, and to prevent collapse with possible personal injury and property damage For general guidance regarding the fa br , ion, storage. delivery, erection and bracing of trusses end truss systems, see ANSVTPII Quality Criteria. DSB29 and SCSI Building Component 8904 Parke East BIM Safety Irdomiation available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alenandris. VA 22314 Tempe. FL 36610 Job Truss Truss Type Oty Ply Park Sq Miry AMadrons C 2091 T12256242 P2091AC CJ3A SPECIAL 1 1 mxrriwrw wmwr, wnw+, r, nug r.ys ID WjDyiuZDwOril2xygntYl3zgvcy-Du0YR11LEjmgl aa_H596yfeBgxHlrfkJWPVyU7gE t-0.0 1-0-0 2.0.0 Scale - 1.27.1 r1 4 6 Sx4 II 0.0 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 100 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Ina YES Code FBC2014/TPI2007 CSI. TC 015 BC 012 WB 0.00 Matrix-M) DEFL. in (loc) Udell L/d Vert(LL) 0.01 7 >999 240 Vert(TL) -0.01 6 >999 180 Horz(TL) -0.01 4 n/a n/a PLATES GRIP MT20 244/190 Weight: 17 Ile FT = 2096 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purtins, except BOT CHORD 20 SP No.2 *Except* end verticals 3-6: 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 8=192/0-8-0, 4=71/Mechanical, 5=23/Mechanical Max Horz 8=62(LC 12) Max Uplifl8=-37(LC 12), 4=38(LC 12) Max Grav 8=192(LC 1), 4-74(LC 17), 5.40(LC 3) FORCES. (lb) - Max Comp /Max Ten. - All forces 250 (Ib) or less except when shown NOTES- 1) Wind ASCE 7-10; VuR=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=1511; 8=4511; L=24R; eave=4f1; Cat. II; Exp S; End., GCpi=O.18, MWFRS (directional) and C-C Extenor(2) -1-0-0 to 2-0.0. Interior(1) 2-0-0 to 2-10-4 zone:C-C for members and forces d MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrerlt 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 37 Ib uplift at joint 8 and 38 Ile uplift at joint 4 6) "Semi -rigid pdchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this'document are not considered signed and sealed and the signature must be verified on any electronic copies wwwd AWARNING - Verily daslgn parameters and READ NOTES ON TNrS AND INCLUDED ABTEN REFERENCE PAGE MO.7472 rev. f0 MOI S BEFORE USE. Design valid for use only with MRekO connectors. This design is based only upon parameters shown, and is for an individual building component. not a truss system. Before use, The budding designer must vent' the applicability of design parameters and property incorporate this design into the overall budduq design. Bracing indicated is to prevent buckling of individual truss web andfor chord inerrlberE 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. Ise ANSVTPII Quality Criteria. OS049 and SCSI Building Component 6904 Parke East Blvd. Safety IMormatlon available from Truss Plate Institute. 218 N Lee Street, Suds 312, Alexandria, VA 22314. Tempe, FL 36610 Job Truss Truss Type Ply Park Sq Hm/ Medicine A C 2091 10ty T1zzs6z43 P2091AC CJ3B JACK 1 Mrd-Flontla Lumber, Banow, FL 7 640 s Aug 16 2017 MiTek Industries, Inc. Thu Oct 12 15 20'48 2017 Pape 1 ID:WtDyiuZDwOr112xygntYl3zgvcy-h5 4mm2L6YrdHVZmShoNhJUrNY9mOCCoyzMlxxyU7gD 1.40 111.8 tA0 2-11-B Scale = 1,27.1 LOADING (pst) 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 aanr 4d 6 314 = 4 150 I I CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TC 0.09 Vert(LL) -0.00 5-6 999 240 MT20 244/190 BC 0 08 Vert(TL) -0.01 5-6 999 180 WS 0.06 Horz(TL) -0.00 3 n/a n/a Matrix-M) Weight: 21111 FT = 20% LUMBER. BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 20 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 6=191/0-3-8, 3=65/Mechanical, 4-28/Mechanical Max Horz 6=61(LC 12) Max UpIA13-24(LC 12). 4=58(LC 12) Max Grav6=191(LC 1). 3=65(LC 1), 4=55(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 3-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph; TCOL=4.2psf; BCDL-3.Opsf; h-15ft; 8=4511; L=24111; eave=oft; Cat. 11; Exp B, Encl., GCpi-0.18; MWFRS (directional) and C-C Exterror(2)-0-11-8 to 2-", Interior(1) 2-0-8 to 2-10-4 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 nonconcurrerlt 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 I'd between the bottom chord and any other members 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 24 lb uplift at joint 3 and 58 lb uplift at joint 4. 6) "Semi -rigid phchbreaks including heels' Member end fixity model was used in the analysis and design of this truss Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies A WARNING • VNVy design Peremef. end READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE WO.7473 rev. 10 03,7015 BEFORE USE. Design valid for use only with MRelt® connectors This design Is based only upon parameters shown, and is for an individual budding component, not a truss system. Before use. the building designer must vent' the applicability of design parameters and property incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional ternporary and Permanent bracing is always required for stability and to prevent collapse with possible personal injury, and property damage For general guidance regarding the go fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSVTPIl Quality Criteria, OSS49 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2111 N. Lee Street. Suite 312. Alexandns. VA 22314 Tamps. FL 36610 Job Truss Truss Type Oty Ply Park Sit Mid/ Mad/dna A C 2091 T12255244 P2091AC cis JACK 10 1all Mid-Florids Lumber, Barlow. FL 7 640 a Aug 16 2017 MRek Industries, Inc Thu Oct 12 15 26 48 2017 Page 1 ID W)DyiuZDwOr112xygntYl3zgvcy-h5 4mm2L6YrdHVZmBhoKhJUp2Y8K005oyzMlxxyU7gD t00 5-0-0 t 00 540 2x4 = 0 Scale = 1:18.7 Plate Offsets (X.Y)— 12:0.4-0.0-D-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdeft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.24 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 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purtins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=110/Mechanical, 2=295/0 &0, 4-45/Mechanical Max Horz 2=89(LC 12) Max Uplift3= 46(LC 12), 2=60(LC 12) Max Grav 3=110(LC 1), 2=295(LC 1), 4-76(LC 3) FORCES. (Ib) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10, Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft, 8=45ft, L=24ft; eave=4ft, Cat II; Exp B; Encl., GCpi=O 18, MWFRS (directional) and C-C Exterior(2) -1-M to 2-0-0, Interior(1) 2-" to 4-10-4 zone,C-C for members and forces d MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcur ent 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 46 lb uplift at joint 3 and 60 lb uplift at joint 2. 6) 'Semi -rigid pilchbreaks 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 WARN/NO • Vert deal n _ w Q ry p paametas dine READ NOTES ON TMS AND INCLUDED aOTEK REFERENCE PAGE a01.7Q3 rev. /ra07/20/5 BEFORE USE. Design valid for use only with Wake, connectors. This design is based only upon parameters shown, and is for an individual budding component• not a truss "am. Before use. the budding designer must verily the applicability of design parameters and property incorporate this design into the overall buddmp design. Bracing indicated ins to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ins always required for atabddy and to prevent collapse with possible personal injury and propene damage For general guidance regarding the Wa 1a1vicalion, Storage. delivery• erection and bracing of trusses and truss systems, ass ANSVTPIt Duality Criteria. OSB49 and BCSI Building Component 69M Parke Fast Blvd. Safety Information available from Truss Plate InsldNe. 218 N. Lee Street. Suite 312. Alexandra, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park SitMedicineHnV Medicine AC 2091 T12256245 PM91AC of HIP 1 1 Mel-Fbraa Lumber, Barlow, FL 7.640 s Aug 16 2017 Wait Industries. Inc. Thu Oct 12 15:28:49 2017 Page 1 ID WIDyiUZDwOril2xygntYl3zgvcy-9HXSz63ztszUvf8ziPJZEX1r2yL6k'JyBd5HUOyU79C 1 fro 3lH 7-0.0 12-" t5612 19-s-0 1-0.0 39.1 3•2.12 5.4.0 32.1Z 3-9&4 cite - 1.35.6 4x5 = 4x8 = 3x5 = 3x6 = Sx5 = 3x5 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 TCDL 10.0 Lumber DOL 1.25 BC 0.72 BCLL 0.0 ' Rep Stress Ina NO WB 0.23 BCDL 10.0 Code FBC2014/TP12007 Matnx-M) LUMBER - TOP CHORD 2x4 SP No.2 'Except' 4-5, 20 SP No 1 BOT CHORD 2x4 SP No.2 WEBS 20 SP No 3 REACTIONS. (lb/Size) 2=1426/0-8-0, 7=1431/0-8-0 Max Horz 2=-77(LC 6) Max Uplift2=367(LC 8), 7-368(LC 8) DEFL. in (loc) Well Ud PLATES GRIP Vert(LL) -0.09 9-10 >999 240 MT20 244/190 Verl(TL) -0 25 9-10 >934 180 Horz(TL) 0.08 7 We We Weight: 93 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-1 oc purlins BOT CHORD Rigid ceiling directly applied or B-0-12 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3-2545/669, 3-4=2386/650, 4-17`2137/608, 17-18=2137/608, 5.18-2137/608, 2399/653, 6-7=2556/670 BOT CHORD 2.10=536/2218, 10.19=-489/2127, 19.20=-489/2127, 9-20=489/2127, 7-9=537/2228 WEBS 4.10=40/608, 5.9=-42/605 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10: Vuh-140mph (3-second gust) Vasd-108mph; TCDL-4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=2411, eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate gnp DOL-1 60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 6) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 367 lb uplift at joint 2 and 368 lb uplift at joint 7. 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) 185 lb down and 201 lb up at 7-0-0, 95 lb down and 105 lb up at 9-0-12, and 95 lb down and 105 lb up at 10.3.4, and 185 lb down and 201 lb up at 124-0 on top chord, and 321 lb down and 95 lb up at 7-0-0, 66 lb down at 9-0-12. and 66 lb down at 1D-34, and 321 lb down and 95 lb up at 12-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 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 Increases l 25 Uniform Loads (pit) Vert: 14-60, 4-5=-60, 5.8=60, 11-14-20 Concentrated Loads (lb) Vert 4=138(F) 5=138(F) 9=321(F) 10=321(F) 17=-95(F) 18-95(F) 19=41(F) 20=41(F) 1 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING • Verily design paremafers and READ NOTES ON TNIS AND INCLUDED WTEK REFERENCE PAGE 1110.74173 rev. 1010"016 BEFORE USE. Design vehd for use only with MTeIaOP connegors This design Is based only upon parameters shown, and is for an mdrvldual building component, not a truss system Before use, the buildup designer must v" the applicability of design parameters and property incorporate this design Into the overall , buildup design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always requited for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, OS849 and SCSI Building Component 69W Parke East Bled. Safety Intonation available from Truss Pate Insidule. 218 N. Lee Street, Sues 312. Alexandra, VA 22314. Tamps. FL 36610 Job Truss Truss Type Oty Ply Park Sq Hml Madrons A C 2091 T12256216IP2091ACG2HIP1t Mid-FbrMs Lumber, Barlow. FL. 7 640 s Aug 16 2017 Welt Industries, Inc. Thu Oct 12 15'2e 49 2017 Page 1 IDWjDyiuZDwOrll2xygntYl3zgvcy-9HXSz63ztszUv18z1PJZEXI_9yNXIdpyBd5HUOyU79C 4. 9.4 I 9.0.0 i 10.4-0 i 14.6-12 I 19-4-0 I2 1. 0-0 4.94 4.2.12 4.2.12 4.9-4 Scale - 1.37.1 4x4 = 40 = 30 = 3x6 MT20HS = 3x4 = 30 = 3x4 = i 9.0.0 i 10.4-0 I 19.1.0 9. 00 1-0 9-0-0 LOADING ( psf) SPACING- 2-" CSI. TCLL 200 Plate Grip DOL 1.25 TC 0.21 TCDL 100 Lumber DOL 1.25 BC 0 63 BCLL 0.0 ' Rep Stress Ina YES WB 0 16 BCDL 10.0 Code FBC2014lrP12007 Matrix-M) DEFL. in (loc) I/defl Ud PLATES GRIP Vert( LL) -0.10 9-17 >999 240 MT20 244/190 Vert( TL) -0.28 9.17 >839 180 MT20HS 187/143 HOIz( TL) 0.04 7 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 2=833/0-8-0, 7=833/0.8.0 Max Hors 2=96(LC 11) Max Uplift2=164(1_C 12), 7=164(LC 12) FORCES. ( lb) - Max Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-18=1237/457, 3-18=1188/470, 34=946/366, 4-5-794/359, 5-6=946/366, 6- 19=1188/470, 7-19=1237/457 BOT CHORD 2-11=350/1062, 10.11=1547794, 9-10=154/794, 7-9=357/1062 WEBS 3-11-324/230, 6.9=324/230 Weight: 91 lb FT = 20% Structural wood sheathing directly applied or 5.2-8 oc purtins. Rigid ceiling directly applied or 9-9-11 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design 2) Wind ASCE 7-10, Vuft=140mph (3-second gust) Vasd=108mph: TCDL=4.2psf; BCDL-3 Opsf; h=15ft; B=45111, L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=O.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0.0. Intenor(1) 2-0-0 to 9-0-0, Exlerior(2) 9-0-0 to 10-4-0. Interior( 1) 14-8-11 to 20-4-0 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20 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 164111 uplift at joint 2 and 164 lb uplift at joint 7 8) " Semi -rigid pdchbreaks including -heels" Member end fixity model was used in the analysis and design of this truss Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING - Verity daslpn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MX7473 rev. /0,03,7015 BEFORE USE.vwwwil Design valid for use only with Wake, connectors This design is based only upon parameters clown. and is for an individual budding component, not a truss system Before use, the budding designer must vent' the applicability of design parameters and Property incorporate this design into the overall budding 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 whh possible personal injury and property damage For general guidance regarding the fabriciaton, storage, delivery. erection and bracing of trusses and truss systems, we ANSVTPII Quality Criteria, DSB419 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 21e N. Lee Street. Suite 312. Alexandria. VA 22314 Tamps. FL 36610 Job Truss Truss Type Oty Py Park Sq HnV Madrons A C 2091 T12256247 P2091AC G3 COMMON 1 1 Mal.Fibn011 LUmber, uanow, rL I WY a `9 le _ I Mi 10R IIR)YSIIRSS. MG 1I/Y — IL /i {e." LY/ I image I ID%MDyiuZDwOr112xygntYl3zgvcysfT5r6S4be95LXoj9G6romkZ9VMhwU4d5OHrgDgyU7gB t•0-0 F S7 i 9-8-0 i 14.2.12 i 19.4.0 i 244-0 i r 1.0.0 S7.4 412 4$12 5.1.4 1b0 Scale = 1:35 5 4x4 = 30 = 5x8 = 30 = LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0.0 Plate Grip DOL 125 Lumber DOL 1.25 Rep Stress Ina YES Code FBC2014/TPI2007 CSI. TC 0.24 BC 0.74 WB 0.19 Matrix-M) DEFL. in (loc) Vdefl Ud Veri(LL) -0.11 B-11 >999 240 Verl(TL) -0.29 8-11 >794 180 Horz(TL) 0.04 6 n/a n/a PLATES GRIP MT20 244/190 Weight. 87 Ile FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-12 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 20 SP No.3 REACTIONS. (lb/size) 2=833/D-8-0, 6=833/0-" Max Horz 2=102(LC 10) Max Uplift2-164(LC 12), 6=-164(LC 12) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-15=1219/400, 3-15=1165/415, 3.16=913/314, 4-16=845/326, 4-17=845/326, 5-17=-913/314, 518=1165/415, 6-18=1219/400 BOT CHORD 2-8=286/1042, 6-8=304/1042 WEBS 4-8=129/497, 5.8=-337/211, 3-8=337/211 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind ASCE 7-10, Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft, B=45f ; L=24ft; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -140-0 to 2-0-0, Interior(1) 240-0 to 9.8-0, Extenor(2) 9-8-0 to 12-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 a-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 164 lb uplift at joint 2 and 164 lb uplift at joint 6. 6) 'Seml-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 AWARN/NG • Verify design Parameters and READ NOTES ON TN IS AND INCLUDED MITEN REFERENCE PAGE 1110-7473 rav 109MV15 BEFORE USE. Design valid for use only with MeTekB Connectors This design is based only upon parameters shown• and is for an mdrvqual building component, not a truss system Before use, the building designer must venty the applicability Of design parameters and property incorporate this design into me Overall b:dirig design Bracing indicated is to prevent buckling of individual Coss web and/or chord members only Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Duality Criteria, DSB-89 and BCSI Building Component 6904 Parks 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 ally Ply Park Sq Hind Madrons A C 2091 T12256246 P2091AC G4 COMMON 1 1 Wit-FlOdds Lumber, Bartow, FL. 7 640 a Aug 16 2017 MfTek Indusunss. me Thu Oct 12 152e'50 2017 Page 1 ID WjDyiuZ.DwOAl2xygntYl3zgvcy-dT"S4be95LXoj9G6romkZ9VMgYU3Y5OHrgDgyU7gB I -1.0.0 1 s14 1 9-ao I 14.2.12 F 18.11.8 1 ao 5.1-4 4.6-12 4412 4-8-12 Scale a 134.7 04 = 30 = Sx8 = 3x5 = 9.60 &3.6 Plate Offsets (X.Y)- 12:0.1-12.Edae1.17:0-4-0.0-3-01 LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.12 7-10 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.77 Vert(rL) -0.31 7-10 >738 180 BCLL 00 ' Rep Stress Ina YES WB 0,19 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code FBC2014rrP12007 Matrix-M) Weight: 85 lb FT - 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 20 SP No.2 BOT CHORD WEBS 2x4 SP No.3 WEDGE Right. 2x4 SP No.3 REACTIONS. (lb/size) 6=745/0.3-8, 2=832/0.8-0 Max Hoyt 2-98(LC 11) Max Uplift6=126(LC 12). 2=162(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-14=1216/404, 3-14=-1162/418, 3.15=910/307, 4-15=-842/319, 4-16=-842/329, 5-16=909/318, 5.17=-1106/424, 6-17=1212/409 BOT CHORD 2-7-328/1039, 6.7=313/1034 WEBS 4-7=133/511, 5-7=-337/199, 3.7=337/211 Structural wood sheathing directly applied or 5-2-12 oc purllns. Rigid ceiling directly applied or 10 0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4 2psf; BCDL=3.Opsf; h=15ft; 8=45ft; L=24ft; eave=oft, Cat. 11. Exp B; Encl., GCpi-0.18; MWFRS (directional) and C-C Exterior(2) -1-" to 2-", Interior(1) 2-0-0 to 9-8-0, Extenor(2) 9-8-0 to 12-8-0 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 126 lb uplift at joint 6 and 162 lb uplift at joint 2. 6) "Semi -rigid pilchbreaks including heels` Member end runty model was used in the analysis and design of this truss Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING - Verify dsaign paramelent and READ NOTES ON TORS AND INCLUDED M/TEK REFERENCE PAGE 11014473 m. 100=015 BEFORE USE. RNEW Design valid for use only with MiTek® connectors This design is based only upon parameters shown, and is for an individual budding component, not a truss system Before use, the building designer must venly the applicability of design parameters and property incorporate this design into the overall burl ing design Bracing Indicated 13 to prevent buckling of individual cost web and/or chord members only. Additional temporary and permanent bracing is a:ays required for stability and to prevent collapse with possible personal injury and prapent damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-09 and BCSI Building Component 6904 Parke Fast Blvd Safety Information available from Truss Plate Inslduie, 218 N Lee Street. Suite 312. Alexandits, VA 22314. Tamps, FL 36610 Job Truss Truss Type Oy Ply Park Sq Hmr Madrona A C 2091 Tt2256248 P2091AC G5 SPECIAL 1 1 Lumber. Bartow, FL 7.640 s Aug 16 2017 Mrrek Industries. Inc Thu Oct 12 15.28.51 2017 Page 1 ID VyDyiuZDwOr112xygrdYl3zgvcy-5gfDOo5DPTEC8ylLpgM1Jy6Fw127DT FexaOYGyU79A 1 1 5.1.4 1 &&0 1 15.8-0 I 18.11-8 1 0 51.4 4•&12 640 3.9.8 Scab - 135 3 40 = 7 3x5 = US — 5X5 — 1 5x4 11 LOADING (psi) TCLL 20.0 TCDL 100 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 125 Rep Stress Incr YES Code FBC20141TPI2007 CS1. TC 052 BC 0.69 WB 0.44 Matrix-M) DEFL. in (loc) Vden Ud Vert(LL) -0 13 9.12 >999 240 Vert(TL) -0.34 9-12 >660 180 Horz(TL) 0.03 7 We We PLATES GRIP MT20 244/190 Weight: 94 lb FT - 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10.14 oc puffins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-4-6 oc bracing. REACTIONS. (lb/sae) 7=738/0.3-8, 2=827/0-8-0 Max Horz 2=83(LC 11) Max Uplift 7=128(LC 12), 2=158(LC 12) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13=1194/389, 3.13=1139/404, 3-14=-895/305, 4-14-831/317, 4-15=-829/309, 5-15-909/298, 5-6=977/320, 6.7=708/252 BOT CHORD 2-9-39411019, B-9=356/1063 WEBS 3.9=335/202, 4-9=-91/460, 5-9=364/158, 5-8=568/242, "--374/1150 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: VuN-140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf, h=15n; B=45tt; L=24ft; eave=oft; Cat. 11; Exp B, Encl.. GCpi=0.18, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0. Inierior(1) 2-0-0 to 9-8-0, Exterior(2) 9-8-0 to 12-", Interior(1) 15-8-0to 18-9-12 zone;C-C for members and forces 8 MWFRS for reactions shown, Lumber DOL=1 60 plate grip DOL=1 60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has.been designed for a live bad of 20 Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-0-0 wide will rd between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 128 lb uplift at joint 7 and 158 lb uplift at joint 2. 7) "Semi -rigid phchbreaks 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 QWARNING •Verily doWgn with Parameters and READ NOTES is base AND INCLUDED a0ers REFERENCE PAGE Ma ideal build building co 015 BEFORE USE. ImamDesignvalidforuseonlywithMTeltmconnectors. This design is based only upon parameters allown, and is Mr an intlm0ual Dudtling component, not a truss system Before use. 111e building designer must verify the applicability of design parameters and properly incorporate this design irdo the overall budding design. Bracing ndicaled is to prevem buckling of individual truss web andrm chord members only Adddional temporary and permanent bracing is always requrred for stability and to prevent collapse with possible personal in)ury and property damage For general guidance regarding the fabiicalron, storage, delivery• erachon and bracing of trusses and truss systems. see ANSIfTP11 Quality Criteria, DS849 and SCSI Building Component 69W Party 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 AHmrMedicine C 2091 T12258250 P2091AC Ge SPECIAL t 1 Mid-Flords Lumber, Barlow. FL. 7 640 s Aug 16 2017 MRsk Industries, Inc Thu Oct 12 15.28.52 2017 Pape 1 ID. WMDyruZDwOr112xygnlyl3zgvcy-ZsDbb85rAnM3m6sYNXtGs9fT89NtywwOtbKxSiyU7g9 1-0-0 5.1-4 9•8-0 13.8.0 18-11.8 1 0 51.4 4$12 4.0.0 53-8 Scale =1 35.3 4x4 = 7 3x5 = 3x8 = Sx5 = LSx4 II LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 00 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Inca YES Code FBC2014/TPI2007 CSI. TC 036 BC 0.71 WB 0.39 Matrix-M) DEFL. in (loc) Udell Ud Vert(LL) -0.14 9-12 >999 240 Verl(TL) -0.36 9.12 >619 180 Horz(TL) 0.03 7 n/a n/a PLATES GRIP MT20 2441190 Weight. 98 Ile FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-4 oc puriins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-0-0 oc bracing. REACTIONS. (lb/size) 7=738/0-3-8.2=827/D-8-0 Max Horz 2-100(LC 12) Max Uplift 7=131(LC 12), 2=155(LC 12) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13=1195/386, 3-13=1143/400, 3-14=887/296, 4-14=818/308, 4-15=-816/314, 5-15=-8711301, 5.16=924/314, 16.17=-924/314, 6.17=924/314, 6.7=684/272 BOT CHORD 2-9=426/1022, 8-9=335/971 WEBS 3-9=340/211, 4-9=123/481, 5-9=315/134, 5-8=468/206, 6-8=351/1036 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vun=140mph (3-second gust) Vasd=108mph; TCDL=4 2psf, BCDL=3 Opsf, h=15tt, B=45f ; L=24f . eave=4tt, Cat. 11, Exp B, End , GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-O-0, Interior(l) 2-0-0 to 9-8-0. Exterior(2) 9-8-0 to 12-8-0, Interior(1) 13-8-0 to 18-9-12 zone;C-C for members and forces d MWFRS for reactions shown; Lumber DOL-1 60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom Chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 6) Provide mechanical connection (by others) of truss to bearing plate capable o1 withstanding 131 lb uplift at joint 7 and 155 lb uplift at joint 2. 7) "Semi -rigid pitchbreaks including heels" Member end foxily 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 QWARNING • Verily oonly with pannnarara and READ NOTES ON rise AND INCLUDED MI ers REFERENCE PACE M/v dual rail. building component. BEFORE USE. 1 Design veld for use Dny with Mnela®wnneport This design is based only upon parameters shown, and o for an udrvdwl Duddmp component, not IMES a truss system. Before use. the building designer must vent' the applicability of design parameters and property incorporate this design into the overall budding design Bracing indicated is to prevent buckling of mtlrvidual truss web ondror chord members only. Additional temporary and permanent bracing Is slwayt required for stsbdity, and to prevent collapse with possible personal injury antl property damage. For general guidance regarding the im fabrication, storage, delivery. erection and bracing of busses and truss systems, see ANSVTPn Quality Criteria. D3849 and SCSI Building component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N Lee Street. Suite 312. Alexandria, VA 22314 Tampa. FL 36610 Job Truss Truss Type Oty Ply Park Sq HrN Marron A C 2091 T12256251 P2091AC G7 SPECIAL 1 1 M6Flonda Lumber, Bartow. FL. 7.610 a Aug 16 2017 MITek Industries. Inc Thu Oct 12 13.28.52 2017 Page 1 I D:%MjDyIUZDwOr112xygn1Y13zgvcy-ZsDbb85rAnM3m6sYNXIGs9fOb9M6yxhOtbKx5tyU7g9 i AV i S1-4 9-8.0 i 11-" j 18.11.8 I . 1.0.0 &1.4 4$12 2A0 7.3.8 Scale - 135 3 4x4 = r 4 7 30 = 3x8 = 30 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 017 7-8 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 SC 0.83 Vert(TL) 0.43 7-8 526 180 BCLL 00 ' Rep Stress Ina YES WB 0.35 Horz(TL) 0.04 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 98 Ib FT = 20% LUMBER- BRACING - TOP CHORD ' 2x4 SP No.2 TOP CHORD BOT CHORD 20 SP No.2 WEBS 2x4 SP No.3 BOT CHORD WEBS REACTIONS. ( lb/size) 7=739/0-3.8, 2=826/0.0.0 Max Horz 2=128(LC 12) Max Uplift7=136(LC 12), 2=150(LC 12) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-1210/372, 3.12=1104/387, 3-13=899/269, 4-13=829/280, 4-5=-873/322 BOT CHORD 2-8"5011035, 7-8-326/865 WEBS 3-8=336/214, 4-8=170/595, 5-8=-295/158, 5.7-930/354 Structural wood sheathing directly applied or 5-3-1 oc purlins, except end verticals. Rigid ceiling directly applied or 8-8-13 oc bracing. 1 Row at midpt 5.7 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind' ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph, TCDL-4 2psf; BCDL=3.Opsf; h=15ft, B=45ft, L-24111; eave=oft; Cat It: Exp B; End , GCpi-0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 9-8-0, Exterior(2) 9-8-0 to 11-" zone, C-C for members and forces d MWFRS for reactions shown; Lumber DOL-1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrem with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 136 lb uplift at joint 7 and 150 lb uplift at joint 2. 7) " Semi -rigid phchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING - Verify destgn parameters end READ NOTES ON TNIS AND INCLUDED WTEK REFERENCE PAGE 490-7473 rev. 100d"015 BEFORE USE. 1 Design valid for use only with MI'rek® connectors. This design is based only upon parameters clown, and is for an individual building component, not a truss system Before use, the budding designer must veiny the applicability of design parameters and property incorporate this design into the *mail is e s :ding design Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabnca ion, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPH Quality Criteria. DS849 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Inslnule, 210 N. Lee Street. Suite 312, Mexandria, VA 22314. Tamps, FL 36610 Job Truss Truss Type Oty Ply Park Sp HnV Madrona A C 2091 T12256252 P209W GB MONO HIP 1 1 Mi0•Flonda Lumber, Bartow, FL 7 -0 s Aug 16 2017 MiTsk Industries, Inc Thu Oct 12 15 26.53 2017 Page 1 ID-V4jDyiuZDwOrllarygn1Y13zgvay-12nzpU6Tx4 UwOGRkxE OVONBbMZkphNkY6F3Ud9yU7g8 1 •1 0 0_I 7.10.4 1 9.8.0 1 14.2.0 1 18.11.8 1b0 7.10-4 1.912 4-6-0 4.9.8 d60 4x4 = 3x4 = Scale = 1:34 2 1.sxe II 3x5 = 10 II 5x8 — 30 = LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 00 ' BCDL 10.0 SPACING- 2-" Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Inv YES Code FSC2014rrP12007 CSI. TC 0.52 BC 0.67 WB 0.42 Matnx-M) DEFL. in (loc) Well Ud Vert(LL) -0.17 7-8 >761 240 Vert(TL) -0.44 7-0 >3W 180 Horz(TL) 0.01 7 n/a n/a PLATES GRIP MT20 244/190 Weight: 98 lb FT - 20% LUMBER- BRACING - TOP CHORD 20 SP No 2 TOP CHORD Structural wood sheathing directly applied or 5-7-9 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) 7=516/0.3-8, 2=531/0-8-0, 9=518/0.38 Max Horz 2=156(LC 12) Max Uplift7=89(LC 9), 2-51(LC 12), 9=165(LC 12) Max Grav 7=546(LC 22). 2=531(LC 1). 9=518(LC 1) FORCES. (lb) - Max Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13=436/0, 13.14=403/0, 3.14=374/0, 3-4= 436I90, 4-15=367/66, 5-15=367/66 BOT CHORD 2-9=66/361, 8-9= 66/361, 7-8=1181349 WEBS 3-9=420/303, 5.7=-480/172 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph: TCDL=4.2psf; BCDL=3.Opsf; h=15R; "51t; L=2411; eave-4111; 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 "-0, Exterior(2) 9-8-0 to 14.2-0 zone;C-C for members and forces d MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will f4 between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 89 lb uplift at joint 7, 51 lb uplift at joint 2 and 165 lb uplift at joint 9 7) "Semi -rigid pilchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING • Verily dasign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MO.7473 rev. 10,40=015 BEFORE USE. --1 Design valid for use only with Wilk* connectors This design is based only upon parameters shown. and is for on individual budding component. not a truss system. Before use the budding designer must verity Oro applrabddy of design parameters and property incorporate this design into the overall budding design Bracing indicated is to prevent bucidng of.milmduai truss web andlor cord members only. Additional lempormy and permanent bracing is always repuued for stability and to prevent collapse with possible personal inpiry and property damage. For general guidance regarding the fabrication, storage, delivery, ereclon and bracing of trusses and truss systems, we ANSVrPI1 Ousllty Criteria, DS629 and SCSI Building Component 6904 Parke Fast Blvd. Safely Intorniatlon available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314 Tampa, FL 36610 Job Truss Truss Type Oty Ply Perk Sp MnV Madrona A C 2091 1 712256253 P2091AC J3C JACK 4 1 Mid -Florida Lumber, Bartow, FL. 7.640 s Aug 16 2017 MITek Industries, Inc Thu Oct 12 15.20.53 2017 Page 1 ID"DruZDwOr112rygntYl3zgvcyl2nzpUSTx4UwOGRkxEOVONB7ZtxhTLY6F3Ud9yU7g8 I.60 2.11.8 1.6D T•11.8 LOADING (psi) SPACING- 210 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 TCDL 10.0 Lumber DOL 1.25 BC 0.08 BCLL 0.0 ' Rep Stress Inter YES WB 0.06 BCDL 10.0 Code FBC2014/rP12007 MatrbaM) e oo u e 4 10 11 30 = DEFL. in (loc) Vdefl Ud PLATES GRIP Vert(LL) -0.00 5-6 >999 240 MT20 244/190 Vert(TL) -0.01 5.6 >999 180 Horz(TL) -0.00 3 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 6=191/0.3-8, 3=65/Mechanical, 4=27/Mechanical Max Horz 6=61(LC 12) Max Uplift3=24(LC 12), 4=-69(LC 12) Max Grav 6=191(LC 1), 3.65(LC 1). 4-55(LC 3) FORCES. (lb) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale - 1:29.7 Weight: 22 lb FT = 20% Structural wood sheathing directly applied or 3-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- 1) Wind ASCE 7-10, VuR=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=15ft; B=45fl; L=24R, eave=4fi; Cat. II, Exp S; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -0-11-8 to 2-0-8. Interior(1) 2.08 to 2-10-4 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live bad of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will rd between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 24 Ile uplift at joint 3 and 69 lb uplift at joint 4 6) "Semi -rigid pnchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING • Verily deslpn parameters and READ NOTES ON THIS AND INCLUDED IIOTEK REFERENCE PACE M0,7177 rev. fONJROfS BEFORE USE. Design valid for use only with MiTel@b aormclors This design is based only upon parameters shown, and is for an individual budding component, not a truss system Before use. the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevem buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stabitny and to prevent collapse with possible personal rnprry and property damage For general guidance regarding the fabrKS11011. storage, delivery, erection and bracing of trusses and truss systems, see ANS1171iIt Quality Criteria, DS849 and SCSI Building Component 6904 Parke Fast Blvd Safety Information available from Truss Plate Insleute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa. FL 36610 Job Truss Truss Type Oty Ply Park Sq HM AMadrons C 2001 T72z50254 P2091AC J7 JACK 22 1 Md-FbMa Lumber, Banow, FL. 7 640 s Aug 10 2017 MRek Industries, Inc Thu Oct 121526:54 2017 Page 1 ID: WjDyiuZDwOrilatygntYl3zgvcy-W ELLOq751Ocn?ODwVyvlaaknOz8mOwahLup29byU7g7 7-0-0 1 00 7.60 Scab = 1.22.7 3x4 = z 7 Plate Offsets (X.Y)- 12:Edae.0.0.41 LOADING (psf) SPACING- 2-" CST. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Veri(LL) -0.06 4-7 >999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.37 Vert(TL) -0.16 4-7 >512 180 BCLL 00 ' Rep Stress Inv YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight, 24 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-1 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (lb/size) 3=155/Mechanical, 2=394/0- , 4=61/Mechanical Max Hors 2=117(LC 12) Max Uplift3=66(LC 12), 2-71(LC 12) Max Gray 3-155(LC 1), 2=394(LC 1), 4=106(LC 3) FORCES. (lb) - Max CompJMax. Ten - All forces 250 (lb) or less except when shown. NOTES- 1) Wind, ASCE 7-10, Vuft=14Omph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3 Opsf; h=15ft, 8=45111, L=24ft, eave=oft; Cat. 11; Exp B; Encl., GCpi-.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-D-0, Intenor(1) 2-04) to 6.10.4 zone;C-C for members and forces 6 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi 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 to 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 66111 uplift at joint 3 and 71 Ib uplift at joint 2. 6)'Semi-rigid phchbreaks including heels" Member end fixity model was used in the analysis and design of this truss Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARNING - Verify design parameters and READ NOTES ON MS AND INCLUDED MITEK REFERENCE PAGE M/1.7471 rev. 10103,7015 BEFORE USE. Design valid for use only with MUM connectors. This design is based only upon parameters Shawn, and is for an individual budCrng component, nit a Truss system Before use, the budding designer must verify the applicability of design parameters and property incorporate the design into the overall bulkling design. Bracing indicated is to prevent bixWing of mdmilual truss web andlor chord members only Additional temporary and permanent bracing is always required for stability and 10 prevent collapse with possible personal injury and property damage For general guidance regarding the - fabncatan, storage, delivery, trepan and bracing of trusses and buss systems, see ANSVTPl1 Quality Criteria, DSB49 and BCS1 Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314 Tamps. FL 36610 Job Truss Truss Type ally Ply Park Sq Hml Madrono A C 2091 T12256255 P2091AC K,11 JACK 2 1 Ma -Fonds Lumber. Barlow. FL 7.640 s Aug 16 2017 Mnek Industries. Inc. Thu Oct 12 15,28,54 2017 Page 1 ID WlDyiuZOwOr112xygntYl3zgvcy-WELLOg751Ocn?OOwVyvkxakoAzgeowehLup29byU7g7 t•5-0 4.2.7 1.5-0 4-2.7 4 24 r 1 5x4 11 30 = LOADING (psf) SPACING- 2 0 0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 TCDL 100 Lumber DOL 1.25 BC 0 31 BCLL 0.0 ' Rep Stress Inv NO WB 0.03 BCDL 10.0 Code FBC2014lrP12007 Matrix-M) DEFL. in (loc) Wert Ud PLATES GRIP Vert(LL) 0.05 5-6 >955 240 MT20 244/190 Vert(TL) -0.04 5.6 >999 180 Horz(TL) -0.01 3 n/a n/a LUMBER- BRACING - TOP CHORD 20 SP No 2 TOP CHORD BOT CHORD 20 SP No 2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 6=222/0-7-8, 3=77/Mechanical, 4=38/Mechanical Max Horz 6=63(LC 8) Max Upldt6=188(LC 8). 3=58(LC 5). 4=103(LC 8) Max Grav 6=222(LC 1). 3=77(LC 1), 4=80(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1.29.4 Weight. 27 lb FT - 20% Structural wood sheathing directly applied or 4-2-15 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 8=45h; L=24111, eave=4R, Cat II; Exp B; Encl , GCpi=O 18. MWFRS (directional); Lumber DOL=1.60 plate gnp DOL=1 60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will rd between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 188 lb uplift at joint 6, 58 lb uplift at joint 3 and 103 lb uplift at joint 4. 6) "SemFrigid 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) 132 lb up at 1.6.12, and 132 lb up at 1-6-12 on top chord, and 88 lb up at 1-6-12, and 88 lb up at 1-6-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 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=125, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=60, 2.3=-60, 4-6=20 Concentrated Loads (lb) Vert: 7=71(F=36, B=36) 8=4(F=2, B=2) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING . Valry, design parameters and READ NOTES ON T10S AND INCLUDED WTEK REFERENCE PAGE MX7473 rev. 10V0312015 BEFORE USE. Design valid for use only with MITela® connectors. This design is based only upon parameters Hawn, and is for an mdrvidual budding component, not a truss system. Before use, the budding designer must vent' the applicability of design parameters and property incorporate Zhu design into the overall budding design Bracing Indicated is to prevent buckling of mdwidual truss web andfor lard members only. Additional lemporar ilki permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Kew fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPII Owlky Criteria. DSBa9 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N Lee Street. Suds 312. Alexandria. VA 22314 Tampa, FL 36610 Job Truss Truss Type Oly Ply Park Sp Hrni Modronif A C 2091 T12256256 P2091AC KJ5 SPECIAL 1 1 Job Reference (optionall Mid -Florida Lumber. Bartow. FL 7 6e0 s Aug 16 2017 MRek Industries. Inc Thu Off 12 15'26'54 2017 Page 1 ID: WjDytuZDwOr112xygntYl3zgvcyWELLOg75iOcn?ODwVyvkcakkcz7HOwahLup29byU7g7 1•S0. 1 1.5.0 1 6.9-4 i 1.5-0 1-5-0 5.4-4 Scale - 1,314 2x4 11 LOADING (psf) TCLL 200 TCDL 100 BCLL 0.0 ' BCDL 10.0 SPACING- 2.0.0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Ina NO Code FBC2014lrP12007 CSI. TC 0.68 BC 0.40 WB 0.00 Mafrux-M) LUMBER. TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 'Except' 3-6: 20 SP No.3 WEBS 20 SP No.3 REACTIONS. (lb/size) 8=308/0-11-5, 4-172/Mechanical, 5=66/Mechanical Max Horz 8=88(LC 8) Max UpliH8=217(LC 8), 4=105(LC 8). 5=47(LC 8) Max Grev 8=308(LC 1), 4=172(LC 1), 5=108(LC 3) FORCES. (lb) - Max. Comp./Max Ten - All forces 250 (Ile) or less except when shown. TOP CHORD 2-8=252/207 DEFL. in (loc) Well L/d PLATES GRIP Vert(LL) 0.19 5-6 >417 240 MT20 244/190 Vert(rl.) -0.20 5-6 >402 180 Horz(TL) 0.18 5 n/a n/a Weight: 29 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puritns, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- 1) Wind. ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B 45ft; L=24ft; eave=oft; Cat II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate 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 beanng plate capable of withstanding 217 lb uplift at joint 8, 105 lb uplift at joint 4 and 47 lb uplift at joint 5. 