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Home My WebLink About3774 Night Heron DrCITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION IN Application No: Documented Construction Value: $ Historic District: Yes No Job Address: Residentia as commercial Parcel ID: of Work: New Addition Alteration Repair Demo Change of Use Mo e. 1 Typei Description of Work: Plan Review Contact Person: Phone: Name Street: Fax: Email: Property Owner Information Phone: property? : City, State Zip: Contractor Information I r2P Phone: SL3 v Name i v ,.,, Drii Fax: Street:,u State License No. City, State Zip. r No.*.. Architect/Engineer Information Phone: Name: Fax: Street: City, St, Zip: Bonding Company: Address:' E-mail: Mortgage Lender: Address: CEMENT MAY IN UR WARNING TO OWNER: YOUR FAILURE TO YOUR PROPERTY. OA NOTICE NOF COMMENCEMENTTMUS'O BE PAYING 'TWICE FOR IMPROVEMENTS RECORDED AND POSTED ON. THE JOB SITAN ATTORNEY BEFORE RECORDING YOUR NOTTHE FIRSTINSPECTION. IF YOU INTEND TO ICEOIN F FINANCING, CONSULTWITH YOUR LENDER OR COMMENCEMENT. as Application is hereby made to obtain a permit to hat all work widlltbetperformed to ns as meet sttandardscated, I tof all laws regulating.constructionfy that no workorioncommencedpriorto the issuance of a permit and _ plumbing, signs,•wells, pools, in this jurisdiction, I understand that a separate permit must be secured for electrical work, p _g furnnces, 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: S'" Edition (2014) Florida Building Code Permit Application Revised. June 30, 2015 L NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may befoundinthepublicrecordsofthiscounty, and there may be additional -permits required from other governmental entities such as water _ management districts, state agencies, or federal agencies. - Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is requiredinordertocalculateaplanreviewchargeandwillbeconsideredtheestimatedconstructionvalueofthejobatthetimeofsubmittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, inaccordancewithlocalordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction an ping./ Signature of Owner/Agent - Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID Print Contractor/Agent's Name Signature Tlytary-state fFl Date Sun H`'. 0 Clair Commission 0 GG151707 t = Expires: October 15, 2021 N ' ,. Bonded thru Aaron Notary Contractor/Agent is Pe sonally Known to Me Produced ID Type 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: ENGINEERING: COMMENTS: FIRE: WASTE WATER: BUILDING: Permit Application Revised: June 30, 201 S is96 s NEW RESIDENTIAL CONSTRUCTION, pRO ERTY OWNER OR HIS AGENT: PARK SQUARE HOMES ADDRESS: 5200 VINELAND RD QTY: ORLANDO j TSATE: FL CONTRACT AGREEMENT JOB NAME: DATE: 6/21 /20 ] 7 Documan: ELECTRICAL CONTRACT REVISED mc: LEVEL I — WITH CFL BULBS I EuEL: GAVELECTRIC MARKET: ORLAND O CITY: SANFORD sT : FL WYNDHAM PRESERVE PLAN SERVICE SIZE SQ FT A/C SYSTEM PRICE SEBRING 200A 2410 10-kW HEAT 240V, 60A 6,758.00 5-TON AC 240V, 50A SORRENTO 200A 2078 8-kW HEAT 240V, 50A 5,465.00 4-TON AC 240V, 40A SPRUCE 200A 2774 8-kW HEAT 240V, 50A 7,264.00 4-TON AC 240V; 40A SUNDANCE 200A 1730 5-kW HEAT 240% 35A 5,081.00 3-TON AC 240V, 30A TELLURIDE 200A 2637 30•kW HEAT 240V, 60A 6,601.00 S--TON AC 240V, 50A TRIBECA 200A 1986 8-kW HEAT 240V, 50A 5,608.00 4-TON AC 240V, 40A TUSCANY 200A 2718 10•kW HEAT 240V, 60A 6,818.00 5-TON AC 240V, 50A WALTON II 200A 1811 8-kW HEAT 240V, 50A 5,110.00 4-TON AC 240V, 40A WELLINGTON 200A 3075 QTY 2) 5-kW HEAT 240V, 35A 7,587.00 QTY 2) 3-TON AC 240% 30A CONTRACTOR/OWNER: EDMONSON ELECTRIC: 1034 Skipper Road • Tamp FLORIDA LICENSE 6 QC 130MON COUNTY OF SEMINOLE IMPACT FEE STATEMENT STATEMENT NUMBER: 17100007 DATE: October 03, 2017 BUILDING APPLICATION #: 