6) "Semi -rigid phchbreaks 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) 122 lb up at 1-6.1, 92 lb up at 1-6.1, and 42 Ile up at 4 4 0, and 10 lb down and 61 lb up at "0 on top chord, and 74 lb up at 1-6-12, 16 Ile up at 1-6-12, and 79 Ile up at 44-0, and 3111 down and 7 Ile up at 4-4-0 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: 1-2-60, 2-4=60, 7-8=-20, 5-6=20 Concentrated Loads (Ile) Vert. 7=7(F=4. B=2) 3=69(F=34. B=35) 9-1(F) 10=3(F) O WARNING . Verify design panmerens and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rw. 10)03,7015 BEFORE USE. Design valid for use only with MiTirkV Connectors This design is based only upon parameters shown• and is for an Indwidual building component, not a truss system. Before use, the budding designer must verily the applicability of design parameters and prop" incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members oily. Additional temporary and permanent bracing is always retfutr o for Stability and 10 prevent Collapse with possible personal injury and property damage. For general guidance regarding the fabrication. Storage. delivery, section and bracing of trusses and truss systems, we ANSUTPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Pate Institute. 21e N. Lee Street. Suite 312. Alexandra. VA 22314. Printed Copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 6-1 6904 Parke East Blvd. Tampa. FL 36610 Job Truss Truss Type Oty Ply Park So HnV Madrons A C 2091 712256257 P2091AC KJ9 JACK 5 1 11116-Fiorida Lumber, Barlow, FL. 7.1510 s Aug 16 2017 MiTek Industries. Inc. Thu Oct 12 1528:55 2017 Page 1 ID.%jDyiuZDwOr112tcygntYl3zgvcy_RvkEASkSlkedab6210zToH 6NTx91YgZYYbhlyU7g6 t•S-0 I 52-5 I 9•10.13 I t•5-0 5-2-5 4-8-7 2x4 = 110 11 5 LOADING (psf) SPACING- 21-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 TCDL 10.0 Lumber DOL 1.25 BC 0.43 BCLL 0.0 ' Rep Stress Ina NO WB 0.34 BCDL 10.0 Code FBC2014frP12007 Matrix-M) 3x4 = DEFL. in (loc) Well Ud PLATES GRIP Vert(LL) -0.03 6-7 >999 240 MT20 244/190 Vert(TL) -0.09 6-7 >999 180 Horz(TL) 0.01 5 n/a n/a LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=129/Mechantcal, 2=520/0-11-5, 5=312/Mechanical Max Horz 2=118(LC 8) Max Uplift4=58(LC 8), 2-111(LC 8). 5=50(LC 8) FORCES. (11g) - Max. Comp./Max Ten - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=738/99, 11-12=701/107, 3.12=-658/103 BOT CHORD 2-14=-159/661, 14-15=-159/661, 7-15=-159/661, 7-16=-159/661, 6-16=159/661 WEBS 3-7=0/257, 3-6=717/172 Scale - 1:22.3 Weight: 42 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc puffins Rigid ceiling directly applied or 10-060 oc bracing. NOTES- 1) Wind: ASCE 7-10: Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL-3 Opsk h=15ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exit B: End., GCpi=0.18, MWFRS (directional); Lumber DOL=1 60 plate grip DOL=1 60 2) This truss has been designed for a 10 0 psi bottom chord live load nonconcurrent with any other live bads. 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 f4 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 58 Ile uplift at joint 4, 111 lb uplift at joint 2 and 50 Ib uplift at joint 5. 6) "Semi -rigid pdchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3 Ile down and 11 lb up at 1-6-12, 3 lb down and 11 Ib up at 1-6-12. 3 Ile down and 43 lb up at 4-4-12, 3 Ile down and 43 lb up at 4-4-12, and 25 lb down and 76 lb up at 7-2-11, and 25 lb down and 76 lb up at 7-2-11 on top chord, and 2 lb up at 1-6-12, 2 lb up at 1-6-12, 5 lb down at 4-4-12, 5 Ile down at 4-4-12, and 20 lb down at 7-2-11, and 20 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 (pit) Vert: 1-4=60, 5-8=20 Concentrated Loads (lb) Vert: 13=50(F=-25, B=25) 14-4(F=2, B-2).15=-9(F=5, B=5) 16=34(F=-17. 8=17) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - VrxMy design parameters and READ NOTES ON Wits AND INCLUDED MITEN REFERENCE PAGE WIP7473 rev. 1MV2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an mdmdual building component, not a truss system Before use. the budding designer must vent' the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web anelor chord members only Additional temporary and permanent bracing Is always required for stability and to prevent Collapse with possible personal injury and properly damage For general guidance regarding the MR six ion. storage, delivery, erection and bracing of trusses and truss systems. no ANSVTPI7 Ouathy Criteria, OSS49 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Trust Plate Institute. 218 N Lee Street. Suite 312. Alexandria. VA 22314. Tamps. FL 36610 Job Truss Truss Type of/ Ply Park Sq HrN MadArona c2091T12256258 1P2091ACV1VALLEY1tJob Reference (ophorell 1016Floride Lumber. Bartow. FL. 7 640 s Aug 16 2017 MITak Industries. Inc Thu Oct 12 15'26'55 2017 Page 1 ID WjDyiuZDwOr112xygntYl3zgvcy_RvkE=Slkedab62fOzToHzzNVy9MTgZYYbh/yU7g6 6- 11.3 12.3.3 1333 6- 11-3 5-" 1-00 Stale = 123 6 30 = 9 6 3x4 10 II 1x4 II 34 II LOADING ( psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 TCDL 10.0 Lumber DOL 1.25 BC 0.24 BCLL 0.0 ' Rep Stress Ina YES WB 0.09 BCDL 10.0 Code FBC2014rrP12007 Matrix) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 20 SP No.3 SLIDER Right 2x4 SP No.3 1-7-10 REACTIONS. All bearings 12-3-3. lb)- Max Horz 1=-61(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 6, 8 except 9=-124(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 6, 8 except 9=523(LC 1) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-9=395/293 DEFL. in (loc) Vdefl Ud PLATES GRIP Vert( LL) -0.00 7 n/r 120 MT20 244/190 Vert( TL) -0.00 7 n/r 120 Horz( TL) -0.00 6 n/a n/a Weight: 48 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind ASCE 7-10. Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3 Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) 0-7-9 to 3-7-9, Interior(1) 3-7-9 to 6-11-3, Extenor(2) 6-11-3 to 1D- 1-9 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other live loads 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 8 except (f1=Ib) 9= 124. 7)' Semi-rigid pftchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Ja Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies QWARMNG • Verify design parameters and READ NOTES ON TWS AND INCLUDED MITEK REFERENCE PAGE M0.7l73 rev. fON77015 BEFORE USE. awwwil Design valid for use only with MTek® conneclors. This design is based only upon parameters shown, and is for an individual budding component, not a truss system Before use, the budding designer must verity the appIX billy of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web andior chord members only Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal infury and property damage. For general guidance regarding the fabrication• storage, delivery, ereaion and bracing of trusses and truss systems, see ANSUTPII Oualhy Criteria, OSB29 and SCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Inst4ute. 210 N Lee Street. Suite 312, Alexandra. VA 22314 Tamps, FL 38610 Job Truss Truss Type ty Ply Park Sq HrN Madrons A C 2091 lo T72256259 P2091AC V2 VALLEY 1 1 M6Flonda Lumber. Benow, FL. 7 640 s Aug 16 2017 MiTek Industries. Inc Thu Oct 12 15.25.56 2017 Page 1 ID:WjDyiuZDwOnl2xygntYl3zgvcy-SdS6RWBMD?sUF)AJcNxCO?pB2mt5ugl oC18EUyU7g5 4.11.3 1 610-6 r 4.11.3 4.11.3 Srale= 1.18.5 40 = 4 2x4 i 1x4 11 2x4 LOADING (psQ SPACING- 2-04 CSI. DEFL. in (loc) Vdeft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) Na Na 999 TCDL 10.0 Lumber DOL 1.25 BC 018 Vert(TL) n/a - Na 999 BCLL NO ' Rep Stress Ina YES WB 0.05 Horz( L) 0.00 3 Na Na BCDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 20 SP No.3 REACTIONS. (lb/size) 1=157/9.10.6, 3=157/9.10-6, 4-374/9-10.6 Max Horz 1=-41(LC 10) Max Uplift t=34(LC 12). 3=34(LC 12).4=-48(LC 12) Max Grav 1=159(LC 21), 3=159(LC 22), 4=374(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 32 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=140mph (3-second gust) Vesd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft, Cat. 11; Exp B, Encl , GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-7-9 to 3-7-9, Interior(1) 3-7-9 to 4-11-3. Exterior(2) 4-11.3 to 7-11-3 zone;C-C for members and forces d MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurteni with any other live bads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-Q 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 joints) 1, 3, 4. 7) "Semi -rigid pilchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. i Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Verily, design paramaren and READ NOTES ON THIS AND INCLUDED WTEx REFERENCE PAGE Mll-7173 rev. 10/0312015 BEFORE USE. manif Design valid for use only with MrTek® connectors. This design is based only upon parameters shown, and is for an Individual budding component, not a truss system. Before use. the buadmg designer must verity the appliubllrly Of design parameters and property incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. AOddrorul temporary and permanent bracing is always required for srabady and to prevent collapse with possible personal mfury and property damage For general guidance regarding the - fabricalion, storage, delivery. erection and bracing of trusses and truss systems, see ANSIM11 Quality Criteria. OS849 and BCSI Building Component 6904 Parke East Blvd Safely Information available from Truss Plate Inslihall. 218 N Lee Street, Suae 31Z Alexandria, VA 22314 Tampa, FL 36610 Job Truss Truss Type Oy Ply Park Sq Hml Meteorite A C 2091 T12256M P2091AC V3 VALLEY 1 1 1,46Flondo Lumber. Bonow. FL. 7.640 s Aug 16 2017 kbTek Industries, Inc. Thu Ocl 12 15.28:56 2017 Page 1 ID: WMDyiuZDwOr112xygntYl3zgvay-SdS6RWBMD?sUFjAJcNxCO?pD4mrtug3_oC18EUyU7g5 2.11.3 5.10.6 2.11.3 2.11.3 Scale. 1"at' 30 = 20 i i Plate Offsets (X.Y)— 12,0.2-0.Edoel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 200 Plate Grip DOL 1.25 TC 0.11 Verl(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 027 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Inv YES WB 000 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight. 16 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1D-6 oc purllns. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 1D-0.0 oc bracing. REACTIONS. (lb/size) 1-184/5.10-6, 3=184/510-6 Max Horz 1=22(LC 10) Max Upliftl=-31(LC 12), 3=31(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu11=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf, h=15R; B=45ft; L=24ft; eave=4R; Cat. II, Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces d MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will f4 between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 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 O WARNING - Verlry design parameters and READ NOTES ON Ties AND INCLUDED MITEK REFERENCE PAGE M I.7473 rev. 1000312015 BEFORE USE.. 110.010 Design valid for use only with MtTek® 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 incorporsts this design into the overall building design Bracing inflKbled is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing lid: is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the Nu fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSUTPIt Quality Grlterfa, DSB29 and SCSI Building Component 6904 Perlis East Blvd Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandra, VA 22314 Tamps. FL 36610 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y 4 offsets are indicated. 64-8 1 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. L Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. J TOP CHORDS diagonal or x-bracing, 9 rig, is always required. See BCSI. rrO'y16 CO-2 C2•3 2. Truss bracing must be designed by an engineer. For individual lateral braces T T 4 0 WEBS Ca, 4 rye,' p u O wide truss spacing, themselves may require bracing, or attemative Tor I bracing should be considered. 3. Never exceed the design loading shown and never aA'p V stack materials on inadequately braced trusses. p4. Provide copies of this truss design to the.budding For 4 x 2 orientation, locale c designer, erection supervisor, property owner and plates 0- 'hit' 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 losses 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 NUMBERSILETTERS. 8. Unless otherwise noted, moisture content lumber shall not exceed 18% 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-siructurel consideration and is the width measured perpendicular4x4 ESRA 311, ESRA 352, ESR1988 responsibility of truss fabricator. General practice is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, sae, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be 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 specked. 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 valuesgy at h r spacing. 14. Bottom of no c require lateral . unlessorless, rl no ceding is installed, unless otherwise noted. BEARING established by others. Indicates location where bearings supports) occur. Icons vary butdle 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. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. ME and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. Building Component Safety Information, is not sufficient. BCSI: 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSUTPI 1 Quality Cnteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet. MII-7473 rev. 10/03/2015 6 w J p W U C z Q W z H p O z z Q w z ;3 O a p: w U m w Z O Z (!) O F) U w J Q U - w a a, Q LL O z J Q w m a a0 Z J w Q W. .. Z - Z O O z = w W J W0. Z Q c, f I I I I I I I I I I I I I I I l01 l l l l l l l I w 11 11 ill 11 11 11111141IN_ 11 11, II11111111MI11 11 III 11 11 11 1_I 11 11 II_ 11 1 1, 11 11 11 II_ HGUS26,2 2-PLY III 11 rid, Emilm-millml.- 1 r'La 9T 7 I I I 1 II 11® 11 ris11® r I I I IBI i l llal GARAGE ie4-4" 10'• a^ 10•. 0^ APPROVED TRUSS ANCHOR BY BUILDER PLUMB CUT OVERHANG HEEL HEIGHT = 2 x 4 BOTTOM = 2 x 4 2 ITOP= 2x4 6.0 1 i -- MOO 12 12" TRUSS END DETAIL J L 4 - HUS26 1 - PLY HGR U U 1 - HGUS26-2 2-PLY HGR b MID - FLORIDA LUMBER ACQUISITIONS BARTOW, FLORIDA TRUSS LOADING CONDITIONS 17 ROOF TRUSSES FLOOR TRUSSES m TOP CHORD LNE. 200 1 TOP CHORD LIVE 400 ITOP CHORD DERD 100 ITOP CHORD DERD 100 BOTTOH CHORD DERD- 100 IBOTTOM CHORD DEAD 50 TOTRL LORD (PSF) 400 TOTRL LORD ftTl 550 STRESS INCRERSE: 125 STRESS INCRERSE: 10 THIS TRUSS SYSTEM 46 BEEN DESIGNED WITH LORDS GENERRTEO BY 140 MPH o WINDS USING 4 2 PSF TOP CHGRO DERD LAID RNO 30 PSF BOTTOM CHORD DERD LORD 0 MILES FROM HRRRICANE OCEFKINE. CRT 11. EXP B OTSCE 7-101 Bau 2091 -A or C Park Square Homes LEGI FMSS- mm. Madrona -A or C P2091AC -- mm WA 10.12-171 Bmax N RECORD COPY n City of Sanford Building and Fire Prevention Product Approval-Specificat' Form SANFORD) c Perrnit # _ Z 3/. pq Project Location Address 7 1) ?" As required by Florida Statute 553.842 and Florida Administrative Code 9N-3, please provide the information and product approval number(s) on the building components listed below if they are to be utilized on the construction project for which you are applying for a building permit. We recommend that you contact your local product supplier should you not know the product approval number for any of the applicable listed products. Be aware that windows, skylights, and exterior doors must be tested in accordance with the Florida Building Code, Section 1714.5. More information about Statewide Product Approval can be obtained at www.floridabuilding.org. The following information must be available on the jobsite for inspections: 1. This entire product approval form 2. A copy of the manufacturer's installation details and requirements for each product. Category/Subcategory Manufacturer Product Description Florida Approval # include decimal 1. Exterior Doors Swinging Therma - Tru Single Door w/ sidelite FL8871.6 Sliding MI Windows and Doors Series 420 Alum SGD - 3 Panel FL 15332.9 Sectional Clopay Building Products 94rr40-W4 FL15279.20 Roll U Automatic Other 2. Windows Single Hung MI Windows & Doors Series GA 185 Aluminum SH FL 17499.2 Horizontal Slider Casement Double Hun Fixed MI Windows & Doors Series GA 185 Alum Picture Fixed FL15349.1 Awning Pass Through Projected Mullions MI Windows & Doors 5764 Verical Alum Mullion FL 15353.2 Wind Breaker Dual Action Other June 2014 Category / Subcategory Manufacturer Product Description(including Florida Approval # decimal 3. Panel Walls Siding James Harding Bldg Products Hardie Panel FL13223.2 Soffits - Aluminum Coils, Inc Coils / Soffits FL12194.1 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4. Roofing Products' Asphalt Shingles IKO Industries, LTD Asphalt Shingles / Cambridge FL7006.1 Underla ments Warrior Roofing 15 and #30 Roofing Felt FL2346.1 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shingles Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofing slate Cements/ Adhesives / Coating Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E.P.S. Roof Panels Roof Vents Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # include decimal S. Shutters Accordion Bahama Colonial Roll u Equipment Other 6. Skylights Skylights Other 7. Structural Components Wood Connectors / Anchors Truss Plates Engineered Lumber Railing Coolers/Freezers Concrete Admixtures Precast Lintels Insulation Forms Plastics Deck / Roof Wall Prefab Sheds Other 8. New Exterior Envelope Products Applicant's Signature Applicant's Name Please Print) June 2014 Florida Building Code Online Page 1 of 4 Business &Professional Regulation SCIS Home I Log In I User Registration I Hot Topics ( Submit Surcharge Stalls 6 Facts i publications FBC Stag SCIS Site Map Links Search Florida aDIAO-% " Product ApprovalrUSER: Public User L+i Product Approval Menu > produtS or Aopllration Search > Application List > Application Detail FL # FL8871-117 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 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. C Validation Checklist - Hardcopy Received Certificate of Independence FL8871 R7 COI (a) CERTIFICATE OF INDEPENDENCE.odf Referenced Standard and Year (of Standard) Standard Year ASTM D1929 1996 ASTM D2843 1999 ASTM D635 2003 ASTM E1300 1998 ASTM E84 2000 ASTM G26 1995 TAS 201, 202, 203 1994 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect FL8871 R7 Eouiv of STANDARDS (a).odf http://www.floridabuilding.ora/nr/pr_app_dtl.aspx?param=wGEVXQWtDgty3Ij Wak2nHrp... 9/18/2017 Florida Building Code Online Page 2 of 4 Sections from the Code Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products Method 1 Option D 10/13/2016 12/13/2016 10/21/2016 12/15/2016 FL # Model, Number or Name Description 8871.1 a. "ClassicCraf 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.udf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.1 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.1.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. 8871.2 b. "ClassicCraR" or "ClassicCraR 3'6 x 8'0 "Impact" Opaque Fiberglass Single Door (X) - Rustic" Series Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 11 (a) INST 8871.2.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.2 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.2.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. 8871.3 c. "ClassicCraR" or "ClassicCraR 3'6 x 8'0 "Impact" Opaque Fiberglass Single Door with Rustic" Series Sidelite (OX or XO) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 II (a) INST 8871.3 odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.3 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.3.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of "I" part numbers for these sidelites, which have been stained or painted within six months of installation.) Note - ASTM E1300-98 utilized for areas inside the HVHZ) 8871.4 d. "ClassicCraf" or "ClassicCraR 3'6 x 8'0 "Impact" Opaque Fiberglass Single Door with Rustic" Series Sidelites (OXO) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 11 (a) INST 8871.4.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.4 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.4.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of ")" part numbers for these sidelites, which have been stained or painted within six months of installation.) Note - ASTM E1300-98 utilized for areas inside the HVHZ 8871.5 e. "FiberClassic" or "SmoothStar" 3'0 x 8'0 "Impact" Opaque Fiberglass Single Door (X) - Series Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 11 (a) INST 8871.5.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.5 for Design Pressure Ratings by FL8671 R7 AE (a) EVAL 8871.5.cdf 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 r; specific Model and for any other additional use limitations and installation Instructions. 887 1. 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.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.6 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.6.Ddf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of "J" part numbers for these sidelites, which have been stained or painted within six months of installation.) Note - ASTM E1300-98 utilized for areas inside the HVHZ 8871.7 g. "FiberClassic" or "SmoothStar" 3'0 x 8'0 "Impact" Opaque Fiberglass Single Door with Series Sidelites (OXO) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 II (a) INST 8871.7.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.7 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.7.Ddf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of "J" part numbers for these sidelites, which have been stained or painted within six months of installation.) Note - ASTM E1300-98 utilized for areas inside the HVHZ 8871.8 h. "FiberClassic", "SmoothStar", 6'0 x 8'0 "Impact" Opaque Fiberglass Double Door (XX) - ClassicCraft" or "ClassicCraft Inswing or Outswing Rustic" Series Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 11 (a) INST 8871.8.pdf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.8 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.8.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. 8871.9 L "FiberClassic", "SmoothStar", 6'0 x 8'0 "Impact" Opaque Fiberglass Double Door with ClassicCraft" or "ClassicCraft Sidelites (OXXO) - Inswing or Outswing Rustic" Series Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 11 (a) INST 8871.9.Ddf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.9 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 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 Neil Contact Us • • 2601 Blair Stone Road, Tallahassee Ft. 32399 Phone* 850-487.1824 The State of Florida is an AA/EEO employer Coovricht 2007-2013 State of Florida.:. Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. if you do not want your e-mail address released in response to a public -records request, do not send electronic mall to this entity Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 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: uy ®® ` http://www.floridabuilding.org/pr/pr app_dtl.aspx?param=vGEVXQ'ArtDgty3Ij'Wak2nHrp... 9/18/2017 Florida Building Code Online Page 4 of 4 Credit Card Safe. http://vAw",.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgty3Ij Wak2nHrp... 9/18/2017 1 THERMAITRU 0 THERMA TRU DOORS 1 1 E3 INOUSTR1AL DR., EDGERTON, OH 4351 i SMOOTH STAR & FIBER CLASSIC FIBERGLASS SINGLE ''IMPACT' DOOR w/ "NON -IMPACT' SIDELITE INSWING / OUTS WING GENERAL NOTES 1. This product has been evaluated and is in compliance with the 51 h Edition )2014) Florida Building Code )FBC) structural requirements Including Ihe'Hlgh Velocity Hurricane Zone' (HVHZ). 2. Product anchors shoo be as listed and spaced as shown on details. Anchor embedment to base material sho0 be beyond wall dressing or stucco. 3. When used In the'HVHr the opaque door compilers with Section 1626 of the Florida Building Code and does not require an impact resistant covering. The non-Impoct sidefife must be protected with an Impact resistant covering compfytrng with Section 1626 of the FBC. 4. When used in areas outside of the "HVHr requiring wind borne debris protection the opaque door compiles with Section 1 W9.12 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 1609.1.22 of the FBC. The non -Impact side6tes must be protected with on impact resistant covering complying with Section 1609.1.2 of the FBC. S. For 2x stud framing corsirucl'lon, anchoring of these units shall be the some as that shown fa 2x buck rnosorry construction. 6. Site conditions that deviate from the delolo of this drawing require further englneeMg analysts by a licensed engineer or registered architect. 7. Oulswing configurations using coastal sill item #4 under active doom and all sb used under the sldefrtes, meet water infllrotion requirements for"HVHr. 8. Inswing configurations and oulswing configurations using sill Item 9S under the door do not meet the water Infiltration requirements for the HVHr and shall be Installed only in non•hobilable areas or of habitable locations protected by an overhang or canopy such that the angle between the edge of canopy or overhang to sill is less than 45 degrees. TABLE OF COME= SHEET If DESCRIPTION I Typical elevations, design pressures !! general notes 2 Door panel details jSmcolh star 3 Door ponel details )Fiber classic) 4 Sidefile ponel details 5 Horizontal cross sections 6 Vertical cross sections 7 Verlicol cross sections B Buck and frome anchoring - 2X buck masonry construction 9 Frame anchoring -1X buck masonry comtruciton 10 Components S Glazing details I 1 Bi0 of Matedols 54.7 MAX. OA FRAME WIDTH 97JSMAX. I5.50"MAX. N'Y z' FRAME WIDTH FRAME WIDTH y'•., 36.00• MAX. PANEL WIDTH —_I 13.75 MAX. PANEL WIDTH 9 0 m u = u id N ct F cT i OVERALL —;. DES.IGN-PRESSUREE;(PSP), R TYPE SWING,c c FRAMEDMEWSION3? _>:1 ti 3n sr` POSRIVE ??;N'EGATINE` SMOOTH INSWING 54.75" x 98.00" 60.0 60.0 STAR OUTSWING 54.75" x 96.50" 65.0 65.0 FIBER INSWING 54.75" x 98.00" 60.0 60.0 CLASSIC OUTSWING 54.76" x 96.50" 65.0 65.0 See Sheet 10 for design presstre Omllotki s. k,, n o: m a'o sm j q z of n P1 0% zn°mzIA « •: o a Ci r ILmria2 c s6 Z Cb d mrc. er: OWS n ' er. LFS FL-8871.E n or, j 44 41 1 it'' y'' m 46 47 EXTERIOR NiYj Ai rJO om 11+, ran 11111 11 U 0 2 INTERIOR 46 42 u s i o 20.4246rc9mCW2 1 A. HORIZONTAL CROSS SECTION d247 3fu o$ c TYP. 4 13 CORNERS OF PANEL EXTERIOR INTERIOR o e —1 I L DETAIL A•A j4 8 DOO ANEL oSOgolhsta 4T c P N 00000000 wep Z 0000000 42 _ LL8O 00000000 0 000000 47 cN 00000000 11e000000043 000 000000000000000, 00000000 I I 0000000 46 q6 a S Z00000000 _ , 7/7/7' 10 000000000000000 000000000 O p"ND 00000 0000000 ILA 1 6 LE 4S !O MRAII "^'-z L 0 0 VERTICAL CROSS SECTION u+tc 05 22 08 Z028.867LOPEN0oAREA MAX. 00 45 Saar: N.T.S. 000 oMro• e4i OINS m uc or LF•S 3 DETAIL A•A p^UMp Na a 0 Panel teinlotcemenl FL-8871.6 0 L DETAIL A•A J i 60 DOOR PANEL cHoerdL INTERIOR 1 HORIZONTAL CROSS SECTION 3 TYP.1 CORNERS G%jjOfPANEL LLLLLLa P 62 Il U 00000000 --/17T 0000000 J 000000000000000000000000000000 63 00000000 d000000 I t• 00000000 66 0000000000000000000000 O000000000000000 000000000 0 . 00000 y HINGE Si7lE ds BOIiOM RAIIa000000000000000000028.867LOPEN 0000000o AREA MAX. 0000000 65 00000000000000000000000 DETAIL A•A Panel reinforcement Z* N •.j p 6 0 n 11111 i d a d u H .: li o tl xi{ 9ma60 62 V o m 6: D y E c2 d3a 67 g 61 m EXTERIOR INTERIOR 2 VERMAL CROSS SEMN 3 E N.T.S. ec DWS m ar: US ; um ra. m FL-8871.E 00 rr 3 ov J 1 O 13.75 MAX. PANEL WIDTH m 4 4 4 P f 70 SID A EL 7t P RAIL Sldefile I 7 SnIEsldefile e0"OM RAIL 7 Sldefite ' 11 P MA)L D.L EXTERIOR ZJ INTERIOR 1 HORIZONTAL CRI 4 IClossic croft a rustic i MAX. D.0 EXTERIOR u 04ERIOR 2 HORIZONTAL CROSS SECTION 4 (Fiber classic) 1' MAX. D.L EXMOOR MERIOR 3 HORIZONTAL CROSS SECTION 4 (Smooth star) EXTERIOR INTERIOR EXTERIOR INIETUOR EXTERIOR dl*.( 4' ..... ..• rrrrlll I11 1` pp n O i N •• 49 t,1 oZ{ 5 9mZW 23 mda o = qEqd 3ru o 0 INTERIOR rd s m 7 23 I v QLLLLLLLLL u QLL v um er. DWS Ia asc - LFS 3 4 VERTICAL CROSS SECTION S VERTICAL CROSS SECTION 6 VERTICAL CROSS SECTION ---- Na' 4 24 Classic craft 6 rustic) 4 (Fiber classic) 4 (Smooth star) FL-8871.E 1 6 6 1 7 7 E o gii S C S INTERIOR 70 g W 19 maul dCcz S e 1d 1g EXTERIOR i EMB.(IYP.) 4 HORIZONTAL CROSS SECTION S Shown w/Ixsubbutk E I o D 3 3 D g 6 6 7 7 g L 0.1s, 6 6 7 7 o.ls L C'SINK L C'SINK IYP.) TYP.) v z 70 e a INTERIOR N 10 10 L INTERIOR e b h N C a ntiQ t O EXTERIOR Z SO 12 12 40 EXTERIOR 40 M 16 N M C aie OS 22 08 i scue N.T.S.01 L C 11 14 E moo. or: DWS m' 1-1/1'MIN. 60 60 Whr MIN. 09L or. LFS 3FMB. (IYP.) EMB. (TYP.) 1 HORIZONTAL CROSS SECTION r2-*N HORIZONTAL CROSS SECTION 3 HORIZONTAL CROSS SECTION MOM xo: w ng shown - Inswing 5 Ou.VprQ shown • inswing b Oulrp g shown - ir-Mg FL-8871.8 c091 olso approved also approved olso approved sr¢cr 5 or N LL o M Mff m, O EXTERIOR %INTERIOR T VERTICAL CROSS SECTION 6 outswing shown - kWWN also approved EXTERIOR INTERIOR I see for' EXTERIOR INTERIOR 2 VERTICAL CROSS SECTION fir shown wn x sub4xxk EXTERIOR INTERIOR see general notes sheet 1 Iw _IVH2' water Iniakoflat requirements INTERIOR JP ` J 000 EXTE rrr ulu u o V O E U' • Zi Z m° u ire CS5 W 40 e'" maa` 60 C i0 3aE 2 3 VERTICAL CROSS SECTION 6 Outswtng configuration see general notes sheet 1 c O 0,J HP waterInfilrotlon gg rx requirements G `a INTERIOR EXTERIOR see general notes sheet I for lWHr water InlUtrotiw requirements EXTERIOR — / INTERIOR 1 VERTICAL CROSS SEC17ON 7 Oulswing shown - I w*v olso oppoved EXTERIOR INTERIOR I 4 VERTICAL CROSS SECTION 7 Inswhg conliguotion EXTERIOR // INTERIOR Y VERTICAL CROSS SECTION 7 Shownw/lxwb-buck EXTERIOR INTERIOR 5 VERTICAL CROSS SECTION 7 Imwing configumtlon O i a INTERIOR EXTERIOK list,``` u q z v o o i 2 U Eogn q o angy clZ li\C a22 E o 00 O ZS In J im 7 u 3 VERTICAL CROSS SEC170N 7 Outswing configurollon INTERIOR EXTERIOR 6 VERTICAL CROSS SECTION 7 Outswing configuotion E N.T.S. s DWS m m LFS noo w,: e FL-8871.8 c n n Z or 1L p A. 71 00 I Mae) II T V to aitlilt%, oeo TYP. HEAD & 2, w MASONRY TYP. HEAD & OILMASONRYJAMBSL-1 L; 6 OPENING JAMBS I I OPENING ¢ b.* Cc N -T VMU'UO LqHWNFOR-,, ISHOWN FRAME / - ---< xz ONLYao Ci II L Iq 0 2X BUCK-%:2 6 I I TYP. 2X BUCK - MULLION V) I 7— TWP. SILL IYP. SILLry1A I 11 L mm BUCK ANCHORING HINGE JAMB FRAME ANCHORING STRIKE JAMS Masorwy 2)(buck construction I CONCRETE ANCHOR NOTES. I. Concrete anchor locations at the comers may be adjusted to maintain the min. edge distance to morlor joints. 2. Concrete anchor locations noted as 'MAX. ON CENTER' must be adjusted to maintain the min. edge distance to mortar joints, additional concrete anchors y be required to ensure the 'MAX. ON CENTER' dimension are not exceeded. 3. Concrete anchor table: M. Jib. ' MIN;:' MIN.-CL EARANCE :MIN.CLEARAYCEARANCHOR f6A6jAiffENT-- TYPE..:': EMBEDMI if4i: MASONRY.:'..: ANCHOR.:'.., 44EEDGEITW 1 / 4- 1-1/4* 2* 4" TAPCON ELCO 1/ 4" 1-1/4- 4- JULTRACON' l WOOD SCREW INSTALLATION NOTES: 1. Maintain a minimum 5/8-edge dislonce, I - end distance, & I - o.c. spacing of wood screws to prevent the spatting of wood. HINGE DETAIL LATCH A, DEADDOIT DETAIL up DWS uv,. . LFS on HM: FL- 8871.6 cc El - jL.Of V LL Q ft • THIS ANCHOR REO'D ONLY WHEN DP > 60.0 PSF to TYP. HEAD s 1= JAMBS MASONRY OPENING AL to U O FRAME TYP. Ix BUCK NP' tq MULLION r3 K TYP. SILL L HINGE JAMB " CONCRETE ANCHOR NOTES: FRAME ANCHORING 1. Concrete anchor locations at the comers may be odµrs ed to maintain the min. Mosolry IX buck conshudlon edge distance to mortar joints. 2. Concrete anchor locations noted as MAX. ON CENTER" must be adjusted to maintain the min. edge distance to mortar joints, additional concrete anchors may be required to ensure the MAX. ON CENTER" dimension are not exceeded. 3. Concrete anchor table: ANCHOR. ANCHOR MIN. j MIN:'CLEARANCE, MIN: CLEARANCE SIZE .:.EMBEDMENT;.:...... iO MASONRY..:. TO'ADJACENT. EDGE....:.: ANCHOR.-: ITw a 1/4" t•1/4" 2" 4" TAPCON WL AJ3(:Kew IndIALLAWNNUMX 1. Maintain a mtnimum 5/8' edge distance, )"end distance, S 1'o.c. spacing of wood screws to prevent the sjAlting of wood. TYP. SILL STRIKE JAMB IATCH A DEADSOLT DETAIL HINGE DETAIL V" F q i o 1` V 4 m znun v 3 o u i g z ZOOOEmo 9p oaS c z ASo N.T.S. 7 um DWS m er LFS 3 NO w: rt L-8871.B Oe L or j A L THRESHOLD ats,p coons L ••- S.BS' r 2 rikg RE -o Uurtade 5.75 0 T s rREs o OulsvAnp slanOord tO N IDELIIEIDELIIE I /7 GLASS+ 3/1" THK. BITE I _I GLASS I/8"TEMP. AIR SPACE I /8" TEMP. SWIGGLE GLAZING 24 SPACER GLAZING DETAILGtGAZINGZINGlOE;lass 7/16" GLASS BBE GLAZING DETAIL G2 Y InwWted pion 5.87" r. J RESHOLD Yiavfip selradHst I SAT 6 E hxwhg MAX. DESIGN PRESSURE _ +/- SO PSF 1"THK. GLASS 1 /8' TEMP. AIR SPACE 1/8-TEMP. SWIGGLE GLAZING SPACER B E D DfEDDf tomb 7/16" GLASS BBE GIAZI G DET IL GS I?bsaAaledpbn r" it litU. i 1 1/7'THK. GLASS I /8" TEMP. AIR SPACE Or TEMP. 25'STEEL INTERCEPT SPACER t N.T.S. ar DWS w . LFS MCro ND.i FL-8871.E o LQ or 1 0 BILL Y rgq`iion_ J O m m i 1 p i c o d 1111 U E i 0Zchi 3 ci c o° W d o J 4o m o 0 u u 0 N R W O al of22 w oak' A I' 4-Z 91 c NOTE: WOOD DOOR COMPONENTS: PINE )SG>=0.42) u un MM52208 WAr. N.T.S. 5 Dw or OWS m ax W. LFS ; DRwm NO... a m FL-8871.6 0 L L N O Of MATERIALS REM DESCRIPTION MATERIAL REM DESCRIPTION MATERIAL A IX 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 I/4" X 2-3/4"PFH ELCO CONCRETE SCREW STEEL 43 LOCK STILE SMOOTH STAR WOOD/LVL E MASONRY - 3,000 PSI MIN. CONCRETE CONFORMING TO ACI301ORHOLLOWBLOCKCONFORMINGTOASTMC90 CONCRETE 44 HINGE STILE SMOOTH STAR WOOD 45 BOTTOM RAIL SMOOTH STAR COMP. F I/4' X 2-3/4"PFH ITW CONCRETE SCREW STEEL 46 PANEL REINFORCEMENT 0.023' THK. SMOOTH STAR STEEL H 3/16" X 3.1/4' PFH ITW CONCRETE SCREW STEEL 47 FOAM CORE POLYURETHANE I 1/4" X 2-I /4' PFH ITW CONCRETE SCREW STEEL 48 SIDEUTE SKIN SMOOTH STAR FIBERGLASS J 1/4" X 3/4' PFH ITW CONCRETE SCREW STEEL 49 LITE FRAME SMOOTH STAR PVC K I/4" X 1-3/4"PFH TTSN CONCRETE SCREW STEEL 57 FOAM CORE POLYURETHANE L q 10 X 2-I IT PFH WOOD SCREW 11.1 S" MIN. EMBEDMENT STEEL 58 SIDELRE SKIN CLASSIC CRAFT FIBERGLASS M q9 X 2-I/2" PFH WOOD SCREW STEEL 60 FIBER CLASSIC DOOR -SEE DOOR PANEL DETAIL SHEET FOR DETAILS N 2X MULLION SG >= 0.55 WOOD 61 DOOR SKIN 0.137" THK. (FIBER CLASSIC F = 6.000 PSI MIN. FIBERGLASS 1 INSWING ADJUSTABLE THRESHOLD IS300AJ ALUM./WOOD 62 TOP RAIL FIBER CLASSIC COMP. 2 INSWING THRESHOLD (IS300HP5 ALUM./COMP. 63 LOCK STILE FIBER CLASSIC 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. S 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 SIDEUTE 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 SIDELRE - SEE SIDEUTE PANEL DETAIL SHEET FOR DETAILS 10 WEATHERSTRIP FOAM 71 SIDELRE TOP RAIL COMP. 11 HINGE STEEL 12 SIDEUTE STILE WOOD 12 N 10 X 3/4"PFH SCREW STEEL 73 SIDEUTE BOTTOM RAIL COMP. 13 q9 X 3" PFH WOOD SCREW STEEL 14 LATCH STRIKE PLATE STEEL 15 SECURITY STRIKE PLATE STEEL 16 18 X 2-1/2` PFH SCREW STEEL 18 KWIKSET 200 SERIES PASSAGE LOCK STEEL 19 KWIKSET 600 SERIES DEADBOIi STEEL 20 INSWING SIDEUTE SPACER FOR HP THRESHOLD DBI4HPA PVC 21 INSWING SIDELRE SPACER FOR SELF ADJUST THRESHOLD D814 PVC 22 OUTSWING SIDEUTE SPACER PVC 23 q6 X 1-3/4- PFH SCREW (LITE FRAME STEEL 24 GLAZING COMPOUND SILICONE 25 SEALANT SILICONE 26 N9 X I` PPH SCREW (LITE FRAME STEEL Florida Building Code Online Page 1 of 3 REM e onal RkulAqn' SCIS Home I Lop In j User Registration Hot Topics I Submit Surcharge I Stats B Facts Publications I FSC Staff I BCIS Site Map I Links Search 70flda us-i Product Approval USER: Public User tiny Product Approval Menu > Product or Application Search > Application List > Application Detall 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 Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Luis Roberto Lomas the Evaluation Report Florida License PE-62514 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2017 Validated By Steven M. Urich, PE C Validation Checklist - Hardcopy Received Certificate of Independence FL15332 R3 COI FLCOI.Ddf Referenced Standard and Year (of Standard) Standard Year AAMA/WDMA/CSA 101/I.S.2/A440 2008 Equivalence of Product Standards Certified By -. Sections from the Code Product Approval Method Method 1 Option D http://w,A,w. floridabuil ding.org/pr/pr_app_dtl. aspx?param=wGEVXQwtDgtH85 72gvd Wld... 9/ 18/2017 Florida Building Code Online Page 2 of 3 Date Submitted 10/29/2015 Date Validated 10/30/2015 Date Pending FBC Approval 11/01/2015 Date Approved 12/15/2015 Date Revised 08/11/2017 Summary of Products FL # Model, Number or Name Description 15332.1 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OXO 145-3/4"x80" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL35332 R3 II 08-00500D.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 510807C.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.2 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OX, XO, XX 96"x80" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R3 II 08-00498D.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL35332 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 11 08-02248B Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure. N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 512968B.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.4 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OX, XO, XX REINFORCED 96"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL35332 R3 II 08-02249B.odf Approved for use outside HVHZ: Yes Impact Resistant: No Verified By: Luis Roberto Lomas 62514 Created by Independent Third 6arty: 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.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.6 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OX, XO, XX ALUMINUM SGD 96"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R3 11 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 Installation Instructions Approved for use in HVHZ: No FL15332 R3 11 08-00501D.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 http://www.tloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvdW]d... 9/ 18/2017 Florida Building Code Online Page 3 of 3 0 Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 510808C.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.8 SERIES 430/440 ALUMINUM SGD SERIES 430/440 ALUMINUM SGD XXX 143"x80" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL35332 R3 II 08-00502D.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 510809C.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.9 SERIES 430/440 REINFORCED SERIES 430/440 REINFORCED ALUMINUM SGD XXX ALUMINUM SGD 143"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R3 11 08-00503D.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 510810C.