17-10000722 BUILDING PERMIT NUMBER: 17-10000722 UNIT ADDRESS: NIGHT HERON DR 3774 17-20-31-502-0000-1080 TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: PARCEL: SUBDIVISION: TRACT: PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NAME: PARK SQUARE ENTERPRISE LLC ADDRESS: 5200 VINELAND ROAD SUITE 200 ORLANDO FL 32811 LAND USE: WYNDHAM PRESERVE TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 3774 NIGHT HERON DR / LOT 108 SFR WYNDHAM PRESERVE q y 1cl qak FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE TYPE DIST SCHED RATE UNITS TYPE ROADS-ARTERIALS CO -WIDE ORD Single Family Housing 705.00 1.000 dwl unit 705.00 ROADS -COLLECTORS N/A Single Family Housing 00 1.000 dwl unit 00 FIRE RREE 00 LIBRARY CO -WIDE ORD Single Family Housing 54.00 1.000 dwl unit 54.00 SCHQOLS CO -WIDE ORD Single Family HoN Ang 5,000.00 1.000 dwl unit 5,000.00 PAR 00 LAW ENFORCE N/A 00 DRAINAGE N/A 00 AMOUNT DUE 5,759.00 n STATEMENT A J R ` RECEIVED BY: SIGNATURE: PLEASE PRINT NAME) a 0DATE: 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 TIJIS IS A STATEMENT OF FEES DUE UNDER THE SEMINOLE COUNTY ROAD, FIRE RESCUE, LIBRARY AND/OR EDUCATIONAL ISSUANCE OF A BUILDING PERMIT. FROMrTHE PLANrIMPLEMENTATION'OFFICE: 1101'EASTrFIRgTvSTRE'bT, v 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. REQUIRED INSPECTION SEQUENCE PARK SQUARE HOMES SFR-DETACHED Permit # 11. 2421-i Address: 3"7 7 q 0 I&tW 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 Min Max Inspection Description 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final FE Max Ins ection Descri tion Mechanical Rough Mechanical Final REVISED: June 2014 CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION yr Application No: "- 0< O? Documented Construction Value: S i3n!n2 A Job Address: 3774 Night Heron Dr. Sanford 32771 (Lot 108) Historic District: Yes No Parcel ID: 17-20-31-502-0000-1080 Residential ® Commercial Type of Work: New Z Addition Alteration Repair Demo Change of Use Move Description of Work: Construction of new single family residence Plan Review Contact Person: Michelle Parkison Title: Permitting Manager Phone:407-529-3135 Fax: Name Park Square Enterprises LLC Street: 5200 Vineland Rd Suite 200 City, State Zip: Orlando, FL 32811 Email: mparkison(&parksguarehomes.com Property Owner Information Phone: 407-529-3000 Resident of property? : No Contractor Information Name Park Square Homes/ Vishaal Gupta Street: 5200 Vineland Rd Suite 200 City, State Zip: Orlando, FL 32811 Phone: 407-529-3000 Fax: 407-529-3001 State License No.: CRC1330351 Architect/Engineer Information Name: Michael Thompson Phone: Street: PO Box 580937 Fax: 407-734-1450 City, St, Zip: Orlando, FL 32858 E-mail: dbec@engineer.com Bonding Company: Address: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be 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 1 , t 13(`243 Permit Application D64Q_ • cis q Wl acR - 43.a5 :5 3ozS. 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 Date Vishaal Gupta Print Owner/Agyfis Name r tt%M .; MICHELLE PARKISON MY COMMISSION # FF 063452 EXPIRES: October 30, 2017 Bondod Thru Nolary Public Undorwrilors Owner/Agent is ersonally Known to Me or Produced ID Type of ID AALAAA U L Signature of Co tractor/Agent Date Vishaal Gupta Print Contractor ent s e A ign ure of Notary -State of Florida Date MICHELLE PARKISON st" MY COMMISSION # FF 063452 EXPIRES: October 30, 2017 Bondod Thru Notary Public Undorwritora Contractor gent 1s ersonally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building [o Electrical© Mechanical© Plumbing® Gas[] Roof Construction Type: J5 Occupancy Use: (Z3 Flood Zone: Y, 5CE Total Sq Ft of Bldg: 3fR"6"3 Min. Occupancy Load: 7.0 # of Stories: Z- k-ct-ACH—EP New Construction: Electric - # of Amps k< Fire Sprinkler Permit: Yes No 0 # of Heads APPROVALS: ZONING: 1 UTILITIES: ENGINEERING: M-r t- IDA-WI FIRE: COMMENTS: Ok to construct single family home with setbacks and impervious area shown on plan. 35. Z '19 imLo Well mtfon - C) CxR Plumbing - # of Fixtures ME Fire Alarm Permit: Yes No' WASTE WATER: BUILDING: & av SF (1447 Revised: June 30, 2015 Permit Application CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: / C Documented Construction Value: $ 150,000.00 Job Address: 3774 Night Heron Dr. Sanford 32771 (Lot 108) Historic District: Yes No Parcel ID: 17-20-31-502-0000-1080 Residential X Commercial Type of Work: New 0 Addition Alteration Repair Demo Change of Use Move Description of Work: Construction of new single family residence Plan Review Contact Person: Michelle Parkison 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: mparkisontc parksguarehomes.com Property Owner Information Phone: 407-529-3000 Resident of property? : No Contractor Information Name Park Square Homes/ Vishaal Gupta Street: 5200 Vineland Rd Suite 200 City, State Zip: Orlando, FL 32811 Name: Michael Thompson Street: PO Box 580937 City, St, Zip: Orlando, FL 32858 Bonding Company: Address: Phone: 407-529-3000 Fax: 407-529-3001 State License No.: CRC1330351 Architect/Engineer Information Phone: 407-734-1450 Fax: E-mail: dbec@engineer.com Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51D Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. La Signature of Owner/Agent Date Vishaal Gupta Print Owner/ WMA r.•:+ryv;;•,, MICHELLEPARKISON MY COMMISSION # FF 063452 EXPIRES: October 30, 2017 Bondod Thru Notary Public UndowMlom Owner/Agent is ersonally Known to Me or Produced ID Type of ID Signature of co tractor/Agent Date Vishaal Gupta Print Contractor ent s e ign ure of Notary -State of Florida Date MICHELLE PARKISON MY COMMISSION N FF 063452 EXPIRES: October 30, 2017 J;;:.'•°' Bmdod Thru NotaryPubUc UndowdIora Contrac or gent is ersonally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas[] Roof Construction Type: Total Sq Ft of Bldg: Occupancy Use: Flood Zone: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: COMMENTS: UTILITIES: / 04 i7 WASTEWATER: ENGINEERING: . FIRE: BUILDING: Revised: June 30, 2015 Permit Application I IIII11 IIIII illil IIIII tllli IIIII IIII IIII GRANT MALOYr SEMINOLE COUNTY CLERK OF CIRCUIT COURT L COMPTROLLER SK 9017 Ps 1556 (1Pss) CLERK'S 0 2017111086 RECORDED 11/02/2017 02:40:21 PM RECORDING FEES $10.00 RECORDED BY hdevore THIS INSTRUMENT PREPARED BY: Name: Michelle Brana Address: 5200 Vineland Road Suite 200 Orlando. Florida 32811 NOTICE OF COMMENCEMENT Permit Number. v Parcel ID Number. Z-%' 7-0 L The undersigned hereby gives notice that improvement Will be made to certain real property, and In accordance with Chapter 713, Florida Statutes, tire following Information Is provided In this Notice of Commencement. 1. DESCRIP ON OF PROPERTY: (Legal description of the property and street address If evatiabl 1 Lot&E Wyndham Preserve Plat Book 81 / Pages 93-102377NWdrbtfl'Pror.yp,Sanford, FL 32771 2. GENERAL DESCRIPTON OF IMPROVEMENT: Construction Of a new single famlly residence 3. OWNER INFORMATION OR LESSEE INFORMATION IF THE LESSEE CONTRACTED FOR THE IMPROVEMENT: Name end address, Park Square Enterprises LLC 5200 Vineland Rd Suite 200 Orlando FL 32811 Interest In property: -Fee Simple Fee Simple Title Holder of other than owner listed above) Name: Address, 4. CONTRACTOR: Name: Park Square Homes Phone Number. 407-529-3000 Address: 5200 Vineland Road Suite 200 Orlando, Florida 32811 S. SURETY Of 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: 1MOC3J Cincinnati, OH 45227 7. Persons within the State of Florida Designated by Owner upon whom notice or other documents may be served as provided by Section 71&13(1)(a)7., Florida Statutes. Name: Phone Number. Address: 8. In addition, Owner designates of to receive a copy of Ilse Uenors Notice as provided in Section 713.13(1)(b), Florida Statutes. Phone number. 