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes Badt Next Contact Us :: 2601 Blau Stone Road, Tallabassee FL 32399 Phone: 850.487-1824 The State of Florida is an WEED employer. Copyright 2007.2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mall. 11 you have any questions, please contact 850 487 1395. -Pursuant to Section 455 275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address N they have one The !marls 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 of you are a licensee under Chapter 455, F.S., please click he e . Product Approval Accepts: Mml r IRV--70-1 M Credit Card Sate, http://www. floridabuilding.org/pr/pr_app_dtl. aspx?param=wGEVXQwtDgtH85 72gvd WId... 9/ 18/2017 NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE. 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. 1X BUCK OVER MASONRY/CONCRETE IS OPTIONAL. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 4. ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION FACTOR Cd-1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. S. 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, 33KS1 OR ALUMINUM 6063—T5 1/8" THICK MINIMUM I TABLE OF CONTENTS 1 ISHEET NO.I DESCRIPTION 1 1 NOTES 2 ELEVATION 3 — 9 INSTALLATION DETAILS REOSIONS DESCR PWN DATE APPRMD ADDED CHARTS 03/06/12 R.L. REVISED PER NEW TESTING 10/15/13 R.L. ADDED FLANGE INSTALLATIONS 12/06/13 R.L. REVISED INSTALLATION DETAILS 08/05/15 R.L. SIGNED: 1012712015 MI WI D LLC11 10*,,,% PARKDOOVR YOOOLAKESIDEWS E N,t 9iPFLOWERMOUND, TX 75028 v •G 51M-TATi SERIES 430/440 XIX SGD 143" x 96' REINFORCEDpNOTESOF.a,, w" wr.. owc No. 08— OEOE503 REV 0 uxE aTE NTS02/23/09 1 OF 9 6' MAX 1 6' MAX L 17' MAX O.C. 96' MAX FRAME HEIGHT L 6' MAX 143'_MAX_ FRAME" WIDTH SERIES 4301440 XIX SGD EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING t40.OPSF NONE SEE CHARTS 11 AND 12 FOR OTHER UNITS RATINGS REVISIONS DESCIePP110rr DATE APPNO+E6 ADDED CHARTS 03/06/12 R.L. REVISED PER NEW TESTINGFDA 10/15/13 R.L. ADDED FLANGE INSTALLATIONS 12/06/13 R.L- REVISED INSTALLATION DETAILS 08/05/15 R.L. 6 MAX CHART/1 WHERE WATER INFILTRATION RESISTANCE IS REQUIRED SEE NOTE 9 SHEET I Design pressure chart (psq Frame Sho Panel and Total Frame VNdlh (e1) 1ie0 n) 30.0 90.00 36.0 108.00 42.0 126.00 47.7 143.00 Pos Nap Pos Neg Pos Nay 84.0 40.0 60.0 40.0 52.0 40.0 48 0 88.0 400 600 S40051.7 400 489 40.0 45.0 92.0 400 59.6 40.0 46.1 400 423 96.0 40.0 566 400 437 400 40.0 CHART 12 WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED SEE NOTE 9 SHEET I Design pressure chart (pso Frame Segle Panel and Total Frame VWth (m) Haight in) 90.00 30.0 36.0 103.00 42.0 126.00 47.7 143.00 Pos Neg Pos Neg Pos Neg Pos Neg 04.0 60.0 60.0 579 57.9 52.0 52.0 480 48.0 86.0 600 600 54.6 54.6 48.9 48.9 45.0 45.0 92.0 59.6 59.6 51.7 51.7 461 461 42.3 42.3 96.0 56.6 566 490 490 43.7 437 40.0 40.0 CHART 13 Number of anchor locations required Frame Panel and Total Frame Width (in) Height n) 30.0 90.0 36.0 108.0 42.0 126.0 47.7 143.0 H6S I Jamb H3S Jamb 765 Jamb H6S Jamb 84.0 6 6 7 6 8 6 9 6 88.0 6 6 7 6 8 6 9 6 92.0 6 6 7 6 8 6 9 6 96.0 6 6 7 6 1 8 6 1 9 6 F.A. MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGD 143' x 96" REINFORCED ELEVATIONS 08-00503 NTS o`er 02/23/09 s'2 OF 9 SIGNED: 1012712015 0, 6125 * = D TTAAT{ r OF aLv .tORI P D REMs9m 1/2• MIN. REV 11E500P110N DATE APPRMO EDGE DISTANCE A ADDED CNARTS 03/06/12 R.L. 8 REVISED PER NEW TESTING 10/15/13 R.L. 1 3/8- MIN. C ADDED FLANGE INSTALLATIONS ' 12/06/13 R.L. WOOD FRAMING EMBEDMENT 0 REVISED INSTALLATION DETAILS 08/05/15 R.L. OR 2X BUCK BY OTHERS 1 3/8- MIN. 1/4• MAX. 4 EMBEDMENT r SHIM SPACE SHIM INTERIOR B10 WOOD SPACE 1/2- MIN. SCREW EDGE DISTANCE EXTERIOR INTERIOR , D g,o w000 SCREW ! ! D 10 WOOD AILBEDOFESET IN F-1APPROVED SCREW SEALANT EXTERIOR WOOD FRAMING OR 2X BUCK WOOD FRAMING JAMB INSTALLATION DETAIL. BY OTHERS OR2XBUCK BY OTHERS WOOD FRAMING OR 2X BUCK INSTALLATION 1 3/8• MIN. EMBEDMENT 1/2* MIN. EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION SIGNED: 1012712015 MI WI9oo0u+lscEs D D DOPARORS LLC ``\\ J\5 R 11L o i FLOWERMOUND, TX 7502E \ ,,•CENSe SERIES 430/440 XIX SGD * • D 5 * = NOTES: 'yr 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS, 143" x 96" REINFORCED NOT SHOWN FOR CLARITY. FRAME INSTALLATION DETAILS O•• S E \ 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE P DESIGNED IN ACCORDANCE WITHASTME2112 F. owC • REV i l sf•: 0R10. SCKE DATE 08- 500 503 D • ii S ONA 1` NTS 02/23/09 3 OF 9 METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS 3/4• MIN. EDGE DISTANCE I 3/4' MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION REM"S REV DESCRIPRON DATE I APPROVED A ADDED CHARTS 03/06/12 R.L. 1/4• MAX 8 REVISED PER NEW TEnNG 10/15/13 R.L. SHIM SPACE C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. 0 REVISED INSTALLATION DETAILS 08/05/15 R.L. 1 /4" MAX. SHIM SPACE o 3/4* MIN. IS OR EDGE DISTANCE INTERIOR RILLING T- I f10 SMS OR SELF DRILLING SCREWS L TO BE SET IN 3ED OF APPROVED 1LANT METAL iEl[l :YSTRUCTURE BY OTHERS EXTERIOR JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 1012712015 MI DOORLLC IICrD4f/// 1900CLAKEsDDPARKWAY11R E NSF 9,1+ FLOWERMOUND, TX 75028 G SERIES 430/440 XIX SGD Z *• 0 5 * = NOTES: - 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY 143" x 96" REINFORCED FRAME INSTALLATION DETAILS a a' qD''• 55TAT2 EEPERIMETER AND JOINT BY 2STOBE DMWN: D110 NO. REV 'FS:c 0R1DF. A: DESIGNED IN ACCORDANCE WITHASTME21NT 08- 500503 D /i'1'piDIVA1 a\\ scu. a1E NTS02 23/09 4 OF 9 CONCRETE/ MASONRY BY OTHERS OPTIONAL I BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET I 3/16" TAPCON MASONRY/ CONCRETE BY OTHERS 2 1/2" MIN. EDGE DISTANCE 1 1/4" MIN. d EMBEDMENT 1 1/4" MIN. EMBEDMENT 2 1/2 EDGE DISTANCE 1 1 /4" SHIM SPACE 3/16" TAPCON 3/16" TAPCON CONCRETE/MASONRY BY OTHERS EXTERIOR II II II II II II INTERIOR SILL TO BE SET IN A BED OF APPROVED SEALANT s S 4 1 1/4 MIN. EMBEDMENT d VERTICAL CROSS SECTION CONCRETE/MASONRYINSTALLATION 2 1/2" MIN. EDGE DISTANCE 1/4" MAX. rSHIM SPACE OPTIONAL IX BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 REVISIONS REV DESCPoPRDN DATE APPROVED A ADDED CHARTS 03/06/12 R L. B REVISED PER NEW TESTING 10/15/13 R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. D REVISED INSTALLATION DETAILS 08/05/15 R.L. JAMB INSTALLATION DETAIL 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 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FRAME INSTALLATION DETAILS DRAWN: DWO NO. F.A. 08-00503 SCALE NTS DATE 02/23/09 1 SHEET 5 OF 9 SIGNED: 1012712015 J\ 5711 11I`l0Yi/, i G E NSA: 9+ o 5 *= T ,,t. REv O• F(OR10o;•• 4\\ dD OD FRAMING OR 2X BUCK BY OTHERS 10 WOOD SCREW EXTERIOR 10 WOOD SCREW I WOOD FRAMING OR 2X BUCK BY OTHERS 1/2' MIN. I EDGE DISTANCE MIN. EMBEQMENT 1/4' MAX. SHIM SPACE INTERIOR 1/2' MIN. EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES. 1 INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SILL TO BE SET IN A BED OF APPROVED SEALANT 1 3/8' MIN. EMBEDMENT 1 3/8' MIN. EMBEDMENT T- 1/2" MIN. EDGE DISTANCE 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS 1 /4" MAX. r SHIM SPACE REVZIDNS RLV o[StltiviroN DATE APPROVED A ADDED CNARTS 03/06/12 R.L. B REVISED PER NEW TESTING 10/15/13 R.L C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. D REVISED INSTALLATION DETAILS 00/05/15 R L JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS DRAWN. DWD ND. F.A. 08-00503 NTS I DATE 02/23/09 1 WC' 6 OF 9 SIGNED: 1012712015 J\S G I N 0 9,: i cc JD OR10P• 'Z i ss'pNA 11E G 1' l METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS EXTERIOR REVISIONS III 3/4- MIN. FFF------ EDGE DISTANCE I REV DESCRIPRON DATE APPRMO A ADDED CKARTS 03/06/12 R.L 0 REVISED PER NEW TESTING 10/15/13 R.I. 1/4- MAX C ADDED FLANGE INSTALLATIONS 12/06/13 RL. SHIM SPACE D REVISED INSTALLATION DETAILS 08/05/15 R.L. 1/4" MAX. r SHIM SPACE 010 SMS OR 3/4I MIN. DRILLING ISELFTINTERIOREDGEDISTANCESCREWINTERIOR g 10 SMS OR SELF DRILLING SCREWS SILL TO BE SET IN D E p A BED OF APPROVED SEALANT METAL STRUCTURE II 1 1 II II II BY OTHERS GYrGalna 3/4' MIN EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES. I INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS omww DM ND. REV F.A. 08-OD503 D v..E NTS I DATE 02/23/09 ISME07 OF 9 SIGNED: 1012712015 v ENS. 0,-05 ••*= o TAT OF uc s3 NA L1 aG\\\. CONCRETE/ MASONRY BY OTHERS OPTIONAL 1X BUCK TO BE PROPERLY SECURED E NOTE 3 SHEET 1 2 1/2' MIN. I EDGE DISTANCE I a' 1 1/4' MIN. n EMBEDMENT 1 1/4' MIN. EMBEDMENT 2 1/2' MIN. EDGE DISTANCE 1 /4' MAX. • I SHIM SPACE / 3/16' TAPCON J 3/16' TAPCONw CONCRETE/MASONRY EXTERIOR INTERIOR BY OTHERS 3/16' TAPCON II II . 1111 1111 SILL TO BE SET IN A BED OF APPROVED SEALANT MASONRY/ I I II I I I 'III I I ICONCRETE BY OTHERS 1 1/4' MIN. EMBEDMENT VERTICAL CROSS SECTION 2 1/2' MIN. CONCRETE/MASONRYINSTALLATION EDGE DISTANCE 1/4' MAX. I r SHIM SPACE REVISIONS REV OESCRIPIION DATE APPROVED A ADDED CHARTS 03/06/12 R.L. 0 REVISED PER NEW TESTING 10/15/13 R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. D REVISED INSTALLATION DETAILS 08/05/15 R L. OPTIONAL TX BUCK JAMB INSTALLATION DETAIL TO BE PROPERLY CONCRETE/MASONRYINSTALLATION 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 E21 I2 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS DRAWN,. On No. F.A. 08-00503 ICA E NTS I DATE 02/23/09 T 8 OF 9 SIGNED: 1012712015 6111ft1 I It o v •\GENS q P V TATT a." 5 *- SE OF O. OAF''c OR10:• 1 5/6- MIN. EDGE DIST. t d TRIM ° 1 1/4- MIN. INTERIOR EMBEDMENT MASONRY/CONCRETE BY OTHERS 1X BUCK BY OTHERS, HOOK STRIP 1X BUCK TO BE PROPERLY SECURED METAL STRUCTURE BY OTHERSC--- 3/16' TAPCON TRIM - EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION INTERIOR MASONRWCONCRETE HOOK STRIP REWtSIDNS REV DESQOPIWM DATE APPROVED A ADDED CHARTS 03/06/12 R.L. 8 REVISED PER NEW TESTING 10/15/13 R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. 0 REVISED INSTALLATION DETAILS 08/05/15 R.L. 3/4* MIN. EDGE DISTANCE SELF DRILLING SCRSCREW 1/2• MIN. ILI PANEL EDGE DISTANCE EXTERIO INTERLOCK HOOK STRIP INSTALLATION METAL STRUCTURE INTERIOR TRIM ' 1 3/8• MIN. EMBEDMENT HOOK STRIP I D ` So W000 i SCREW EXTERIOR 2n= PANEL INTERLOCK HOOK STRIP INSTALLATION 2X BUCK/WOOD FRAMING NOTES., I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH AS TM E2112 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND. TX 75028 SERIES 430/440 XIX SGD 143" x 96" REINFORCED HOOK INSTALLATION DETAILS DRAWN: M NO, F. A. 08-00503 W-' a NTS D`TE 02/23/09 1 smEET9 OF 9 SIGNED: 1012712015 ItI IL o i// J y CENSF •' 7 o TTAATT 1E OF ; Florida Building Code Online Page 1 of 6 Iti Professional '-g SCIS Home I Lop In I User Registration ; Mot Topics I Submit Surcharge I Stats 6 Facts I Publications I FBC Staff I BCIS Site Map I Links I Search b a r I t'a Product Approvald++vv__rr ee I USER: Public User Y+r;yau Protlutt Aooroval Menu > Protlutt or AoollydGon Search > Application Lut > Application Detail FL # FL15279-R4 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Clopay Building Products Company Address/Phone/Email 8585 Duke Blvd. Mason, OH 45040 513) 770-6062 mwesterfield@clopay.com Authorized Signature Scott Hamilton shamilton@clopay.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Sectional Exterior Door Assemblies Compliance Method Certification Mark or Listing Certification Agency Intertek Testing Services NA, Inc. Validated By Gary Pfuehler M Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year ANSI/DASMA 108 2005 ANSI/DASMA 115 2005 ASTM E1886 2002 ASTM E1996 2002 ASTM E330 2002 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect FFL15279 R4 Eouiv 20150319 - FBC - DASMA 108 eauiv.odf FL15279 R4 Eouiv 20150319 - FBC - DASMA 115 eouiv.Ddf Product Approval Method Method 1 Option A http://wArw.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZIQR... 9/7/2017 Florida Building Code Online Page 2 of 6 Date Submitted 03/19/2015 Date Validated 06/12/2015 Date Pending FBC Approval Date Approved 06/21/2015 Date Revised 08/10/2017 Summary of Products Go to Page = a FL # Model, Number or Name 15279.1 001 W3-09 DSIE-1A171: 2050, 2051, 2053, 4050, 4051, 4053, 62, 64, 65, 62G, 62LG, 64G, SDP38, SFL38, SRP38, 134, 135, 136, 6130, 6131, 6133 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-20 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 15279.2 002 W3-09 DSIE-1A471: GDISP, GR1SP, GD1LP, GRILP, AR1SP, AR1LP, EDISP, 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). 0 8 Page l/ 8 0 0 Description 1-3/8" Double -skin Insulated EPS (exterior skin 27 ga. min.; interior skin 29 ga. min.) Single -Car (up to 9'0" wide) WINDCODEIV W3 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of inspection.odf FL15279 R4 C CAC W3 Listing Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 11 101655-Revl2.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Gallery/Arbstry/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.pdf FL15279 R4 C CAC W3 Listina Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 103952-Rev01.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-IA171: 9130, Double -skin Insulated PUR (exterior skin 27 ga. min.; 9131, 9133, HDP13, HDPF13, interior skin 27 ga. min.) Single -Car (up to 9'0" wide) HDPL13, 7130, 7131, 7133, 8130, WINDCODE® W3 Garage Door 8131,8133 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-20 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC), 004 W3-16 DSIE-1A171: 2050, 2051, 2053, 4050, 4051, 4053, 62, 64, 65, 62G, 62LG, 64G, SDP38, SFL38, SRP38, 134, 135, 136, 6130, 6131, 6133 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-21 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof ofinspection.pdf FLI5279 R4 C CAC W3 Listing lntertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 104175-Rev0l.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 1-3/8" Double -skin Insulated EPS (exterior skin 27 ga. min.; interior skin 29 ga. min.) Double -Car (9'2" to 16'0" wide) WINDCODE® W3 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of insoection.odf FL15279 R4 C CAC W3 Listina Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 11 101820-Revl3.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: http://www. floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQvnDgv3yV VKJZ I QR... 9/7/2017 Florida Building Code Online Page 3 of 6 IEvaluation Reports Created by Independent Third Party: 15279.5 005 W3-16 DSIE-IA471: GD1SP, GR1SP, GDILP, GR1LP, AR1SP, AR1LP, ED1SP, EDILP, 4132, 2132, 6132, SFC38, MFC38 Gallery/Artistry/Expressions: 1-3/8" Double -skin Insulated EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.) Double -Car (9'2" up to 16'0" wide) WINDCODE® W3 Garage Door Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15279 R4 C CAC Letter with proof of contract and oroof of inspection.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FLIS279 R4 C CAC W3 Listina Intertek.pdf Design Pressure: +20 PSF/-21 PSF Quality Assurance Contract Expiration Date Other. The OPTIONAL glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FL15279 R4 11 104028-RevOl.odf windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc. comply with the impact resistant requirement for windborne Created by Independent Third Party: debris regions (ref 1609.1.4 FBC). Evaluation Reports Created by Independent Third Party: 15279.6 006 W3-16 DSIU-IA171: 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 Certification Agency Certificate Approved for use in HVHZ: No FLI5279 R4 C CAC Letter with proof of contract and proof of insoection.pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-21 PSF FLIS279 R4 C CAC W3 Listina Intertek.pdf Quality Assurance Contract Expiration Date Other: The OPTIONAL glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FLIS279 R4 11 104168-Rev0l.pdf windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc. comply with the impact resistant requirement for windborne Created by Independent Third Party: debris regions (ref 1609.1.4 FBC). Evaluation Reports Created by Independent Third Party: 15279.7 007 W3-16 PAN-217353: 73, 1500, Steel Pan (min. 25 ga.) Double -Car (9'2" to 16'0" wide) 75, 190, 84A, 94, 42, 48, 55, 42B, WINDCODE® W3 Garage Door 48B, 55S, 4RST, 6RST, 4RSF, 6RSF Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLIS279 R4 C CAC Letter with proof of contract and proof of inspection.pdFApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FLIS279 R4 C CAC W3 Listina Intertek.pdf Design Pressure: +20 PSF/-21 PSF Quality Assurance Contract Expiration Date Other: The OPTIONAL glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FLIS279 R4 II 101308-Revl2: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: 15279.8 008 W4-09 DSIE-1Fl71: 4300, 4301, 4310, 4400, 4401, HDG, HDGL, HDGF, 66, 66G, 67, 67G, 68, SP200, SF200, SE200, 6200, 6201, 6203 2" Double -skin Insulated EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.) Single -Car (up to 9'0" wide) WINDCODE® W4 Garage Door Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLIS279 R4 C CAC Letter with proof of contract and proof of inspection.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL15279 R4 C CAC W4 Listina 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 FLIS279 R4 11 101652-B-Revl l.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: 15279.9 009 W4-09 DSIE-1F471: GD2SP, Gallery/Artistry/Expressions: 2" Double -skin Insulated EPS GR2SP, GD2LP, GR2LP, AR2SP, (exterior skin 27 ga. min.; interior skin 27 ga. min.) Single- AR2LP, ED2SP, ED2LP, 4302, Car (up to 9'0" wide) WINDCODE® W4 Garage Door HDGC, 6202, SFC68, MFC68 Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL35279 R4 C CAC Letter with proof of contract and proof Approved for use outside HVHZ: Yes of inspection.pdf Impact Resistant: No FLIS279 R4 C CAC W4 Listina Intertek.pdf Design Pressure. +28 PSF/-29 PSF Quality Assurance Contract Expiration Date http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZI 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 windborne debris regions. FLI5279 R4 II 103969-B-RevO2.pdf 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-IF171: 9200, Double -skin Insulated PUR (exterior skin 27 ga. min.; 9201, 9203, HDP20, HDPF20, interior skin 27 ga. min.) Single -Car (up to 9'0" wide) HDPL20, 7200, 7201, 7203, 8200, WINDCODE® W4 Garage Door 8201, 8203 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure. +28 PSF/-29 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). Certification Agency Certificate FLI5279 R4 C CAC Letter with proof of contract and proof ofinspection.odf FL15279 R4 C CAC W4 Listina Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 104183-Rev0l.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.11 1011 W4-09 DSIUO-1K479: Canyon I Double Skin Insulated PUR (exterior skin 27 ga. min.; R:dge/Brookstone interior skin 279a. min.) with Overlay Single -Car (up to 9'0" wide) WINDCODE® W4 Garage Door Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +28 PSF/-29 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of inspection.pdf FLI5279 R4 C CAC W4 Listino Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 104456-Rev0l.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.12 012 W4-09 PAN-2F1S1: 73, 1500, Steel Pan (min. 25 ga.) Single -Car (up to 9'0" wide) 75, 190, 84A, 94, 76, 42, 48, S5, WINDCODE® W4 Garage Door 42B, 48B, 55S, 4RST, 6RST, 4RSF, 6RSF, 211ST, GDSS, GD5SV, GRSS, GRSSV, ARSS, ARSSV, EDSS, EDSSV Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure. +25 PSF/-32 PSF Other: The standard glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. 15279.13 013 W4-09 PAN-2F441: G4S, GS4, G4L, GL4, GD4S, GD4L, GR4S, GR4L, G4SV, GS4V, G4LV, GL4V, GD4SV, GD4LV, GR4SV, GR4LV, E4S, E4L, ED4S, ED4L, E4SV, E4LV, ED4SV, ED4LV, SS4, SL4, A114S, AR4L, SS4V, SL4V, AR4SV, AR4LV Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25 PSF/-32 PSF Other: The standard glazing available for this product meets the wind load requirements of the building -code but DOES NOT meet the impact resistant requirement for windborne debris regions. Certification Agency Certificate FLI5279 R4, C CAC Letter with proof of contract and proof of inspection.odf FLI5279 R4 C CAC W4 Listino lntertek.Ddf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 300159-B-Revl6.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Gallery/Artistry/Expressions: Steel Pan (min. 24 ga.) Single - Car (up to 9'0" wide) WINDCODE® W4 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with oroof of contract and proof of inspection.pdf FL15279 R4 C CAC W4 Listina Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 103486-B-RevOB.Ddf 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=wGEVXQwtDgv3yV VKJZ 1 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) WINDCODEp W4 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of inspection,Ddf FL15279 R4 C CAC W4 Listina Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 11 103549-RevO6.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.15 015 W4-16 DSIE-1F171: 4300, 4301, 4310, 4400, 4401, HOG, HDGL, HDGF, 66, 66G, 67, 67G, 68, SP200, SF200, SE200, 6200, 6201, 6203 2" Double -skin Insulated EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.) Double -Car (9'2" to 16'0" wide) WINDCODE® W4 Garage Door Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLIS279 R4 C CAC Letter with proof of contract and proof of inspection.pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant. No FL15279 R4 C CAC W4 Listina Intertek.pdf Design Pressure: +25.5 PSF/-25.5 PSF Quality Assurance Contract Expiration Date Other: The standard glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FL15279 R4 11 101481-B-Rev13,pdf windborne debris regions. Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.16 016 W4-16 DSIE-1F471: GD2SP, GR2SP, GD2LP, GR2LP, AR2SP, AR2LP, ED2SP, ED2LP, 4302, HDGC, 6202, SFC68, MFC68 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-11`479: 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). Gallery/Artistry/Expressions: 2" Double -skin Insulated EPS exterior skin 27 ga. min.; interior skin 27 ga. min.) Double - Car (9'2" up to 16'0" wide) WINDCODE® W4 Garage Door Certification Agency Certificate FLIS279 R4 C CAC Letter with proof of contract and proof of inspection.pdf FL15279 R4 C CAC W4 Listina Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FLIS279 '114 it 104029-B-RevO3.Ddf 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 proof of inspection.pdf FL15279 R4 C CAC W4 Listino Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 103046-RevO7.Ddf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.18 018 W4-16 DSIU-1F371: 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 budding 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.pdf FL15279 R4 C CAC W4 Listina Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 11 104169-RevOI.Ddf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: http://`A ww.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQ,ArtDgv3yVVKJZl QR... 9/7/2017 Florida Building Code Online Page 6 of 6 comply with the impact resistant requirement for windborne Evaluation Reports debris regions (ref 1609.1.4 FBC). Created by Independent Third Party: 15279.19 019 W4-16 DSIUO-1K479: Canyon Double Skin Insulated PUR (exterior skin 27 ga. min.; Ridge/Brookstone interior skin 27ga. min.) with Overlay Double -Car (97' to 16'0" wide) WINDCODE® W4 Garage Door Limits of Use Certification Agency Certificate Approved for use in HVHZ: No Approved for use outside HVHZ: Yes FLI5279 R4 C CAC Letter with proof of contract and proof of inspection.pdf Impact Resistant: N/A Design Pressure: +25.5 PSF/-2S.S PSF FLI5279 R4 C CAC W4 Listina Intertek.odf Quality Assurance Contract Expiration Date Other: The OPTIONAL glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FL15279 R4 11 104457-Rev02.pdf windborne debris regions. The product without glazing DOES Verified By: lntertek 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, GDSS, GD5SV, GRSS, GRSSV, ARSS, ARSSV, EDSS, EDSSV Limits of Use Certification Agency Certificate Approved for use in HVHZ: No Approved for use outside HVHZ: Yes FLI5279 R4 C CAC Letter with proof of contract and proof of insoection.odf Impact Resistant: No Design Pressure: +24 PSF/-24.5 PSF FL15279 R4 C CAC W4 Listing Intertek.Ddf 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 FLI5279 R4 11 101711-B-ReviS.odf windborne debris regions. Verified By: lntertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Go to Page O (21 Bads Ne:t 0 d Pagel/80 0 Contact Us 2601 Stair Stone Road, Tallahassee FL 32399 Phone: 850-487.1824 The State of Florida Is an WEED employer. fAovriaht 2007-2013 Slate of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida to., email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mall. It you have any questions, please contact 850.487.2395. -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 offipal 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 Wdc tiffs• Product Approval Accepts: 0 Cretin Card Safe http://w"-A,.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQvADgv3yVVKJZI QR... 9/7/2017 lTr- rciciv Si _)• F1 m Vim® Om - m SHEEP t OF 2 OPTIONAL GLAZING MAY BE STANDARD OR IMPACT RESISTANT GLAZING. SEE SECTION " FOR DETAILS. MAX STANDARD SIZE IS 42-1/2%1I'. IMPACT A g _NIVA pM RESISTANT GLAZING IS 21-5/e•.14-1/e•. o ucn wa mlmG r . 10M awn anDi °I L,'nioq -1 00 larmacm CIDdw09Ww DAIS I oaalvl>ml M AmED Ef11E11DED NOOn QCMI D DLOPAY, HMUM AND DIAL AM I ADDED WN 4ZI. 46L SSS roe MM 11/4 W vw r y 3' TAIL Rk SECTION A -A SIDE VIEW) GALVMI20CA. CAW. STEEL N. YflLD STRENGTH: SO IG51 I 2' TRICKT 13' rm a 12 GA GALV. STEEL TOP RACKET EACH ASHEET 1ROLLEReMETAL/(4) SHP LAP JOINTS. valq O"OK QAmD as uxx row= Gtuc GwYN tom - tr-0• s Amud1® I 14 GA GALV. ROVER HINGE EACH HINGE FASTENED TO END STILES WITH (4) /t4.5/B' WSW sm wsm-mm now wxW GOD! 171YIIf wawa a am AwMaTD. 1 J70®O tr SHEEP METAL SCREWS AND (4) 1/ 4'.3/4- SELF TAPPING 14r/ r sQr aoat1 r a ml 1/ OENSIIY POLYSTYRENE FOAM INSULATION 1- 5/10' IN" WON VINYL HMRCEII BACKER ( INSULATED MODELS ONLY) SCREWS. SEE VIEW 'B'. 3' TALL . 20 GA. GALV STEEL U-BARS ON m¢ A e 23 GA MIN. CALV. STEEL SHIN A A 2-1-2-1 PATTERN (I.E. TWO U-MARS ON BOTTOM SECTION. ONE U-BAR ON NEXT SECTIONM ETC.). EACHU-BATTACHED u s ne 1® Ie YN1S n. 1> ft µWITH TER TOP COAT APPLIED TO BOTH PER I%J 4•110N. SELF TAPPO1fi SCREWS SIDES OF STEELSKIN. SEE SHEET TWO FOR IMPACT RESISTANT CONSTRUCTION DETAIL "A' AND STANDARD CONSTRUCT DETAIL "B"; TRACK AND JAMB DETAILS. on mm Imt a ® m O® uAlp FDA M vY vA — ® to= t .00 Olt M ew wa. a AteD- ql - wewAls w 0 t Mt1A. a oom IA r v Aaw • IVO1 Io 7aW. A Awr Am wac Ap A - w AAOwa.AI tlw w IOm 14 ml waAAAAs R"e/m w11 wp®I< IR OAR t/m e t10p 1 O IAA OD V RGt LCt LO LO t Gwl m wlmw C V 0 V I w ATTACHED WITHS(2) j14TEEL .%9' SHEET METALSCREWS. ALUMINUM EKTRVSION t VINYL WEATHERSTRIP. OESMN LOADS: +24. 0 PSF ! -24.5 PSF TEST LOADS: +35. 0 PSF t -37.0 PSF MPC: PAN-PANvomGa4t wAx DG>a 1, Clopay w 4 IWOV . 18'O'H mTH' 1/3/97 KSCOWT M CLASSIC AND CH RP STEEL. PAN BSBS OVKE BLvO. suvx 9" DOUBLE -CAR, 15'W +24 24.5 PSF Building Products MAsoN, oN45G4oJAC /- C.Of11 Ofl (5SO 770-4500 CHOem m Muvm wimm VOe Cl,, of tw.ule' A wMn. N...I. , MWW B 101711 IBC FLORIDA PRODUCT APPROVAL 15279 C11o01OC taw ON= an VMS 1 lOpdi l7 tI O t, onCUM aNimr• GMCwty, am GPM mJClfammr I ma Msly orm sOCR NOON = I s • cr Ihwl Lp To ]III,Ulm calla a 21 t$LfiOS t-t OA R9E11 RONNeS LAO YIm EDtA VAT R Wa11Q9N1 go 110f Im111 1 10 MTQ A RM OVe,a1ODfi1qWselOf. IOw mr L&A MOWN men RemMOON $L a Xq= (2Asa A ell. txm oxen Mal® \ItN WQM M10o6 a I/ 1•al' Draat 712M a LY Comm09M (2Oa0 A LOL AF00W a r tnllmle (o m $Lwa0. 1• as R9e,s Wad $LIN rNWaa exam W1v R am Loom /Wlf IWf Immat 0 1b R A Rm forma WRRaL InR710a IfO OD IWf ma too RFD] 10 OLa11 IDl-at A IfOOLED oesm Mir DOVm1 ra $ rpm= M/OOMC MaIOOW me/cm me aaemAmma Sw NeAO1a v ow favue I (A am as Mille line wr %m a SOL My. mm DO snc ell a aay. rm rmL areas DRAWING 10171/-A I SECTION B-B IMPACT -RESISTANT CLA7ING OPTION] otDa v iniii, imr-r00° saw. p fillsovW flow f1OR Flom Lava fOL/ mf Qa11m1 s1m a NO Re4 w®4 1'41711109 lavmOl FMM A ma WIN IY m- IW A . Yr tIW Ip 1NOR tees nKUN1le i Wrimia STANDARD ASSEMBLYDETAILS DRAWING 101711-8 SECTION B-B (NON - IMPACT RESISTANT GLAZING OPTION] MIT M AE WM U.Y. amm ON amm ORim¢ mm TW OWN( FRW a mmumn "m sO16t-411351AW nwm M aAaW Um OR fftvr m " m mm n-AM CONSTRUCTION LAO Aamrma9an/ mnm OM a LUV2 m MSIW W N ODIMMI L e1M i/FOw IN can 00m A4DmT MULLED a oaPIWIQ I'm MO SlaION N= file INp IW RSNalO1R Or M NORIM IULLOW 000E OR MUMMUL. 1uaDmW tmE nN NQ7 7R m 1W. WJ N11meoWle ol>am Gomm0v. Duna to feynewl. SHEET 2OF21- q 1 a aL o1Lv. NNoc Dnt N/ La came, 11mse0 `$Lfit fu ,t OW 1AtlOaw m 101 FAUDO NLR 1C1Ofl N aL 01Lv. ROAM IeR OO1 Ie,Q A14d/1' 9W 1 M MWIS 1 (QIN r mr a11aO 1OoL r to OR L MAIN aml rm wlfi Slatslm a Nnr1 nW AmwjmIAMMLSZCl IM CUM 0r M 11AW01Im0/ OVAL SIRLCPJPWL OaORL K fileR3roas0lrc S filePROF®Ola O RDnWFMaleGNAWana11110C1UleNOWAD<'mOm= WIN 01m100 aNOWa WOO RIN file LAM LAM 00 M OIwm6 wA— LLW WEVERFE A Clopay T1g Products( ai .sDVOo nnv ( S13) 770-4Sf10 WM TNACI( OONF1f.1RM110N ABOVE THE GOON OPWW DOES NOT AM T THE WIND L" RATWO OF no 0001E 1OR0Mm* 0 ell ` m VA-41 r DAL Wm Me, up= 13 " wnv Wm NAO OFMCM. TnmDOUBLE p"m lHR TOP BFIAOKET HORZONTALtrt va s J TBM LOW HEADROOM OPION 1 WAM "G" G STUL @ OW i• rfp2-1/T.12 OL OILV. VM Ine1 Wpaler. W fiuel Wvaao ma La. Ili Mama, a mDl PM NY a 7 owes 01a1 W IKLT1am. aav Win Nw evau. AM" mS mr',"6mmPLWL6 I EilsYld nmi - No iwY rRin liladr H 1Wlmac® m 6sQt maR woaa tNa r Ire• I11a1 wean m ive vo e" ROOM wmw rpar FOR Well M08. IF Elm sLTDS10NLOADS: +24. 0 P5F t -24.3 PSF TEST LMDS: +36.0 PSF t -37.0 PSF MPC: PAN-2F153 `f0m°L0 RArfic NAx aml s® DATE) W 4 16' 0'W x 16,0 1 1/3/97 MCNFTIM CLASSIC AND CH RP STEEL PAN MAvfi " JAC DOUBLE -CAR, 16V +24/-24.5 PSF DLCD® m MNIYY B $Leoon 101711 IBC Florida Building Code Online Page 1 of 3 BqS Home I Log in ( User Registration i Hot Topic ( Submit Surcharge i Stats 6 Facts ; Publications I FBC Stall I BOS Site Map I Unks Search Florida Product Approval USER: Public User 1ni}WJi iLe-b Product Approval Menu > Product or Application Search > Application List > Application Detail FL # FL17499-Rl 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 MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Windows Single Hung Certification Mark or Listing American Architectural Manufacturers Association Steven M. Unch, PE 10 Validation Checklist - Hardcopy Received Standard AAMA 506 AAMA/WDMA/CSA 101/l.S.2/A440 Product Approval Method Method 1 Option A Date Submitted 07/19/2016 Date Validated 08/05/2016 Date Pending FBC Approval Date Approved 08/05/2016 Year 2008 2008 bttp://www.floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDgtCUGgvj Qiz6BP... 9/7/2017 Florida Building Code Online Page 2 of 3 33 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 2).odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: Yes FL17499 R1 C CAC MI Windows - 185 SH (Fin) Impact 3).DdfDesignPressure: +55/-55 Other: R-PG55, Missile Level D, Wind Zone 3. Glass to be FL17499 R1 C CAC MI Windows - 185 SH (Flange) Impact 2).DdfbeddedinPecora896sealant. FL17499 R1 C CAC MI Windows - 185 SH (Flanoe) Impact 5 . df Quality Assurance Contract Expiration Date 10/10/2018 Installation Instructions FL17499 R1 11 08-02544A.Ddf Verified By: Luis R Lomas PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513320A.Ddf Created by Independent Third Party: Yes 17499.2 185 SH 52x84 Fin/Flange Frame IG/SG Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R1 C CAC APC(13362)E1725.01-109-47-RO 185 SH(FLG waiver)5-SIG 1-8A 52 1-SX64 R60(100918).pdfApprovedforuseoutsideHVHZ: Yes FL17499 R1 C CAC MI Windows - 185 SH (Fin) (10).pdfImpactResistant: No FL17499 R1 C CAC MI Windows - 185 SH (Fin) (9).DdfDesignPressure: +60/-60 FL17499 R1 C CAC MI Windows - 185 SH (Flanoe) (9).odfOther: R-PG55 Quality Assurance Contract Expiration Date 10/09/2018 Installation Instructions FL17499 R1 11 08-02546A.odf Verified By: Luis R Lomas PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 RI AE 513322A.Ddf Created by Independent Third Party: Yes 17499.3 185 SH 36x84 Fin/Flange Frame IG/SG Impact Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R1 C CAC MI Windows - 185 SH (Fin) Impact 4).pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: Yes FL17499 R1 C CAC MI Windows - 185 SH (Fin) Impact (5) Done.DdfDesignPressure: +55/-55 Other: R-PG55*, Missile Level D, Wind Zone 3. Glass to be FL17499 R1 C CAC MI Windows - 185 SH (Flange) Impact 3).DdfbeddedinPecora896sealant. FL17499 R1 C CAC MI Windows - 185 SH (Flanoe) Impact 4).Ddf Quality Assurance Contract Expiration Date 10/17/2018 Installation Instructions FL17499 R1 11 08-02545A.pdf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513321A.Ddf Created by Independent Third Party: Yes 17499.4 185 SH 52x72 Fin/Flange Frame IG/SG Single Hung Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R1 C CAC APC(13361)E1726.01-109-47-RO 185 SH(FLG waiver).odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL17499 R1 C CAC MI Windows - 185 SH (Fin) (11).Ddf FL17499 R1 C CAC MI Windows - 185 SH (Fin) (12).DdfDesignPressure: +60/-60 FL17499 RI C CAC Ml Windows - 185 SH (Flanoe) Other: R-PG60 1( 0).Ddf Quality Assurance Contract Expiration Date 10/08/2018 Installation Instructions FL17499 R1 II 08-02549A.pdf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513327A.Ddf Created by Independent Third Party: Yes 17499.5 185 SH 36xB4 Fin/Flange Frame IG/SG Single Hung Laminated Glass http://vvww.floridabuilding. org/prlpr_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)E1729.01-309-47-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 MI Windows - 185 SH (Fin) (14).DdFDesignPressure: +60/-60 FL17499 R1 C CAC MI Windows - 185 SH (Flanae) Other: R-PG60• 11).Ddf Quality Assurance Contract Expiration Date 10/17/2018 Installation Instructions FL17499 R1 11 08-02550A.Ddf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513328A.Ddf Created by Independent Third Party: Yes 17499.6 185 Triple SH I1Ix72 Fin Frame IG/SG Single Hung II0x72 Flange Frame IG/SG Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R1 C CAC MI Windows - 185 SH Triple (Fin) 3).DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL17499 RI C CAC MI Windows - 185 SH Triple (Fin) Design Pressure: +50/-50 4).Ddf Other: R-PG50' FL17499 R1 C CAC MI Windows - 185 SH Triple (Flanae) 3).Ddf FL17499 R1 C CAC MI Windows - 185 SH TriDle (Flanae) 4).Ddf Quality Assurance Contract Expiration Date 10/20/2018 Installation Instructions FL17499 R1 11 08-02548A.Ddf Verified By: Luis R Lomas PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 RI AE 513324A.2df Created by Independent Third Party: Yes 17499.7 185 Twin SH 106x72 Fin Frame IG/SG Single Hung 105x72 Flange Frame IG/SG Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 RI C CAC MI Windows - 185 SH Twin (Fin) Approved for use outside HVHZ: Yes 3).Ddf Impact Resistant: No FL17499 Rl C CAC MI Windows - 185 SH Twin (Fin) Design Pressure: +45/-45 4).Ddf Other: R-PG45 FL17499 Rl C CAC MI Windows - 185 SH Twin (Flanoe) 3).Ddf FL17499 R1 C CAC MI Windows - 185 SH Twin (Flange) 4). Ddf Quality Assurance Contract Expiration Date 10/20/2018 Installation Instructions FL17499 R1 II 08-02547A.Ddf 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 Neat Contact Us ;; 2601 Blau Stan@ Road. Tallahassee FL 37399 phone: 1150-497.1624 The State of Florida Is an AA/EEO employer. Copyright 2007,2011 State of Florida. •: Privacy Statement ;: Accessibility Statement :: Refund Statemenr Under Flonda law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mad. If you have any questions, please contact 850.487.1395. 'Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please dick here. Product Approval Accepts: M Credit Card Safe http://www. floridabuilding.orglprlpr_app_dtl.aspx?param=wGEVXQwtDgtCUGgvjQiz6BP... 9/7/2017 NOTES I THE PP,OOLICT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REI}UIREMENTS OF THE FLORIDA 8UILOIN', CODE INCLUDING THE Ifi'I?Z. 2. :".00D FRAMING AND MISONR'r OPE14114C TO BE DESIGNED AND ANCHORED TO PP.OPERL Y TRANSFER ALL LOADS TO STRUCTURE. FPAMING AND MASONRY OPENING IS THE HESPCNSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. iX RUCK OVER. MASONRY/CONCRETE IS OPTIONAL. 4. A':HE:ZE SHIM OR RUCK THICKNESS IS LESS THAN 1-1/2- WINDOW UNITS MUST BE AIJCHUREU 111ROUGII 111E FRAME IN ACCORDANCE WITH MAr1lIl'nCIURER'S PVDLISIICD INSTALLATION INSTRUCTIONS. AI<HOPS SHALL BE SECURELY FASTENED DIRECTLY INTO MA301JRY, CONCRETE OR OIHEP STRUCTURAL SLIBSTRAIE MAIEPIAL. 5. WtIE.%E WOOD UUCK TIICKNESS IS 1-1/2" OR GREAIER. BUCK SHALL BE SCCURELY FASTCNEO 10 MASONRY, CCNCRCIC OR OTHER STRUCTURAL ;UBSIRATE. WINDOW UNITS MAY BE ANCHORED THROLIGH FRAME TO SECURED 1M1000 BUCK IN ACCORDANCE WITH MANUFACTURER'S PLIUUSHCO INSTALLATION INSTRL10IONS 6 WIIERE iX BUCK IS NOT USED DISSIMILAR MATERI4LS MUST G= SEPAHAIEU WITH APPROWL) COATING, OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIRILITY OF THE ARCIIHECT OR ENGINEER OF RECORD 7 BUCKS SHALL EXTEND BEYOND WINUJ.: INTERIOR FACG SO THAT FULL FRAME SUPPORT IS PROVIDED. 13. FOR FITT INSTALLATION SHIM AS NEEDED FOR FRAME INSTALLATION SHIM AS REGUIr.ED AT CACTI ANCHOR LOCATION WITH LOAD GEARING SHIM SHIM WHERE SrACE OF 1/16" OR RCATCR OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4", 9. SHIMS SHALL BE LOCAIEO, APPLIED AND MADE FROM MATERIALS ANC: THICKNESS CAPABLE OI- SIISTAINI14C APPLICABLE LOADS. 10. VAND LOAD DURATION FACTOR CA= 16 WAS USED FOR WOOD ANCHOR CALCULATIONS 11 FRAME MATERIAL. EXTP,VDEO RIGID PVC. 12. UNITS MUST BE GLAZED PER ASTM E1300-04/09. SEE SIIEET 14 FOR GLASS DETAILS. 13. APPROVED II.IPACT PROTECTIVE SYSTEM IS NOT REOUIRCO FUR THIS PRODUCT 114 WIND BORNE DEBRIS REGIONS. 14. FOR ANCHORING IHROU,H FITI IN10 WOOD FRAM114G OR 2X BUCK USE $d WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCAIC ANCHORS AS SHOWN IN CLCIRTNONS AND INSIALATICt.- OCIAJLS RIV15pIK ' I REv I DISUNIMN I N1E I +I'R;0VEP 1 A I RENSEO ANCHOR. SPACING k CHARTS 107/11/2016I R.I. 15. FOR ANCI IORING TI IROUGH FRAME INTO WOOD FRAMING OR 2X BUCK USE K 10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT ItITO SUBStIRAIC. LOCATE ANCIIORS AS SHOWN 114 CLEVATIONS AND INSTALLATION DETAILS. 16, FOR ANCHORING IIIROUCH FRAME INTO MASONRY/ CONCRETE USE 3/ 16" FADCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1 /4" MINIMUM EMBEDMENT INTO SUBSTRATE WITII 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION UEIAILS, 17. FOR ANCHORING THROUGH FRA eE INTO METAL STRUCTURE USE 110 SMS OR SELF. DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVC 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWII IN ELEVAII.ONS AND IIJSTALLAIION DETAILS, 1(3. AI.I_ FASTENERS TO BE CORROSION RESISTANT. 