6. Expiralion Date of Notice of Commencement (The expiration la 1 year from date of recording unless a diRererd date Is specilled) 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 6rVan oro mcr t.e mor OwWr w LawY (Pft rears ad ROHdr W'dwre T"Vew) tioemd0M=d0 CtWVNManeanpro state of / OII County of D The foregoing I tru ntwas ackn afore me this 0 day of OdP. t jL/7 by D Who Is personally known to me aR who has produced Identification O type of Identification produced: 7 ARLINA GALA GOEL MY COMMISSION *FF154106 EXPIRES December 14, 2018 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: 3774 Night Heron Drive Property Owner: Park Square Enterprises, LLC Parcel identification Number: 17-20-31-502-0000-1080 Phone Number: 407-529-3000 Email: The reason for the flood plain determination is: FEW 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 'R CIAL USE ON Y 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: 0 floodplain floodway The structure is in the: floodplain [:]floodway The structure is not in the: floodplain floodway If the subject property is determined to be flood zone 'A', the best available information used to determine the base flood elevation is: BP# 17-2924 Reviewed by: Michael Cash, CFM Date: October 9, 2017 Application for Paved Driveway, Sidewalk or F10141, Walkway Including Right -of -Way Use & O1;;D Landscaping in Right -of -Way www.sanfordfl.gov Department of Planning & Development Services 300 North Park Avenue, Sanford, Florida 32771 Phone:407.688.5140 Fax:407.688.5141 This permit authorizes work to be done on the subject property or in the City of Sanford's right-of-way in accordance with the City's regulations and the attached construction plans approved as part of this permit. The permit is required for driveway or ' sidewalk construction over 100 square feet of concrete or other material on the subject parcel and / or any construction of a driveway, walkway or landscape improvements within the city right-of-way. It does not approve any work within any other jurisdiction's right-of-way. All requested information below as well as a current survey, site plan or plat clearly identifying the K,,,, wwsbelow size and location of the existing right—of-way and use shall be provided or application could be delayed. CallbdweyouiI4 1. Project Location/Address: % 2. Proposed Activity: FZ 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 iUubm' ed Property Owner. Signatur q 1 11 Print Name: Vishaal Gupta Address: 5200 Vineland Rd Suite 200 Orlando, FL 32811 Phone: (407) 529-3135 Fax: Email: mparkison@parksquarehomes wm Date: Maintenance Responsibilities/Indemnification The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the improvement installed under this Agreement. This shall include maintenance of the improvement and unpaved portion of right-of-way adjacent thereto Requestor may, with written City authorization, remove said installation/improvement fully restoring the nght-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 right-of-way. I have read and u ders d the ove statement and by signing this application I agree to its terms. Signature: 1 Date: This permit shall be posted on the site during construction. Please call 407.688.5080 24 hours in advance to schedule a pre -pour inspection. Pre -pour Inspection by: Date: Application No: Reviewed: Public Works Utilities Approved: Engineering Site Inspected by: Special Permit Conditions: Official Use Only Fee: Date: Date, Date: Date- W - q — W 7 Date November 2015 ROW Use Dnveway.