19 INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR IAANUFACIUREP'S INSIALIAIION IUSIRUCFIONS AND A14CHORS SHALL NOI UE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD: MINIMUM SPECIFIC GRAVfre OF G=0.42 H. CONCRETE: MINIMUM COMPRESSIVE STRENGTH OF 2,000 PSI, C. MASONRY: HOLLOWFILLED BLOCK PER ASIM C90 WITH I"m=2,000PSI MINIMUM ri METAL STRUCTURE: STEEL 180A F)=33KSI/FU=57.KS1 OR ALUMINUM 6063-T5 FU=30KSI 048" THICK MItllMiu A TABLE OF CONTENTS I SHEETr10. DESCRIPTION 1 I NOTES 2 - I I CLEVAT ON5 5 - 13 114$TALLATION DETAILS 14 ( COMPONENTS SIGNED: 0711212016 JKNO DOORS M650TTfIIIto//'i IDOWnN\\`S 4 i GRATZ. PA 17030-0370 GEN,S 1k• #= SERIES185ALUMINUMSINGLEHUNGWINDOW52" X84" NON -IMPACT Q;: NOTES o+ AATPOI F F•;° IQRIQP• ' oa+v.,1 c.w; Rr. Rtv N. G. c08-02546 A DNA I`6\ eAT Nis12/09/14 1 OF 14 5 M FR HEi 52" MAX FP,AIAE WIDTH MAX 16" MAX 0 C 1 I-2" _1—Alegi— rl 1 1 a 1 Ii Jy 15" MAX 0 C. n We T 7I f U X r 2'' MAX B R1 FRj HEI 52" MAX FRAME WDTH z" Max 16" Alin( O.0 2" ja7 1,A MAX C. O T_ _ t ME HT 4 X y 2" MAX 185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW EXTERIOR VIEW DESIGNER EXTERIOR VIEW FLANGE FINLESS INSTALLATION FLANGE FINLESS INSTALLATION WITHOUT FILLERS WITHOUT FILLERS SEE CHART v FOR SMALLER UNITS REQUIRED ANCHORS SEE CHART NI FOR SMALLER UNITS REOUIREO ANCHORS DESIGN PRESSURE RATING IMPACT RATING t60.OPSF NONE NOTES. I, MAXIMUM SAStI SIZE. Wit" X 35". 2 A10.fIMUM SAStI DI-.0.: 41 5/8" X 32 1/2 3 Mb0IMUM FIXr_D D.L.O d9 1 /d" X 45' I HARDWARE SCHEDULE I BLOCK AND TACKLE BALANCE AT JAM8S A't NISIOIr¢ oESCR(aTq" CAIE I A,PPM REVISED ANCHOR SPACING & CHARTS 1 07/11 1;20 10551 R.I. CHART #I UNITS INSTALLED WITHOUT FILLERS Number of anchor locations m4ulred Fame fume Width filln 1600 24.00 30.00 3&00 zoo M00 s2.00 Wight (in) Head Jamb Head Jamb Head Jamb Head Jamb Head Jamb Hoad Jamb Head Jamb 2400 2 3 3 3 3 J 3 3 4 1 3 4 3 4 1 3 3040 2 3 3 3 3 3 3. 3 4 3 4 3 4 3 X.00 2 3 3 3 3 3 3 3 4 3 4 3 4 3 4240 2 4 3 4 3 4 3 4 4 4 4 4 4 4 46,00 2 4 3 4 3 4 3 4 4 4 4 4 4 4 54.00 2 5 3 5 3 5 3 5 4 5 4 5 4 5 60.00 2 5 3 5 3 5 3, 5 4 5 4 5 4 5 6600 2 5 3 5 3 5 3 5 4 5 4 5 4 5 72.00 2 6 3 6 3 6 3 6 4 8 4 6 4 6 76A0 2 6 3 6 3 6 3' 6 6 4 6 5 6 0400 2 6 3 6 3 6 3 6 4 6 4 1 7 5 7 MI WINDOWS AND DOORS 650 WEST MARKET SCREEr GRATZ, PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"X84" NON -IMPACT FLANGE do FINLESS ELEVATIONS N.G. 1 08-02546 c NTS e*'E 12/09/14 5"t"2 OF 14 SIGNED: 07/12/2016 v,•GENSF •Jt R F 5` ' Z ORIO'6R iiS101VA 11 1\` f h FF HE 52" MAX FRAME WIDTH -- 2" MAX -- I G" MAX — 2" MAX d I I IG" h L< O.0 1 1" l— _ 4:t 1M1_ GHT 7 k 52- MAX FRAME A'IDTII — I6" MAX O.C. MAX— — —= O.C. — — 2" MAX J- If" MAX 0 C. y 84` T— rr MAX F. HEIGH ME i 4 X 185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW EXTERIOR VIEW DESIGNER EXTERIOR NEW FLANGES FINLESS INSTALLATION FLANGES FINLESS INSTALLATION WITH FILLERS WITH FILLERS SEE CHART #2 FOR SMALLER UNITS REQUIRED ANCHORS SEE CHART 02 FOR SMALLER UNITS REOUIRED ANCHORS DESIGN PRESSURE RATING IMPACT RATING t60.0PSF NONE. NO. -TES. I. MAXIMUM SASH SIZE, 51" X 35', 2 MAXIMUM SASH DLO. 47 /6" X 32 1/2" 3. 1,14XIML,M F.tEO 01 0.: 49 1 /4" X 45". METAL SWEEP LOCK AT 8" FROM EACH END INTERIOR MEETING RAIL BLOCK AND TACKLE BALANCE AT JAMBS 4tr1•.IMr. pF;.CvialgN I I. -ATE anoa0tgo RENSED ANCHOR SPACINC & CHARTS 1 07/11 /70 1131 R.L CHART #2 UNITS INSTALLED WITH FILLERS Number of anchor Iocallons required Frame Height (in) Fame Width (In) 24.00 30.00 3600 4200 46.00 52.00 d—TNeedJamb Head Jamb Head Jamb Head Jamb Mood Jamb Head Jamb Head Jamb 24A0 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 30.00 2 3 3 3 3 3 3 3 4 3 4 3 4 3 4200 2 4 3 4 3 4 3 4 4 4 4 4 4 4 46.00 2 1 3 4 3 4 3 4 4 4 4 4 4 4 54.00 2 5 3 1 5 3 5 3 5 4 5 4 5 4 5 6000 2 5 3 5 3 5 3 5 4 5 4 5 4 5 66 00 2 S 3 5 J 5 3 5 4 5 4 S 1 5 12A0 2 6 3 8 3 6 3 8 4 6 4 6 4 6 7900 1 2 1 8 3 8 3 6 3 5 4 8 4 6 4 6 M00 2 8 3 8 3 6 3 6 4 6 4 6 4 6 MI WINDOWS AND DOORS 650 WEST MARKET STREEI GRATZ. PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52•'X84" NON —IMPACT FLANGE do FINLESS ELEVATIONS OR>iYY C•s: NQ N.G. 08-02546 scac NTS I "r 12/09/14 5Nr-IT3 OF 14 SIGNED: 0711212016 I FI HI 1- MAX FP,1NE WIDTH — 2" MAX - 1Q, r- r-- MAX 0 G. -1 10" MAX OO.0 I j T_ 4.. I .r IAX AME IGHr I Q X y 2" MAX I r1 HI 52" MAx rRAME WIDTH -- 2" MAX - i —- 10" _ MAX O.C. 1 9" I r I 10' MAX I OO.0 IA:( AMC IGHT 4 2 MAX l 185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW EXTERIOR VIEW DESIGNER EXTERIOR VIEW FIN INSTALLATION FIN INSTALLATION SEE CHART 03 FOR SMALLER UNITS REOUIRED ANCHORS SEE CHART a3 FOR SMALLER UNITS REOUIRED ANCHORS DESIGN PRESSURE RATING IMPACT RATING t6O.OPSF NONE NOTCS: " I. MAXIMUM SASH SIZE- 51" X .56" 2 M4);1MUM SASH DIG.: 47•-5/8" X 32 1 2". 3. MAXIMUM r1XED U_L.O.• 49 1/4" :t 45- HARDWARE SCHEDULE SWEEP LOCK AT 8" FROM EACH END INTERIOR MEETING RAIL AND TACKLE BALANCE AT IAMBS Rw5'GP15 OFSC01vT*N IIATE REVISED ANCHOR SPACING h CMRTS 07% 1 lj20161 P L CHART#3 Nlmber of anchor locations repulred FaT11e tbight(in) Frame VNdih (In) 1a.00 H&S Jamb 24.00 Iff9 Jamb 30.00 His Jamb 36.00 HaS Am0 4L00 HaS Jamb 4900 H65 Jamb L00 HaS Jamb 24.00 3 3 3 3 4 3 5 3 5 3 6 3 6 3 30.00 3 4 3 4 4 4 5 4 5 4 6 4 6 4 J&W 3 5 3 5 4 5 5 5 5 5 6 5 6 5 4L00 3 5 3 5 4 5 5 5 5 5 0 5 0 5 4a00 3 6 3 6 4 6 5 6 5 0 6 6 6 6 SAW 3 6 3 6 4 6 5 6 5 6 6 6 6 0 60.00 3 7 3 7 4 7 5 7 5 7 6 7 6 7 66.00 3 a 3 0 4 a 5 a 5 5r6E 0 6 a 7L00 3 a 7 a 4 9 5 0 5 0 a 6 a 7fL00 7 9 7 9 4 9 S 9 5 9 9 0 9 a1.00 3 9 J 9 4. 9 5 9 5 9 9 0 0 MI WINDOWS AND DOORS 650 WEST MARKET STREEr GRATZ, PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"X84" NON -IMPACT FIN ELEVATION IKtawm: N.G. 08-02546 5C", NTS I 0"r 12/09/14 51¢1T4 OF 14 SIGNED: 0711WO16 IV T EA0AT OF Nt F•'.0RIOP•` A i//) SslQNA1` 6\ W000 F PAMING OR 2} RUCK UY /JTIICRS HACVER ROD fr. APPP,OVEU SEALANT EXTERIOR HACKER ROD APPROVED SEALAIJT WOOD FRAMING OR 2X FUCK BY OTHERS 1 /2" MIN EDGE DISTANCE. 1 1./4" MIN. j t EI, PEP-AENT 1 /4" f.1AY.. SHIM SPACE p 1 o WOOD SCRE''r INTERIOR ILL TO BE SET IH A UEO OF APPROVED STRUCTURAL SEALANT 1 /4" MAX. SHIM SPACE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES. I INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 METAL STRUCTURE BY OTHERS APPROVED SEALANT EXTERIOR BACKER ROD — 8APPROVED \ SEALANT METAL STRUCTUREBY OTHERS 3/ 4' MIN L' UU'C UISL+WEE 1/ A" MAX. Ito r SHIM SPACE p10 SMS OR SELF DRILLING SCREW VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION INTERIOR SILL TO BE SET IN A BCD OF APPROVED STRUCTURAL SCALAJJT 1 / 4" MAX. SHIM SPACE REV 0FSCP.1FWW MTE I 'w'OVEP A RDISED NJCIIOR SPACING A CHARTS 07/11/2016 P.L. 1 1/4" MIN 1/4' I.WA EMSCOMENT SHIM SPACE INTERIOR EDGEDISTANCE y, o WOOD—, SCREW I WOOD FRAMING OR 2X DUCK EXTERIOR BY OTHERS BACKER RED APPROVED SEI. W4T JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 1 / 4' MAX SHIM SPACE 10 SIAS OR SELF DRILLING INTERIOR SCREWS \ 1 n-rann r ` x 4 1/4- MIN. CUGE CI: TANCTE EXTERIOR METAL - STP. UCIURE ROD BACKERBYOTHERS & APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 0711212016 M6so+ tWDOW DOORS Lr0 aESTKEDSTREET`````\5 It GRATZ, PA 17030-0370 r •GENS.9s SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52" X84" NON -IMPACT FLANGE INSTALLATION DETAILS WITHOUT FILLERS 70O•• AT 0IF DR RI-V IZ/ 0NAL 08cOJ546AS\ \\\ SC11 E ou[ NTS12/09/14 5 OF 14 CC) N(,RCTC/MA OfIIi' BY OTHERS OPTIONAL 11( NU%K SEC I401CS 3 - 7 SIICCT I DICKER ROD APPROVED SCALAR I • 2 1/2" MIN EDGE DISTANCE 1 1 j LI MIN. E 16E0flEIJT 1 /4" MAX. _ SHILL SPACE jJnII r EXTERIOR INTERIOR J' 11 - SILL TO BE SET BACKER ROD - I IN A BED OF APPROV& A -PROVED STRUCTURAL SEALANT SEALANT' OPTIONAL IX BUCK '• . 'L- 1/,I- MAX SEC NOTE3 - 7 I " r SHIM SPACE SHEET I GQNCRETE%IAnSONRY UY OTHERS , 'O VERTICAL CROSS SECTION CONCRETENIASONRY INSTALLATION PEVISIpG ' InEvoulp"ON CATE •App(rwto A REVISED ANCHOR SPACING h CHARTS 07/11/9016IRL 1 1/4" R11N. _ I EMBEOMCIJI CONCRETE/ MASONRY -- - 1 JA_ MAX. BY OTHERS SHIM SPACE a 1 3/16" TAPCON • .° INTERIOR I \ 2 1/2' r 1 l LAIN. EDGE DISTANCE EXTERIOR BACKER ROD APPROVED OPTIONAL i% BUCY. SEAl41J SEE NOTES 3 - 7 SHEET I JAMB INSTALLATION DETAIL CONCRETEAWISONRY INSTALLATION NOTES: I INTERIOR AND EXTERIOR FINISHES, BY OTHERS. NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SIGNED: 0711212016 M65WIWOOWEST M R ND BOORS 11Lo,,,, SIREEI SCRET r 4 1 GORATZ, PA 17030-0370 GENs SERIES 185 ALUMINUM SINGLE HUNG WINDOW 0 6 #= 52N NON -IMPACT FLANGE INSTALLATION DETAILS WITHOUT FILLERS r EEA tt iORI0: cxmw., Ira: au. I ev N. G. 08-0 546 A iij pIVALI NTSwrE12/09/14 6 OF 14 1 / 2" IAIIJ r1 EDGE DISTANCE WOOD FRA'NuIJG I 3/4" MIN EDGE. DISIANCEORZXBUCK UY OTI+ERS 1 1; 4" MIN, i METALMETAL EMSCOMENT BY pUJERS 1/4" MAX. SHIM SPACE BACKER ROL) 1' T /4.. MA•:. 1.: APPROVED SEALANTS SPACE APPROVCO SEALANT I I \ FRIGID J II III #10 WOOD SCREW I l I INTERIOR t I EXTERIOR j I RIAD FILLER EXTERIOR IrkJ f I SILL TO BE SET IN A SEE 01' APPROVED STRUCTURAL UACKER ROD SEALANT AP'>ROVCD j SEALANT S 1/4" MAX. BACKER. ROD SHIM SPACE APPROVED WOOD C'RnSIIr1G SEALANT OR 2X DUCK BY L1IHERS . y META STRUCTUF DY OTHER VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES I INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED W ACCORDANCE WITH ASTM E2112 RE mers ' JA scrww" M,E at+P.'+yI" REVISED NJCHOR SPACING k CtfARTS 07/11 /7016 P L. 1 1/4" MIN 1/4" MAX. EMBEDMENT SHIM SPACE 1 /2' MIN INTERIOR EDGE DISTANCE 10 WOOD - SCREW / Atfum10SMSORJ/ SELF DRILLING w000 FRALUNG EXTERIORSCREWORZXDUCK DY OTHERS B: APP. RODCKER RIGID - &APPFtOVcO FILLER SEAL AN f JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATJON INTERIOR 14CTNL I /4" MAX STPLIEfURE SHLN SPACC BY OTHERS P10 sms or, INTERIOR SELF DRILLING SCREWS VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 3/4" LMIN. SILL TO BE SET EDGE IN A UEU OF DISTANCE APPROVED STAI EXTERIOR LALAN' T RIGID BACKER ROD 1/ 4" MAX. FILLER & APPROVED SIIIM SPACE SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 0711212016 DOORS MIWINDOWSIWDONJESTIILI MARKEO IREEr 51R r GRATZ, PA17030-0370 GENy*. p SERIES 185 ALUMINUM SINGLE HUNG WINDOW 0.6 2 5 •#= 52"X84' NON -IMPACT FLANGE INSTALLATION DETAILS WITI4 FILLERS EA" STD i : caavr+: va. I.r. aEv F•'°(OR1QP• N.G. 08 c0`2546 A ONA 11 10` o IE NTS 12/09/14 7 OF 14 2 1/ 2" MIN EUCE DISTANCE CONCRL TE/MA 01ARY BY OTHERS OPTIONAL IV NU%K —, • ` e A 1 1 / 4" MIN, SEC NOTES 3 - 7 - , EMBEDMENT 1 /4- MAX - - UACKCR ROD — I SHIM SPACE APDROVED SEALANT RIGID FILLER -- 3/I6" TAPCOM III! EXTERIOR—w INTERIOR BACKER. ROD 3c APPROVED SEALANT OPTIONAL I X BIJCI SEC NOTE IjEET 1 CONCRETE; MASONRY — UY OINERS I I SILL TO BE SET I It] ABED OF A -PROVED STRUCTURAL SEALANT r- 1/4" RIAX. F S"Im SPACE VERTICAL CROSS SECTION CONCRETEIMASONRY INSTALLATION 1 1/4" MIN. _ EMBEDMENT CONCRETE/MASONRY - DY OTIICRS f, - c. a 3/16" TAPCON 1' PEN31r4r OFKm mON IlfrE a nr'O L REw5T0 ANCHOR SPACING R CHARTS 07/11 /20161 R L. OPTIONAL IX DUCK SEE NOTES 3 - 7 SHEET 1 1/." MAX. SHIM SPACE INTERIOR 2 1 /2' ` IMIN. EDGE DISTANCE I EXTERIOR i BACKER ROD RIGID & APPROVED FILLER SEALANI JAMB INSTALLATION DETAIL CONCRETEAITASONRY INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS. NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ• PA 17030-0370 SERIES 185 ALUMINUM 'SINGLE HUNG WINDOW 52"X84" NON -IMPACT FLANGE INSTALLATION DETAILS WITH FILLER rR-Wm: mo' w. N.G. 08-02546 f11/ 14TS °A;[ 12/09/14 `11f1r8 OF 14 SIGNED: 0711212016 NJ 51 R011111I Ll/ iEENSFgi1' A oTATE OF- Fa'OR1aP• \ys W: i j 2" MIN EDGE DISTANCE WOOD FF,AMR:G OR : X HULK UY OfIIERS BACKER ROD YTfArAPPFOVED II \ 7j4" MAX SEALANT it `SIIIM SPACE L A10 WOOD SCREW INTERIOR EXTERIOR BACKER ROO Fc AP^ROVED E.ALANT F00D FRAMING OR 2X BUCK BY (IIIIEr's METAL STRUCTURE BY OTHERS APPROVED SEALANT 3i 4' MIN EDGE DISIANCE EXTERIOR n SILL TO BE SET IN A BEU OF APPROVED STRUCTURAL SF-AL41T BACKER ROO 1/4" MAX. & APPROVED SHIM SPACE SEALANT r STRUCTURE BY OTHERS 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 1/4" MAX. SHIM SPACE IS OR SELF DRILLING SCREW INTERIOR VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION SILL TO BE SET 1.1 A BED Or Ar-PP%'%VEO STRUCTURAL SEALANT 1/4" MAX. SHIM SPACE pEvlsiar, IREVOEKRinRONPATE •'OFiO I A l REVISCO A1461OR SPACING k CHARTS 07/11 /7016 P L. 1 1/4" MIN L"k3EliMEWr 1/4" MAk. 5F111.4 SPACE INTERIOR Ir MINN EDGE DISTANCE A10 WOOD SCREW WOOD FRAMING iR 2X BUCK BY OTHERS 4' 10 sMs OR SELF DRILLING SCREWS T- 3/4' MIN EDGE DISTANCE 1 V q- j—1 J EXTERIOR BACKER ROD APPROVED SCALAN I JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION I/4" MAX. SHIM SPACE INTERIOR EXTERIOR METAL \- BACKER ROD STRUCTURE AAPPROVED BY OTHER-': SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 071fM016 Msso iW00VvMARKETS D DOOERS S11R L04 i% GRATZ, PA 17030-0370 J . GENs, SERIES 185 ALUMINUM SINGLE HUNG WINDOW 0yy5 •*= 52 NON -IMPACT o Q: INSTALLATIONFINLESSINSTALLATIONDETAILSWITHOUTFILLERSp •• $$ttAT OF rv ATOFMWN. inva xo. Rrv, 0 14P OB-- A VA'- NTs "'E 12/09/14 "2596 OF 14 2 1 /2 MIN. EDGE DISTANCE CONCRETE/MAS-)fII?Y— OY OT4ER5 3 ° OPTONAL IX EUCIK —•. c 7 1 /4" 6111J EMBEDMENT SEC NOTES 3 - 7 J11 1/4' MAh: Dai;KCR NOD tu1 SHIM SPACE F APPROVED SEALANT 31,1G' TAPCON t, • L I I I; 7 EXTERIORLL lL,E INTERIOR n0O r`h SILL TO BE SET IN a BED OF 6ACKER —ti APPROVED 3 APPROVED SEALANT ST=UCITlRAL SEALANT OPTIONAL IX HUCK \ SEC NOTE 3 - 7 "I JI 1 / A" MAX SHIM SPACE SHEET I 7 CONCRETE JIJn7.1)NRY- UY OTHERS `•^ VERTICAL CROSS SECTION CONCRETIJMASONRY INSTALLATION 1 1/4" MIN. EMBEOME14 T CONCREic/MASONR7 EY OTHERS 3/ 16" TAPCON Ij=41r11p 7A 2 1%2' MIN. e EDGE DISTANCE ` vEln;n lr, ' OFSCT:Q't101: GTE I u--OKtl REVISED ANCHOR SPACING h CHARTS I 07/11/9016 PL. CPIIONAL IX PUCK SEE NOTES 3 — 7 SHEET I SIIIM SPACC INTERIOR EXTERIOR BACKER ROD 1• APPROVED SCALANi JAMB INSTALLATION DETAIL CONCRETEANASONRY INSTALLATION NOTES: I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS. NOT SHOWN FOR CLARITY. 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E21 f2 MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ. PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"X84" NON -IMPACT FINLESS INSTALLATION DETAILS WITHOUT FILLER L'.Rerm: U:h: FO. I N.G. 08-02546 4r NTS O'TE 12/09/14 511EI'10 OF 14 SIGNED: 0711212016 1 R IL o117/,/i v •v\GEMS'giP^ v oTATE OF iOtc ORIOP k 1 / 2" MIN EDGE DISTANCE WOOD FRAMING UP, 2: RUCK Uv U1HER5 BACKER ROD k AI'P q I .I IIM SPACESE-V_ANTNT JJJ r GID I I q 10 WOOD SC2E+% FILLCR 1-! J iIf INTERIOR i EXTERIOR , i BACKER ROD APPROVED SENT WOOD FRAIIAIMC. OR 2X SUCK BY OTHERS w1Uni STRUCTURI BY OTHER APPROVCi SEALAN' 4" MIN EDGE DISTANCE 1 / 4' MAX. r SIiIM SPACE RIGID I I FILLER 10 SMS OR SELF DRILLING EXTERIOR I SCREW INTERIOR SILL TO BE SET IN A UEU OF APPROVED STRUCTURAL SLAI_41T 114" UAX. BACKER ROD SHIM SPACE & APPROVED SFALAII I r STRUCTURE BY OTHERS VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY. 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SILL TO BE SET IN A DEO Or APPROVED STRUCTURAL SL'LANI r 1 /4" MAX. SHIM SPACE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION RL I.I tK OF[CmTI7N Am-'O T'p REVISE() ANCIROR SPACING k CHAMS 07/11/201 Fj PL. 1 1/4' MIN. _ 1/4" MAX EMDE0MCN1 SHIM SPACL- 1 2' / INTERIOR MIN EDGE DISTANCE 4 i 0 WOOD J ,I 11— SCRCw / WOOD FRAfAINL J p'llIF EXTERIOR OR 29 DUCK BY OTHERS / 0AC:LER ROD J & APPROVED RIGID SEALANT FILLERJAMBINSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION FETAL STRUCTURE \ 1/4" MAX BY OTHER; SHIM SPACE 10 SMS OR INTERIOR SELF DRILLING SCREWS 4 I Ull MIN. i FDCF DISTANCE EXTERIOR t RIGID \ TanCKCR ROD FILLER & APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 0711212016 M6S10IwDOwMARKErS AND DOORS \\`\\`SIR IILI0 TRErrGRATZ, PA 17030-0370=i•*\GENS:9U+l'_ SERIES 185 ALUMINUM SINGLE HUNG WINDOW _ 1Ic• 0 5 • 4 52" X84" NON —IMPACT Q` IO FINLESS INSTALLATION DETAILS WITH FILLERS 0+$$TAT OF ca< wN ca, +o RLY i'n•''IORP'• z N. G. c o4 c 08 02546 A NTS 12/09/14 ll OF 14 L 2 1/2 Mlfl. F,OGE DISTANCE CONCRL-TE/MaSOn!+v DY OTHERS d ld e 1 1 /d" MAID BU K — f +( CESEMNEUMENIEOPTIONALEdSEL- NOTES 3 - 7 l j, 1 /4" MAX. UAI;KER ROD A APPRQVED I SHIM SPACE EALAIJ t i 11 L RIGID 3/ 16- TAPCON FILLER EXTERIOR J _,, INTERIOR 1 i FIf i-- SILL TO DE SET r 114 A BED OF BACKER, P.00 / ADPROVED 3 APPRWED STRUCTURAL SEAL,AfIT / SEALANT OPTI:)fIAL 1% BUCK — MAX. SEE f101E 3 - % \ \,_ ^ I 1/4" fArSHIMSPACE SHEET I CONCRETE,JM;Sl)NR! d VERTICAL CROSS SECTION CONCAET&MASONRY INSTALLATION I 1 /4" MAN. __ EMBEUMENi CONCRETE/MASONRY — DY OTHERS \ I .. 3/16" TAPCON 47p 1'Wl 2 1/2" MIN. e v EDGE DISTANCE I / `• EXTERIOR BACKER P.00 RIGID6• APPROV70 FILLER SE.ALAfJT JAMB INSTALLATION DETAIL CONCRETE/MASONRY INSTALLATION Rtvlsl,lr RLV OFSCmtRopN CATS +I'T'T'OVEP A I REVISED NJCI0R SPACING k (,HARTS /11/701f PL. I CFIIONAL 1X RUCK SEE NOTES 3 - 7 SHEET I 1,"A" MAX. SIIIM SPACE INTERIOR NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS. NOT SFIOWN FOR CLARITY. 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SIGNED: 0711212016 DOORSM65`O IWDO FJESTlRLo //VMARKEIDSTREET`\`J\SI GRATZ, PA 17030-0370 v,•GENSF •+ SERIES 185 ALUMINUM SINGLE HUNG WINDOW fif 52"X84" NON-IMPACTAFINLESSINSTALLATIONDETAILSWITHFILLER. yRAP077 cR.wN: vr. u RMv 0R%0 . N.G. 08 502546 n i ONA oA lIJTS 12/09/14 12 OF 14 lE?\\ 6 :'GOD SCREW 7 j 1 Fi IA1P EDGE GISTAIJ EXT 7/ 16" MIN F_OGE DISTANCE 18 NOOD SCREW VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION WO GO FRAMING BY OTHERS 1 / 4' MAX. SHIM SPACE WOOU 1'11041NG 6'i OTIIERS 1 tj4" MIIJ. UllCMDCOfdCNf 8 WOOD SCREW 7/18- MIN _ EDGE OI;iTANCF_ aEw<_wr IadOFKRIPT" lufE a'aG TO A REVISCO NJCIIOR SPACING k CHARTS 07/11 /20 1 rl Pt. 1/4" MAX SHIM SPACE INTERIOR EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 1/4` MAX NOTES: SHIM SPACE 1. INTERIOR AND EXTERIOR FINISHES, BYOTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOWT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 WOOD FRAMING BY OTHERS MI WINDOWS AND DOORS 650 WEST MARKET STREEI GRATZ, PA 17030-0370 SERIES 165 ALUMINUM SINGLE HUNG WINDOW 52"X84" NON -IMPACT FIN INSTALLATION DETAILS co, N.G. 08-02546 0G1L NTS QA'E 12/09/14 1SHOT13 OF 14 SIGNED: 0711212016 GENS'9Ji 0 55 v T Opo•• AT 2 3/ 16 13 /iG.. p FLANGE FRAME HEAD CM-18501 ALUMINUM 6063-T5.050' THICK 3 3 /8" L FLANGE FRAME SILL CM48502 ALUMINUM 6063-T5.055' THICK I- 1 7/6' z 3/IG' t FLANGE FRAME JAMB CM-185M ALUMINUM 6063-T5.050' THICK FINLESS FRAME SILL CM•18554 ALUMINUM 6063-T5 055' THICK 2 3/ 16" -.I 5,16 I" FINLESS FRAME HEAD CM-185W ALUMINUM 6063.T5.050' THICK z 5/ 16" --j T— 3 3/4- I FIN FRAME SILL CM-16509 ALUMINUM 6063-T5.055' THICK r 3/IG" IS i FINLESS FRAME JAMB CM-16513 ALUMINUM 6063-T5 ow THICK 7 3/16' 2 5/16" FIN FRAME HEAD CM-18508 ALUMINUM 6063-T5.050' THICK 1 7/16' - 2 3/8' i u,I I 2 5/10" 2 3/16" 2I" D L JI LOCK RAIUSTlLE FIN FRAME JAMBSASHBOTTOMRAILMEETINGRAIL CM-18510CM-18505 CM-16555 CM46504 ALUMINUM 606J-T5.050• THICKALUMINUM6063-T5.062' THICK ALUMINUM 6063-T5.050' THICK ALUMINUM 6063-T5.055' THICK LI- 3,16" If GLAZING BEAD - GLAZING BEAD V-663 V-185 RIGID PVC .060' THICK RIGID PVC .050' THICK 11.3j8' 15,, J 6" r=9 T SASH STILE CM- 16507 ALUMINUM 6063-75.050' THICK RENs"rs I I Rev I ovsce m om I NTE I A.•+ poem h REVISCD NdC11CR SFRCWC h CHARTS 07/1 I jJ015 F L. 1/6" ANN.- - 1/8" ANN. METAL REINFORCED B1JriL SPACER EXTERIOR INTERIOR 5/8" BITE SILICONE SEALANT I v_ SE'TIING BLOCK GLAZING DETAIL A 3/18" ANN EXTERIOR 1 INTERIOR I 11 SILICONE 5/8-- BITE SEALANI SETTI IG BLOCK GLAZING DETAIL B MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"X84" NON -IMPACT COMPONENTS CRAW vIN: W I REV N.G. 08-02546 A V-kE NTS oA"c 12/09/t d I S-"C r 14 OF 14 SIGNED: 0711WO16 v "v CENSFq% 0 5 p AT OF OF •ujz NA j1 a\\ Florida Building Code Online Page 2 of 3 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 Flanae.pdf Quality Assurance Contract Expiration Date 02/16/2019 Installation Instructions FL15351 R4 11 188 HS FIN 73x62 DP55 As Tested 97429.01.Ddf FL15351 R4 11 188HS Flange Non -Impact Fastener Schedule 08-01023B.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FLIS351 R4 AE 511588B.odf 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 Flanae.pdf Quality Assurance Contract Expiration Date 04/15/2019 Installation Instructions FL15351 R4 11 188HS XOX Flange Non -Impact Fastener Schedule 08-01156B.odf FLIS351 R4 li Installation Instructions - 188 HS (XOX) As Tested 99775.01.Ddf 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 1 15351.3 I HS 188 Fin Frame 173x62 Laminated Insulated Glass I 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.Ddf Quality Assurance Contract Expiration Date 02/16/2019 Installation Instructions FL15351 R4 11 Installation Instructions - 188 HS Impact FIN 73x62 Product 3.Ddf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 115351.4 1 HS 188 Fin Frame 173x62 Laminated Glass I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +50/-50 Other: HS-LC50. Missile Level D, Wind Zone 3. Glass consisted of 2 sheets of 3/32" annealed with 0.090" PVB by Solutia. Glass was bedded in Dow 995 silicone with a 5/8" glass bite. 15351.5 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 FLIS351 R4 C CAC APC 97356.01-109-47-RO 97432.01- 109-47-RO Prod 14.Ddf Quality Assurance Contract Expiration Date 02/16/2019 Installation Instructions FL15351 R4 Il Installation Instructions - 188 HS Impact FIN 73x62 Product 4.Ddf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 73x62 Laminated Glass Certification Agency Certificate FLIS351 R4 C CAC APC 97354.01-109-47-RO 97433.01- 109-47-RO.odf Quality Assurance Contract Expiration Date 01/05/2019 Installation Instructions FLIS351 R4 II Installation Instructions 08-01161B.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvd W]au... 9/7/2017 Florida Building Code Online Page 1 of 3 S. ` ie ' -1 0 BCIS Home Log In User Registration ' Hot Topics Submit Surcharge Stats 6 Facts { Publications FBC Staff f BCIS Site Map Links Search bpr vm Product Approval USER: Public User t Product Approval Menv > Product or Application Search > Application List > Application Detail FL # FL15349-R8 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category • Windows Subcategory Fixed Compliance Method Certification Mark or Listing Certification Agency American Architectural Manufacturers Association Validated By Steven M. Urich, PE 9.i Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard AAMA 506 AAMA/WDMA/CSA 101/I.S. 2/A440 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 11/18/2016 Date Validated 11/18/2016 Date Pending FBC Approval Date Approved 12/01/2016 Year 2008 2008 http://v ww.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvdWIan... 9/7/2017 Florida Building Code Online Page 2 of 3 J 0 Summary of Products FL # Model, Number or Name Description 15349.1 185 PW 73 x 72 Insulated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15349 R8 C CAC APC 12786.Ddf Approved for use outside HVHZ: Yes FL15349 R8 C CAC APC 12787.12of Impact Resistant: No Quality Assurance Contract Expiration Date Design Pressure: +60/-60 04/03/2018 Other: CW-PG60 Installation Instructions FL15349 R8 11 08-02357B.Ddf Verified By: Luis R. Lomas, PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL35349 R8 AE 513124B.Ddf Created by Independent Third Party: Yes 15349.2 185 PW 159 x 54 Triple CHS Insulated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL35349 R8 C CAC APC 15350.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 01/24/2021 Design Pressure: +55/-55 Installation Instructions Other: R-PG55 FL15349 R8 II 08-02949.odf Verified By: Luis R. Lomas, PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL35349 R8 AE 513783.Ddf Created by Independent Third Party: Yes 15349.3 185 PW Impact 72 x 72 Insulated Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15349 R8 C CAC APC 15454.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: Yes 06/25/2021 Design Pressure: +55/-55 Installation Instructions Other: FW-LC55, Missile Level D, Wind Zone 3. Glass FL15349 R8 I1 08-02948.Ddf consisted of 5/32" tempered exterior - spacer - 5/32" Verified By: Luis R. Lomas, PE 62514 annealed / 0.100 Solutia Saflex HP / 5/32" annealed. Glass Created by Independent Third Party: Yes was bedded in Pecora 896 silicone with 5/8" glass bite. Evaluation Reports FL15349 R8 AE 513782.Ddf Created by Independent Third Party: Yes 15349.4 185 PW impact 159 x 54 Triple CHS Insulated Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL35349 R8. C CAC APC 8272.Ddf Approved for use outside HVHZ: Yes FL35349 R8 C CAC APC 8273.Ddf Impact Resistant: Yes Quality Assurance Contract Expiration Date Design Pressure: +55/-55 01/24/2021 Other: FW-R55, Missile Level D, Wind Zone 3. Glass Installation Instructions consisted of 1/8" annealed exterior - spacer - 3/32" FL35349 R8 II 08-01614B.Ddf annealed / 0.090 Solutia PVB / 3/32" annealed. Glass was Verified By: Luis Roberto Lomas 62514 bedded in Pecora 896 silicone with 5/8" glass bite. Created by Independent Third Party: Yes Evaluation Reports FL35349 R8 AE 512278B.Ddf Created by Independent Third Party: Yes 15349.5 185 PW Impact 96 x 60 Insulated Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL35349 R8 C CAC APC 7962.Ddf Approved -for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: Yes 12/05/2020 Design Pressure: +55/-55 Installation Instructions Other: FW-LC55, Missile Level D, Wind Zone 3. Glass FL15349 R8 Il 08-01613B.Ddf consisted of 5/32" annealed exterior - spacer - 5/32" Verified By: Luis Roberto Lomas 62514 annealed / 0.100 Solutia Saflex HP / 5/32" annealed. Glass Created by Independent Third Party: Yes was bedded in Pecora 896 silicone with 5/8" glass bite. Evaluation Reports FL35349 •R8 AE 51.22776.Ddf Created by Independent Third Party: Yes 15349.6 185 PW Impact 73 x 61 Insulated Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15349 R8 C CAC APC 12136.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: Yes 10/28/2017 Design Pressure: +55/-55 Installation Instructions Other: FW-LC55, Missile Level D, Wind Zone 3. Glass FL15349 R8 II 08-02947.Ddf http://www.floridabuilding.org/prlpr app_dtl.aspx?param=wGEVXQ,,A4DgtH8572gvdWlan... 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.Ddf Created by Independent Third Party: Yes Bade Nest Contact Us :: Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida Is an AA/EEO employer. Coovnoht 2007.2013 State of Florida.:: Privacy Statement :: Accessibility Statement :. Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mad. If you have any questions, please contact 850.487.1395. "Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The !malls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please dick here. Product Approval Accepts: 0 Credit Card Safe http://www. floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvd WIan... 9/7/2017 NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REOUIREMENTS OF THE !FLORIDA BUILDING CODE 2.•WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE' ARCHITECT OR ENGINEER OF RECORD. 3. 1 X BUCK OVER MASONRY/CONCRETE IS OPTIONAL. 4. WHERE SHIM OR BUCK THICKNESS IS LESS THAN 1-1/2- WINDOW UNITS MUST BE ANCHORED THROUGH THE FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE MATERIAL. 5. WHERE WOOD BUCK THICKNESS IS 1-1/2- OR GREATER, BUCK SHALL BE SECURELY FASTENED TO MASONRY. CONCRETE OR OTHER STRUCTURAL SUBSTRATE. WINDOW UNITS MAY BE ANCHORED THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. 6. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 7. BUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT IS PROVIDED. 8. FOR FIN INSTALLATION SHIM AS NEEDED. FOR FRAME INSTALLATION SHIM AS REQUIRED AT EACH ANCHOR LOCATION WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4•. 9. SHIMS SHALL BE LOCATED, APPLIED AND MADE FROM MATERIALS AND THICKNESS CAPABLE OF SUSTAINING APPLICABLE LOADS. 10. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 11. FRAME MATERIAL: EXTRUDED ALUMINUM 6063-T5. 12. UNITS MUST BE GLAZED PER ASTM E1300-04/09. 13. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WINO 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. REVISIOM- WE I --OVLO REVISED INSTALLATION DETAILS 1 06/01/I5 R L REVISED NAME AND ADDRESS 1 10/27/16 1 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 8. 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 (.0487 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. MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ. PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON -IMPACT NOTES TABLE OF CONTENTS DRAWN J.L NOOwC 08-02357SHEETNO. DESCRIPTION 1 NOTES 1 W-41 NTS JOATE 09/03/14 1 sw I OF 12 2 - 3 ELEVATIONS. CHARTS AND GLAZING DETAILS L.RMERTOLOWASP.E. 1472 WOODFORD RO LEINISVILLE. AC 27023 QW-6wom Abm s@*Awuvem4 - 12 INSTALLATION DETAILS SIGNED: 11/15/2016 s'qs o 6pp • it = O•• TAT W js ONA 110N Luis R. Lomas P.E. FL No.: 62514 72 1/2" MAX FRAME WIDTH - 6" MAX --r 18- MAX O.C. -1 j- 6" MAX L / 18" j MAX D.C. I 71 1/2" MAX FRAME HEIGHT REFER TO CHARTS gi & S2 FOR NUMBER OF ANCHORS REQUIRED 6" MAX SERIES 185 ALUMINUM FIXED WINDOW EXTERIOR VIEW 72 1/2" MAX FRAME WIDTH 18 MAX O.C. -) 6" MAX I I 6" _ 71 1/2" 18 MAX MAX D.C. FRAME HEIGHT j j REFER TO CHARTS SERIES 185 ALUMINUM FIXED DESIGNER WINDOW 01 & #2 EXTERIOR VIEW FOR NUMBER OF ANCHORS REQUIRED DESIGN PRESSURE RATING IMPACT RATING t60.OPSF NONE NOTES: 1. MAXIMUM D.L.O . 69 9r4' X 66 Y4' REWSKI 9 REV DESCRPTMN CATS I APPROviO A REVISED INSTALLATION DETAILS 06/01/15 R.L. B 1 REVISED NAME AND ADDRESS 10/27/16 R.L. CHARTaI Number of anchors required (without rigid fillers) Frame Frame width (In wighl 24.00 1 30.W 36.00 42.00 40.00 1 54,00 1 60.001 66.00 72.60 in) HAS amD H65 amD H65 Jamb HAS amb N65 Jsmb HAS amD His Jamb Nt5 J8mb HAS 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 S 2 30.00 2 3 2 3 3 3 3 3 3 3 4 3 4 J 5 3 5 3 42.00 2 3 2 3 3 3 3 3 3 3 4 3 5 3 5 3 6 3 46.00 2 3 2 3 3 3 3 J 3 3 4 3 S 3 6 3 6 3 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 J 5 3 5 4 5 5 5 6 5 7 S 66.00 2 4 2 4 3 S J 5 3 8 4 6 5 6 6 6 7 6 71.50 2 5 2 1 S 1 3 1 5 1 3 6 3 6 4 7 5 7 6 7 7 7 04ART a2 Number of anchors required (With rigid Otters) Frame wldlh (In) 24.00 3000 36.00 42.00 48 6400 60.00 44.00 72.60 HAS amb H65 amb HAS amb H65 amb HAS amb HAS mb HAS amb HAS mb HAS ambF222232323242421252 2 2 2 2 3 2 3 2 3 2 4 2 4 2 4 2 5 2 2 3 2 3 3 3 3 3 3 3 4 3 4 3 4 3 5 3 42.00 2 3 2 3 3 3 3 3 3 3 4 3 4 3 4 3 5 3 4800 2 3 2 3 3 J 3 3 3 3 4 3 4 3 4 3 5 3 54.00 2 4 2 4 3 4 3 4 3 4 4 4 4 4 4 4 5 4 60.00 2 4 2 1 3 1 3 4 3 4 4 4 4 4 1 4 5 4 66.00 2 1 2 1 3 4 3 1 3 4 4 4 4 4 4 4 5 4 71.60 1 I 1 5 1 2 1 5 1 7 1 5 1 3 1 5 1 3 1 S 1 1 5 1 1 5 4 5 5 5 SEE SHEETS 4.7 FOR INSTALLATION DETAILS MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ, PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON -IMPACT FLANGE R FINLESS ELEVATION & CHARTS PRAWK PRO ND, J.L. 08-02357 SCALE NTS 09/03/14 1 S'w 2 OF 12 L RMERTO LOMAS PE. 1432 WOOOFOR0 RO LEwISVILLE, NC 27023 434.666-0509 db-8$Dapm=@.Opm SIGNED: 1111512016 R I IL0 v,•%0ENSF,J 0 6 ••*= rp•TATE OF 0'.`''(ORlO • . Luis R. Lomas P.E. FL No.: 62514 71 I FI HI 6" MAX — 72 1/2- MAX FRAME WIDTH — I18" MAX D.C. MAX O.C. U1X , AGE IGHT 6" MAX REFER TO CHART J3 —,,- SERIES 185 ALUMINUM FIXED WINDOW FOR NUMBER OF EXTERIOR VIEW ANCHORS REOUIRED 72 1/2" MAX FRAME WIDTH 6" MAX — 18" MAX D.C.6" MAX t I o .poaa I I 18" MAX O.C. 71 1/2- MAX FRAME HEIGHT REFER TO CHART J3 ---- FOR NUMBER OF SERIES 185 ALUMINUM FIXED DESIGNER WINDOW ANCHORS REQUIRED EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING t60.OPSF NONE NOTES. 1. MAXIMUM D.L.O.: 69 314' X 68 314' REVISIONS OESCRFWN OA1E APPRVJED REVISED INSTALLATION DETAILS 06/O1/15 1 R.L. REVISED NAME AND ADDRESS 10/27/t8 R.L CHART A3 Number o/ anchors required(fin Installation Frame Frame width (1n) Height 24.00 30.00 36.00 42.00 46.00 54.00 60.00 46.00 7260 11n) His Jamb H65 amb HAS Jamb His amb H65 amb H6S Jamb H&S amb HSS Jamb HAS Jamb 2400 3 3 3 3 7 3 4 3 4 3 4 3 5 3 5 3 6 3 30.00 3 3 3 3 3 3 4 3 4 3 4 3 5 3 5 3 6 3 34.00 3 3 3 3 3 3 4 3 4 3 4 3 5 3 5 3 a 3 42.00 3 4 3 4 3 4 4 4 1 4 4 4 5 4 5 4 6 4 46.00 3 4 3 4 3 4 4 4 4 4 4 4 5 4 5 U-00 3 4 3 4 3 4 4 4 4 4 4 4 5 4 5 00.00 3 5 3 5 3 5 4 5 4 5 4 5 5 5 5 M6664003535J5454545555 7160 3 6 7 6 7 6 4 8 4 6 4 6 5 6 5 SEE SHEET a FOR INSTALLATION DETAILS MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ, PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT FIN ELEVATION R CHART oaAnrc 0610 N0, J.L. 08-02357 s uc NTS 0"E 09/03/14 —3 OF 12 L. RMERTO LOMAS P.E. I4M WOODFORD RO LEWISVILLE. NC 2M23 434-6611'" dbbMS&AWnasmoam SIGNED: 11/15/2016 1R!I LID ii r •(rENSE;giP aLu E` 6 V1tv Z0R10";• `` B jSs aivA 11 G` Luis R. Lomas P.E. FL No.: 62514 WOOD FRAMING OR ZX BUCK BY OTHERS 1/2" MIN. EDGE DISTANCE 1 1/4" MIN. METAL EMBEDMENT BYRUCTUREOTHERS BACKER R00 —/ SHIM SPACE BACKER ROD APPROVED APPROVED SEALANT SEALANT 10 WOOD SCREW EXTERIOR EXTERIOR INTERIOR 10 WOOD SCREW RIGID FILLER BACKER ROD APPROVED 1/4" MAX. SEALANT SHIM SPACE WOOD FRAMING 1 1/4" MIN. OR 2X BUCK EMBEDMENTBYOTHERS 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4" MIN 1/4" MAX. EMBEDMENT I SHIM SPACE 1— 1/2" MNE7LlIGEo1srNCEI F INTERIOR 10 WOOD SCREW WOOD FRAMING EXTERIOR OR 2X BUCK BY OTHERS BACKER ROO APPROVED SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION BACKER ROD APPROVED SEALANT STRUCTURE BY OTHERS 3/ 4" MIN, EDGE DISTANCE r 3/ 4" MIN I EDGE DISTANCE 1/ 4" MAX. Li r SHIM SPACE Q7 _ 1. 10 SMS OR SELF DRILLING SCREW INTERIOR 10 SMS OR SELF DRILLING SCREW RIGID FILLER 1/ 4" MAX. SHIM SPACE 3/ 4' MIN EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 1/ 4" MAX. r SHIM SPACE INTERIOR 10 SMS OR SELF DRILLING SCREWS EXTERIOR METAL STRUCTURE BACKER ROD BY OTHERS APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION ReAslamS REV OESCRRmON DATE APPROVED A REVISED INSTALLATION DETAILS 06/01/15 R.L. 0 REVISED NAME AND ADDRESS 1 10/27/16 1 R.L. NOTES: 1 INTERIOR AND EXTERIOR FINISHES. BY OTHERS. NOT SHOWN FOR CLARITY, 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM Ell l2 SIGNED: 11/15/2016 MI WIND DOORS, LLC IL0,0 oWw. MaDK J\511R GRATZ, PA 17030 v•GENSF• & O 6 SERIES185ALUMINUMFIXEDWINDOW73" X 72" NON —IMPACT FINLESS INSTALLATION DETAILS WITHOUT FILLERS A , TAT E OF *W DRAWN LINO No. REV%./°'s OBLuis R. LOmOs P.E. FL No.: 62514 IME NTS °`IE 09/03/14 —ET47 OF 12 L RMRrOLOMASP.E. 1432 WOODFORD RD LEMSVILLE. NC 27023 AJ4- wom Abma@&brtaver^ RENSIONS REV OESCRWMN WIE MVRMO 2 1/2" MIN. A REVISED INSTALLATION DETAILS 06/01/15 R.L. EDGE DISTANCE B REVISED NAME AND ADDRESS 10/27/16 R.L. CONCRETE/MASONRY BY OTHERS 1 1/4" MIN. 4 • 1 1/4" MIN EMBEDMENT OPTIONAL IX BUCK EMBEDMENT SEE NOTES 3 — 7 SHEET I o CONCRETE/MASONRY BACKER ROD 1/4" MAX. OTHERS 1/4" MAX. k APPROVED SHIM SPACE SHIM SPACE SEALANT OPTIONAL 1X BUCK SEE NOTES 3 — 7 SHEET I 3/I6" TAPCON b " EXTERIOR INTERIOR 3/ 16" TAPCON INTERIOR 3/16" TAPCON BACKER ROD do APPROVED SEALANT 1/4 MAX. 2 1/2" OPTIONAL IX BUCK SHIM SPACE MIN. SEE NOTE 3 — 7 EDGE b SHEET 1 DISTANCE EXT ERIOR r CONCRETE/MASONRY BACKER ROD BY OTHERS b 1 1/4" MIN. do APPROVED SEALANT EMBEDMENT a• . JAMB INSTALLATION DETAIL a ' e 4 CONCRETEIMASONRY INSTALLATION 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLA TION SIGNED: 1111512016 MI WINDOWS AND DOORS, LLC 6MARKET 111IIIII/ 11j Z, PA17030 NOTES: SERIES 185 ALUMINUM FIXED WINDOW*• 0 5 * I. INTERIOR AND EXTERIOR FINISHES,BYOTHERS. 73" X 72" NON —IMPACT NOT SHOWN FOR CLARITY. FINLESS INSTALLATION DETAILS WITHUT FILLERS AT OF * 4u 2. PERIMETERANDJOINTSEALANTBYOTHERSTOBEDESIGNEDIN ACCORDANCE WITH ASTM E2112 ORAwN:LE owc No. REV i i sS,pNA e 11EG\\\ WALE NTS aIE 09/03/14 5 OF 12 L ROSERTOLOMASP. E Luis R. Lomas P.E. 1432 WOOOFOROROLEWISVXLE. NC 270n FL No.: 62514 4J4.600.0609 e.am WOOD FRAMING OR 2X BUCK BY OTHERS BACKER ROD APPROVED SEALANT EXTERIOR BACKER ROD APPROVED SEALANT WOOD FRAMING OR 2X BUCK BY OTHERS 1/2" MIN. EDGE DISTANCE 1 1/4" MIN. EMBEDMENT 1/4" MAX. SHIM SPACE RIGID FILLER 10 WOOD SCREW INTERIOR 10 WOOD SCREW RIGID FILLER 1/4" MAX. SHIM SPACE MIN EMBEDMENT 1/2" MIN EDGE DISTANCE VERTICACCROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION r 1 1/4" MIN. 1/4" MAX. EMBEDMENT I r SHIM SPACE RIGID FILLER 1/2" MIN. F _vEDGEDISTANCE INTERIORI METAL STRUCTURE BY OTHERS BACKER ROD APPROVED SEALANT EXTERIOR BACKER ROD APPROVED SEALANT STRUCTURE BY OTHERS 3/4" MIN. EDGE DISTANCE 3/4" MIN EDGE DISTANCE 1/4" MAX. 11 r SHIM SPACE RIGID FILLER 10 SMS OR SELF DRILLING SCREW INTERIOR 10 SMS OR SELF DRILLING SCREW RIGID FILLER 1/a" MAX. SHIM SPACE III 3/4" MIN F--F EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 1/4" MAX. SHIM SPACE RIGID FILLER INTERIOR a10 W000 — 10 SMS OR SCREW SELF DRILLING SCREWS WOOD FRAMING EXTERIOR METAL EXTERIOR OR 2X BUCK BACKER R00BYOTHERS STRUCTURE BACKER ROE) APPROVED BY OTHERS APPROVED SEALANT SEALANT JAMB INSTALLATION DETAIL JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION METAL STRUCTURE INSTALLATION REV61ams REV OESCFW"ON DATE I APPROVED A REVISEO INSTALLATION OETAILS 06/01/15 RL. 8 REVISEO NAME AND ADDRESS 10/27/16 R.L. NOTES: 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS. NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH AS TM E2112 SIGNED: 1111512016 MI WINDOWS ANDDOORS,DOORS, LLC LL IIIL1o9//' 0W. ST.\\\J\5 ETGRATZ. PA 17030 r,•GEHSF, .er 6• * i SERIES185ALUMINUMFIXEDWINDOW73" X 72" NON —IMPACT o 607` FINLESS INSTALLATION DETAILS WITH RIGID FILLERS 10 , AT OF '(sr, O'•:ZOR\' 01" \ ORAwNowcfro. REv 08 B S. OIVA"E G` Luis R. Lomas P.E. FL No.: 62514 502E357 sateDATENTS09/03/14 6 OF 12 L ROSERTO LOMAS RE 1471 WOOOFORO RO LEWISVILLE. NC 27023 471 64E.0609 rlbmas DbM asPe REWSIONS REV OESCRIPRON UME APPNOKO 2 1/2" MIN. A REVISED INSTALLATION DETAILS 06/01/15 R.L. EDGE DISTANCE I B REVISED NAME AND ADDRESS 10/27/16 R.L. CONCRETE/MASONRY BY OTHERS 1 1/4" MIN. 1 1/4- MIN. EMBEDMENT OPTIONAL 1X BUCK EMBEDMENTSEENOTES3 - 7 SHEET 1 r 77 v CONCRETE/MASONRY BACKER ROD 1 4 MAX BY OTHERS 1/4" MAX. do APPROVED SHIM SPACE SHIM SPACE SEALANT OPTIONAL IX BUCK RIGID FILLER SEE NOTES 3 - 7 RIGID FILLERSHEET1 3/16" TAPCON b EXTERIOR INTERIOR 3/16" TAPCON INTERIOR 3/16" TAPCON BACKER ROD k APPROVED RIGID FILLER SEALANT 1/4" MAX. 2 1/2" OPTIONAL 1X BUCK SHIM SPACE MIN, SEE NOTE 3 - 7 EDGE SHEET I DISTANCE EXTERIOR CONCRETE/MASONRY BACKER ROD BY OTHERS 4 1 1/4" MIN. APPROVED SEALANT ate' a EMBEDMENT JAMB INSTALLATION DETAIL 4 4 CONCRETEAMASONRY INSTALLATION 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION SIGNED: 1111512016 MI WIND DOORS, LLC 1 11L10/// oWw. MaDK GRATZ, PA 17030 J\5 v• t' GENS NOTES. LP I. INTERIOR AND EXTERIOR FINISHES. BYOTHERS, SERIES 185 ALUMINUM FIXED WINDOW PnOyB ••* NOT SHOWN FOR CLARITY 73" X 72" NON -IMPACT bC-( j{ 2. PERIMETER AND JOINT SEALANT BYOIHERSTOBE FINLESS INSTALLATION DETAILS WITH RIGID FILLERS 10 , TAT OF Lv DESIGNED IN ACCORDANCE WITH ASTM E2112 i c ORAWN ONaG N0. REV J.L. 08-02 57 B i//7S,ONAscALENTSa1E09/03/14 7 OF 12 11E\\` L ROBERTO LOANS P.E. Luisis R. P.E. 14M WOODFORD RD LEWISVILL' NE. NC 27023 NoLomas 625144.•6 -mm dvma$@ftmvP.o" 1/2' MIN. rEDGE DISTANCE WOOD FRAMING 1 1/4" MIN, OR 2X BUCK EMBEDMENT BY OTHERS 1/4" MAX. BACKER ROD & SHIM SPACE APPROVED SEALANT BEHIND FLANGE 10 WOOD SCREW EXTERIOR INTERIOR 10 WOOD SCREW RIGID FILLER BACKER ROD & APPROVED SEALANT 1/4" MAX. BEHIND FLANGE SHIM SPACE WOOD FRAMING 1 1/4" MIN, OR 2X BUCK EMBEDMENT BY OTHERS 1/2" MIN EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION METAL STRUCTURE BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE 3/4- MIN. 1/4- MAX. SHIM SPACE 10 SMS OR LF DRILLING REW EXTERIOR INTERIOR 110 SMS OR SELF DRILLING SCREW BACKER ROD & RIGID FILLER APPROVED SEALANT BEHIND FLANGE 1/4- MAX F SHIM SPACE METAL STRUCTURE BY OTHERS 3/4" MIN EDGE DISTANCE + VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 1/4" MAX REN51ON5 REv DESCRIPTION 0-TE I AMMVEO A REVISED INSTALLATION DETAILS 06/01/15 R.L. B 1 REVISED NAME AND ADDRESS 10/27/16 RL. NOTES' I INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO SE DESIGNED IN ACCORDANCE WITH ASTM E2112 1 1/4" MIN. 1/4" MAX. SHIM SPACE EMBEDMENT SHIM SPACEF F 1 1/2" MIN 3/4" MIN. INTERIOR EDGE DISTANCE EDGE DISTANCE SIGNED: 11/15/2016 INTERIOR MI WINDOWS AND DOORS, LLC W. MAR 91P 6GRATZ50 PA 117030ST.\\ vJ\S G E NSR10W00010SMSORJ ' E G SCREW SELF DRILLING SERIES 185 ALUMINUM FIXED WINDOW D126 • *= SCREWS 73" X 72" NON -IMPACT rttTry07= W000 FRAMING OR 2X BUCK EXTERIOR METAL EXTERIOR FLANGE INSTALLATION DETAILS WITHOUT FILLERS j TATE OF F( BY OTHERS BACKER ROD & STRUCTURE OTHERS BACKER ROD &BY DRAWN pwf, NO TiEV 08-02357 B i0'c• "• ORI ii S ONA a 8EH NOVEFLAN EU1NT 8APPROEDEHNDVFIANGE NT scuE NTS arE 09/03/14 8 OF 12 JAMB INSTALLATION DETAIL JAMB INSTALLATION DETAIL L. ROBERTOLOMA.S RE Luis R. Lomas P.E. WOOD FRAMING OR 2X BUCK INSTALLATION METAL STRUCTURE INSTALLATION 14i2WOODFORD RD LEV4SVILLE. NC 2M23 FL No.: 625144,N-6C9g509 Abnas®ibrtuspe. comAdpL REW.IoNs ' REV OESCRNTON a s APPROVEO 2 1/2" MIN A REVISED INSTALLATION DETAILS 06/01/15 R.L. EDGE DISTANCE B REVISED NAME AND ADDRESS 10/27/16 R.L. CONCRETE/MASONRY BY OTHERS 4 1 1/4" MIN. 4 4. • • 1 1/4" MIN. EMBEDMENT OPTIONAL 1X BUCK 4' EMBEDMENT SEE NOTES 3 — 7 SHEET 1 CONCRETE/MASONRY BACKER R00 k 1/4" MAX, BY OTHERS 1/4" MAX. APPROVED SEALANT SHIM SPACE SHIM SPACE BEHIND FLANGE OPTIONAL IX BUCK SEE NOTES 3 — 7 SHEET 1 3/16" TAPCON y EXTERIOR INTERIOR 3/ 16" TAPCON INTERIOR 3/16" TAPCON BACKER ROD do APPROVED SEALANT BEHIND FLANGE OPTIONAL IX BUCK 1/4" MAX. SHIM SPACE 2 1/2 MIN, SEE NOTE 3 — 7 EDGE v SHEET 1 DISTANCE EXTERIOR CONCRETE/MASONRY BACKER ROD k , BY OTHERS 1 1/4" MIN. APPROVED SEALANT a• e 4 d EMBEDMENT BEHIND FLANGE JAMB INSTALLATION DETAIL y 4 CONCRET&MASONRY INSTALLATION 4 2 1 /2" MIN EDGE DISTANCE VERTICAL CROSS SECTION CONCRET&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 E21 f2 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 OR1 , am NO. REV J.L. 08-02357 8 ME NTS 1aTE 09/03/14 s V9 OF 12 L ROBERTO LOWS P.E. 14W Ht700FOR0 RO LEWSVXLE, NC 27023 SIGNED: 11/15/2016 a 1R! IL GyE'N8F•9iP DYAT 6E OFOROi •a••. A Luis R. Lomas P.E. FL No.: 62514 WOOD FRAMING OR 2X BUCK BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE 1/2" MIN. EDGE DISTANCE 1 1/4' MIN. F EMBEDMENT 1/4' MAX. SHIM SPACE RIGID FILLER 10 WOOD SCREW METAL STRUCTURE BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE 3/4" MIN EDGE DISTANCE 1/4- MAX r SHIM SPACE RIGID FILLER 10 SMS OR SELF DRILLING SCREW mmslous Rev OESCRWMN are APPR O A REVISED INSTALLATION DETAILS 06/01/15 R.L. B REVISED NAME AND ADDRESS 1 10/27/16 IR.L. EXTERIOR EXTERIOR INTERIOR INTERIOR 10 SMS OR 10 WOOD SCREW SELF DRILLING SCREW BACKER ROD & RIGID FILLER BACKER ROO & RIGID FILLER APPROVED SEALANT 1/4" MAX. APPROVED SEALAN T BEHIND FLANGE SHIM SPACE BEHIND FLANGE 1/4- MAX. SHIM SPACE NOTES. WOOD FRAMING METAL I. INTERIOR AND EXTERIOR FINISHES. BY OTHERS, OR 2X BUCK EMBEDMENT STRUCTURE NOT SHOWN FOR CLARITY, BY OTHERS BY OTHERS 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE 3/4- MIN DESIGNED INACCORDANCE WITHASTM E2112 1/2' MIN EDGE DISTANCE EOGE DISTANCE VERTICAL CROSS SECTION VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION WOOD FRAMING OR 2X BUCK INSTALLATION 1/4- MAX. 1 1/4" MIN. 1/4" MAX. SHIM SPACE EMBEDMENT SHIM SPACE RIGID FILLER RIGID FILLER 1/2' MIN 3/4' MIN. INTERIOR EDGE DISTANCE EDGE DISTANCE INTERIOR MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. j10 WOOD 10 SMS OR GRATZ,PA 17030 SCREW SELF DRILLING 18SERIES 5 ALUMINUM FIXED WINDOW SCREWS 73" X 72" NON —IMPACT WOOD FRAMING OR 2X BUCK EXTERIOR METAL EXTERIOR FLANGE INSTALLATION DETAILS WITH RIGID FILLERS BY OTHERS BACKER ROD & STRUCTURE BY OTHERS BACKER ROD & ORAWW owc No Re APPROVED SEALANT APPROVED SEALANT J.L. 08-02357 8 BEHIND FLANGE BEHIND FLANGE sous NTS 1011E 09/03/14 ISMEIRIO OF 12 JAMB INSTALLATION DETAIL JAMB INSTALLATION DETAIL L ROSERrO LOMAS 01.E WOOO FRAMING OR 2X BUCK INSTALLATION METAL STRUCTURE INSTALLATION 14M WOODFORD RO LEMSKLE, NC 27M3 dSB-0609 MomRs ibnuspe oaR SIGNED: 1111512016 J S 1 I iL1 pEIVSF ,viP STAT 6EOF ; t iDFs NA 1L\ Luis R. Lomas P.E. FL No.: 62514 CONCRETE/MASONRY BY OTHERS OPTIONAL IX BUCK SEE NOTES 3 — 7 SHEET I BACKER ROD do APPROVED SEALANT BEHIND FLANGE EXTERIOR BACKER ROD do — APPROVED SEALANT BEHIND FLANGE OPTIONAL IX BUCK - SEE NOTE 3 — 7 SHEET I CONCRETE/MASONRY - BY OTHERS 2 1/2" MIN. EDGE DISTANCE e 1 1/4- MIN 1 1/4" MIN. EMBEDMENTe EMBEDMENT CONCRETE/MASONRY 1/4" MAX. BY OTHERS 1/4" MAX. SHIM SPACE SHIM SPACE RIGID FILLER OPTIONAL tx BUCK • " SEE NOTES 3 — 7 SHEET 1 RIGID FILLER 3/16' TAPCON • e INTERIOR 3/16" TAPCON INTERIOR 3/16" TAPCON RIGID FILLER t1/4" MAX. 2 1/2" SHIM SPACE MIN• EDGE DISTANCE EXTERIOR BACKER ROD d: APPROVED SEALANT 4 ! 1 1/4" MIN. BEHIND FLANGE a EMBEDMENT JAMB INSTALLATION DETAIL CONCRETEAl1ASONRYINSTALLATION 2 1/2" MIN, EDGE DISTANCE VERTICAL CROSS SECTION CONCRETEALUISONRY 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 FLANGE INSTALLATION DETAILS WITH RIGID FILLERS DRAWN DWG NO RL1 J.L. 1 08-02357 B sa1LE NTS 1411E 09/03/14 sNEu l l OF 12 L. ROSERT0 LOADS P E. 14M WOODFORO RD LEWISVILLE. NU 2M23 U1460•OW9 Nan AR@&bwve.a. REVISIONS ' REV OESCRWMN MIE I APPROVEO A REVISED INSTALLATION DETAILS 06/01/15 RL. B REASEO NAME AND ADDRESS 10/27/16 R.L. SIGNED: 11/15/2016 A r• 0 6 *= AME OF ; W iSS UIVA x Luis R. Lomas P.E. FL No.: 62514 i REVISIONS REV OESCRNIgN MRC APPROVED A REVISED INSTALLATION DETAILS 06/01/15 R L. APPROVED 8 REVISED NAME AND ADDRESS 10/27/16 R.L. SEALANT BEHIND FIN 1 1/4" MIN. EMBEDMENT fJ6 W000 W000 SCREW FRAMING BY OTHERS 1/4' MAX. r SHIM SPACE 1/4" MAX 3/8" MIN J WOOD FRAMING _IBYOTHERS SHIM SPACE EDGE DISTANCE 6 WOOD INTERIORSCREW INTERIOR EXTERIOR 1 1/4- MIN. EMBEDMENT NOTES: 1/4_ MAX 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS. SHIM SPACE APPROVED NOT SHOWN FOR CLARITY, I SEALANT 2. PERIMETER AND JO/NTSEALANTBYOTHERS ToBE BEHIND FIN EXTERIOR DESIGNED IN ACCORDANCE WITH ASTM E2112 9WI 3/8_ MIN 3/ 8- MIN EDGE DISTANCE EDGE DISTANCE JAMB INSTALLATION DETAIL p6 SCREW I W000 FRAMING WOOD FRAMING OR 2X BUCK INSTALLATION APPROVED IF- 1 1/4" MIN. BY OTHERS SEALANT EMBEDMENT BEHIND FIN VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ. PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON -IMPACT FIN INSTALLATION DETAILS ORAW 0RG NO. J. L. 1 08-02357 WALE NTS 0"E 09/03/14 T 12 OF 12 L ROBERTO LOA44S P.E. lit WOODFORD RO LEN7SVILLE. NO 27M 434- M-0609 Nbnus®6Mlaspscwn SIGNED: 1111512016 J5 O L1111 J/7 j//i,i ppT` ATE OFF LLI i 0FsLuis R. Lomas P.E. FL No.: 62514 Florida Building Code Online Pagel of 3 Business: rPeofessionatRegulation. SCIS Home Log In I User Registration Hot Topics submit Surcharge Scats & Facts I Publications FBC Staff SCIS site Map Links Search larida product Approvalr vay I USER: Public User Product Approval Menu > Prpdutt or Appl¢anon Search > ADU6C800r List > Application Detail FL tt FL15353-R2 Application Type Revision Code Version 2014 Application Status Approved Comments Archived D Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Mullions Compliance Method Evaluation Report from a Florida Registered, Architect or a Licensed Florida Professional Engineer G Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Luis R Lomas, PE the Evaluation Report Florida License PE-62514 Quality Assurance Entity National Accreditation & Management Institute Quality Assurance Contract Expiration Date 12/31/2017 Validated By Steven M. Urlch, PE U 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 O>FI 3111S ii]1G7T1 1710.5.3 Method 2 Option B http://www.floridabuilding.org/car/pr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvdWI S... 9/7/2017 Florida Building Code Online Page 2 of 3 Date Submitted Date Validated Date Pending FBC Approval Date Approved 06/15/2015 06/15/2015 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 FLIS353 R2 II 08-01448A.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R2 AE 512072A.Ddf span: 52-1/8". Created by Independent Third Party: Yes 15353.2 5764 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS353 R2 II 08-01439A.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R2 AE 512063A.Ddf span: 83" Created by Independent Third Party: Yes 15353.3 5765 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 11 08-01449A.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FLIS353 R2 AE 512073A.odf span: 104-1/4" Created by Independent Third Party: Yes 15353.4 5765 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS353 R2 11 08-01440A.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R2 AE 512064A.Ddf span: 83". Created by Independent Third Party: Yes 15353.5 CM-18514 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 Il 08-01442A.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R2 AE 512066A.Ddf length - 83". Created by Independent Third Party: Yes 15353.E 1 CM-18520 I Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 II 08-01451A.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size - 52-1/8" x 84". Max mullion FL15353 R2 AE 512075A.Ddf span - 104-1/4" Created by Independent Third Party: Yes 115353.7 1 CM-18523 I Horizontal Aluminum Mullion I Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS353 R2 II 08-01452A.odf Approved for use outside HVHZ: Yes. Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size - 52-1/8" x 84". Max mullion FL15353 R2 AE 512076A.Ddf span - 104-1/4". Created by Independent Third Party: Yes 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=wGEVXQwtDgtH8572gvdWI 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.Ddf span - 83" Created by Independent Third Party: Yes 15353.9 CM-18532 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 II 08-01453A.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.Ddf span - 104-1/4" Created by Independent Third Party: Yes 15353.10 CM-18533 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS353 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.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 FL35353 R2 AE 512078A.odf 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 WEED employer. Copyright 2007-2013 State of Flonda.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mall. It you have any questions, please contact 850.487.1395. -Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S must provide the Department with an email address If they have one. The emahls provided may be used for official communlmtron with the licensee. However entail addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: L® rRE—M, ___ © . Credit Card Sate http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQ"DgtH8572gvd WI S... 9/7/2017 NOTES. 1) THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REOUIREMENTS 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=16 WAS USED FOR WOOD ANCHOR CALCULATIONS 4) APPROVED IMPACT PROTECTIVE SYSTEM 15 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 15 ANCHORED AS SHOWN HEREIN. 9) MULLION VERTICAL INSTALLATION IS SHOWN, MULLION MAY BE USED IN HORIZONTAL APPLICATIONS AS LONG AS DIMENSIONS INDICATED HEREIN ARE NOT EXCEEDED AND MULLION IS ANCHORED ACCORDING TO THIS DOCUMENT. DESIGN PRESSURE TABLE INSTRUCTIONS: 1) DEFINE REQUIRED DESIGN LOAD PER FLORIDA BUILDING CODE CHAPTER 16. 2) DETERMINE TRIBUTARY WIDTH AND MULLION SPAN BASED ON PRODUCT TO BE INSTALLED SEE FORMULA FOR TRIBUTARY WIDTH. 3) LOCATE MULLION SPAN (UNIT HEIGHT) AND TRIBUTARY WIDTH AT THE INTERSECTION OF ROW AND COLUMN CONTAINING THE MULLION SPAN AND TRIBUTARY WIDTH RESPECTIVELY IS THE MULLION RATING FOR PRODUCT IN STEP 2. MULLION RATING MUST BE EQUAL OR GREATER THAN REQUIRED DESIGN PRESSURE OBTAINED IN STEP 1. TRIBUTARY WIDTH = W1 + W2 2 ME" I OESCRWMN I DATE I APPRMW IAIR"SEO INSTALLATION DETAILS 06/10/I5 1 R.E. ANCHORING NOTES: 1) FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREW WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8_MINIMUM EMBEDMENT. LOCATE ANCHORS AS SHOWN IN INSTALLATION DETAILS SHEET 3. 2) FOR ANCHORING INTO CONCRETE USE 1/4• TAPCON WITH SUFFICIENT LENGTH TO ACHIEVE A 1. 1/4" MINIMUM EMBEDMENT WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN INSTALLATION DETAILS SHEET 4. 3) ALL FASTENERS TO BE CORROSION RESISTANT 4) INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS, AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD - MINIMUM SPECIFIC GRAVITY OF G=0.42 B CONCRETE - MINIMUM COMPRESSIVE STRENGTH OF 3.200 PSI. C. MASONRY - STRENGTH CONFORMANCE TO ASTM C-90, GRADE N, TYPE 1 (OR GREATER). 5) TO ATTACH MULLION TO CLIP USE (4) #10 x 1 1/4" SELF DRILLING SCREWS PER CLIP. SCREWS MUST BE FIELD INSTALLED. HOLES FOR SCREWS ARE NOT PRE -DRILLED BY MANUFACTURER. TABLE OF CONTENTS SHEET NO. DESCRIPTION 1 NOTES 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 oRAWN. owc NO. V.L. 08-01439 VAX NTS 0' 01/11/12 'wI OF 3 SIGNED: 0611112015 Vt.. to y iJ y 'p 5612# A TTAtCT[rE OF RLV o' 0RIOP• A /i 107 3/8" COMBINED WIDTH W1 -Ir W2 83"1 1 FRAME HEIGHT WINDOW WINDOW MULLION SPAN) LAI 107 3/8" COMBINED WIDTH WI -Ir W2 83" FRAME 1V IN HEIGHT WINDOW MULLION SPAN) ` 107 3/8" COMBINED WIDTHF_ W1 -II W2 83" 1 1 WINDOW FRAME HEIGHT WINOOK WINDO11 MULLON sPl"' f WI-F--W2 107 3/8- COMBINED WIDTH I Design Pressure rating s I Mullion span (in) Tributary 18. 13r433.7 width (in) 36.00 42.00 46.00 52.13 25.00 1300 130.0 130.0 130.0 130.0 37.36 130.0 127.2 1270 127.0 127.0 49.63 120.7 77.9 73.8 72.1 72.0 62.00 71.0 39.7 359 334 32.3 65.63 59.6 330 296 27.4 26.3 72.00 44 924.4 21.8 199 19.0 84.00 28, 20.3 15 0 13 2 11.9 11.3 LARGE AND SMALL MISSILE IMPACT. LEVEL D. WINO ZONE 3 DIMENSIONS IN CHART ARE FRAME DIMENSIONS AND DO NOT INCLUDE FLANGE 107 3/8" COM81NE0 WIDTH W11-W2- B1- L 1FRAMEWWINDOW HEIGHT MULLION SPAN) I I il F_ 107 3/8" COMBINED WIDTH W1 W2 83" 1 / WINDOW / FRAME / HEIGHT /j W MULLION SPIN, 1 1 1 W1 IF^ W2 - 107 3/8" COMBINED WIDTH REV I DESCRWMN I DIE I AOVROVED IAIREVISEDINSTALLATIONOETAIL$ 06/10/15 IRL F_ 107 3/8" COMBINED WIDTH Wl W2 83 1 1 WINDOW FRAME HEIGHT WINDOW MULLION SPAN) 1 1 1 APPROVED CONFIGURATIONS MULTIPLE UNITS MAYBE MULLED TOGETHER AS LONG AS COMBINED WIDTH DOES NOT EXCEED 107 "'AS SHOWN HEREIN Design pressure rating (pso with rebar o tion Mullion span (in) Tributary 18.13 25.50 width (in) 36.00 42.00 46.00 52.13 25.00 130.0 300 13001 130.0 130.0 130.0 37.38 130.Q 1300 127.2 127.0 127.0 127.0 49.63 120.7 94.3 77.9 738 72.1 720 02.00 92.4 70.0 53.3 48.1 44.8 434 65.63 0.0 58.6 44.2 397 36.7 35.3 72. W 60.3 43.9 32.8 29.2 26.71 25.5 84.00 37.7 273 20.1 17.7 16.01 15.1 URGE AND SMALL MISSILE IMPACT. LEVEL D. WIND ZONE 3 DIMENSIONS IN CHART ARE FRAME DIMENSIONS AND 00 NOT INCLUDE FLANGE. W1--II -W2 107 3/8" COMBINED WIDTH MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 5764 - VERTICAL MULLION 83" MULLION SPAN APPROVED CONFIGURATIONS AND RATING CHARTS DRAWN: DWC ND V.L. 1 08-01439 70" NTS DIE O 1 / 1 1 / 12 1 SNErr 2 OF 3 SIGNED: 0611112015 1 2 1/2" MIN EDGE DISTANCE MASONRY/CONCRETE BY OTHERS 1 1/4 MIN. EMBEDMENT 1/4" TAPCON I SECT5796 0.843. CLIP OPTIONAL REBAR SEMULLIONION MULLIONMT000022 CLIP 010 WOOD SCREW 1 3/8 MIN. EMBEDMENT 1/ 2" MIN. I —1 EDGE DISTANCE VERTICAL CROSS SECTION MASONRY/ CONCRETE AND WOOD FRAMING INSTALLATION NOTE: CLIPS MAY BE USED IN,MASONRY/CONCRETE OR WOOD FRAMING SUBSTRATE. WOOD FRAMING/ 2X BUCK BY OTHERS 3. 261" 1. 375" MT000022 CLIP 16GA ( 063) GALVANIZED STEEL I-- 2.140" —{ I — T 1. 125" SECT5764 MULLION ALUMINUM 6005-T5.125' THICK 0. 688" 1. 531" RF- 185 2 REBAR 16 GA (062) GALVANIZED STEEL REVISIONS REV OESCRIPRON —E .VVRpJ[o A REWSEO INSTALLATION OETAILS 06/10/15 R.L. 3. 750" 1. 000" 0.375" 0. 422" 2. 032" 2.875" o" o.6aL 4. 000" SECT5796 CLIP 2X 00.210" I FOR CONCRETE INSTALLATION ALUMINUM 6063-T5.125' THICK 3. 750" 2. 189" 1. 0 0" 0.375" 0. 843" 2X 00.210" 1. 562" O SECT5796 CLIP FOR WOOD FRAMING INSTALLATION ALUMINUM 6063-T5.125' THICK SIGNED: 0611112015 M650 WINDOWDDOORS II.. MARKETSEST STREET``` J\511R 4f % GRATZ, PA 17030-0370 GENSF •1P 0,,8126 • A 5764 — VERTICALMULLION83" MULLION SPAN INSTALLATION DETAILS AND COMPONENTS 3 TAT' OF i¢ZZ t`• ORI P' oRARN. ORCNo. REV OS-01 439 A A 11 4\\ scuE o• a NTS 01/11/12 3 OF 3 Florida Building Code Online Page 1 of 3 i • 6 0 t 0 ti g r. y.t Home Log In User Registration Hot Topic Submit Surcharge stats b Facts i Publications FBC Staff BCIS site Map Unks search bSCIS a Product Approvalrj_i USER: PuDllt User use Product Approval Menu > ProduG or Avph[aDon Search > Application Let > Application Detail FL aY FL13223-R3 Application Type Revision Code Version 2014 Application Status Approved Comments Archived D 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 Cif Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Ronald 1. Ogawa the Evaluation Report Florida License PE-24121 Quality Assurance Entity Intertek Testing Services NA, Inc. Quality Assurance Contract Expiration Date 01/01/2018 Validated By John Southard, P.E. Ei Validation Checklist - Hardcopy Received Certificate of Independence FL13223 R3 COI RIO - Certificate of Independence PDF Referenced Standard and Year (of Standard) Standard ASTM C1186 ASTM E330 Year 2007 2002 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect FL13223 R3 Eouiv ASTM C1186 Eouivalencv Sioned.odf http://www. floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvRk6bsvZ66FC... 9/7/2017 Florida Building Code Online Page 2 of 31 Sections from the Code Product Approval Method Method 1 Option D Date Submitted 08/17/2015 Date Validated 08/26/2015 Date Pending FBC Approval 09/07/2015 Date Approved 10/16/2015 Date Revised 08/09/2017 Summary of Products FL it 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.odf FL13223 R3 11 ER RIO-2578-15 Panel to Furrino.pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant. Yes FL13223 R3 II Install Cempanel Sidino.odf Design Pressure: N/A FL13223 R3 11 NOA 15-0122.04.odf Other: For use inside a HVHZ install in accordance with Verified By: Intertek Testing Services NA Ltd. NOA 15-0122.04 Created by Independent Third Party: No Evaluation Reports FL13223 R3 AE ER RIO-2556-15 Panel metal-wood.pdf FL13223 R3 AE ER RIO-2578-15 Panel to Furrina.pdf FL13223 R3 AE NOA 15-0122.04.odf 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 11 ER RIO-2556-15 Panel metal-wood.odf FL13223 R3 11 ER RIO-2578-15 Panel to Furrina.pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: Yes FL13223 R3 11 Install HardiePanel SidinD.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.odf FL13223 R3 AE ER RIO-2578-15 Panel to FurrinD.pdf FL13223 R3 AE NOA 15-0122.04.odf Created by Independent Third Party: Yes 13223.3 Prevail Panel Siding fiber -cement panel siding Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL13223 R3 II ER RIO-2556-15 Panel metal-wood.odf FL13223 R3 II ER RIO-2578-15 Panel to Furrino.DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL13223 R3 11 Install Prevail Panel Sidina.odf Design Pressure: N/A FL13223 R3 II NOA 15-0122.04.odf Other: For use inside a HVHZ install in accordance with Verified By: Intertek Testing Services NA Ltd. NOA 15-0122.04. Created by Independent Third Party: No Evaluation Reports FL13223 R3 AE ER RIO-2556-15 Panel metal-wood.odf Panel Furrino.pdfFL13223R3AEERRIO-2578-15 to FL13223 R3 AE NOA 15-0122.04.pdf Created by Independent Third Party: Yes Bade Ne: Contact Lis •• 2601 Blau Stone Road. Tallahassee FL 32399 Phone: OSO-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, small 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 850.487.2395. 'Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one The !mails provided may be used for official communication with the licensee However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public To determine If you are a licensee under Chapter 455, F.S., please dick here. Product Approval Accepts: z_ http://www. D oridabuilding. orglprlpr_app_dtl.aspx?param=wGEVXQwtDgvRk6bsvZ66FC... 9/7/2017 Florida Building Code Online Page 3 of 3 . Credt Card Safe http://,A,ww.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvRk6bsvZ66FC... 9/7/2017 PROJECT RIO-2556-15 ENGINEERING EVALUATION REPORT FOR ATTACHING JAMES HARDIE@ BRAND FIBER -CEMENT PANELS TO WOOD AND METAL FRAMED WALLS WITH VARIOUS FASTENERS JAMES HARDIE BUILDING PRODUCTS, INC.- 10901 ELM AVENUE FONTANA, CA 92337 TABLE OF CONTENTS PAGE COVER PAGE 1 EVALUATION SUBJECT 2 EVALUATION SCOPE 2 EVALUATION PURPOSE 2 REFERENCE REPORTS 2 TEST RESULTS 3 TABLE 1A, RESULTS OF TRANSVERSE LOAD TESTING 3 TABLE 1 B, SHEAR VALUES 3 DESIGN WIND LOAD PROCEDURES 4 TABLE 2, COEFFICIENTS AND CONSTANTS USED IN DETERMINING V AND p- 4 TABLE 3, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE B 5 TABLE 4, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE C 5 TABLE 5, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE D 5 TABLE 6, ALLOWABLE WIND SPEED (MPH) FOR HARDIEPANEL SIDING 6-7 LIMITATIONS OF USE 7 AS PRODUCT EVALUATOR, THE UNDERSIGNED CERTIFIES THAT THE LISTED PRODUCTS -ARE IN COMPLIANCE WITH THE REQUIREMENTS OF THE ASCE 7-10, THE 2014 FLORIDA BUILDING CODE, AND THE 2012 INTERNATIONAL BUILDING CODE. PREPARED BY: RONALD I. OGAWA & ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH,, CA 92649 714-292-2602 714-847-4595 FAX RONALD 1. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2556-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888.542-7343 info@jameshardie.com EVALUATION SUBJECT HardiePanet® Siding James Hardie Product Trade Names covered In this evaluation: HardiePanet® Siding, Cempane* Siding, PrevailTM Panel Siding EVALUATION SCOPE: ASCE 7-10 2014 Florida Building Code 2012 Intemational Building Code® EVALUATION PURPOSE: Tliis analysis is to determine the mabmum design 3-second gust wind speed to be resisted by an assembly of HardiePanel (Cempanel. Prevail Panel) siding fastened to wood or metal framing vAlh nags or screws. REFERENCE REPORTS: 1. Intenek Report 3OF7913 (ASTM C1186) Material properties Flardiel anel Siding 2. Ramtech Laboratories Repon.IG1270-94 (ASTM E330) Transverse Load TesL 5116' Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fe wood studs spaced at 16 inches. on center with a 6d common galvanized nag 3. Ramtech Laboratories Report IC-1271.94 (ASTM E330) Transverse Load Test, 5/16' Thick by 48 Inch wide HardiePanet Siding Installed on 2X4 Hem -Fir wood studs spaced at 24 Inches onixrtler with a 6d common galvanized hall 4. Ramtech Laboratories, Inc. Report 10OW97/1475 (ASTM E330) Transverse Load Test. 5116' Thick by 48 inch wide HardiePanel Siding installed on 2X4 Group III SG=0.36 wood studs spaced at 16 inches on center with a 4d, 0.091 inch shank by 02251neh head diameter by 1.5 inch long ring shank nag 5. 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'indhtis on center with a No 6 X 1 in. long X 0.323 in head diameter ribbed bugle head screw 6. Ramtech Laboratories, Report IC-1055-89 (ASTM E330) Transverse Load Test, 114' Thick by 48 inch wide HardiePanel Siding installed on 209auge Metal shads spaced at 24 inches on center with a No 6 X 1 in long X 0.323 in head diameter ribbed bugle head screw 7. Ramlech Laboratories, Report 11149.98/1554d (ASTM E330) Transverse Load Test,114' Thick by 48 hxh wide HardiePanel Siding installed on 20gauge Metal studs spaced at 16 and 24 inches on center with a ETBF 0.100 in knurled shank X 1.5 in. long X 025 in. head diameter pin fastener 8. Ramtech Laboratories Report.IC-1273-94 (ASTM E72) Racking Shear Test. 5116' Thick by 48 inch wide HardiePanel Swig installed on 2X4 Hem Fc wood studs spaced at 16 Inches on center with a 6d common galvanized nail 9. Ramtech Laboratories Report IC-1274-94 (ASTM E72) Racking Shear Test, 5/16' Tfdck by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced of 24 inches on center with a 6d common galvantzed nag 10. Ramtech Laboratories, Inc. Report 10868-97/1475 (ASTM E72) Racking Shear Test, 5/16' Thick by 48 inch wide HardiePanet 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 nag 11. Ramtech Laboratories Report IC-1057-89 (ASTM E72) Racking Shear Test. 5116' Thick by 48 Inch wide HardiePanel Siding installed on 2X4 Hem -Fr wood studs spaced at 16 and 24 inches on center with a No 8 X 1 in. long X 0.323 in head diameter ribbed bugle head screw 12. Ramtedh Laboratories Report 11284-99/1580 (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 ETBF 0.100 in knurled shank X 1.5 in. long X 0.25 in. head diameter pin fastener JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@lameshardie.com TEST RESULTS: Table 1a, Results of Transverse Load Testing RONALD I.OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET 4443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2556-15 Fastener Spacing fin.1 Allowable Frame Ultimate Design Thickness Width Spacing Perimeter Field Load Load' Report Number Test Agency en.) in.) Frame 7 in.) Supports Supports Fastener T PSF) PSF 101270.94 Ramtech 03125 48 ZX4 wood Hem -Fir 16 6 6 6d common 149 49.7 IC-1270.94 Ramtech 0.3125 48 ZX4 wood Hem -Fir 16 4 4 6d common 236 78.7 IC•1271-94 Ramtech 0.3125 48 ZX4 wood Hem -Fir 24 6 6 6d common 94 31.3 IG7271.94 Ramtech 0.3125 48 2X4 wood Hem -Fir 24 4 1 4 6d common 143 47.7 10868-9711476 Ramisch 0 3125 48 2X4 wood, SG 2 0.36 16 4 8 4d, 0.091 in. shank X 0.225 in. 90 4D.0 HD X 1.5 in shank nail Min. No. 20 gauge X 3.625 in. X Min. No 8 X 1 in. long X 0.323 In IC-1054-89 Ramtech 0.25 48 16 6 6 head diameter bbed bugle 169.9 56.6 1 375 in metal stud head ew Min No 8 X 1,In. long X 0.323 in IC-1055419 Ramtech 0.25 48 Min. No. 20 gauge X 3,625 ion. X 24 6 6 head diameter ribbed bugle 91.9 30.6 1.375 in metal stud head screw ETBF 0.100 in. knurled shards X 11149.98/1554d' Ramtech 0.3125 48 Man No. 2020 gauge X 3.625 In. X 24 4 8 15 in. king X 0.25 in. head 170 56.7 in metal stud diameter pin fastener Min . No. 20 gauge X 3.625 b. X20 ETBF 0.100 in. knurled shank X 11149.98/1554d Ramtech 0.3125 48 in metal stud 16 4 B 1.5 in. king X 0.25 in. head 101 33.7 diameter pin fastener 1. Allowable Load is the Ultimate Load divided by a Factor of safely of 3. 2. HerdfePanel Siding complies with ASTM C1186. Standard Specification for Grade It, Type A Non -asbestos Fiber -Cement Flat Sheets. Table 1b, Shear Values Allowable Loads In Pounds Per Lineal Foot for Panel Shear Walls ''= Fastener Spacing find Frame Ultimate Allowable Thickness Width Spacing Perimeter Field Loads Loads Report Number Test Agency in.) r'm) Frame T in) Supports Supports Fastener T OR), 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 ZX4 wood Hem -Fir 16 4 4 6d common 698.8 232.9 IC-1274-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 24 6 6 6d common 460.0 153.3 IC-1274.94 Ramtech 0.3125 48 2X4 wood Hem -Fir 24 4 4 6d common 637.5 212.5 10868-97/1475 Ramtech 0.3125 48 2X4 wood, SG 2 0.36 16 4 8 4d, 0.091 in. shank X 0.225 in. 595,4 198.5 HD X 1.5 in long Ang shank nal Min No 8 X 1 in long X 0.323 in IC 1057 89 Ramtech 0.25 Min No. 20 gauge X 3.625 in. X 16 iZ 24 6 6 head diameter ribbed bugle 990.0 123.8 1.375 in metal stud head screw ETdF 0.100 tn. knurled shank X 11284-99/1580 Ramtech 0.3125 48 Min No. 2020 gauge X 3.625 In X 16 4 8 1.5 in. kxg X 0.25 in. head 1227.0 153.4 In metal stud diameter pin fastener ETSF 0.100 in. knurled shank X 11284-99/1580 Ramtech 0.3125 48 Min No. 20 gauge X 3.625 in. X 24 4 8 1.5In. long X 0.25In. head 1060.0 132.5 1.375 in metal stud diameter pin fastener 1.,A1 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 bad is based on the average load at 1181nch net deflection. RONALD 1. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 7t4.847-4595 FAX PROJECT: RIO.2556.15 JAMES HARDIE BUILDING PRODUCTS, INC.. 1-868-542-7343 info@jameshardie.com DESIGN WIND LOAD PROCEDURES: Flber-cement siding transverse bad capacity (wind bad capacity) is determined via compUance testing to transverse bad national test standards. Via the transverse load testing an allowable design load is determined based on a factor of safety of 3 applied to the ultimate test load. Since the allowable design load is based on factor of safety of 3, allowable design bads on fiber-cemerd siding correlate directly to required design pressures for Allowable Stress Design, and therefore should be used with combination loading equations for Allowable Stress Design (ASD). By using the combination loading equations for Allowable Stress Design (ASD). the tested allowable design beds for firer -cement siding are eligned with the wind speed requirements in ASCE 7- 10 Figure 26.5.1A, Figure 26.5.18, and Figure 26.S1C. For thin analysis, to calculate the pressures in Tables 3.4. and 5, the bad combination will be In accordance with AWE 7.10 Section 2.4 combining nordnel loacis using allowable stress design, load combination 7. Load combination 7 uses a load factor of 0.6 applied to the wind velocity pressure. Equation 1, q,=0.00256'K,'K„'Ka'Vt (ret. ASCE 7-10 equation 30.3-1) velocity pressure at height z K, , velocity pressure exposure coefliciern evaluated at height z K= , topographic factor K, , wind diredionality.fador 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.SIA. B. or C Equation 2, V=V,e (rot. 20121BC d 2014 FBC Section 16OZ1 dofnilions) Vu , ultimate design wind speeds (3-second gust MPH) determined from 12012 IBC. 2014 FBC) Figures 1609A, B, or C: ASCE.7.10 Figures 26.5-1A, B.orC Equation 3, p=q,'(GCyGCP) (rat. ASCE 7-10 equation 30.6-1) GC, , product of external pressure coefficient and gust-e#W factor GCp , product of irhemal pressure ooeffident and gust -effect factor p , design pressure (PSF) for siding (allowable desgn load for siding) To determine design pressure. substitute q, into Equation 3, Equation 4, p=0.00256-K,7K„'K,'V,2-(GC,-GCp) Allowable Suess Design, ASCE 7-10 Section 2.4.1, load combination 7 Equation 5, 0.61) + 0.6W (rat. ASCE 7-10 section 2.4.1, toed combination 7) D , dead bad W , wind bad To determine the Allowable Stress Design Pressure, apply the bad factor for W (wind) from Equation 4 to p (design pressure) determined from equation 4 Equation 6, Poe = 0.61p) Equation T. p„ = 0.6'10.00256'K; Kn-K,'V,.z(GC, GCp)) Equation 7 is used to populate Table 3, 4, and 5. To determine the allowable ultimate basic wind speed for Hardie Siding in Table 6, solve Equation 7 for Vie, Equation S. V p = (paa0.6'0.00256'K.* Kn'K,'(GCrGCpJ)ns Applicable to me8ads specified in Exceptions 1 through 3 o1 [201218C, 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. ' (0.6r (ref. 20121BC & 2014 FBC Section 1609.3..1) Va.. Nominal design wind speed (3-second gust mph) (rot. 20121BC d 2014 FBC Section 1602.1) Table 2, Coefficients and Constants used In Determining V and p, K, Well Zone 5 Height (it) Exp B Exp C Exp D K. K, GC G 0.15 0.7 0.85 1.03 hS60 1 0.B5 1.4 0,18 20 0.7 0.9 1.08 1 0.85 14 0.18 25 0.7 0.94 1.12 1 0.85 1.4 0.18 30 0.7 0.98 1.16 1 0.85 1.4 0.18 35 0.73 1.01 1.19 1 0.85 1.4 0.18 40 0.76 1.04 1.22 1 0.85 1.4 1 018 45 0.785 1.065 1 1.245 1 0.85 1.4 0.18 50 0.81 1,09 1.27 1 0.85 14 0.18 55 0.83 1.11 1.29 1 0.85 14 0.18 60 0.85 1.13 1.31 1 0.85 1.4 0.18 100 0.99 126 1.43 h>601 1 1 0.85 1.8 0.18 RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET 9443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2556-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 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-secordgust) 100 105 110 115 120 130 140 1 150 160 170 180 190 200 210 Height (I1) B B B B B B B B B B B B I 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 46.8 521 57.8 63.7 25 14.4 15.9 17.5 19.1 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 63.7 30 14.4 15.9 17.5 19.1 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 63.7 35 15.1 16.6 18.2 19.9 21.7 25.4 29.5 33.9 38.6 43.5 48.8 54.4 60.2 66.4 40 15.7 1 •17.3 19.0 20.7 226 26.5 30.7 35.3 40.1 45.3 50.8 56.6 62.7 69.1 45 A6.2 47.9 19.6 21.4 23.3 27.4 31.7 36.4 41.5 46.8 52.5 58.5 64.8 71.4 50 16.7 184 20.2 22.1 24.1 282 32.7 37.6 42.8 48.3 54.1 60.3 66.8 73.7 55 17.1 18.9 20.7 226 24.7 28.9 33.6 38.5 438 49.5 55.5 61.8 68.5 75.5 1 1 6 282 31.0 33.8 36.9 43.3 2 57. 65.5 4.0 52. 4 1024 112.9 Table 4, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds . Wind Exposure Category C. Wind Speed 3-secondgust) 100 105 110 115 120 130 140 150 160 170 180 190 200 210 H't1111 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 55.8 63.3 70.1 77.3 20 18.6 20.5 22.5 24.6 26.7 31.4 36A 41.8 47.5 53.7 60.2 67.0 74.3 81.9 25 19.4 21.4 23.5 25 6 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.6 85.5 30 W 2 22.3 24.5 267 29.1 342 39.6 45.5 51.8 58.4 65.5 73.0 80.9 89.2 35 20 8 23.0 25.2 27.6 30.0 35 2 40.8 46.9 53.3 60.2 67Z 75.2 83.3 91.9 40 21.5 73.7 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 67.9 96.9 50 22.5 24.8 27.2 29.7 32.4 38.0 44.1 50 6 57.E 65.0 72.9 81.2 9.9 99.2 55 22.9 252 27.7 30.3 33.0 38.7 44.9 51.5 58.6 662 74.2 827 91.6 101.0 100 32.8 35.8 39.4 43.1 48 9 55.0 63.8 73 3 83.4 94.1 105 5 117.6 130.3 143.6 Table S. Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds -Wind Exposure Category D, Wind Speed 3-secondgust) 100 105 110 115 120 130 140 150 160 170 180 190 1 200 210 Height (It) D D D D D D D D D D D D D D 0.15 21.2 23.4 25.7 28.1 30.6 35.9 41.6 47.8 54.4 614 68.8 76.7 85.0 93.7 20 22.3 24.6 27.0 29.5 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 89.1 98.2 25 23.1 25.5 • 28.0 30.6 33.3 39.0 45.3 52.0 59.1 66.8 74.9 83.4 92.4 101.9 30 23.9 26A 29.0 31.6 34.5 40.4 46.9 53.8 61.3 692 77.5 86A 95.7 105.5 35 24.5 271 29.7 325 35.3 41.5 48.1 55.2 62.8 70.9 79.5 88.6 98.2 108.3 40 25.2 27.7 1 -30.5 33 31-36.21 42.5 49.3 56.6 64.4 72.7 81.5 90.9 100.7 111.0 45 25.7 28 3 1 •31.1 34.0 37.0 43.4. 50.3 57.8 65.7 74.2 83.2 927 102 7 113.3 50 252 28.9 31.7 34.6 37.7 44.3 51.3 58.9 67.1 75.7 84.9 94.6 104.8 115.5 55 26.6 29.3 32.2 35.2 38.3 45.0 52.2 59.9 68.1 76.9 86.2 96.1 106.4 117.4 100 37.0 40.8 44 7 48.9 53.2 62.5 72.5 83.2 94.6 106.8 119.8 133.4 t47.9 163A Tables 3, 4, and 5 are based on ASCE 7-10 and consistent vnlh ete 2012 IBC, 2012 IRC and the 2014 Florida Building Code aautlOGnAn IV Q4i2]--) 7 y STATE ED RONALD 1. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714$47-0595 FAX PROJECT: RIO.2556-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 Info@jameshardie.com Table 6, Allowable Wind Speed (mph) for HardiePanel Siding (Analytical Method in ASCE 7-10 Chapter 30 C&C Part 1 and part 3)° `J\\\``,POGC I•'' i' T IFl '9 G 207218C, 2014 FBC DiZ IBC, 2014 FBC c 2412 1 9•• STATE F •: i •- C/ -'oL p FOR slERa il im Coemclems used In Table 6 calculations for V,e Allowable, Ultimate Design Wind. Speed. 3-second gust mph) wiowable, Nominal Design Wind. Speed, V.5-6. 3-second gust mph) Applicable to methods epedfied in 12D12 IBC, 1609.1.1. as de) Section termi ed 12012 t8C, 2D14 FBQ Figures 16 w S. or C. App Ne rretnods 0 7120 nCceptions t 16RC) s . Wind exposure category Wind exposure category Siding K Product Product Thickness inches) Width inches) Fastener Type Fastener Spacing Frame Type Stud Spacing inches) Building Height feet) B C D B C D Aft -able Design Load PSF) Exp B ExD C Exp D J V. I J GCS HardiePanel® 5/16 48 6d common 6 2X4 wood Hem -Fir 16 D-15 186 168 153 144 130 118 49.7 0.7 0.85 103 hS60 1 0.95 14 0.18 20 186 164 149 144 127 116 J97 0.7 0.9 1.00 1 0.85 1.4 0.10 25 188 160 147 144 124 114 49.7' 07 0.94 1.12 1 0.85 1.4 0.18 30 186 157 144 144 121 112 A9.7 0.7 0.98 1.16 1 0.85 1.4 0,18 35 182 154 142 141 120 110 49.7 073 1.01 1.19 1 0.55 AA 0.10 40 178 152 141 138 118 109 49.7 0.76 1.04 122 1 0.85 1A 0.16 45 175 150 139 136 117 108 9.7 0.785 1.065 1.245 1 0.85 1.4 0.18 50 172 149 138 134 115 107 49.7 0.81 1.09 127 1 0.85 1.4 O.1B 55 170 147 137 132 114 106 49.7 0.83 1.11 129 1 0.85 1.4 0.18 60 168 146 136 13D 113 105 49.7 0.95 1.13 1.31 t 0.65 1.4 0.78 100 139 124 116 108 96 1 90 49.7 0.99 1.26 1.43 h>60 1 0.85 1.6 0.16 HardiePanel® 5/16 48 sit Common 4 2X4 wood Hem -Fir 16 0.15 233 212 192 181 164 149 78 7 07 0,85 1.03 11560 1 0.65 1.4 0.18 20 233 206 188 181 159 146 78.7 0.7 0.9 1.06 1 0.85 1.4 0.18 25 233 201 185 181 156 143 787 0.7 0.94 12 1 0.85 14 0.18 30 233 197 181 181 153 140 78.7 0.7 0.98 1.16 t 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 0.16 40 224 192 177 174 148 137 78.7 0.76 1.04 122 1 0.85 1.4 0.18 45 220 189 175 171 147 136 78.7 0.785 1.065 1245 1 0.85 1,4 0.18 50 4 187 173 3 145 134 797 0.81 1.09 1.27 1 0.95 14 0.18 55 214 185 172 166 144 133 79.7 0.83 1.11 1.29 1 045 1.4 0.18 60 212 184 171 164 142 132 78.7 055 1.13 t31 1 0.85 14 0.18 100 175 155 146 136 120 113 78.7 0.99 125 1.43 h>60 1 OAS 1.8 Ole HardiePanel® 5/16 48 ad common 6 2X4 woofs Horn -Fir 24 0.15 147 134 121 114 103 94 31.3 07 0.85 1.03 hS6O 1 0.05 1.4 0.16 20 6.7 130 119 32659 101 92 31.3 0.7 0.9 1.08 1 0.85 1.4 0.18 25 7 127 116 5 98 90 31.3 0.7 0.94 1.12 1 0.95 1.4 0.18 3D 147 124 114 114 96 89 313 0.7 098 1.16 1 0.85 14 0.16 35 144 123 113 112 95 87 313 0,73 1.01 1.19 t 0.85 14 0.18 40 141 121 112 109 94 86 3113 0.76 104 122 1 0.95 1.4 0.16 45 139 119 110 108 92 86 313 0 785 1.065 1245 1 0.65 1.4 0,18 50 137 lie 109 106 91 85 31 3 0.61 1.09 127 1 0.95 1.4 0.18 55 135 117 108 105 91 84 31.3 043 1.11 129 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 0.18. 100 111 98 92 86 76 71 313 0.99 1.26 tA3 h>60 1 0,85 1.8 0.18 HardiePanel® 6/16 48 6d common 4 2X4 wood Hem -Fir 24 0.15 182 165 150 141 128 116 47.7 0.7 085 1.03 hS6D 1 0.85 1.4 0.18 20 182 160 146 141 124 113 47.7 0.7 0.9 1.08 • 1 0.95 1.4 0.18 25 182 157 144 141 121 111 47.7 0.7 0.94 1.12 7 085 1.4 018 30 182 154 141 141 119 1D9 47.7 0.7 0.98 1.16 1 0.85 1.4 019 35 178 151 139 138 117 108 7.7 0.73 101 1.19 1 0.85 1.4 0.18 40 174 149 138 135 116 107 7,7 0.76 1.04 1.22 1 0.85 t.a 0.18 45 172 147 136 133 114 1D6 77 0.785 1.065 1245 1 0.85 14 016 50 169 146 135 131 113 105 47.7 0.81 1.09 127 1 D.85 1.4 0.18 55 167 144 134 129 112 104 47.7 0.83 1.11 1.29 1 0.95 1.4 0.18 6D 165 143 133 128 111 103 47.7 0.85 1.13 1.31 1 0.85 1A 0.18 10D 137 121 114 1D6 94 88 47.7 0.99 1.26 1.43 h>60 t 0.a5 1.6 010 HardiePanelA 5/16 48 4d,0.091 in. shank X 0.225 in. HD X 1.5 in. long ailshanknag 4 edge B field 2X4 wood SGt0ing.36 16 0.15 144 131 119 112 101 92 30.0 0.7 0.65 1.03 h560 1 0.65 14 0.18 2D 1" 127 116 112 98 90 3D.0 0.7 02 1.08 1 0,05 1.4 0.10 25 1" 124 114' 112 96 30A 0.7 0,94 1.12 1 085 14 0.18 30 144 122 112 112 94 30.0 0.7 0.98 1.16 1 0.85 1.4 018 35 141 120 111 1D9 93 30.0 0.73 101 1.19 1 0.65 1.4 0.18 40 138 118 1D9 107 92 30.0 0.76 I.04 122 1 0.85 1.4 0,18 45 136 117 108 105 91 d70 30.0 0 785 1.065 1.245 1 0.e5 1.4 018 50 134 116 107 104 89 30.0 0.81 Too t27 t 6.65 1.4 018 55 132 114 106 103 89 30A 0.83 1.11 129 1 0.85 4 0.18 6D 131 113 105 101 88 3DD 0.85 1.13 1.31 1 O.es 14 018 100 108 96 90 84 74 30.0 0.99 1.26 1.43 h>60 1 0.65 7.6 O t6 RONALD 1. OGAWA ASSOCIATES, INC. 16835 ALGONOUIN STREET 9443 HUNTINGTON BEACH, CA 92649 714-292-26D2 714-847-4595 FAX PROJECT: RIO.2556-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@Jameshardis.com 10 G 1111/I// Q RT 1 FI q;9,'' z 2012 IBC, 2014 FBC 20121BC, 2014 F8C 2412 - ? Allowable, Ultimate Allowable, Nominal E ecp _ Design Wind, Speed, Design Wind, Speed, u 1 3-second gust mph) 3-second gust mph) FAO aleApplicabletomethods Applicable to methods'-, C%' in SectionspecifiedD1 In cetio lEREpSCItlt ph 3 of 12012 C,' III IfE1609.1.1. as delemilnetl 2014 FBC] Sectione 12012IBC. 2014 FBC) 1600) Figures 1609A B, or C coefficients used in Table 6 calculations for V. Wind exposure category Wind exposure category skiing V. Product Stud Building able Product Thickness Width Fastener Fastener Frame Spacing HeighP•r B C D B C D Design inches) inches) Type Spacing Type inches) Joel) Load PSF) ExD B 6ip C Exp D K. Ke GC, GCp. 0. 15 198 180 163 153 139 126 56.6 07 0,85 1,03 hs6D 1 0.65 1.4 0.18 Min. No 8 X 2D 198 175 159 153 135 123 56.6 0.7 0.9 1.08 1 1.4 0.18 25 198 17l 157 153 132 121 56.6 0.7 094 1.12 t 14 0.18 1 in, long X Min. No. 30 198 167 154 153 130 119 56.6 0.7P1. 1 1. 16 1 1.4 0.18 0. 323 in 20 gauge 35 194 165 152 150 128 118 56.6 0.73 7.19 1 1, 55 1. 4 0.16 head X 3.625 40 190 162 150 147 126 116 56.6 0.76 71 1.4 0.18 HardiePanel* 114 4B diameter 6 in. X 16 45 187 161 t48 145 120 115 566 0785 t245 1 t4 0.18 ribbedbugle 1. 375 in SD 184 159 147 143 123 114 58.6 O.al 127 1 1.4 0.18 head 55 182 157 146 141 122 113 56.6 0.83 129 1 1A 0.16 si:telvt stud 60 18D 156 145 139 121 112 56.6 0,85 1 1 0.85 1a0.18 100 149 132 124 115 102 96 56.8 0.99 1.43 h>60 1 1 IOA5 1,6 0.1a 0. 15 146 132 120 113 102 93 306 0.7 085 1.03 hs60 1 0.65 1.4 0.18 Min. No 6 X 20 146 128 117 113 99 91 30.6 0.7 0.9 1.00 t 0.85 1.4 10.181 25 146 126 115 113 97 89 30.6 0.7 0.94 1.12 t 0.85 1.4 OAS 1 in, long X Min. No. 30 146 123 113 113 95 88 30.6 0.7 0.98 1.16 1 0.85 1.4 0.18 0. 323 in 20 gauge 35 143 121 1 112 1 110 94 86 30.6 0.73 101 1,19 1 0.85 1.4 0.18 head X 3.625 40 140 119 110 1 108 93 85 31) 6 0.76 1.04 722 1 0.85 14 0,18 HardiePan67911448diameter6in, X 24 45 137 118 1D9 106 91 85 30.6 0.785 1A65 1 1245 1 045 1A 0.18 fibbed 1. 375 in 5D 135 117 108 105 90 84 30.6 0.81 1.09 127 1 O a5 1.4 0.16 bugle head metal 55 134 116K 104 90 83 30.6 0,93 1.11 1.29 1 0.85 1.4 0.18 studscrew' 60 132 115 102 89 82 30.6 0.85 1.13 1.31 1 085 1.4 0.18 100 109 97 85 75 70 30.6 0.99 126 1.43 h>60 1 0.85 1.8 0.18 ET6F 0. 15 198 180 153 139 127 55.7 0.7 O.a5 103 hs60 1 0.95 14 0.18 20 198 176 153 135 124K 60. 7 0.9 1.08 1 0.85 1.4 0.10 0. 100 in. 25 198 171 153 132 1210.7 094 1.12 1 0.85 1.4 O18 knurled Min. No. 30 198 167 153 130 1190.70.98 1.161 0.85 l.d 0.181.5shank X20 gauge 35 194 165 150 128 1180.73 1.01 1,19 1 0.85 1.4 0.10 in. tong 4 edge X 3,625 40 190 163 150 147 726 1160.76 t.00 72Z t 0.85 t.a 0.18 HardiePaneli9511648X 0.251n. 8 field in. X 16 45 187 161 149 145 124 1150.785 1A65 72457 0.85 14 0tohead 1.375 in 50 184 159 147 143 123 1140.81 1.09 127 1 O.aS 14 0.18 diameter metal 55 182 157 146 141 122 113 0.83 1.11 729 t O.ES 1.4 0.78 pin stud 60 EE 180 156 145 139 121 112 56.7 085 1.13 7.31 1 0.85 1.4 0.18 faetene 10D 149 132 124 115 102 96 56.7 0.99 126 1.43 h>60 1 0.85 1.8 OAS 0- 15 153 139 126 118 107 98 33.7 0.7 0.85 1.03 h66o 1 0.65 1.4 0.18 ETdF 20 153 135 123 118 104 95 33.7 0.7 0.9 1.08 1 0.a5 14 0.18 0. 100in. Min. No. 25 153 132 121 118 102 94 337 0.7 0.94 712 1 0.85 1.4 0.18 knurled shank X 20 gauge 3D 153 129 119 118 100 92 33.7 0.7 0.98t.16 1 0.85 t 4 0.1a 35 150 127 117 116 99 91 33.7 0.73 1.07 1.19 1 0.85 14 0.16 1.5 in. long 4 edge X 3.625 40 147 125 116 114 97 90 33.7 0.76 t.04 122 1 0.85 1A OAS HardiePaneM5/16 48 X in. 8 field in. X 24 45 144 124 115 112 96 89 33.7 0,785 1.065 1245 1 0.85 1.4 0.18 heed Mead 1. 375 in 50 142 122 113 110 95 8 33.7 O.at t.09 t.27 O.a5 14 0.18 diameter metal 55 140 121 113 109 94 33.7 0.83 1.11 t29 t 0.85 44 0.16 pin stud 60 139 120 112 107 93 74 33. 7 0.85 113 1.31 1 0.15 1.4 0.18 lestene 100 115 102 95 89 79 33.' 0.99 1 1.26 1 1.43 h>60 1 O.BS 1.E 0.18 1_ Screws shall neneirale the metal framino at least three lull 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. Vuli = the ultimate design wind speed (3-second gust mph) as determined by 12012 IBC, 2014 FBC) Figures 1609A. 16095, or 1609C: ASCE 7-10 Figures 25.5.1A, 26.5-18, or 26.5-1C 5. Vasd - the nominal design wind speed applicable to me0lods specified in Exceptions' 1 through 3 of 12012 IBC, 2014 FBC) Section 1609 1.1. 6. The wind speeds in 12012 IBC, 2014 FBC) Figures 16D9A, 1609B and 1609C are ultimate design wind speeds. Vult, and shall be converted in accordance with 12012 IBC, 2014 FBCJ Section 1609.3.1 to nominal design wind speeds, Vasd, when the provisions of the standards referenced in 12012 IBC, 2014 FBC) Section 1609.1.1. Exceptions 1 through 3 are used. 7. linear interpolation of building height and wind speed is permitted. 8. Wind speed design assumptions per Analytical Method in ASCE.7-10 Chapter 30 C&C Part 1 and Part 3: Itr=1, Kd=0.85, GCd=-1.4 (hs60), GC,, 1 8 (h>60), GCy=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 HARDIEO BRAND FIBER -CEMENT PANELS TO WOOD FURRING SOLUTIONS JAMES HARDIE BUILDING PRODUCTS_, JNC. 10901 ELM AVENUE FONTANA: CA 92337 , TABLE OF CONTENTS COVER PAGE , ..._.. ,. _ . - - _ PAGE:. w." EVALUATION SUBJECT EVALUATION SCOPE 2 _ EVALUATION PURPOSE', • - 2 REFERENCE REPORTS 2` TEST RESULTS _ -• _ ' TABLE 1A, RESULTS OF TRANSVERSE LOAD TESTING - - - '2 TABLE 1 B. ANALYSIS OF ALLOWABLE LOAD FOR 4 SCREW AT 10- O.C. _ -2 - JUSTIFICATION OF USING THE RESULTS ON.LIGHT GAUGE STEEL FRAMING ' 2"' - DESIGN WIND LOAD PROCEDURES _ 3t . ' TABLE 2, COEFFICIENTS AND CONSTANTS USED IN DETERMINING V AND p 4 TABLE 3. ALLOWABLE STRESS DESIGN C8C PRESSURES EXPOSURE B 4' TABLE I, ALLOWABLE STRESS DESIGNCBC PRESSURES EXPOSURE C TABLE 5. ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE D - - 4 , TABLE 6, ALLOWABLE WIND SPEED (MPH)'FOR HARDIEPANEL SIDING - - 5-5. AS -PRODUCT EVALUATOR, THE UNDERSIGNED CERTIFIES THAT THE LISTED PRODUCTSARE IN COMPLIANCE WITH.THE : - REQUIREMENTS OF THE ASCE 7-10. THE 2014 FLORIDA BUILDING CODE, AND THE 20i 2 INTERNATIONAL BUILDING CODE. PREPARED BY: - - RONALD I ,OGAWA d ASSOCIATES. INC. _ t 16835 ALGONWN STREET i1443- HUNTINGTON BEACH. CA92649 714-292-2602 • .._ 714-847-4595 FAX o • STkTE • O,F- FLQRIOP ,+`,, LJ SS O'N•At ' ! u RONALD I.OGAM SSOCWTES, INC. 16835 ALGONOUIN STREET 17443 HUNTINGTON BEACH. CA92549 T) 714282,26D2: (F) 7146474= PROJECT: F40.2578/5 EVALUATION SUBJECT HardioPanolV Siding James Hardb Product Trade Nutty cored In 1Tb ovalusliom, NaroiePane* Skiing. CaVanNA Shang, PrevaB- Para! Siding EVALUATION SCOPE: ASCE 7.10 2014 Plaids BuDsing Coda 2012 btarrotiaal BtA&V Code 2012 ImndiaW RosldorbatCode EVALUATION PURPOSE: This aofysb b to doaret* 0e nm&rmxn daaipn 3-somne puat Wind speed to be ratoalM by an uwmby at Na+d4 NW (CanwnsL Prevail Panel) adbp ucbrad tD woe tunings an otmer %=d or meal hamiepw nrobors rerw REFERENCE REPORTS: 1. btotmk RUP W t020243t11COGWIA, Tranavaw Iota test an HaldoPaneL TEST RESULTS: Table 1a. Resutle e7Trenarree tAad Testing From Fawner Ultansle ANOW& UR Test Thidunow SpsaW Spacing FeamtorTypo. toad Design Load, Raaon Number Yu.) YAM in. Fmme T In. fin) and Dne:wom PSF) PSF) Failure klode 1020706300000tA bttanelu 0.3125 48 2X4 wed stun. U4' 0ridu by 3.5' 16 6 No 8 X 125• Iota X 0.378 HD 1 W.7 rS3 8 pull ttsbugh RdarLae waleSPFbatingImbedbugletoadsuers1020743830004101A beensk 03125 48 20 wood aerd. 314' adeu by 3.5- 16 a No. 0 X 12V Wo X 0.323' HD 131.4 43.8 IPA Vaouah widoSPFhm" robed bugle head airs 1020243G30004) MA brar" 03125 48 2X4 rr 11 sob' Si4' pie' by 3.5' 16 12 No. S X 12S ImV X 0,32Y HO t06.1 35.4 Otd tMougn Whae SPF tunng dosed W.pio head soars 1020ri363(: OO-0OlA Iftw4k 0.3125 48 2X4 wood". W Thies try 3.5' 18 8 0. 090• stunk X 0215' HD x 13' 1 < 7.6 4:2 GIO lrobuy JtraCute wideSPFfurringretg &MM nail 1C2024363000401A mtwk 03125 48 7X4 wiled saA 3f4' vim &13.5, 24 8 oft. a X 125' onp X D,323' HD 2.7 27.6 pill throup fimm a wideSPFtuftridgedovooheadaoasvt. Aa taslenma were olmwa en rswng nn rramng mamoars. 2. Aoowable load is dswrw nw from uanwte L1ed dlr,dad by a tawr of salety of 3. 3. Kw"Psrnl SAmg canrpim with ASTN Cit88, Standard SpKiAwiar far Glade 1., Type A Alro-asbv=s Fiaer.Cament Fie: Soods. Table 1b. Analysts of Athvmbte load for ae Scrwal IV O:G as Stsewspacirm Festmet Soad tin. 8 12 10 Frarne ( in 16 16 6 FemenerT a a rs 0801.33 t,71 AL _., boil 430 35 a 3sJl 4, 462wslfauanerloadfD. 38.9 472 1 43.1 rho tastwor load for 98 pasty at W O.C. was COLAdatad as the evo.'age a100 I= results 101 (r and 12' O.C, The a3owable toad fof ad aoaw o the spacing of fir O.C. into hodnp can be calafted by'emedpow*v fto resuba of aams to ww at if pro 12' O.C.. lime boll lest had aa.-W fam" mode of fastanr PIA tluaagh tram the ponels.Ae ehown b1 the table. One allowable bad for ed wvwa Metaled at 10.O.C. to wand tuning is UA Pat. Jutmcwom of Using tlts Result oo Ught Gouge Sleet FralnMg In din Wod cwft shoe. all tastaen wog muse d to baring ohly, so whether 0r kffl , is ocsdtad 1: Wood or udeel WAilg am not tleC pw" L'anfwow toad capsaw. Erb un pr*m agginwfa reaPOMMIM r ID anstaa On Wong aasarrera and tfamfrlg memWra m hM w9virm lend ca pmCd es. IDGA 1 STATE F F[ 0ROI, FSSIONAL RONALD 1. OGAVAASSOCIHTES, ING. IS=ALGONOLON STREET WA3 WJNTINGTON BEACH. CA92649 1) 714-292.2802: (F) 714-847-4595 PROJECT: RIO-2578-15 DESIGN WIND LOAD PROCEDURES: Furor-mmoM sbi p ranee" bed capacib (rib k4d capadrA b dotm *md vim mmpYnve tasiI S w6wavdrse bad nnroM me candards. Via or rw•unww toed tetzng c aRowaalo uas pn bad 4 Commune! based m a arson of satew o13 apPfi0." m tia tdwtsta tttn bad. Equation 1, (Mt ASCE 7-10 equatbn M-34) q. VoWly Puma n hei * z K . b e erpousa coestdord evatrned m z K .b ,0:IF "imor Egtutton 4 V. . ww doactionuldt rector V , bask wind speed 04awrd puk Mmo as dmaminw ttbm 2012 IBC Figures 16M& B, or C: ASCE 7.10 FIO:nos 26.5./A. 6, or C V-V. per. 2012In Section 16MI detud NW V.. u6linato design wind speedo (bseoat+d Ouat MPH) eelsmtited bun 20u IBC Fgwos 1GM k B. or C: ASCE 7.10 Fipm 23.b1A 8. m C Equation 3r P`a'IGC.< C+ .I (at. ASCE 7.10 aqua:Nn =.61) GC.. PrwuC of wroand prasswe a dkism and pusi-am boor GC, . Wawa of ftwrw pto"wo doet'.upm and puaManct tactm P . dwdprt omen (PSF) tor oidm (esowab/a ooapt bad mr "M To demmine ttestpn pr3mv. su==ux q, trb Ewshmr S Equation 4, v-0=S6'N•u.•K.'V.'•(GC GCj A9owaah Sboss De*n, ASCE 7.10 SeaCkm Z4.1. had emblaetiwn 7 Equation 6, DAD • 0.6W W. ASCE 7-10 seea'on 2.4.1, bad cornDln.oen 7) 0. NO bad w • w4b law To 00tv05r tM Apwabb Sums DwOon Pntrao, afpty 0w had rector for W Wnd) Rom EgLmW n e to p (dvxipn wwmm) dew ined hem eauatim 4 Equation t, 0 • 0.610) Equation T. p— • 0.010.00030•K,•V V V„~*C.•GC j Egua:an 7 is aaw to popAie Tabii 3, , and i To Ooam** fne eaw.aba uri:mwv beak wbd speed sw Menbe Sderp In 7bbN S. so*re E7tabon 7 tar V. Equation 4. Va' (P-40A'0402W? •K.•)V(GC.•GC,df' A=CCR a to medlods 4%-dr4d M E=V. our 1 Urm9h 3 of 2012 18C Section 1609.1.1., to doxmun Vw oaoswote nominal dssipn rmd speed (VasO hrMn.+e Sicav b Took G. espy or =mwrsbb hmbb baton: Equation a. V.. • V. • (D.6f &w, 2012 )8C Sea4m t 6M.J.i1 V , tft roof deslpn wind speed 0-se Wnd pun mph) W.:0:2 fBC Se3icn i602.y ts1+'` err O GA llt Q• 4 y7c o STATE 4.c;,;••FLOR1 RONALD 1. OGAYVASSOCLATEES. INC. 1605 ALGONOLRM STREET 9"3 HLINTINGTON BEACH, CA 92649 T) 7.14-202-2602: (F) 714447.4595 PROJECT: RIO.2578-15 Table L C4o111clants and Coolstants used in Dou"MaIng V oW p, m MFTMFM meamonlEMO 0EWLIM®mmm nDammmmmmm om2mmm7-7 OELL-L=®OLII.M OMIUU OKKM omm mmm nDam mmm 0miam®off-Um I@Uim MIM3110 IMNUEMME SIMMER nlim IMMIR MOMM 11111111 MIRJ = MEE= mmm MEEM-31111 9 _ILIMM wxm Tabs3.AUwwbn Srw-boalon-CoW-OM-WCbddbV(C&C)Pmum*(PSntpbtR*siftdiiWrow VAnd Sao -Wh Ezp"uo Cau*wy iL- M solkLmmulm Mum maim MEL-MEIlkm M MIILM Mafimmam mkalmmEum MISSION maim 09DEN oca2m MINUX1111111 ottamow—"m 2AM 1ml MM= MM Ella= MUEEma2m 11 MMMECEEM lonan IMMIAm 11 111 11=1M 511= 1111MRAM Mum 005aLm Mum maim 1111111113m mexm McKim owam OREM= Omni= ma EM LAM m__tm monaLummiam Tubb 4. Allowable Streas Design - 6.wqwwnt and CtIdOV (C&C)'P"unrv, (PSn to be R*,kW as Varfolls Wind 6p*96 Wind ERp6wro Cat il; ryC. vro Spa" r.%•vt no oual Igo lob 110 115 120 130- 140 Iw IGG .. 17 1 1 0 00- C 61 1 rg 193 212 23.2 2s-2 ne Zu-r- ZT9- 742 — wr- W-5 3— 7 W0.1 70 16. 11, 5 Z.r— s 22 24.6 Q2 XTU 25 lot : 3r6— 710-0 30 25. 2 25 dT-- 299.1 Soe RD 9 7-r- 40 21. 5 21.7 7-W-4JB 4-2r- 45bo 272 7 ZTA• 7-1—Mrof—I F Rl571.36 72.6 41.2 490 49.2 55 i9lo, i. I - . uu. 11 Im 3ze1 -359 1 .394 1 .43.1 G 9 65M 9 a 1 .73.3 1 .834 1 -WA 1015 11.3 1451 Table 6, Agovabb Streit Design - t.oltlpaaiatd and Mdcbnp JC&C) Pressures (PSn to be ""it at Wftuz Wind Spa*" -Wind Exj=uri CatagM 9). - ME= IMMIL31111 MIE-Lm IMMEL31111 IMIMUM 111am UiNM slim.= IMIUMME lit A kill l.......... CC S1 oFFS SION 4 R1, O'SAVAAMWATES. PC, AW3 NAFJE BUi.DINQ PROMlM Im 10075 ALGOPMJ29 STREET 9441 NUNTOMM14 SEA J-L CA 920e0 IIIb,'y'rlleftlWee mlo M TI&M-20Q• 6-) T14447J505 PA6ECT. RID-MMS i _ Aala S. 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I. 7za aett•7me 1e7JtiL, llp.rr e•01•.1. 1.•s•r.i r I..ww. e. la.a W..s...r...•r....ra.l.7wt 1 a4. IleWill 1a•arp.Y[/.•q 00C.e'•ae•-AMA I...1.._p7i..l.r•pr000.a-.IIX•64.I{I••IV•1.e L1111TAT91JS OF USE: 41 In Nil 1kb[Ry Nuetlbne lots PNIO WODC pot ILan OaOe Cllteer F301{Of .NOA I 10GAW4 NSF•, FSSION P . 1. REPORT NUMBER: 102024363COQ-001A ORIGINAL ISSUE DATE: April 1, 2015 REVISION DATE: April 30. 2015 EVALUATION CENTER ow INTERTEK TESTING SERVICES NA LTD. 1500 BRIGANTINE DRIVE COQUITLAM, BC V3K 7C1 W RENDERED TO JAMES HARDIE BUILDING PRODUCTS, INC. 10901 ELM AVENUE FONTANA, CA 92337 WPRODUCT 111111111111110 EVALUATED: HardiePan 1e® EVALUATION PROPERTY: Transverse Load Testing 2Y STA S ONRE ,t L „! Report of HardiePanelO tested in accordance with ASTM E330-200212014, Standard Test Method for Structural Performance of Exterior "Windows, Doors, Skylights and Curtain Walls by Uniform Static Air Pressure Difference This report is for the -exclusive use of Intertek's Chen. and is provided pursuant to the agreement between Intenek and its client. Intertel s responsibility and liability are limited to the terms and conditions of the agreement. Ime..ek assumes no liability to any parry, ocher than to the Client in accordance with the agreement, for any foss, expense or damage otxasioned by the use of this report Only the Client is authorized to copy or distribute this report and then only in Its entirety. Any use of the /n:ertek name or one of Its marls for the sale or advertisement of the tested .material, product or service must fist be approved in suiting by Intertek. The observations and test results ih this resort are relevant only to the sample tested. This repo,! by itself does no: imply the. the material, product, or service is or has ever been under an In: ertek certMf adon program. A James Kardie Building Products, Inc. Report No. 102024363COO-001A 1 Table of Contents AMI 30, 2015 Page 2 017 1 Table Of Contents.............................................................................................................. 2 2 * Introduction........................................................................................................................ 3 3 Test Samples..................................................................................................................... 3 3.1. Sample Seledion........................................................................................................ 3 3.2. Sample And Assembly Description............................................................................. 3 4 Testing And Evaluation Methods........................................................................._............. 3 4.1. Conditioning.................................. ....................................................... ......................3 4.2. Transverse Load......................................................................................................... 3 5 Testing And Evaluation Results.......................................................................................... 5 5.1. Results And Observations.......................................................................................... 5. 6 Conclusion........................................................................................... ... 6 Appendix A Transverse Load Test Data.....................................................................17 Pages RevisionSummary ............................................................................................................ 1 Page 110o, \ .pGAWq - cc A9 FLOR P•`,` okFSSIONAL Inre tek Florida Product Approval HardiePanel° Siding For use inside .HVHZ: o HardiePanel Siding fastener types, fastening schedule, and installation shall be in accordance withthe- Miami -Dade County Florida NOA 15- 0122. 04. Consult the HardiePanel product installation instructions on the follow pages for all other installation requirements. For use outside of HVHZ, o HardiePanel Siding fastener types, fastening schedule, and installation shall be in accordance with Engineering Evaluation Report RIO-2556-15. Consult the HardiePanel product installation instructions on the follow pages for all other installation requirements. a HardiePanel JamesHardie Vertical Siding EFFECTIVE SEPTEMBER 2013 INSTALLATION REOUIREMEN1 S RESIDENTV+L SINGLE FAN40 Y ONLY . PRIMED & COLORPLU.C° PRODUCTS Vistt v ww.jameshardla.comfcrthe most recent version. SMOOTH CEDARMILL® • SELECT SIERRA 8 STUCCO IMPORTANT FAILURE TO INSTALL AND FINISH THIS PRODUCT IN ACCORDANCE WITH APPLICABLE BUILDING CODES AND JAMES HARDIE WRI' M APPLICATION INSTRUCTIONS MAY LEAD TO PERSONAL INJURY, AFFECT SYSTEM PERFORMANCE, VIOLATE LOCAL BUILDING CODES, AND VOID THE PRODUCT ONLY WARRANTY. BEFORE INSTALLATION, CONFIRM THAT YOU ARE USING THE CORRECT HARDIEZONE INSTRUCTIONS. INSTALLATION OF HZ1 OTM PRODUCTS OUTSIDE AN HZ100 LOCATION WILL VOID YOUR WARRANTY. TO DETERMINE WHICH HARDIEZONE APPLIES TO YOUR LOCATION, VISIT WWW.HARDIEZONE.COM OR CALL 1-866-942-73431 STORAGE & HANDLING: Store flat and keep dry and covered prior to installation. Installing siding wet or saturated may result in shrinkage at 'butt joints. Carry planks on edge. Protect edges and comers from breakage. James Hardie is not responsible for damage caused by improper storage and handling of the product. CUTTING INSTRUCTIONS OUTDOORS INDOORS 1. Position Ixl6ng station so mat wind will blow dust array from user 1. Cut only using score and snap, or shears (manual, electric or pneumatic). ard, dnars m tAorldrg area 2 Position aAtirg station in yell-ventilated.area 2. Use one of the togavbtg methods: a Best 1. Score and snap 0. Smears (manual, electric or preumeDc) - NEVER use a power saw indoors b. Deafer; I Drat redtxt<IQ tarplar sear: eq<i piled waft a NEVER use a circular saw blade that does not carry the HardlaBade saw blade bademark Flarde3lade' saw blade and HEPA vaanim undradion NEVER dry sweep — Use wet suppression or HEPA Vacuum c. Good: I. Dust redwing circular ov. with a HardeBlade saw blade oily use for law to moderate culling) knWwd Note: ror mmmum pro''ection (b++est respirable dust production), James Haide recommends eArays using "Best -level ci t V metals where feasible. NIDSH- approved rl sprratom an be used in conimcb i with above c lting practices iD 1uAher reduce dust ogbsures, Addlionel.elipasae irlomtation is atallabte at. wvni jamesharft.can to help you determine me most mprgmale cuftR metltod for your job requirements. 9 concern still adz abort a vcsre levels or you do rot eompy wit me above ptacdees, you should alm vs c onsull a qualified industrial hygienist or contact James Hardie for hrmer i lonnation. sxmtw GENERAL REQUIREMENTS: These instructions to be used for residential single famly'installations only. For CdrnmerdalI Mutti-Family installation requirements go towww.JamesHardiecommercial.com HardiePanel* vertical siding can be installed over braced wood or steel studs spaced a maximum of 24" D.C. See genemal fastening requirements. Irregularities in training and sheathing can mirror through the finished application. James Hardie recommends installing HardiePanel on a capillary break (rainscreer0uning) as a best practice. Information on installing James Hardie products over foam can be located in JH Tech Bulletin 19 at wuwr. iamehardie.com A water -resistive barrier is required in accordance with local building code requirements. The tvater-resistive barrier must be appropriately Installed with penetration and junction flashing in accordance with local building code requirements. James Hardie will. assume no responsibility for water infiltration. James Hardie does manufacture HardieWrapm Weather Barrier, a non -woven non -perforated housewrapl , which complies with building code requirements. When installing James Hardie products all clearance details in figs. 5,6,7,8,9,10911 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 sidingg in Fascia or Tnm applications. Some application are not suitable for ColorPlus. Refer to ColorPlus section pa a 3. DO NOT use stain, oil/alkyd base paint, or powder coating on James Hardie® Products. For larger projects, including commercial and multi -family projects, where the span of the wall is significant in length, the designer and/or architect should take into consideration the coefficient of thermal expansion and moisture movement of the product in their design. These values can be found in the Technical Bulletin 8 " Expansion Characteristics" at www.JamesHardie.com. INSTALLATION: Joint Treatment Fastener Requirements • Vertical Joints - Install panels in moderate contact (fig. 1), alternatively Positionfasteners3/8" from panel edges and no closer than 2" away from corners. Do not nail tilts comers. joints may also be covered with battens, PVC or metal jointers or HardiePanel Vertical Siding nInstallationcaulked (Not applicable to ColorPlus' Finish) (fig. 2). Horizontal Joints - Provide Z-flashing at all horizontal joints (fig. 3). Framing must be provided at horizontal and vertical edges for nailing. Figure 2 Figure 3 HardiePanelverticalsidingmustbejoinedonstud. w•ater•reaistive barriri water -resistive bather Double stud may be required to maintain minimum edge / P 4 Stud nailing distances. ( t "' 2 = 4 5Wd upper panel .—upper panel Figure 1 stud ' : ) Do not 1/S' DaD Do not 114" gap' water- resisUv, I r I Caulk I Caulk barrier. sheathing HardiePanel Batten Joint "H" Joint `Z rlashinD f ' Z'nzshi p C. O vertical aiding walerresratrve barrier r decorative bandboardkeep nails \ I I 2 x 4 stud 3/ e' min. panel . _ lower from panel edges - plate O o Figure 4 Move appropriate gap between Recommendation: When r= O panels, then caulk' installing $terra a. prp'Jida Caulk Joint a double stud at panel / \ jI moderate contact (Nol applicable to ColorPlus® Finish) joints to avoid relbng ' keep fasteners 2' I __.! 'Apply caulk in accordance v:im caulk through grooves. away from corners I manutac uier's wrioen application hwtn clions For addtional information on HardieWra TM Waather Barrier, consult James Hardie at 1-866-41-lardie or www.hardiewrap.com WARNING: AVOID BREATHING SILICA DUST James Hardie' products curtain rewhabk eyslNlbx salm, which is known ID Ine state o1 California to cause canc"1 and is considered 7/ 1MC and 14M to be a cause el cancer ltom some oavpaliorvJ souree3. Breathng m¢ esslve amounts of raarable silica dust can also cause a disabling and p7temWe/tatpJ hmg disease called sllkoss, any has been WOW with other &eases. Sane sand es suggesl smdung may twease arese risks. DmmQ Installation or tendiing: (1) woe< In outdppr areas vat) ample ventilation: (2) use fiber cement shears for mOrtp a, tmiere not feasible, use a HardlellWe" saw blade and dust-ioduang circular saw al6lched to o HE"A vacmm: 0 ram othes hi tre immedwte area: (4) wear a w4emy-fined, MOSH-aporoaeti dust mask or resphata (e g. N-95) in aaadarim with applicable gpvemmenl regulations and manufacturer trtgnKliens to fuser emh reslfttable alter wmosures Dudrtg clew -up, use HE -PA vacuums a fret cleanup mebnds - never dry swcep. For iurbrcr nlormal ori, refer Is our Installaton nsWctors anc Material Solely Data Sheet atallaple at v.: vw.pmashardie.can a by allhq 1•e0D-9HARDIE (t-9OD-942-7343). FAILURE TO ADHERE TO OUR wARNMS. MSDS. AND INSTALLATION rrSnRlr.".TIONS MAY LEAD TO SERIOUS PERSONAL UAW OR DEATH. circa• HS1235 - P1/3 1/13 y >o. CLEARANCES Install siding and trim products in Maintain a minimum 1" Maintain a minimum 1" 2" clearance At the juncture of the roof and vertical Maintain a 114" compliance with local building code 2" clearance behveen between James Hardie products surfaces, flashing and counterflashing clearance between requirements for clearance between James Hardie* and decking material. shall be installed per the roofing manufacturer's instructions. Provide a the bottom of James Hardie products and the bottom edge of the siding and products and paths, Figure 7 minimum 1 % 2" clearance between horizontal flashing. the adjacent finished grade. steps and driveways. the roofing and the bottom edge of the Do not caulk gap. Figure 5 "d Figure 6 siding filrt_s water siding and trim. Figure 8page Refer to fig. 3 on 1. g f`f 1 ' I' " II!.Il i 111 L %1'-2'min. lamdaUon Maintain a minimum 1" gap between gutter end caps and siding & trim. Figure 9 sidiN w gutter and end cap tl i •;.,; II \j dock material T ledger Do not bridge floors with HardlePanel'siding. Horizontal joints should always be created between ibors pig. 10 Water - Resistive Barrier. Framing Figure 10 Horizontal FlowN Trim 1Sheathing fascia HardieFenel• BLOCKED PENETRATIONS Penetrations such as hose bibs and holes 1 34" or larger such as dryer vents should have a block of trim around point of penetration. GENERAL FASTENING REQUIREMENTS Fasteners must be corrosion resistant, galvahized, or stainless steel. Electro-galvanized are acceptable but may exhibit premature corrosion. James Hardie recommends the use of quality, hot -dipped galvanized nails. James Hardie is not responsible for the corrosion resistance of fasteners. Stainless steel fasteners are recommended when installing James Hardie products near the ocean, large"bodies of water, or to 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 speck 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, 91 nail hole and add a nail. (fig. B) For wood framing, under driven nails should be hit flush to the plank with a hammer (tor steel framing, remove and replace naiq. NOTE: Whenever a structural member is present HardiePlank should be fastened with even spacing to the structural member. The tables allowing direct to OSB orplywood should only be used when traditional framing is not available. Do not use aluminum fasteners, staples, or clipped: head nails. Snug Flush 51771 Countersunk, EYN fill 8 add nail Figure A Figure B do not under drive nails DO NOTSTAPLE KICKOUT FLASHING Because of the volume of water that can pour down a sloped root, one of the most critical flashing details occurs where a roof intersects a sidewall. The roof must be flashed with step flashing. Where the root terminates, install a kickout to deflect water away from the siding. It is best to Install a self -adhering membrane on the wall before the subfascia and trim boards are nailed in place, and then tome back to install the kickout. Figure 11, lOckout Flashing To prevent water from, dumping behind the siding and the end of the roof intersection, install a "kickout" as required by IRC code R905.2.8.3 :'...flashing shall be a min. of 4" high and 4" wide." James Hardie recommends the kickout be angled between 1000 - 1 10* to maximize water deflection Figure 11 PNEUMATIC FASTENING James Hardie products can be hand nailed or fastened with a pneumatie'tool. Pneumatic fastening is highly recommended. Set air pressure so that the fastener is dmsn snug with the surface of the siding. A flush mount attachment on the pneumatic tool is recommended. This will help control the depth the nail is driven,, It setting the nail depth proves difficult, choose a setting that under drives the nail. (Drive under driven nails snug with a smooth faced hammer - Does not apply for installation to steel framing). HS1236 - P213 8113 y 1o, CAULKING For best results use an Bastomeric Joint Sealant complying lvith ASTM C920 Grade NS, Class 25 or higher or a latex Joint Sealant complying with ASTM C834. Caulking/Sealant must be applied in accordance with the caulking/sealant manufacturer's written instructions. Note: OSI Quad as well as some other caulking manufacturers do not allow tooling. DO NOT caulk nail heads when using ColorPlus products, refer to the ColorPlus touch-up section CUT EDGE TREATMENT PAINTING Caulk, paint or prime all field cut edges. I DO NOT use stain, oiValkyd base paint, or powder coating on James Hardie® Products. James Hardie products James Hardie touch-up kits are required must be painted within 180 days for primed product and 90 days for unprimed.100% acrylic topcoats are to touch-up ColorPlus products. recommended. Do not paint when wet. For application rates refer W paint manufacturers specifications. Back -rolling is recommended it the siding is sprayed. COLORPLUSO TECHNOLOGY CAULKING, TOUCH-UP & LAMINATE Care should be taken when handling and cutting James Hardie® ColorPlus& products. During installation use a wet soft cloth or soft brush to gently wipe off any residue or construction dust left on the product, then rinse with a garden hose. Touch up nicks, scrapes and nail heads using the ColorPlus® Technology touch-up applicator. Touch-up should be used sparingly. If large areas require touch-up, replace the damaged area with new HardiePanel® siding with ColorPlus Technology. Laminate sheet must be removed immediately afterinstallation of each course. Terminate non -factory cut edges into trim where possible, and caulk. Color matched caulks are available from your ColorPlusm product dealer. Treat all other non -factory cut edges using the ColorPlus Technology edge coaters, available from your ColorPlus product dealer. Note: James Hardie does not warrant the usage of third party touch-up or paints used as touch-up on James Hardie ColorPlus products. Problems with appearance or performance arising from use of third party touch-up paints or paints used as touch-up that are not James Hardie touch -up, -will not be covered under the James Hardie ColorPlus Limited Finish Warranty. The following outlines the recommended applications for ColorPlus and Primed panels. Not all designs will be suitable for every application: Exposed fasteners or battens is the recommended application for ColorPlus panel products Do not use touch-up over fastener heads for smooth ColorPlus products - primed panel recommended For ColorPlus panel applications that require fasteners in the field, it is acceptable to use touch-up over fasteners for Cedarmill and Stucco panel only, but correct touch-up application is important. Some colors may show touch-up when applied over fasteners. Trim is recommended to cover joints when appropriate. PAINTING JAMES HARDIE* SIDING AND TRIM PRODUCTS WITH COLORPLUS° TECHNOLOGY When repainting ColorPlus products, James Hardie recommends the following regarding surface preparation and topcoat application: Ensure the surface is clean, dry, and free of any dust, dirt, or mildew Repriming is normally not necessary 100% acrylic topcoats are recommended DO NOT use stain, oiValkyd base paint, or powder coating on James Hardie° Products Apply finish coat in accordance with paint manufacturers written instructions regarding coverage, application methods, and application temperature RECOGNITION: In accordance vtlOr.N C-ES Evaluation Report ESR-1844, HardiePanelO veNal siding is recognized as a suttable alternate to that spedhed In - the 2006 2009, & 20121nternabnal ResldentUJ Cade for One -and Two -Family Dvrelrmps and the 2006. 2DD9, tt 2012 International Building Code. HadiePanel vertical siding Is also rewgriued for application in the foumving: Gty of Las Angeles Research Repon No. 24862, Stale of Florida lacing FLB889, Datle Courdy, Florida NOA No. 02.0729.02. U.S. Dept of HUD Materials Release 1263c, Texas DepaMrent of Insurance ProduC Evaluation EC-23, Qy U New York MEA 223.93-M, and Calitomia DSA PA-019. These documents should &D be consulted for eddtiwal information omoerrxng P$ suttabilry of this product for specific applicaliora. 0 2013 James Hardie Building Products. All rights reserved: Additional Installation Information, TM, SM, and ® denote trademarks or registered trademarks of James HardreTectnology LirmV, 0 Is a registered Warranties, and Warnings are available at JamesHardie trademark or James Hardie Technology Limited. www.jameshardie.com - HS1236 - P3/3 6113 M IAM I• ROW, A DADE NTIAMI-DADS COUNTY PRODUCT CONTROL SECTION 11905 SW 26 Street, Room 208 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) Miami, Florida 33175-2474 BOARD AND CODE ADMINISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) wivw.minmidsde.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 aiay 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 man>ifacturer's name or logo, Plant City, Florida, and.the following statements: "ASTM C 1186 Type A compliant" and "Miami -Dade County Product Control Approved" is to be located on each siding plank or panel and per FBC 1.710.9.2 and 1710.9.3 on soffit' panels. RE, NEWAL 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 ofNOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date maybe 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 tl 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 Cai-los M. Uh•era, P.E. NOA No. 15-6122.04 MIAMI•DADE COUNTY Expiration Date: May 1, 2017 Approval Date: April 9, 2615 03 f301 l S P be 1 .. J James Hardie Building Products, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS "Submitted under NOA # 13-0311.07" L. 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 Inteitek Testing Services NA LTD, Test Report No. 100733361COQ-004, dated 08/24/2012, with revision 1 dated 04/25/2013, signed and sealed by Rick Curkeet, P.E. Submitted under NOA # 02-0729.02" Laboratory Report Test Date Signature 2. ATI-16423-1 PA 202 & 203 03/18/96 A. N. Reeves P.E. 3.. ATI 16423-2 PA 202 & 203 03/18/96 A. N. Reeves P.E. 4. ATI 16423-3 PA 202 & 203 03/18/96 A. N. Reeves P.E. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources (RER) E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENTS 1. Statement letter of code conformance to the 5`h edition (2014) FBC issued by Ronald I.Ogawa & Associates, Inc., dated 10/26/2014, signed and sealed by Ronald I. Ogawa, P.E. O3/gclZo 15 Carlos M.. Wren, P.E. Product Control Exaininer NOA No. 15-0122.04 Expiration Date: May 1, 2017 Approval Date: April 9, 2015 1 Iw Ql rg t~A WALL LENGTl1---jStudSpacingat16" O.C. B4 ! — 47 017 Of B F-- Nads at 16" O.C. (typ.) 31F Minimum Edge Distance Sheathing fastener, as described in Note 1 Panel fastener, as described in Note 2 HardiePanel, Cempanel, Prevail Panel Siding water -resistive barrier per Florida Building Code Section 14042 5/8" thick 15 ply APA rated plywood sheathing fastened in accordance with Florida Building Code Section 23=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- Dick /5 ply APA rated plytmsod sheatttatg in a000dance with Florida guildirg Code Section 23223 llwtearesistive barrier per Florida ding Code Section 1404.2 2' X 4" S-P-F Wood Studs HardiePanel, SECTION B-6 Cempanel, Prevail Panel Siding PRODUCT DESCWPTION HardePanel®, Cernpanel l, & Prevail® Panel Siding materials are nonasbestos fiber-Mment products tested in accordance with ASTM C1186 Grade 11, Type A and meeting the requirements of the Florida Building Code. P NfL DIMEN_S.IONS Width Length Thickness N 8,9,1 a 5116" DESIGNPRESSURE RATING Installation Design Pressure Wood Studs -76 psf Impact Resistant — Planks installed over 5/8" thick / 5 ply APA rated plywood sheathing IARDIEP INEL,_CEMPAN13- , QR1=VQILRANEL SIDING INS .A!J V0N DET_AIISAllinstillationshallbedoneinconformancewiththisNoticeofAcceptance, the manufacturersinstallationrecommendations, and the applicable sections of the Florida Building Code. Wood studs where HardiePanel, Cempanel, Prevail Panel Siding will be installed shall bedesignedbyanEngineerorArchitectpertheFloridaBuildingCodeandtherequirements of this N.OANote1] 518" thick / 5 ply APA rated plywood sheathing shall be attached to the studs in accordance with Florida Budding Code Section 2322.3. APA rated plywood sheathing supporterThesidingpanelsshagbeInstalledover618' thick 15 plybyaminimumof2'M" S-P-F wood studs spaced a maximum of 16" O.C. Note 2] The siding panel fastener shall be a T long, 0.223" head diameter, 0.092" shankdiameter, corrosion resistant siding nail; the fasteners shag be spaced at 6" O.C. at panel edgesandintermediatestuds; the fasteners shag be driven through the 5M" thick / 5 ply APA rated plywood sheathing into wood studs located at 16" O.C. Fasteners shall have a minimum edge distance of JV' anal a minimum clearance of 2" from comers. Phone, Creator. E Gonzales HARDIEPANEL, CEMPANEL„ PREVAIL PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92.337 1ZE PSCJIO NO DV4 Oro rEVAPNL-PLKSOFF 1 11Y = vo I Gate: 4r242013 1 OF 12 Fastener Spacing per Florida L Building Code Section 2322.3 f III. w 0wfj7 . wt* *t-F oribt 17 A10 'd 2 - Pn dlne Coa sd M0DUCr aEv%D ascoaWlyingwi4h the Fkwift 0afty c Maori PmdreaNs ;A I I I. I ICI Fastener Spacing per Florida Building Code Section 2322.3 I I•I it II If F13A•1ltIING NOMINAL 2" X 4" S-P-F WOOD STUDS IS- 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 AHE47HI•NG NOMINAL 5/8" THICK / 5 PLY APA RATED PLYWOOD SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA BUILDNG CODE SECTION 232Z.3 9MMINQ THE PANEL IS FASTENED WffH 2• LONG, 0.223" HEAD DIAMETER, 0.092" SHANK DIAMETER CORROSION RESISTANT SIDING NAILS, PLACE NAILS 6" O.C. AT PANEL EDGES AND INTERMEDIATE STUDS Cladding Framing Sheathing r01 r,ia o = STA L S/ONA FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue11MFontana, CA 92337 Rhone: 909-356-6300 SIZE FSCM No 1 owG NO Fax 909-427-0634 A PNL-PLKSOFF Creator E. Gonzales SCu.e 1" =1'-0• Date: 4/24/2013 SHEET 2 OF 12 1 W ALL LENGTH Stud Spacing at 16" O.C. BI_ I _I B D_ ET}j,IL 1 we. nmids with tW IFlotide 3/ 8" Minimum C No. 20. 1 X- v:. STATE ORO Distance Nails at V' O.C. (typ.) Sheathing fastener, as described in Note 1. Panel fastener, as described in Note 2 HardiePanelO Siding Water - resistive barrier per Florida Building Code Section 1404. 2 5/ 8" thick / 5 ply APA rated plywood sheathing fastened to metal studs as described in Note 1. 20ga, 3-5/8" X 1-5/8" Metal C-stud The wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code. SEE DETAIL A 5/ 8" thick 15 ply APA rated plywood sheathing fastened to metal studs as de=Ud in Note 1 SF_ C_UQN k$ Water,- esistive barrier per Florida Building Code Section 14042 20ga, 3-5/8" X 1-5/8" Metal C-stud R& ODUCLDESCWLE, iQK HardiePaneW, Cempanel®, & Prevail® Panel Sing materials are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade II, Type A and meeting the requirements of the Florida Building Code. PANEL DLMENSIO[ JS Width Length Thickness 4' 8, 9,10' Sh6" DESIGN PR S_S_U_RE 9A-T_lNG InstallationDesign Pressure Metal Studs - 104 psf HatdiePanel, Impact Resistant — Cempanel, Panel installed over 5/8" thick / 5 ply Prevail Panel APA rated plywood sheathing Siding HAF, OIEP 1_ELQF_MPANEL„_!'iRE_V_AIL_PWgjL31QMINS!,A— LAIl_ONDEigILS 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 Hardie -Panel, Cempanel, Prevail Panel Siding will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this- N.O.A Note 1] 5/ 8" thick / 5 ply APA rated plywood sheathing shall be attached to metal studs at Woo at panel edges and all intermediate supports using a No.8-18, 0.315" head diameter x 1-1/4" long bugle head screw The siding panels shall be installed over 5/8" thick 15 ply APA rated plywood sheathing supported by a minimum 209a, Nominal 35/8" X 1-5/8" Metal C-studs spaced a maximum of 16" O.C. Note 21 The siding panel fastener shall be a minimum No. 8-18, 0.315" head diameter X 1-SIT 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 bedriventhroughthe5/8" thick 15 ply APA rated plywood sheathing into metal studs located at 16" O.C. Fasteners shall have a minimum edge distance of 318" and a minimum clearance of 2" from comers. - Fax 909427- 0634 Creator. E. Gonzales HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Blm Avenue Fontana, CA 92337 DWG NO I REV A I I PNL-PLKSOFF 112" = T-0" I Date: 424/2013 ISHEET 3 OF 12 T 6.00in. MODUCT REVISM as oafN0Ym8 wi& the E7udit A No 1 ' 51 1,47 zg= .. 7 II I' I II I• I 6.00in. I I i I. I PL-Om I II I• I I I cr Rcvsstw pre 01 By tam FRAMING. NOM NAL FASTIE EDOWITH 5/8" WAFERIHEAD CREWS (22 PER OP 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 SHEATHIJ ANOMINAL 5/8" THICK / 5 PLY APA RATED PLYWOOD SHEATHING TO METAL STUDS AT 6" OC AT PANEL EDGES AND ALL INTERMEDIATE SUPPORTS USING A NO.8-18, 0.315" HEAD DIAMETER X 1—IM LONG BUGLE HEAD SCREW CLADDINGTHEPANEL IS FASTENED WITH NO.B-18, 0.315' HEAD SION RESISTANT 6.00in. Cladding Framing i Sheathing OGA SF o, 121 tr STATE OF FPL ORV'-' S10 N ALL' FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD NOT PART OF THS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS OR THESE LOADS)RE HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Ina 10g01 Elm Avenue DIAMETER X 1-5/8 LONG CORRO - Fontana, CA 92337 RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT 140 REV LEAST 3 FULL THREADS PENETRATING THE METAL Phone: 909-356.6300 sr Fsc a "° FRAMING), PLACE SCREWS 6 O.C. AT PANEL EDGES Fax 909-427 0634 A PNL- PLK-SOFF 1 AND INTERMEDIATE STUDS Creator. E Gonzales scn1E 1"=1'-0" Date: 4124/2013 SHEET 4 OF 12 at WALL HEIGHT i ' ! as 8.4- - 1 3/4" Minimum Edge Distance Q14 A LENGTH with 1 i3oeiGa Sheathing fastener, as described in Note 1 Siding fastener, as M REVIN M described in Note 2 a rIlorrida cow S 1 HardiePlank, me -- am lank Prevail i r Lap Siding By Water - resistive barrier per Florida Building j Code Section 1404.2 5M, thick 15 ply APA rated plywood sheathing fastened in accordance with Florida Building Code Section 2322. 3 V ., sslONA at 16" O.C. (typ.) 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 nmmnlianrp with the Florida Building Code. SEE DETAIL A thick / 5 ply APA d plywood athing in ordance with ida Building Code PPI UCT DESCRIPTION_ HardiePlankID, Cemplank®, & prevails Plank Lap Siding materials are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade It, Type A and meeting the requirements of the Florida Building Code. Zon 2322-3 pA14ELPIMENSIONS Waw4esi-- i Width Length Thickness harrier per Florida S9.11• 12' 5/16' SuMmg Code Section 14042 DESIGtJ PRESSUIZERA7INGr X 4" S-P-F Installation Design Pressure Wood Studs Wood Studs -92 psf Up Siding Impact Resistant — Planks installed over 5/8" thick / 5 ply 1- 1/4" tall X 5116" APA rated plywood sheathing thick starter strip HA tDI.P_LANICLCEMPLANiCLPRQ/A_.141A S.10_INGJNSY 1-111_7101JD C_ tS All installation shall be done in oonfonnance with this Notice of Acceptancee,, the manufacturers installationrecommendations, and the applicable sections of the Florida Building Code. WoodstudswhereHardiePlank, Cemptank, Prevail Lap Siding will be installed shall be designed by an EngineerorArchitectpertheFloridaBuildingCodeandtherequirementsofthisN.OA N1] 5/8" thick / 5 ply APA rated plywood sheathing shall be attached to the studs in accordance ote withFlorida Building Code Section 2322.3. Planks shallbeappliedhorizontally"oornmencing from the bottom course of the wall with 1-1/4' wide laps atthetopoftheplanksuchthattheexposureareaofeachplankiss8-1/4" vertically. Note 2] The siding fastener shall be a 2-1/T long, 0.223" head diameter, 0.092" shank diameter, corrosion -resistant siding nail; The sing is fastened S 8-1/4" O.C. vertically an sheathing, o izont lllrs fasteners aredrivenintowoodstudsthrough6/8" thick / 5 ply APA rated plywood9• are placedintheoverlappingareaapproximately3/4' from the bottom edge of the overlapping plank. Vertical joints shall be placed over studs.APA rated plywood sheathing supported by a The planksshallbeinstalledover5/8" thick / 5 ply minimum ofZX4" S-P-F wood studs spaced a maximum of 16" O.C. Fasteners shall have a minimum edge distance of 3W. HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products. Ina 10901 Elm Avenue Fontana, CA 92337 PNL-PLK- SOFF Fax 909- 427-0634 A Creator. E. Gonzales scntE 1/2" 1'-0" Date: 41242013 SHEET 5 OF 12 Fastener Spacing per Florida Building Code Section 2322.3 1. I Fastener Spacing per Florida Building Code Section 2322.3 0.7Sn FRODl1Ci REYLSED as ao'nplYm6wi114 1 ri s Bm7ews Goo BY fwwwade product t petrol s.T3 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 SHEATHING ' NOMINAL 5/8" THICK / 5 PLY APA RATED PLYWOOD SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA BUILDING CODE SECTION 2322.3 C_LADDIf(G. ' PLANKS.OVERLAP 1-1/47 THE EXPOSURE IS SIAM" THE PLANKS ARE FACE NAILED WITH 2-1/2' LONG, 0223" HEAD DIAMETER, 0.092" SHANK DIAMETER, CORROSION• RESISTANT SIDING NAILS, -PLACED 3/4' UP FROM THE BOTTOM EDGE OF THE PLANK AT EACH STUD LOCATIOa 6 in. t Cladding Framing Sheathing PRODUCT REWCA D i • ` S' ' ice ft Fb" No. 121 STATE OF Az0fi40P• Fs ,anrai. FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION ND LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 Phone: 909-356-6300 FscM NO 0M NO REV Fax 909-427-0634 A PNL-PLK-SOFF 1 Creator. E. Gonzales SCAM 1• =1'-0" Date: 4/242013 SHEET 6 OF 12 Stud Spacing at 16" O.C. WALL LENGTH I is i ii . i ns ooe ymg .vinb i eFArnids ova WALL '; i I 11aHEIGHTjDepitiaeo Ii I Y Ftada t Coem 1 : i i t > i i.i 3/4" Minimum Edge Distance Nails at 16" O.C. (typ.) DETAll,1 h the f k9idr S-v!?. A Sheathing fastener, described in Note 1 Siding fastener, as described in Note 2 HardiePlank Cemplank, Prevail Lap Siding Water -resistive • Vrt i 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, 35W, X 1-5/8" Metal Cstud The wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Flor'ida Building Code. SEE PR_ODUCi O IPT —E5 iOj iIDETAILA, HardiePlank®, Cemplank®, and Duck 15 ply APA5/8" ek 15 Prevail® Plank lap Siding materials 1 rated are nonasbestos fiber -Dement l fastened products tested in accordance with sheathing ASTM C1186 Grade II, Type A and to metal studs as described in Note 1 meeting the requirements of the iWatemesve Florida Building Code. barrier per Florida PLgNI DIMENSIOPIS, Bu7ding Code Width Length Thickness Section 14042 s 9-1/2" 12' 5/161• 20ga; 3-5/8- X 1-5/8" • OESIGN PRESSU$E RATING STAT F Metal C-stud Installation Design Pressure FlardiePlank, Metal Studs -92 psf ss/ANAL t ` C Cemplank, Prevail Lap Siding ImpactResistant — Rg thick' tall X Strip' Planks installed over 518" thick 15 ply thick starter strip APA rated plywood sheathing HARDIFpLAN1 CEMPLANK. PREVAIL iLO P SIDING_IN5IALLATION DEJAIJ.,S All installation shall be done in confonnanoe with this Notice of Acceptance. the manufacturer's installation as recommendations, and the applicable sections of the Florida Budding Code. Metal studs where HardiePlank, Cemplank, Prevail Lap Siding will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.OA Note 1] 5/8" thick 15 ply APA rated plywood sheathing shag be attached to metal studs at 6"oc at panel edges and all intermediate supports using a No.8-18, 0.315" head diameterx 1-1/4" long bugle head screw Planks shall be applied horizontally commencing from the bottom course of the wall with 1-1/4' wide laps at the top of the plank such that the exposure area of each plank is:5 8-1/4" vertically. Note 21 The siding fastener shall be a minimum No. 8-18, 0.315" head diameter X 2-1/4° long` bugle head screw over metal studs (-or screw shall have at least 3 full threads penetrating metal framing); The siding is fastened s 8-1/4" O.C. vertically and 16" O.C. horizontally, fasteners are driven into metal studs through 518" thick / 5 ply APA rated plywood sheathing, fasteners are placed in the overlapping area approximately 3/4" from the bottom edge of the overlapping plank. Vertical joints shall be placed over studs. The planks shall be installed over 5/8" thick / 5 ply APA rated plywood sheathing supported by a minimum 20ga, Nominal 3-5/8" X 1-5/8" Metal C-studs spaced a maximum of 16" O.C. Fasteners shall have a minimum edge distance of 3/8". 0.75in a. complya*.+t &C *106 a suile" Coen T er s8.2sin. FFiAM1NG • NOMINAL 20 GAUGE 3-58" X 1-5/8" STEEL STUDS 16" O.C. FASTENED WITH 5/8" LONG RIBBED BUGLE HEAD SCREWS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEATIING NOMINAL 5/8" THICK / 5 PLY APA RATED PLYWOOD SHEATHING TO METAL STUDS AT 6" OC AT -PANEL EDGES AND ALL INTERMEDIATE SUPPORTS USING A NO.8-18, 0.315' HEAD DIAMETER X 1-1W LONG BUGLE HEAD SCREW CLADDING PLANKS OVERLAP 1-1/4" THE EXPOSURE IS 58-1/4" of THE PLANKS ARE FASTENED WITH NO.8•18, 0.315- HEAD DIAMETER X 2-1/4' LONG CORROSION - RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 FULL THREADS PENETRATING THE METAL FRAMING), PLACED 3/4" UP FROM THE BOTTOM EDGE OF THE PLANK AT EACH STUD LOCATION 6 in. Cladding I Framing l 6.00inT OC I I I Sheathing I OGA N'' REVISED coo w 0. 121 A ` -d '•STATE OF = • Ra iaf card `'Q =. • ` 0c.. s .......... NA` FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDIEPLANK, CEMPIANK, PREVAIL LAP SIDING INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 hone:909-356-0300 SIZE PBCN.No ovuGNo P—w Fax 909-427-0634 A PNI_-PLK-SOFF 1 Creator E. Gonzales SCALE 1" =1'-0" Date: 4r24/2013 SHEET 8 OF 12 I i WALL EIGHT i jQ-E7—AIL,6 WALL LENGTH Stud Spacing at 16" O.C. 1 1 318" Minimum SEE DETAIL A 2" X 4" S-P-F Wood Studs HardieSofrd, Cemsoffit EC7JQN 8. Nails " O.C. (typ4,Kamcr U SrED Distance 6 ft Fd4 i do 0 P101111M Soffit fastener, as described in Note 1 HardieSoffit, Cemsoffit Minimum 2" X 4" S-P-F Wood Studs The wall and soffit frames are to be designed by the Architect or Engineer of Record In compliance with the Florida Building Code. M0_aILC'LDESCRI PTION HardieSofiS & Cemsoffit® materials are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade 11. Type A and meeting the requirements of the Florida Building Code. SOFFLT DIMENSIONS Width Length Thickness 4 8' 114, pJ;S,IGN pI F,SSURE-R—A-j KI-q Installation Design Pressure Wood Studs -70 psf PRODUCT REVVED W C00 csuflaing6 with 1h` Fkwidl. eoror, 13-03 er de Promret C eaao} No. 4 21 Z" STATE OF %. OrdA1. - AT HARDI SQE .LCQA.SOFFl3r—M- RL-kRS —A—jL -J_O_N DETAILS All installation shall be done in conformance with this Notice of Acceptance, the manufacturer's installation recommendations, and the applicable sections of the Florida Building Code. Wood studs where HardieSoffit. Cemsoffit will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.OA The soffit shall be installed over minimum 2"X4" S-P-F wood studs spaced a maximum of 16" O.C. Note 1] The soffit fastener shall be a 2" long, 0.223" head diameter. 0.092" shank diameter, corrosion resistant siding nail; the fasteners shall be spaced at 4" O.C. at panel edges and intermediate studs; the fasteners shall be driven into wood studs located at 16" O:C. Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" from comers. HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Ina 10901 Elm Avenue Fontana, CA 92337 PNL- PLK-SOFF Creator E. Gonzales ISCALE 1i2" = V-0- t Date:4/2412013 ISHEET 9 OF 12 4.00in.I 41 Pcroaucr>;ev>sty 41 m Mb ibe ftwi& as complyieg wild &e Fl odit 1 17 IHt si Pnvino c sw Br Mir' t).oe >e coe.a FRAMLkQ 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 ARCWTECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE CLADDING ' THE SOFFIT IS FASTENED WITH 2• LONG, 0.223" HEAD DIAMETER, 0.092" SHANK DIAMETER, CORROSION RESISTANT SIDING NAILS, PLACE NAILS N' O.C. AT PANEL EDGES AND INTERMEDIATE STUDS i Cladding Framing, QGA W, c No. 121 STATE OF = • 44, FA0R11C z l• Ss ONAX. C. '' 1 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 Fontana, CA 92337. FSCM NO DW3 NO Fax 909-427-0634 A PNL-PLK-SOFF Creator. E. Gonzales::j SCALE 1" =1'-0" Date: 4/24/2013 10 OF 12 1 WALL 1 iHEIGH •i i i• i i I 3/8" Minimum OETAU,A WALL LENG iI - I Pi-10 U_CT DESCRR7t_0-N Stud Spacing at 16" O.C. HardeSoffi* & CemsoMt® materials are nonasbestos fiber -cement products B t- - 1 j 1 — ,1 tested- accordance with ASTM C1186 Grade 11, Type A and meeting the i ) requirements of the Florida Building N ' Code. 20ga, 3-5/8" X 1-58" 50-FF_IT_DJMjEhL QNS etas Gstud Width Length Thickness IV8' i.i HaroieSotit, DEALQN PRESSURE RATING j Cemsoffit installation Design Pressure 1. Metal Studs -55A*f _ i S CTIpN MODUCT 1iIEVIUSED Nails at6"O.C.(typ.) M6DVClr"V15ED wcom0yinswirbdwFbeift m emoym, wa fro Fto" &Uldieg code Distance Soffit fastener, as described in Note 1 HardieSoffd, Cemsoffit 0 G 20ga, 35/8" X 1-5/8" Metal C-stud LThe wall and soffit games are to be designed by the Architect or Engineer of Record in compliance with the Fldrida.Building Code. SEE DETAIL A A Dorm cc& -- Not, L Aeoeptantti 7ATF OFByI b` ENCEMSOFRpANEIINSALLA_T_iOtyDEfAl1.S rr r i1ARD(ES_0_FF T_ . rrJ AIJ installation shall be done in confon-nance with this Notice of Aooepnufacturees 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 1-5/8" Metal C-studs spaced a maximum of 16" O.C. Note 11 The soffit fastener shall be a minimum No. 8-18, 0.315" head diameter X 1-1/4^ long' ribbed bugle head screw (`or screw shall have at least 3 full threads penetrating metal - framing); the fasteners shall be spaced at 6" O.C. at panel edges and intermediate studs; the fasteners shall be driven into metal studs located at 16" O.C. Fasteners shall have a minimum edge distance of 3/8" and a minimum dearance of 2" from comers. Fax 909-427-0634 A Creator. E.Gonrales. scAL NO HARDIESOFFIT, CEMSOFFIT PANEL . INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 1n^ = r-0^ OM NO REV PNL- PLKSOFF 1 Date: 4/24/2013 sriEEr I OF 12 6.00in. 16.00in. Cladding Framing jo0in.• plzdp(/C[ REVI" wiar 16e •Fb?ii pROO r g D j ob S, , fig tsse F1o ds AAAewr '' i Ca000l 21 . C 09 ' FLOPP - 0 ssfotA FRAMING NOMINAL 20 GAUGE 3-5/8" X 1-5W STEEL STUDS 16" O.C. FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD AREFASTENEDWITH5/8' WAFER HEAD SCREWS (2 PER TOP NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESIS LOADS) 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 HARDIESOFFIT, CEMSOFFIT PANELCLADDING THE SOFFIT IS FASTENED WITH NO. 8-18,0.315" HEAD INSTALLATION DETAILS METAL STUD CONSTRUCTION DIAMETER X 1-1/4' LONG CORROSION RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 James Hardie Building Products, Ina FULL THREADS PENETRATING THE METAL FRAMING), PLACE 10901 Elm Avenue SCREWS V' O.C. AT PANEL EDGES AND INTERMEDIATE o Fontana, CA 92337 STUDS Phone: 909.356-6300 SUE FSCM NO 0 MG N9 REV 1 Fax 909.427-0634 A PNL-PLK-SOFF Creator. I- Gonzales Sc" 1" = 9'-0" Date: 424 13 SHw 12 OF 12 Florida Building Code Online Page 1 of 2 I^n SCIS Home I lop In I Use, Registration I Hot Topics I Submit surcharge I slats B Facts ; Publications FBC Stall SCIS Site Map Unks search rflJl I rs Product Approval USER: Public User I=. R Product Approval Menu > Product or Apohcabon Search > Application Us t > Application Detail FL # FL12194-R5 Application Type Revision Code Version 2014 Application Status Approved Comments Archived D 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 D Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Zachary R. Priest the Evaluation Report Florida License PE-74021 Quality Assurance Entity PRI Construction Materials Technologies, LLC Quality Assurance Contract Expiration Date 06/19/2020 Validated By Locke Bowden G Validation Checklist - Hardcopy Received Certificate of Independence FL12194 R5 COI ALC15001,2 Evaluation Report 2014 FBC 04 T4 Soffits - FINAL.Ddf Referenced Standard and Year (of Standard) standard Year AAMA 1402 1986 Equivalence of Product Standards Certified By Sections from the Code http://,A,ww. floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQ,A,tDquk24AU C%2fE... 9/7/2017 Florida Building Code Online Page 2 of 2 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Date Revised Summary of Products Method 1 Option D 06/14/2017 06/14/2017 06/19/2017 08/08/2017 09/06/2017 FL Of Model, Number or Name Description 12194.1 Alumunum Coils Aluminum Soffit Aluminum soffit panels Limits of Use Installation Instructions Approved for use in HVHZ: No FL12194 R5 11 ALC15001.2 Evaluation Report 2014 FBC 04 T4 Soffits - FINAL.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Zachary R. Priest PE-74021 Design Pressure: +80/-90 Created by Independent Third Party: Yes Other: See Evaluation Report for limits of use. Evaluation Reports FL12194 R5 AE ALC15001.2 Evaluation Report 2014 FBC 04 T4 Soffits - FINAL.odf Created by Independent Third Party: Yes Back F. Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone, 950-487.1924 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 went your e-mail address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.2395. '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 it 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: tal-00 r4 Credit Card Safe http://www.floridabuilding.org/pr/pr app_dtl.aspx?pararn=wGEVXQwtDquk24AUCD/o2fE... 9/7/2017 CREEK TECHNICAL SERVICES, LLC Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE 5'" EDITION (2014) Manufacturer: ALUMINUM COILS, INC. Issued June 6, 2017 5001 West Knox Street Tampa, FL 33634 813)249-9743 www.aluminumcoilsinc.com Manufacturing: Tampa, FL Quality Assurance: PRI Construction Materials Technologies (QUA9110) SCOPE Category: Panel Walls Subcategory: Soffits Code Sections: 1404.5.1, 1710.9.4 Properties: Wind Resistance REFERENCES inilf Report No Standard Year Certified Testing Laboratories (TST1577) CTLA 1847W AAMA 1402 1986 Certified Testing Laboratories (TST1577) CTLA 2076W AAMA 1402 1986 PRI Construction Materials Technologies (TST5878) ACIX-003-02-01 AAMA 1402 1986 PRI Construction Materials Technologies (TST5878) ACIX-003-02-02 AAMA 1402 1986 LIMITATIONS 1. This report is not for use in the HVHZ. 2. Design wind loads shall be determined in accordance with FBC Section 1710.9.4. 3. Soffits shall be labeled in accordance with FBC Section 1710.9.2 and 1710.9.3. 4. Installation of the evaluated products shall comply with this report, the FBC and the manufacturer's published application instructions Where discrepancies exist between these sources, the more restrictive and FBC compliant installation detail shall prevail. 5. Installations shall meet the minimum ventilation requirements of FBC section 1203.2. 6. Field fastener withdrawal may be required by the AHJ for confirmation of existing substrates. All data shall be reviewed by a qualified design professional to ensure the fastener withdrawal meets or exceeds the minimum load resistance for the project requirements. 7. All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61G20-3. ALC15001.2 FL12194-R5 Paae 1 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK ALUMINUM COILS, INC Soffits TECHNICAL SERVICES, LLC PRODUCT DESCRIPTIONS 3/8" F-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum F-channel. See Appendix D for dimension drawings. 3/8" J-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum J-channel. See Appendix D for dimension drawings. Fascia Preformed nominal 0.019-inch thick, 3105 H-14 aluminum fascia. See Appendix D for dimension drawings. 16" 04 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit panels provided in 16- inch sections. The reported net free ventilation areas are 22.3 in /lin.ft for the 'full vent' configuration and 11.1 in2/lin.ft and for the 'center vent' configuration. See Appendix D for dimension drawings. 12" T4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit panels provided in 12- inch sections. The reported net free ventilation areas are 12.5 in /lin.ft for the 'full vent' configuration and 4.2 in2/lin.ft for the 'center vent' configuration. See Appendix D for dimension drawings. ALC15001.2 FL12194-R5 Page 2 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC COMPLIANCE STATEMENT ALUMINUM COILS, INC Soffits The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 5r" Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. a E 2017.06.06 ti• No 74021 % 15:48:16 04'00' 3 STATE OF •:4U n•'•A, ?;•' Zachary R. Priest, P.E. SO R C NFlorida Registration No. 74021 S; ONAE"%% % Organization No. ANE9641 w CERTIFICATION OF INDEPENDENCE CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. APPENDICES 1) APPENDIX A — Approved Systems (8 pages) 2) APPENDIX B — Installation Drawings (12 pages) 3) APPENDIX C — Design Wind Loads(4 pages) 4) APPENDIX D — Dimension Drawings (4 pages) ALC15001.2 FL12194-R5 Page 3 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC APPROVED SYSTEMS ALUMINUM COILS, INC Soffits Appendix A The following notes shall be observed when using the assembly tables below. 1. Maximum Design Pressures (MDP) were calculated using a 1.5:1 margin of safety per FBC Section 1710.9.4. 2. Refer to LIMITATIONS and sections of this evaluation when using the table(s) below. 3. Refer to INSTALLATION section of this report for installation detail when the information is not explicitly stated for the selected assembly. 4. The on -center (o.c.) spacing given is the maximum allowable attachment spacing for the rated system. 5. Unless otherwise specified, the Wood substrate shall be minimum No. 2 SPF (S.G. = 0.42) 2x lumber. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 6. Unless otherwise specified, the Masonry substrate shall conform to ASTM C 90. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 7. Typical fastening details are as follows: a. 12" T4 Soffit — 12-inch o.c. Fastener Fastener Location Location b. 12" T4 Soffit — 4-inch o.c. Fastener Fastener Fastener Fastener Location 1 Location 1 Location 1 Location 1 c. 16" Q4 Soffit —16-inch o.c. Fastener Fastener Location Loc lion 11 ALC15001.2 FL12194-R5 Page 1 of 8 This evaluation report is provided for Stale of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC d. 16" 04 Soffit — 8-inch o.c. Fastener Fastener Fastener Loc lion Location Location ALUMINUM COILS, INC Soffits Approved System Numbers and Definitions 12F-# Approved Systems for 12-inch Overhang with F-Channel 12J-# Approved Systems for 12-inch Overhang with J-Channel 16F-# Approved Systems for 16-inch Overhang with F-Channel 16J-# Approved Systems for 16-inch Overhang with J-Channel 24F-# Approved Systems for 24-inch Overhang with F-Channel 24J-# Approved Systems for 24-inch Overhang with J-Channel Appendix A Approved Systems for 12-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment Max. One (1) min. 3/8-inch head dia. nail, One (1) min. 3/8 x 3/8-inch One (1) min. 1 3/4-inch long x. 0072-inch dia. x min. 3/16- 12F-1 16-inch Wood min. 1.25 inch embedment spaced Wood crown staple spaced 16-inch inch head dia. trim nail t40.0 24-inch o.c. O.C. spaced 36-inch o.c. Max. Three (3) min. 3/4-inch x 1/44nch One (1) min 3/44nch x 1/4-inch One (1) min. 1 3/4-inch long x 12F-2 16-inch Wood crown staples in diamond pattern Wood crown staple spaced 8-inch o.c. 0.072-inch dia. x min. 1/4-inch head dia. trip nail spaced 48- 48 64.2spaced24-inch o.c. and securing each panel lap inch o.c. One (1) min 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x 12F-3 Max. Masonry One (1) 14 ga. 5/8-inch long T nail Wood crown staple spaced 8-inch o.c. 0.072-inch dia. x min. 1/4-inch 48 16-inch spaced 8-inch o.c. and securing each panel lap head dia. trip nail spaced 48- 64.2 inch o.c. 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 ALUMINUM COILS, INC Soffits TECHNICAL SERVICES, LLC Appendix A Approved Systems for 12-inch overhang with J-Channel Wall Connection Eave Connection System Panel MOP No. Width ps f) Substrate F-Channel Attachment Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Three (3) min. 3/4- inch x 1/4-inch crown One (1) min. #8 x 1/24nch 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 1/4-inch crown staple 0.072-inch dia. x min. 1/4-inch 48 16-inch pattern spaced 24- screw spaced 16-inch o.c. spaced 8-inch o.c. head dia. trip nail spaced 48- 64.2 inch o.c. connecting soffit to J-channel inch o.c. Approved Systems for 16-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 16F-1 Max. Masonry One (1) 14 ga. 5/8-inch long T nail Wood 1-inch leg staple spaced max. 0.072-inch diameter finishing nail with min. 3/16- t53.312-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'pallem 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 0072 inch diax 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 t25. 6 inch O.C. • O.C. spaced 36-inch o.c. Three ( 3) min. 3/4-inch x 1/4-inch One (1) min. 1 314-inch long 16F4 Max. Wood crown staples in diamond pattern Wood One ( 1) min 314-inch x 1/4-inch x 0.072-inch dia. x min. 1/4- 27 16- inch spaced 24-inch o.c. crown staple spaced 8-inch o.c. inch head dia. trip nail 36.1 spaced 48-inch o.c. ALC15001. 2 FL12194-R5 Page 3 of 8 This evaluation report is provided for Stale of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 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- 143.3 16-inch spaced 8-inch o.c. o.c. and securing each panel inch head spaced lap 16-inch o.c. One (1) 18 ga. 1/4-inch crown x One (1) min. 1.754nch x Max. Three (3) 18 ga. 1/4-inch crown x 1- 1-inch leg staple spaced 4 inch 0.072-inch diameter 16F-6 16-inch Wood inch leg staples in diamond pattern Wood c. oand securing each panel finishing nail with min. 3/16- t43.3 spaced 16-inch o.c. lap inch head spaced 16- inch o.c. Approved Systems for 16-inch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate J- Channel Substrate Panel Attachment Fascia Cap Attachment Attachment Max. Three ( 3) min. 3/4-inch x 1/4-inch One ( 1) min 3/4-inch x 1/4-inch One ( 1) min. 1 3/4-inch long x 0.072-inch dia. x 23.5 16J- 1 . 16- inch Wood crown staples in diamond pattern Wood crown staple spaced 8-inch o.c. min. 1/4-inch head dia. trip 31.4 spaced24-inch o.c. nail spaced 48-inch o.c. ALC15001. 2 FL12194-R5 Page 4 of 8 This evaluation report is provided for Stale of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MIMOP No. Width 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 1-.inch 0. 072-inch diameter 24F- 1 12- inch Wood leg staples in 1) min. 2.25- Wood leg staple spaced 8- finishing nail with min. 801-90 diamond pattern inch x 7d ring One ( 1) min. 1.75-inch inch O.C.3/ 16-inch head spaced spaced 16-inch o.c. ha chinchailsanknilx 0.072-inch diameter 12-inch o.c. finishing nail with min. 3/ 16-inch head spaced 4- inch o.c. One ( 1) 18 ga.1/4-inch crown x 1-inch leg Nominal 1x2 staple spaced One ( 1) min. 1.5- No.2 SYP 12-inch o.c. securing One (1) 18 ga. 1/4- One ( 1) min. 1.75-inch x Max. inch x 11 ga. anchored to each panel lap inch crown z 1-inch 0. 072-inch diameter 80/ 24F- 2 12- inch Wood smooth shank rafter with one Wood leg staple spaced 8- finishing nail with min. 76.6 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 0.0724nch diameter 12-inch o.c. nail 24-inch o.c. finishing nail with min. 3/ 164nch head spaced 4- inch o.c. One ( 1) 18 ga.1/4-inch crown x 1-inch leg Nominal 1x2 staple spaced No. 2 SYP 12-inch o.c. securing One (1) 18 ga. 1/4- One ( 1) min. 1.75-inch x Max. One (1) 14 ga. 5/8- anchored to each panel lap inch crown x 1-inch 0. 072-inch diameter 801 24F- 3 12- inch Masonry inch long T nail rafter with one Wood leg staple spaced 8- finishing nail with min. 76.6 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 0.0724nch diameter 12-inch o.c. nail 24-inch o.c. finishing nail with min. 3/ 16-inch head spaced 4- inch o.c. ALC15001. 2 FL12194-R5 Page 5 of 8 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Apoendix A Approved Systems for 24-inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia.Cap Attachment Attachment One (1) 18 ga.1/4-inch crown x 1-inch leg Nominal 1x2 staple securing the No.2 SYP nailer of each female Three (3) 18 ga.1/4- anchored to lock or spaced One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max' inch crown x 1-inch rafter with one 16-inch o.c. securing inch crown x 1-inch 0.072-inch diameter 24F-4 16-inch Wood leg staples in 1) min. 2.25- each panel lap Wood leg staple spaced 8- finishing nail with min. 801-60 diamond pattern inch x 7d ring inch o.c. and securing 3/16-inch head spaced spaced 16-inch o.c. shank nail One (1) min. 1.75-inch each panel lap 16-inch o.c. 24-inch o.c. x 0.072-inch diameter finishing nail with min. 3/16-inch head spaced 4-inch o.c. One (1) 18 ga. 1/4-inch crown x 1-inch leg staple securing the Nominal 1x2 nailer of each female One (1) min. 1.5- No.2 SYP lock or spaced One (1) 18 ga. 1/4- One (1) min. 1.754nch x Max. inch x 11 ga. anchored to 16-inch o.c. securing inch crown x 1-inch 0.072-inch diameter 24F-5 16-inch Wood smooth shank rafter with one each panel lap Wood leg staple spaced 8- finishing nail with min. 801-60 roofing nail spaced 1) 7d x 2.25- inch o.c. and securing 3/16-inch head spaced 16-inch o.c. inch ring shank One (1) min. 1.75-inch each panel lap 16-inch o.c. nail 24-inch o.c. x 0.0724nch diameter finishing nail with min. 3/164nch head spaced 4-inch o.c. ALC15001.2 FL12194-R5 Page 6 of 8 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MOP No. Width pso Substrate F-Channel Attachment Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment One (1) 18 ga.1/4-inch crown x 1-inch leg staple securing the Nominal 1x2 nailer of each female No.2 SYP lock or spaced One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. One (1) 14 ga. 5/8- anchored to 16-inch o.c. securing inch crown x 1-inch 0.072-inch,diameter 24F-6 16-inch Masonry inch long T nail rafter with one each panel lap Wood leg staple spaced 8- finishing nail with min. 801-60 spaced 8-inch o.c. 1) 7d x 2.25- inch o.c. and securing 3/16-inch head spaced inch ring shank One (1) min. 1.75-inch each panel lap 16-inch o.c. nail 24-inch o.c. x 0.072-inch diameter finishing nail with min. 3/164nch 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 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 A Approved Systems for 24-inch overhang with J-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Batten J-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Nominal 1x2 No.2 SYP scabbed between rafters with One (1) 18 ga.1/4- one (1) min. 2.25- inch crown x 1-inch Nominal 1x2 inch x 7d ring shank leg staple spaced No.2 SYP Three (3) 18 nail straight -nailed 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 lestale spaced gppfinishingnail with min. t60 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 balten/ rafter inch head spaced intersection. Max. 4-inch o.c. rafter spacing is 24-inch o.c. . Nominal 1x2 No.2 SYP scabbed One (1) 18 ga.1/4- between rafters with inch crown x 1-inch one (1) min. 2.25- leg staple securing Nominal 1x2 inch x 7d ring shank the nailer of each No.2 SYP Three (3) 18 nail straight - nailed female lock or One (1) 18 ga.'/.- anchored to ga.1/4-inch crown through the rafter spaced 16-inch o.c. inch crown x 1-inch One (1) min. 1.75-inch Max. rafter with one x 1-inch leg into the end of the securing each panel leg staple spaced x 0. 072-inch diameter 24J-2 16-inch 1) min. 2.25- staples in diamond batten or two (2) lap Wood 8-inch o.c. and finishing nail with min. t53.3 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. ALC15001.2 FL12194-R5 Page 8 of 8 This evaluation report is provided for Stale of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. ECREEKTECHNICALSERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B INSTALLATION Note - Refer to the APPROVED Symms section of this report for additional installation details of a selected system and maximum design pressures limitations System No. I Installation Detail 12F-1 & 12F-3 Min. J!8' hand Ilia, nail with min. 14" eugagwmenclCar wood auhatratni or mJn. 0.097" dia. T-nall or stub uall with min. 510" engagementl[or concrete or block 3nbzLr.ltel, alwrffd na notMl above. ASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) FASCIA LIP 1 /4" STAPLE SOFFIT TO FASCIA BOARD #T50 3/8" X 3/8" STAPLE 16" O.C. LPAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALC15001.2 FL12194-R5 Page 1 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail j / n, ` SOFFIT STAPLE OPEN RAFTER 3/4- X 1/4- ' ' DIAMOND PATTERN I. ; DETAILCROWNSTAPLES USING A DIAMOND 'lie' KT\KCN/ rs / PATTERN FACIA, i FASCIA CAP 12F-2 3/4' X 1/4- CROWN FACIA BOARD B' 1-3/4' TRIM NAJL STAPLE ON CENTER 1-3/4' TRIM NAIL PAINTED S.S. F' CHANNEL CAN BE PAINTED S.S. 4B' FASCIA CAPINSTALLEDWITHTHED.C. NAILING FLANGE UP OR 3/4' X 1/4" DOWN CROWN STAPLE SOFFIT— max. 12-inch span W000 SOFFIT SUBSTRATE SOFFIT &FASCIA D TAI ALC15001.2 FL12194-R5 Page 2 of 12 This evaluation report is provided for Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. P 12J-1 CREEK TECHNICAL SERVICES, LLC No. I Installation Detail OPEN RAFTER 3/4' X 1/4' CROWN STAPLE '24' ON CENTER USING A DIAMOND PATTERN Vi—CHMNEL 1-3/4' TRIM NAZI screwed to soffit PAINTED S.S. 4a' with one(1) I18 x 1/2" x 3/8" head O.C. diameter screw, 16• O.C. WOOD OR BLOCK SUBSTRATE. SOFFIT —max. 12-inch span ALUMINUM COILS, INC Soffits Appendix B 3/0s KrWM \1 SOFFIT STAPLE DIAMOND PATTERN Ij LFACIABOARD yr trvEtN1 I DETAIL sr ts i ASC(A CAP 3/4' X 1 /4- CROWN 1-3/4' TRIM NAILSTAPLE 'a' ON CENTER PAINTED S.S. SOFFIT FACIA BOARD FASCIA CAP 3/4' X 1/4' CROWN STAPLE SOFFIT & FASCIA DETAIL ALC15001.2 FL12194-R5 Page 3 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix IS System No. Installation Detail 1 I' TRIM NAIL FASCIA BOARD PAINTED S.S. FASCIA CAP SOfFIT Vj 1'e4' CROWN STAPLE OPEN RAFTER FASCIA BOARD II A S/B' 1•NLS 16F-1 SOFFIT 8 FASCIA 16F-5 DETAIL FASCIA CAP. REFER TO SOFFIT L FASCIA DETAIL f' (MANNEL SOFFITi MAX. 16' AN MASONRY SUBSTRATE ALC15001.2 FL12194-R5 Page 4 of 12 This evaluation report is provided for Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. i 4 1" CREEK TECHNICAL SERVICES, LLC System No. Installation Detail Min. 3/8" head dia, nail with min. 1!1" eugdgement(for wocd substrate) or mitt. 0.097" dia. T-nail or stub nail with min 5/8" ongagement(for concroto or. block substrate). spaced as nottd above. FASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) 16F-3 F" CHANNEL Wood, Concrete or Block Wall STAPLE SOFFIT TO FASCIA BOARD #T50 3/8" X 3/8" STAPLE 16" O.C. FASCIA LIP 1 /4" PAINTED S.S. 1 .3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALUMINUM COILS, INC Soffits Appendix B ALC15001.2 FL12194-R5 Page 5 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail SOFFIT STAPLE OPEN RAFTER XTAFUCX 3/4' X 1/4' II 1; DIAMOND PATTERN 1 j DETAILCROWNSTAPLES1USINGADIAMOND —I —O' Rtr stay rs PATTERN FACU BOARD 01 FASCIA CAP 16F4 3/4- X 1/4- CROWN FACIA BOARD 8' 1-3/4' TRIM NAIL STAPLE ON CENTER 1-3/4' TRIM NAIL PAINTED S.S. F' CHANNEL CAN BE S.S. 48- FASCIA CAPINSTALLEDWITHTHED.C. PAINTED NAILING FLANGE UP OR O.C. 3/4' X 1 /4' DOWN CROWN STAPLE SOFFIT—max- 16-inch span W000 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. ECREEKTECHNICALSERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I J' TRRI NAIL FASCIA BOARD PAIIITEU S.S. FASCIA CAP SOFFIT rq' CROWN STAPLE OPEN RAFTER FASCIA BOARD I-rt' CROWN STAPLES SOFFIT & FASCIA USING A OIAMONo OETAIL 16F-2 $ PATTERN; REFER TO SOFFIT STAPLE 16F-6 DIAMOND PATTERN DETAIL FASCIA CAP; REFER TO SOFFIT 1 FASCIA F' CHANNEL MY AP 3/8'1SOFFIT; MAX. 16' I SPAN wooO SUBSTRATE SOFFIT STAPLE DIAMONO PATTERN ALC15001.2 FL12194-R5 Page 7 of 12 This evaluation report is provided for Stale of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail OPEN RAFTER 3-; K-: SOFFIT STAPLE O'ST L- ; DIAMOND DETAIL PATTERN FACIA BOARD \ /r KTWCU,i STAKES 3/4- X 1/4- CROWN STAPLE -24' ON CENTER USING A DIAMOND PATTERN FASCIA CAP 16J-1 3/4- X 1/4' CROWN STAPLE 'a' ON CENTER 1-3/4- TRIM NAIL FACIA BOARD CHANNEL 1-3/4- TRIM NAIL PAINTED S.S. PAINTED S.S. 48' FASCIA CAP O.C. 3/4- x 1/4• CROWN STAPLE SOFFIT' max. 16-inch span YMSOFFIT WOOD OR BLOCK SOFFIT & FASCIA SUBSTRATE DETAIL ALC15001.2 FL12194-R5 Page 8 of 12 This evaluation report is provided for Stale of Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. r ,. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I 1401 NAILFASCIA BOARD PAINTED S.S. rrt' (gown FASCIA CAP STAPLES SOFFIT USING A DIAMOND PATTERN; REFER TO 1*4' CROWN STAPLE SOFFIT STAPLE DIAMOND PATTERN DETAIL I TRIM NAIL FASCIA BOARD PAINTED S.S. SOFFIT & FASCIA DETAIL 24F-1 & 24F4 1'qI' CROWN STAPLE FASCIA (AP; REFER TO SOFFIT &FASCIA/ \ DETAIL Nominal nt I Batten Anchored to SOFFIT; MAX, 24' I I 1F-(HANNEI Rafters withilh aro d Rmq Shank Nail at a.arT Rafter MOOD SUBSTRATE \ 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 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. ECREEKTECHNICALSERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I i' TRIM NAIL FASCIA BOARD PANTED S.S. I -I' SMOOTH SHANK FASCIA CAP ROOF PAILS SOFFIT-1VVV I'at' CROWN STAPLE I TRIM NAIL FASCIA BOARD PANTED S.S. SOFFIT & FASCIA 24F-2 & DETAIL 24F-5 1'r4' CROWN STAPLE FASCIA CAP; REFER TO SOFFIT L FASCIA DETAIL Nominal Ytl' SyP Batten Anchored to SOFFIT; MAX. IV F-CHANNEL Rafters vilh one ld r Ring Shad Nag at ever/ Rafter WOOD SUBSTRATE ALC15OO1.2 FL12194-R5 Page 10 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G2O-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 .'L 4 `• ECREEKTECHNICALSERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 TRIM NAIL fASCIA BOARD PAINTED S.S. ILGA i' T-11AIL5 FASCIA CAP SOFFIT VVV I 1'4' CROWN STAPLE 1 t- TRIM NAIL FASCIA BOARD PAINTED S.S. SOFFIT & FASCIA DETAIL 24F-3 8 24F-6 Inq- CROWN STAPLE fAscu EAv, REFER TO SOFFIT & FASCIA OETA0. NoMW1 1'12' STP Batten Anchored to SOfflt: MAX. IA' F•CHANNEL Rafters with one 7d Ring Shank Nan at very Rafter nAsoxay ALC15001.2 FL12194-R5 Page 11 of 12 This evaluation report is provided for Slate of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. ECREEKTECHNICALSERVICES, LL.0 ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 f' TR01 MAIL FASCIA BOARD PAINTED S.S. 1*4- CROWN FASCIA CAP STAPLES SOFFITUSINOADIAMOND PATTERN. REFER TO CANTILEVERED I-pl' CROWN STAPLE SOFFIT STAPLE RAFTERDIAMONDPATTERN DETAIL FASCIA BOARD SOFFIT & FASCIA I f TRRt NAIL PAINTED S.S. DETAIL 24J-'I & 1-a!' CROWN STAPLE 24J-2 FASCIA CAP; REFER TO SOFFIT 1 FASCIA DETAIL Nornllnl V x r sVP batten scabbed between rafters and SOFFIT; MAX. 24, 11NANNfI secured with one (1) 7d ring 1thanknails"Ight•naead Ihraugh the rafter Into the end the WOOD SUBSTRATE ofbatten or two 12) 7d Ong shank nalU toe -nailed on ewer We of the battem at the battenfraller Intersection SOFFIT STAPLE DIAMOND PATTERN ALC15001. 2 FL12194-R5 Page 12 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. f r.r CREEK TECHNICAL SERVICES, LLC DESIGN WIND LOADS ALUMINUM COILS, INC Soffits Apoendix 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 604 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,d, 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 Page 1 of 4 This evaluation report is provided for Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. FOM CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Desi• n Wiriif Pressures fo W tsin Ez osure d g;. Meari` t3uil iri Type . Zone': 3Q _ = Roof; Flei ht ff a 12( 130 Basic:W.ind;S`eed' 140 150 160 i'- h 170 180 190 200 t Enclosed 4 20 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 25 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 30 16.9 19.8 22.9 26.3 30.0 1 -33.8 37.9 42.2 46.8 40 18.3 21.5 24.9 28.6 32.5 36.7 41.2 • 45.9 50.8 50 19.5 22.9 26.5 30.5 34.7 39.1 43.9 48.9 54.1 60 20.5 24.0 27.8 32.0 36.4 41.1 46.0 51.3 56.8 Negative Loads) 5 20 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 25 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 30 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 40 22.6 26.5 30.7 35.3 40.1 45.3 50.8 56.6 62.7 50 24.1 28.2 32.8 37.6 42.8 48.3 54.1 60.3 66.8 60 25.3 29.6 34.4 39.5 44.9 50.7 56.8 63.3 70.1 Enclosed 4 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4 Positive Loads) 5 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 1 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. y+ . FrMA irmCREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Deli cirf-Wihd. t in EX04sfiPt9sures1foi-.S6ffi s- Building Type Mean_:- Roof -,M gfit .(' Wi dtSp4#'d;( 40. 46 kA-5' fjRLOW"' 1 7'0 4M0-1 7 01k Enclosed 4 20 21.7 25.4 29.5 33.8 38.5 43.5 48.7 54.3 60.2 25 22.6 26.6 30.8 35.4 40.2 45.4 50.9 56.7 62.8 30 23.6 27.7 32.1 36.9 41.9 47.3 53.1 59.1 65.5 40 25.0 29.4 34.1 39.1 44.5 1 -50.2 56.3 62.7 69.5 50 26.2 30.8 35.7 41.0 46.6 52.6 59.0 65.8 72.9 60 27.2 31.9 37.0 42.5 48.3 54.6 61,2 68.2 75.5 Negative Loads) 5 20 26.7 31.4 36.4 41.8 47.5 53.7 60.2 67.0 74.3 25 27.9 32.8 38.0 43,6 49.6 56.0 62.8 70.0 77.6 30 29.111 34.2 39.6 45.5 51.8 58.4- 65.5 73.0 80.9 40 30.9 36.3 42.1 48.3 54.9 62.0 69.5 77.5 85.8 50 32.4 38.0 44,11 50.6 57.6 65.0 72.9 81.2 89.9 60 33.6 39.4 45.7 52.5 59.7 67.4 75.5 84.2 93.2 Enclosed 4 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4 Positive Loads) 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 60 17.4 1 20.5 23.7 27.2 31.0 350 39.2 1 43.7 1 48.4 ALC 15001.2 FL12194-R5 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix C r`9 1= = _ _ ° •=* -_Desi ri=W_ inii Pressures"-for=Soffits in Eic 6sure O:s _ ? ;'.', Building TYP? _ T. r" sZone;: IV1ean Fioof.., Hei fit' ft ; n . ,f +,.- ' E ' f- . 5 _ - :_ ? i TBasic-Whd'S' m' fi ` r 12Qa 130 z 14' 50 eed. 160 170 yam.,- 180 1,90 20q Enclosed 4 20 26.0 30.5 35.4 40.6 46.2 52.2 58.5 65.2 72.2 25 27.0 31.6 36.7 42.1 47.9 54.1 60.6 67.6 74.9 30 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.5 40 29.4 34.5 40.0 45.9 52.2 1 -58.9 66.1 73.6 81.6 50 30.6 35.9 41.6 47.8 54.3 61.3 68.8 76.6 84.9 60 31.5 37.0 42.9 49.3 56.1 63.3 70.9 79.0 87.6 Negative Loads) 5 20 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 89.1 25 33.3 39.1 45.3 52.0 59.2 66.8 74.9 83.4 92.4 30 34.5 40.4 46.9 53.8 61.3 69.2 77.5 86.4 95.7 40 36.2 42.5 49.3 56.6 64.4 72.7 81.5 90.9 100.7 50 37.7 44.3 51.4 58.9 67.1 75.7 84.9 94.6 104.8 60 38.9 45.7 53.0 60.8 69.2 78.1 87.6 97.6 108.1 Enclosed 4 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1 Positive Loads) 5 20 16.7 19.5 1 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 40 18.8 22.1 25.6 29.4' 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1 ALC15001.2 FL12194-R5 Page 4 of 4 This evaluation report is provided for Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. er CREEK TECHNICAL SERVICES, LLC 3/8" F-Channel 3/8" 3/8" J-Channel 3/4" - 1/8" HEM T -T 3/4" ISOMETRIC VIEW 3/8' PROFILE ISOMETRIC VIEW 3/1- PROM ALUMINUM COILS, INC Soffits Appendix D ALC15001.2 FL12194-R5 Page 1 of 4 This evaluation report is provided for Stale of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Fascia CREEK TECHNICAL SERVICES, LLC S 3/4" 7/81, 1/8" HEM 6"FASCIA 7" BLANK ISOMETRIC VIEW ALUMINUM COILS, INC Soffits Appendix D ALC15001.2 FL12194-R5 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. n CREEK TECHNICAL SERVICES, LLC 16" 04 Soffit osr.•p . o 12r" 18' BLANK 3. / 8 PROFILE 2 1 W RV ndaoo ao aaoaa ooa ooaoa 0000 ALUMINUM COILS, INC Soffits Appendix D ALC15001.2 FL12194-R5 Page 3 of 4 This evaluation report is provided for Slate of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 12" T4 Soffit 3 1/8" 7/8" 3 1/6" 7/8" 1 3 1/8" S/16" 1/2" 1/2" 1/2" " 1/2" 1/2 W 1/8" 1/8" 3/8" as•m 01Wnv 13.75" BLANK 3/8" PROFILE 2.17rmp 0 000 000 O y aa000 a000 ALUMINUM COILS, INC Soffits Appendix D ENO OF REPORT ALC15001.2 FL12194-R5 Page 4 of 4 This evaluation report is provided for Slate of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Florida Building Code Online Page 1 of 3 lK iusineS5 Frofes'sidnal%quladjolf'^ BCIS Home I Log in ' User Registration Hot Topics I Submit Surcharge I Stats 6 Facts Publications FBC Stall f BUS Site Map I Links Search M Product ApprovaldbrUSER: Public User a'R,i.m Product Approval Menu > Product or Aool caVon Search > Application List > Application Detail FL tf 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 0 IKO Industries, Ltd 40 Hansen Road South Brampton, NON -US L6W 31-14 708) 496-2800 Ext 200 rm etz001 @ta m pa bay. rr. com Robert Metz rmetzOOI@tampabay.rr.com Bob Metz REMCO of Pinellas 456 Avila Circle NE Saint Petersburg, FL 33703 727) 776-5261 rmetzOO1@tampabay.rr.com Don Shaw IKO Industries LTD 120 Hay Rd. Wilmington, DE 19808 717) 579-6706 don.shaw@iko.com Roofing Asphalt Shingles Certification Mark or Listing FM Approvals - CER Locke Bowden u Validation Checklist - Hardcopy Received Standard Year ASTM D3161 modified to 110 mph 2009 ASTM D3462 2009 ASTM D7158 Class H 2O08 ASTM E108 2007 http://www. floridabuilding. org/pr/pr_app_dtl. aspx?param=wGEVXQvADgse7mYBd2b3 K6... 9/7/2017 Florida Building Code Online Page 2 of 3 t, 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 it 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 .DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL7006 R9 C CAC FM Letter - ASTM d3462 letter - 5 6 15.DdfDesignPressure: N/A Other: FL7006 R9 C CAC FM Letter - ASTM E 108 letter - 5 3 15 .Ddf Quality Assurance Contract Expiration Date 12/31/2020 Installation Instructions• FL7006 R9 I1 IKO-133-02-01 Letter - Installation Instructions for FBC FL7006.pdf Verified By: Duc T Nguyen 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: 7006.2 Hip and Ridge 12 Cap fiberglass This is a 12" x 12" fiberglass asphalt shingle used to cover shingles the hip and/or ridge of an asphalt shingle roof system manufactured in Toronto, Ont. and Brampton, Ontario Limits of Use . Certification Agency Certificate Approved for use in HVHZ: Yes FL7006 R9 C CAC FM Letter - ASTM d3161 letter - 4-15- 2015 .DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL7006 R9 C CAC FM Letter - ASTM d3462 letter - 5 6 15.DdfDesignPressure: N/A Other: FL7006 R9 C CAC FM Letter - ASTM E 108 letter 15 .Ddf Quality Assurance Contract Expiration Date 12/31/2020 Installation Instructions FL7006 R9 11 Hip and Ridge Cap Shinale Installation Instructions.pdf FL7006 R9 11 IKO-133-02-01 Letter - Installation Instructions for FBC FL7006.pdf 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 .DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL7006 R9 C CAC FM Letter - ASTM d3462 letter - 5 6 15.adfDesignPressure: N/A Other: FL7006 R9 C CAC FM Letter - ASTM E 108 letter - 5 3 15 .Ddf Quality Assurance Contract Expiration Date 12/31/2020 Installation Instructions FL7006 R9 11 1KO-133-02-01 Letter - Installation Instructions for FBC FL7006.Ddf FL7006 R9 11 Roofing Products Leadino Edoe-Plus- ADplication-ENf 11.Ddf Verified By: Duc T Nguyen PE 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: 7006.4 Marathon 25 AR, CRC Superglass 3 tab fiberglass asphalt shingle manufactured at IKO's M25AR Brampton, Ontario, Hawkesbury Ont., Toronto, Ont.; Sylacauga, AL and Kanakakee, IL plants http://xNrww. f]oridabuilding.org/pr/pr_app_dti.aspx?param=wGEVXQwtDgse7mYBd2b3K6... 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 - 2015 .Ddf FL7006 R9 C CAC FM Letter--ASTM_d3462 letter - FL7006 R9 C CAC FM Letter - ASTM E 108 letter - 5 3 15 _Dd Quality Assurance Contract Expiration Date 12/20/2020 Installation Instructions FL7006 R9 II IKO-133-02-01 Letter - Installation Instructions for FBC FL7006.Ddf Verified By: Duc T Nguyen 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: Contact Us :: 2601 Blair Stone Road. Tallahassee Fl. 32399 Phone: 850-467.1824 The State of Florida is an AA/EEO employer. Coovricht 2D07.2013 State of Florida. •: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida low, email addresses are public records. If you do not want your e-mail address released in response to a pubIK-records request, do not Send electronic mall to this entity. Instead, contact the office by phone or by traditional mad. if you have any questions, please Contact 850.487.1395. -Pursuant to Section 455.2750), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to Supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please click here. Product Approval Accepts: Qedit Card - Safe http://wvtrw.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgse7mYBd2b3K6... 9/7/2017 CONSTRUCTION MATERIALS TECHNOLOGIES March 30, 2015 IKO Industries, Ltd 120 Hay Rd. Wilmington, DE 19809 Re: FBC FL7006 Sir(s), PRI Construction Materials Technologies has completed a technical review and attached sealed shingle instructions in compliance the 2014 Florida Building Code. This review was completed based on the receipt of following evidence from IKO Industries, Ltd: 1) IKO Shingle Application Instructions — 3-Tab Shingles EN-3Tab_Appins_8AGXEFS-2012-11_reformatted 2013-02-rev07/13-Florida) 2) IKO Laminated Shingles Application Instructions EN -Laminated Appins_8TTEFS-2012-04_reformatted 2013-02-rev07/13-Florida) 3) IKO Hip and Ridge 12 Application Instructions EN-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 manufactureVs application instructions and applicable code. In the event the instructions conflict, these instructions shall govern. Statement of Independence: PRI- Construction Materials Technologies and/or Duc T. Nguyen, FL P.E. do not have nor plan to acquire a financial interest in any company manufacturing or distributing products for which the test reports are issued. Signed: Signed: Brad Gtzybo ski Duc T.duyenManaging Director Florida Re ere Professional Engineer P. E. Number: 65034 Date: April 30, 2015 Date: April 30, 2015 Attachments: A) IKO Shingle Application Instructions - 3-Tab B) IKO Laminated Shingles Application Instructions C) IKO Hip and Ridge 12 Application Instructions D) IKO Leading Edge Plus Application Instructions IKO- 133-02-01 PPo Construction Matenals Technologies, U.C. 6412 Badger Dnve Tampa, FL 33610 Tel: 813-621.5M Fax. 813-621.5840 e-mail: malerialstesting@pricmt com WebSite: http./Awww.pricmt.com IKO Installation Instructions for Asphalt Shingles Page 2 of 5 IKO Shingle Application Instructions — 3-Tab Shingles ASTM D3161, Class F — IKO Marathon 25 AR and CRC Superglass M25AR) NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION CONFLICT, THESE INSTRUCTIONS WILL GOVERN. ROOF DECK: Solidly sheathed and fastened deck conforming to 2014 FBC. UNDERLAYMENT: Applied in accordance with building code requirements. For areas where the roof slope is less than 4" per foot down to 2" per foot, use 2 layers of underayment 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 STRIVr-1B• VYL-- I I 61/8 NAILS NAILS DO NOT NAIL INTO OR ABOVE THE SEALING STRIP PM Construction Materials Technobgies, LLC. 6412 Badger [hive Tampa, FL 33610 Tel. 813-621-5M Fax: 813621.5840 email: malerialstestimg@pdcmLcom WebSite: http:/Mww.pricmLsom w IKO Installation Instructions for Asphalt Shingles Page 3 of 5 IKO Laminated Shingles Application Instructions ASTM D3161, Class F — Cambridge, Cambridge HD, and CRC Biltmore AR) NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION CONFLICT, THESE INSTRUCTIONS WILL GOVERN. ROOF DECK: Solidly sheathed and fastened deck conforming to 2014 FBC. UNDERLAYMENT: Applied in accordance with building code requirements. For areas where the roof slope is less than 4" per foot down to 2" per foot, use 2 layers of underlayment conforming to building code requirements, the first sheet overlapping the eave protection by 19", followed by full 36" widths overlapping each preceding course by 19" or other Approved underlayments in accordance with the qualified application instructions. For areas where the roof slope is 4" per foot or greater, cover the deck with one ply of underlayment laid parallel to the eaves, with 2" horizontal laps and 4" end laps. Apply metal drip edges on top of any underlay along rake edges and directly to the deck along eaves in accordance with building code requirements. NAILING: Use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with at least 3/8" diameter heads, long enough to penetrate through plywood or 3/4" into boards. Use 4 nails per shingle placed in the nail line 7-3/8' below the top edge, approx. 1" and 13" in from each end. Drive nails straight so that nail head is flush with, but not cutting into shingle surface. NAILING ON STEEP SLOPES: For steep slopes of 21" per foot (600) 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 31 NAIL LINE NAILING - STEEP SLOPES APPLICATION Use sk nails as shown. CEMENT PROPER APPLICATION REQUIRES THAT THE NAILS PENETRATE BOTH THE OVERLAY AND UNDERLAY PORTIONS OF THE SHINGLE PRI Construction Matenals Technologies, LLC 6412 Badger Drive Tampa, FL 33610 Tel• 813-621.5777 Fax: 813.621.5840 e-mail- matenalslesbng@pncmi.corn WebSite' http•//www.priant.com IKO Installation Instructions for Asphalt Shingles Page 4 of 5 IKO Hip and Ridge 12 Application Instructions ASTM D3161, Class F — IKO Hip and Ridge 12) NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION CONFLICT, THESE INSTRUCTIONS WILL GOVERN. Cut hip and ridge shingles into thirds, using the perforation marks as a cuffing 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 buff edge 1" (25 mm) in from each edge, exposing each piece 5 1/8" (130 mm). Apply hip pieces starting at the lower end of the hip, working up toward the ridge. On hip roofs, apply ridge pieces starting at each end, meeting in the middle. On gable roofs, apply ridge pieces starting at the end opposite to the prevailing wind direction and continue to the other end. Note: To obtain a three-dimensional effect, (which is recommended, but not required), apply hip and ridge shingles double thickness by stacking 2 pieces on top of one another, the lower piece extending about 3/4" (19 mm) further than the top piece (see diagram). The final shingle should be set in cement, and the exposed nail heads of the final shingle should be covered with cement. Prior to application in cold weather, storing the shingles in a heated area will allow for easier bending. NOTE: SHINGLES MUST BE APPLIED PROPERLY. THEY ARE DESIGNED FOR USE AS HIP AND RIDGE SHINGLES ONLY, AND SHOULD NOT BE USED FOR ANY OTHER APPLICATIONS. WE ASSUME NO RESPONSIBILITY FOR LEAKS OR DEFECTS RESULTING FROM POOR APPLICATION OR FAILURE TO PROPERLY PREPARE THE SURFACE TO BE ROOFED OVER, OR FAILURE TO PROVIDE PROPER VENTILATION IN ACCORDANCE WITH MINIMUM PROPERTY STANDARDS REQUIREMENTS. REVIEW ALL APPLICABLE BUILDING CODES, MINIMUM PROPERTY STANDARDS, AND REQUIREMENTS PRIOR TO APPLYING THESE SHINGLES USING THESE APPLICATION INSTRUCTIONS. TAPER CUT PRI Consoucton Materials Technobgies, LLC 6412 Badger Dnve Tampa, FL 33610 Tel: 8133621.5M Fax• 813.621.5B40 e-mail: malenalstesbng@prirmi.com WebSite: htlpJMww.pncmt com A - 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 min 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 min 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. PW Construction Materials Technobgies, LLC 6412 Badger lhive Tampa, FL 33610 Tel: 813-621.5M Fax• 813.621.5840 e-mail. matenalstesting@pricmt.com WebSite• http./Mww.p6cmt.com Florida Building Code Online Page 1 of 2 Ili+ Business & Prdessional Regulation t l Il.i SCIS Home I log In I User Registradon I Mot Towcs I Submit Surcharge I slats S Facts I Publications I FSC Staff I ' aaS Site Map I Links I Search I lond +a 1 1 Product Approval ik ' USER: Public Userr Product Approval Menu > Produti or Application Search > Application List > Application Detail FL # FL2346-RS Application Type Affirmation Code Version 2014 Application Status Approved Comments Archived L7 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 Ext1024 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. 0 Validation Checklist - Hardcopy Received Certificate of Independence FL2346 RS COI PRI CMT Cert of Indeoendence.odf Referenced Standard and Year (of Standard) Standard Year ASTM D226 2006 ASTM D4869 2005 Equivalence of Product Standards Certified By JI 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=wGEVXQvADgtOc8bnSknRps9... 9/7/2017 Florida Building Code Online Page 2 of 2 Documentation from approved Evaluation or Validation Entity 0Yes 0No ON/A Product Approval Method Method 1 Option B Date Submitted 02/13/2015 Date Validated 02/13/2015 Date Pending FBC Approval Date Approved 02/19/2015 FL n 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 Installation)nstructions.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 R5 TR 30A Test Reoort.odf immediately after felt. Roofing felt is not intended to be an unprotected weathering surface. 2346.2 15w and 30w roofing felt ASTM D 4869 Tested Limits of Use Installation Instructions Approved for use in HVHZ: No Approved for use outside HVHZ: Yes FL2346 R5 II Installation] nstructions.odf Verified By: PRI Construction Materials Technologies, LLC Impact Resistant: N/A Test Reports Design Pressure: N/A FL2346 R5 TR 15w Test Reoort.pdf Other: Primary roof covering should be installed FL2346 R5 TR 30w Test Report.pdf immediately after felt. Roofing felt is not intended to be an unprotected weathering surface. Bade1 wert Contact Us :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: 650-467-1824 The State of Florida Is an AA/EE0 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 reques4 do not send electronic mail to this entity Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850 487.2395 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 email$ 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 emall address which can be made available to the public To determine if you are a licensee under Chapter 455, F.S., please dick here . Product Approval Accepts: LOWN-1 99 Credit Card Safe http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtOc8bnSknRps9... 9/7/2017 i "' • "' WARRIOR® ROOFING MANUFACTURING P. 0. BOX 40185 • TUSCALOOSA, AL 35404 • PHONE (205) 553.1734 • FAX (205) 5534755 193 LEROY ANDERSON ROAD • MONROE. GA 30655 • PHONE (770) 207-0695 • FAX (770) 207-0775 a 323 DEVELOPMENT AVENUE • CHAMBERSBURG, PA 17201 • PHONE (717) 7OM23 • FAX (717) 709-M7 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*risure=pN water shedding. J 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. M iti.tT41c Sv':9 CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION mono- Application No: m d e/ Documented Construction Value: $ Historic District: Yes No Job Address: % ResidentiaLg<ommercial Parcel ID: Type of Wor k: NeAddition Alteration Repair Demo Change of Use El Move Description of Work: Title: Plan Review Contact Person: Fax: Email: Phone: Property Owner Information Phone: Name Resident of property?; Street: Contractor Information Phone: o , , j Name Fax: Street: 10-3 F/ i 3 b(a5 SIOF F L State License No.: City, State Zip. Architect/Engineer Information Phone: Name: Street: City, St, Zip: Bonding Company: Address: Fax: E-mail: Mortgage Lender: Address: PROPERTY. OF NOTICE NCEMENT MAY RESULT IN YUR OF COMMENCEMENT MUSTWARNINGTOOWNER: YOUR FAILURE TO RECORD NPAYINGTWICEFORIMPROVEMENTSTOYOUR RECORDED AND POSTED ON THE JOB SIDER ORBEFOpNTATTORNEY BEFORE INSPECTION. RECORDING YOUR NOTICE OF FINANCING, CONSULT WITH YOUR LEN COMMENCEMENT. as Application is hereby made to obtain a permit to do the WOrf wlltbetalinstallations to as meet sd. I certify that no work or installation tandards of all laws regulating construction commenced prior to the Issuance of a permit and that all P plumbing, signs, wells, pools, in this jurisdiction. I understand that a separate permit must be secured for electrical work, p g+ g — — furnaces, boilers, heaters,-xanks, 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 Permit Application P— icm- lime 3Q. 2015 i applicable to this property that may be a be additional -permits required from other governmental entities such as water _ IOTICE: In addition to the requirements n thereemmy' there may be additional restrictions apl 3undin he public records of this county, nanagement districts, state agencies, or federal agencies. that 1 will notify the owner of the property of the requirements of Florida Lien Law, FS 713. Acceptance of permit is verification of the executed contract is required of Sanford requires payment of a plan review fee at the time of permit submittal. A copye job at the timepermit is issued, in submittal - The City e and will be considered the estimated constructable ion effect at the time the time of issued,on in in order to calculate a plan review, charge The actual construction value will be figured based on the current d o f the e o accordance with local ordinance. Should calculated c]targes figured off the executed contract exceed the actual construe credit will be applied to your permit fees when the permit'is issued• nformation is accurate and that all work will OWNER'S AFFIDAVIT 1 certify laws rehatallofthef ulatgin foregoing an ning. g g be done in compliance with all applicable Date Signature of owner/Agent _ Pnnt owner/Agent's Name Date Signature of Notary -State of Florida I , owner/Agent is Personally' Known to Me or - Produced ID.:. Type of ID Prin-tractor/Agent's Names Dat signature pfn terY-State air 9 C dun : 0 Comm}sslon # GG151707FyoireS: October 15, 2021 0g, bollutu IIUu 110OF Mll Pe sonally Known tOr.WContractor/Agent is Produced ID — TYpe BELOW IS FOR OFFICE USE ONLY Mechanical PlumbingO Permits Required: Building[]El ctrical Occupancy Use: Construction Type Occupancy Load: Gaso Roof Flood Zofie: of Stories: o Ft of Bldg: Mtn. Ttal Sq . - P]umbing = # of Fixtures New Construction: Electric - # of Amps - Fire Alarm Permit:. Yes • No Fire Sprinkler Permit: Yes No # of Heads — APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES FIRE: W ASTE W ATER* — BUILDING Permit ApPlica'on CONTRACT 1 PROPERTY OWNER OR HIS AGENT: PARK SQUARE ROMES ADDRESS: 5200 VINELAND RD crry: ORLANDO s1'ATE: FL AGREEMENT - PAGE 1 3 FOP =4 JOB_ NAME: DATE: 6/21/2017 DoctmN: ELECTRICAL CONTRACT REVISED - SPEC: LEVEL I — WITH CFL BULBS FUEL: GAS/ELECTRIC MARK ORLANDO crrY: SANFORD: FL WYNDtiAM PRESERVE PLAN SERVICE SIZE SQ FT A/C SYSTEM PRICE BARCELONA 200A 2392 10-kW HEAT 240V, 60A 6,663.00 5-TON AC 240V, 50A CARNIVAL 200A 2402 10-kW HEAT 240V, 60A 6;667.00 5-TON AC 240V, 50A CYPRESS 200A 3449 10-kW HEAT 240V, 60A 8,477.00 5-TON AC 240V, 50A GLASTONBURY 200A 2798 10-kW HEAT 240V, 60A 6 992'00 5-TON AC 240V, 50A MADRONA 200A 2091 8-kW HEAT 240V, 50A 5,740.00 4-TON AC 240V, 40A MARGATE II 200A 1966 8-kW HEAT 240V, 50A 5,455.00, 4-TON AC 240V, 40A MELBOURNE 200A 2107 8-kW HEAT 240V, 50A 5,701.00 4-TON AC 240V, 40A MILAN 200A 1349 SAW HEAT 240V, 35A 4,279.00 3-TON AC 240V, 30A PEMBROOKE 200A 2570 10-kW HEAT 240V, 60A 6,281.00 5-TON AC 240V, 50A PENNSACOLA 200A:1 2570 10-kW HEAT 240V, 60A 6,616.00 5-TON AC 240V, 50A CONTRACTOR/OWNER: EDMONSON ELECTRIC: rr.,, • •.,—•::..,... . mom.-.,.—r. :.e..r..nn:, 1034 Skipper Road • Tampa, FL DATE: DATE: Gl ray.v...nvr m.,r===a.•.crr•w•orsx _scr_•r..-rsa.:.r+-..r_s n.r•.rr..m a+n»...... 34-0ih o neW:(813)910-3403 Fax:(813)910-8S46 • www.EdmonsonElectric.com YLOWA ucENSE 0 W13ODS408 CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION D Application No: 11- 522 7 end m 'I , Documented Construction Value: S 5 zo • 00 A Job Address: W delm DeVIL Historic District: Yes Non Parcel ID: Residential Commercial Type of Work: New Addition Alteration Repair Demo Change of Use Move Description of Work: Plumbing New Residential Construction Plan Review Contact Person: Khrissy or Jamie Title: Clerical Phone: 407-323-7515 Fax: 407-323-8954 Email: info g al2i-orland .com Property Owner Information Name Phone: Street: Resident of pro City, State Zip: Contractor Information Name Advantage Plumbing, Inc. Phone: 407-323-7515 Street: PO Box 1117 Fax: 407-323-8954 City, State Zip: Sanford, FL 32772 State License No.: CF-0057881 Architect/Engineer Information Name: Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: Mortgage Lender: Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 1053 Shall be inscribed with the date of application and the code in effect as of that date: 5'a Edition (2014) Florida Building Code Revised: June 30, 201 S Permit Application i NOTICE: In addition to the requiremoots of this permit, them 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 odier 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 aureat ICC Valuation Table m 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 valm, 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. Sipahue of OMoaMgent Date Print OwnedAgent's Nam Sigoatme of NotM-Sbte of Rmide Doe Owner/Agent is Personally Known to Me or Produced ID Type of ID 1/11/18 Sipatme ofCoatraetodAgmt Date A. Thomm Smith Print Cantrntw/Agent's Nmoe r 9t66rc ; " Me 0 Date NOTARY PUBLIC y STATE OF FLORIDA Ct> ttattlt GG1381l89 Expires 8/2 /Mi Contractor/ Agent is X Personally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas[] Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes [] No APPROVALS: ZONING: UTILITIES: WASTE WATER COMMENTS: Re• iscd: Jape 30.2015 ENGINEERING: FIRE: BUILDING: Permit Applieatioa e,07w OrDESCRIPTION AS FURMSHED: lot 107, WYNDHAM 'PRESERVE, as recorded in Plot Book 81, Pages 93 through 102 of the Public Records of Seminole County, Florida. BOUNDARY FOR/CERTIFIED TO: Park Square Enterprises, LLC (a Delaware Corporation): Winderweedle, Haines, Word & Woodman, PA; Attorneys' Title Insurance Fund; Bank of Americo A 7.30' Lsi O O y. h 4e LOT f06 to 7.30• TRACT A (STORMWATER TRACT) S 00.1657" E 60.00' P 24.60• 24.60' LOT 107 14.7 1J.J. 7.so• D 44 LQ FORM90ARD FOUNDATION i. mr- TOP OF FORM FORM AVERAGE-27.61' fb O OoO LOT 106 to ~ 7.0• 4 N 13.3 25.20' 25.20' F - - - -TO' - TIL ESMr. B.B.) S 00.16'57" E 60.00' b - 15- - - P.C. 0 1 K5 AS FURNISHED NIGHT HERON DRIVE FRONT - 2s'l•) M1 PRIVATE RDAD) (50' Rl" FRONTREAR - 20• SIDE - 5' (40• LOT) 7.5' (60' LOT) 10' (75• LOT) SIDE STREET - 25• (60• & 75' Lon 15' (40' LOT) 23' FRONT SET134CK CAN BE REDUCED TO 20' ON CERTAIN LOTS. NO MORE THAN 2) IN SUCCESSION AT 20• AND A MINIMUM PLOT PLAN AREA CALCULATIONS OF (2) IN SUCCESSION AT 25' TOTAL LOT AREA 6.900 t SQUARE FEET PROPOSED - FINSNED SPOT GRADE ELEVATIONS FIATWORK ON/OFF LOT -TOTAL t SQUARE FEET FLATWORK PER DRAINAGE PLANS DRIVE 40.7/ 114- 517 S SQUARE FEET FOUNDATION/PAD Z404 A SQUARE FEET V`- - PROPOSED DRAINAGE FLOW j WALKS 67/ 300- 367 t SQUARE FEET REAR PATIO 1361 SOUARE FEET LOT GRADING TYPE 9 FROM PORCH DECK 64 t SQUARE FEET PROPOSED F.F. PER PLANS - 37.6' SOD A7J3/ 246 - 3.979 3 SOUARE FEET POOL DECK 0 1 SOUAR£ FEET 7r0M P"IT S19LWAIK AND 37R U L=TKW TAKDI FROM FIAN! PRONDLD Wr CLEW - T70T FRLD VOMED GRUSENNEYER-SCOTT & ASSOC., INC. - LAND SURVEYORS ucTNt PAL. rcNr a 1" 5400 E. COLONIAL DR. ORLANDO, FL 32807 (407)-277-3232 FAX (407)-658-14J6 r . nAr rot. • P. : rto°L,tMt ru. : ZwOtt rRVO0W4NI. 7w YM Mw= pmMA07 CQN7 Rw w awwy MQ7s "c 3woms K Pw= bt7 miw N wr Mt now sow w IP . 1— M Ili Mw 7 colt" o .TC PWCgMM. SLo MIR AW Uk"M N CWM 3S•17 n0WA AOIRASTROIR CMN2At7. FLORDSTARMI ttrt IL lNLs .9% 14 MJ&K R "Mm" RD AIMlNlJOCMNMvRVI. . vO1c7 r®N 3 Iw SMIKV Rat ARD"M new NIL 00MO ON Aw4p D To 7K SYRKIdt TMDR WF w ODOI RQMKIIP4 r6 : DISWI r 0 C&C • t\LOY/R! MI fitIDlOfR 7Nv N7LC/ iM4 FRORDR7• rAt. . r®n Q CDRO[OOII Nut . rtAMN.71! rtIOmIG[ IONIm11 .. N0 UNDOMOO1Mo DPROV91,vin Mw am Lowe Lftw ODR7NIX va t pC Fr. • rDNO[t rLOD1 pLVLTip1 0. no tI.11eV R IRIWRO FOR PC sag war w NA w COMM To Ao P^w Mar L ADJm VIVO tT ANr WHO VN N\O • Wp \ NLf Y1. . MR.YVS 39TWX LD4 W . IIPIO- V, tM. • tDOMIRK 0. IWDtOpO 519RN FOR IIC LOGIIOI QI RNROLppl/b MOTION oWtD MOT Rt UM W RDOIRIRVCF SDVNDMV IIIe• MR flItDo 7 NEWIM ARr SUM an.= a1W Nb OM Da Lm Dow As om K/AOK: MAJ 0. oLWMa F SOW AIR W40 ON M\TLMC MOM K17" DV W W It". W= O M"X "M VIAL. • vIp.11T t. MWITAR o•.'LNOREDIOV N. ILL we . ON. U. roes VMS rEMIX Mw O• TOCDrr mrRFIEV O,, O\TE OROOF NO T01 PLOT WANN 10-10-17 4JI.-17 '- n : tu'. FORM60AR0 FpR1o1T1pN/ EIEVi 01_f t_11 233-18 u : O K-Aw NORM 71116 SIALOWAMOPEW DOES NOT uE N/MN ME OTA916141V 100 WAR nOW Puv2 AS I[R 'MY* Y ,CYDLAOL& / 4714 zow 1. Aw 1fit 17mm r (00-ti-07) N' RAS•/ 4601 UNIVERSAL UESP ojecter o: 0110.1 9 0817,0000 WorkENGINEERINGSCIENCESReportDate: 1/25/2018 Consultants In: Geotechnical Engineering • Environmental Sciences Geophysical Services • Construction Materials Testing • Threshold Inspection91BuildingInspection • Plan Review • Building Code Administration F11 3532 Maggie Blvd, Orlando, 32811 - P: 407.423.0504 - F: 407.423.3106 /V a " //e/tlw vIn — In -Place Density Test Rem Client: 5200 Vineland Road, Suite 20UES Technician: Tristin Kegler Orlando, FL 32811 'Date Tested: 01/25/2018 ra tL Project: Wyndham Preserve, House Lot0Testing Area Tested: "Lot 107) 3780 Night Heron Dr. Tyne of Test: Material: Native Field: ASTM D-2937 Drive Cylinder Method Reference Datum: 0 = Bottom of Footing Laboratory: ASTM D1557 Modified Proctor The tests below meet the minimum 95% relative soil compaction requirement of Laboratory Proctor maximum dry density. Test No. Location of Test Range aximum Density pcf) ptimum Moisture loft Field Dry Density pcf) Field Moisture i%) Soil Compaction Native Depth inch inch) Pass or Fail 6 West Footer 0-1 ft 106.8 10.6 108.3 5.9 101 N/A Pas: 7 South Footer 1-2 ft 106.8 10.6 108.9 6.7 102 N/A Pas: 8 East Footer 1-2 ft 106.8 10.6 106.4 6.3 100 N/A Pas: 9 Northeast Comer of Pad (TOF) 1-2 It 106.8 10.6 111.1 7.2 104 N/A Pas: 10 Southwest Corner of Pad (TOF) 2-3 ft 106.8 10.6 110.4 6.5 103 N/A Pas: Remarks: TOF= Top of Fill Tn nn{ehlinl+ a .n.•h•el n•..{n..{:..n H. I In:.. 11e 'U—#. {hn D..AI:.. end ..•......h— ell --#e — e•.A• H-4 e•. nnnFdnn/:e/ n.. —4" -f n.o nl:nn{w end ".0—i-6— Job Address: 3780 Night Heron Dr CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: S i-7-3-, 's 5138 Historic District: Yes No Parcel ID: Lot 107 Residential ® Commercial Type of Work: New ® Addition Alteration Repair Demo Change of Use Move Description of Work: Install new 3.0 ton HVAC with duct work and ventilation Plan Review Contact Person: Adlyn Rodriguez Title: permit clerk Phone: 407-975-2762 Fax: 407-629-9307 Email: permitting@onestopcooling.com Property Owner Information Name Park Square Homes Street: 5200 Vineland Rd #200 City, State Zip: Orlando, FL 32811 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. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit trust be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, ctc. FBC 105.3 Shall be inscribed with the date of application and the code In effect as of that date: S' Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application f, NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ]CC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued., OWNER'S AFFIDAVIT: I certify that all of the fore oing information is accurate and that all work will be done in compliance with all applicable laws regulati g SAtstructipn and zoning. Signature of Owner/Agent Print Owner/Agent's Name Date Signature of Notary•Stntc of Florida Date Kevin Stine Print Contractor/Agent's Name Signature 2/06/2018 Date BELLY WEBSTER Notary Public • State of Florida Commission N FF 976034 My Comm. Expires Apr 4, 2020 Owner/Agent is Personally Known to Me or Contractor/A et M -K —Tersona 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: ENGINEERING: COMMENTS: UTILITIES: FIRE: Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Revised: June 30, 2013 Permit Application Z Z3 7 1vr eArr f/-ez •v _t)2 DESCRIPTION AS FURNISHED: Lot 107, WYNDHAM PRESERVE, as recorded in Plat Book 81, Pages 93 through 102 of the Public Records of Seminole County, Florida. BOUNDARY FOR/CERTIFIED TO: Park Square Enterprises, LLC (a Delaware Corporation); Winderweedle, Haines, Ward & Woodman, PA; Attorneys' Title Insurance Fund; Bank of America TRACT A (STORMWATER TRACT) REC. 112" I.R. S 00°1657" E NO 1.D. 60, 00' REC.112- 1.D. I. R. LOT 107 2a. 8o' 24.80' 3. 5'x3.5' AC PAD 7. 50' } 14.7 17 1: 1 7. 50' 0' COV' D. m BRICK DD w O O ONE STORY i. RESIDENCE co- Ok s F.F.- 27.89' 0 0 L6 O O LOT 108 % co k6 to rn ., QD COV' D. BRICK 5. 3' 7. 0' N c4 13.3' 7.50' 10. 8' d 7. 50' 19. 3, 16. 1' rj BRICK WALK TOR. BRICK25. 20' 25.20' c' a10' UTIL. s ?• ESMT. IrREC. 1/2" I.R. 5' CONC. WALK NO I.D. OFF ( B.B.)S 00°1657" E OFF 60, 00' SETBACKS AS FURNISHED FRONT e 25'(•) h1 #REAR1SIDE = 5' (40' LOT) GQLO 7. 5' (60' LOT) 10' ( 75' LOT) PRIVATE ROAD) (50' R/W) SIDE STREET = 25' (60' & 75' LOT) NIGHT HERON 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 G PROPOSED DRAINAGE FLOW LOT GRADING TYPE 8 1 OQO PROPOSED F.F. PER PLANS — 27.8' QQ DRIVE LOT 106 15— — — P. C. REC. 112" I.R. NO I.D. O G PLOT PLAN AREA CALCULATIONS LOT AREA 6,900 FLATWORK ON/OFF LOT - TOTAL t SQUARE FEET FLATWORK ' DRIVE 4031 114- 517 t SQUARE FEET FOUNDATION/PAD 2,484 t SQUARE FEET WALKS 671 300= 367 t SQUARE FEET REAR PATIO 136 t SQUARE FEET FRONT PORCH DECK 64 t SQUARE FEET SOD 3,7331 246 - 3,979 f SQUARE FEET POOL DECK 0 f SQUARE FEET NOTE., FROM SIDEWALK AND STREET LOCATION TAKEN FROM PLANS PROVIDED BY CLIENT • NOT FIELD VERIFIED GRUSIEINME. M? —SCOTT Lac ASSOC, INC. — LAND SURVEYORS LCGC" D - LEGEND - 5400 E. COLONIAL DR. ORLANDO. FL. 32607 (407)-277-3232 FAX (407)-658-1436 P PLAT PDT_ POINT DN LINE NOTES: F IPFICLD IRONPIPE IYP. PRt. TYPICAL POINTDrREVERSE CURVATWE 1. THE UNDERSIGNED DOES HEREBY CERTIFY THAI IM SURVEY MEETS ME STANDARDS OF PRACTICE SET FORTH BY THE FLORIDA BOARD Or IR. IRON ROD P.CC. POINT or cow AND CURVATIIR[ PROFMWAU. SURVEYORS AND MAPPERS IN CHAPTER 5J-17 FLORIDA ADMWISTRATME CODE PURSUANT TO SECTION 472.027, FLORIDA STATUES CA COMPETE NDJUNE"T PAD. KR. RADIAL NON -RADIAL 2. UNLESS EMBOSSED WITH SURVEI'OR•S SIGNATURE AND ORIGVW. PNSED SCA. THIS SURVEY MAP OR CONES ARE NOT VALID. SETIv. RCC. I/ V LIL •/ILI 4596 RECOVERED VP. WITNESS POINT J. MIS SURVEY WAS PREPARED FROM TITLE WFORMAl1ON FURNISHED 10 THE SURVEYOR. WERE WY BE OTHER R[57RIC110N5 P. O.D. POINT Or BEGINNING CALL CALCULATED OR EASEMENT 71HT AFFECT 1T95 PROPERLY. PAC. POINT OF CONNENCENCM PRM PCRNANCNT REFERENCE 1OIg11QNi 1. NO UNDERGROUND WPROVEUENTS HAVE BEEN L0041M UNLESS OTHERWISE SHOWN. t CENTERLINE rr BSLFINISHED FLOOR CLEVATION WILDING SETBACK LINE 5 THIS SURVEY IS PREPARED FOR THE SOLE BCNEFIT OF THOSE CCRMED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENITY . M D R/VNAILL DISK RIGHT-Or- VAY DA BENCHMARK G. DIM04SIONS SHOWN FOR THE LOCATION OF INPROVCMENS HEREON SHOULD NOT BE USED 1D RECONSTRUCT BOUNDARY ONES. CSHT. EASEMENT M BASE BEARIHr 7. BEARINGS. ARC BASED ASSUMED DATUM AND ON INC LINE SHOWN AS BASE BEARING (B.B.) DRAIN. DRAINAGE B. ELEVATIONS. V SHOWN. ARC BASED ON NATIONAL GEODETIC VERTICAL DATUM OF 1020, UNLESS OTHERWISE NOTED. UTIL. CLFC VTILIIYCHAIN LINKFENCE9. CERITFIGATE OF AUIHON7ATION Na 4596. VRFC C/ D VOOD FENCE CONCRETE DLOCK SCALE - 1" 2p' - DRAWN BY: • . P.C. P.T. DINT Di CWVAIURE POINT Or TANGENCY E) CERTIFIED BY: DATE ORDER No. DESC. R DESCRIPTIONRADIUS PLOT PLAN 10-10-17 4J 14-17 L ARC LENGTH FORM80ARD FOUNDATION/ELEVS. O 1-11-18 232-18 D C C.B. DELTA CHORD CHORDBEARINGNORTH FINAL/ FLEAS. 04-25-18 252E-18 THIS BUILDING\ PROPERTY DOES NOT UE WITHIN nR17S 7HE ESIABUSHED100YEARFLOODPLANEASPERRTRM• tYER, R.L.SZONE x•MAP / 12177COOB0 F (09-2B-07) R.LS