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): The specific permit and appli ation for work ocated at: Street Address) Expiration Date for This Limited Power of Attorney: License Holder Name: Vishaal Gupta State License Number: CRC1330351 Signature of License Holder: STATE OF FLORIDA COUNTY OF Orange 12/31/17 The foregoing instrument was acknowledged before me this. 2001 , by Vishaal Gupta to me or o who has produced identification and who did (did not) take an oath. Signature Notary Seal) Print or type name Notary Public - State of _ Commission No. My Commission Expires: Rev. 08.12) 4'—day of Qc,— , who is %personally known as A 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 lillll IIIII IIIII IIIII Illll illll 1111 IIII GRANT HALOY, SEMINOLE COUNTY CLERK OF CIRCUIT COURT i, COMPTROLLER RK 8965 F'95 144••Ii7 (4P9s) CLERK'S : 2017070.301 RECORDED 1j3/11Z/2017 09:40:53 AM DEED DOC: TAX 4.25,116.00 RECORDING FEES 135.50 TCORDED I'•Y hdevore SPACE ABOVE THIS LINE FOR RECORDING DATA] --- SPECIAL WARRANTY DEED THIS SPECIAL WARRANTY DEED is made and entered into as of the 2nd day of August, 2017, by and between BRISSON INVESTMENTS, LLC, a Florida limited liability company, whose post office address is 27 North 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/Page144 CFN#2017078301 Page 1 of 4 http://officialrecordsbv.seminoleclerk.org/BrowserView/ 8/24/2017 Page I of 1 IN WITNESS WHEREOF, Grantor has caused this Special Warranty Deed to be executed as of the day and year first above written. Signed, Sealed and Delivered in the Presence of: U Print Name-Sode era- (") . Pa?e Print Name: R, Travis Rentz STATE OF FLORIDA COUNTY OF ORANGE GRANTOR: BRISSON INVESTMENTS LLC, a Florida limited liability company By: (14. Ro'b6rt tkiss AuthoilRepresentative 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 R uDrw v saerrz Mr ComLOSSM 0 FF W485 EVRE&MVIA20MV6oidenwNelwvweudr.Yr. Notary Public, State of on Seal) Book8965/Page145 CFN#2017078301 Page 2 of 4 http://officialrecordsbv. seminoleclerk. orgBrowserV iew/ 8/24/2017 Page 1 of 1 Exhibit "A" Legal Description Lots 3, 4, 5, 8, 9, 13, 14, 15, 46, 47, 50, 51, 55, 56, 57, 58, 93, 94, 95, 99,100, 104, 105, 106, 107, 108, 112, 113, 114, 115, 139, 140, 141, 142, 143, 144, 149, 150, 155, 156, 157, 162, 163, 164, 179, 180, 210, 211, 212, 216, 217, 218, 219, 220, 221, 224, 225, 229, 230, 231, 237 and 238, Wyndham Preserve, according to the Plat thereof as recorded in Plat Book 81, Pages 93 through 102, inclusive, Public Records of Seminole County, Florida. Book8965/Page146 CFN#2017078301 Page 3 of 4 http://officialrecordsbv.seminoleclerk.orgBrowserView/ 8/24/2017 Page 1 of 1 Exhibit "B" Permitted Exceptions 1. Annexation Ordinance recorded October 13, 2005 in Book 5950, Page 1143. 2. City of Sanford Development Order No. 12-20 recorded August 16, 2012 in Book 7835, Page 76; re -recorded October 5, 2012 in Book 7870, Page 613; and corrected and recorded September 11, 2014 in Book 8330, Page 60. 3. Cooperation Agreement between Serengeti Properties, LLC, a Florida limited liability company and Brisson Investments LLC, a Florida limited liability company, recorded October 31, 2012 in Book 7889, Page 598 and Amendment to Cooperation Agreement recorded October 26, 2016 in Official Records Book 8793, Page 289. 4. Provisions of Wyndham Preserve, recorded in Plat Book 81, Pages 93 through 102, inclusive. 5. - Declaration and Dedication of Avigation Easement and Related Covenant and Agreements recorded May 17, 2017 in Book 8916, Page 1019. 6. Declaration of Covenants, Conditions, Easements and Restrictions for Wyndham Preserve recorded July 5, 2017 in Book 8947, Page 158. 7. Notice of Commencement recorded July 12, 2017 in Book 8951, Page 634 (as to Lot 112). 8. Notice of Commencement recorded July 12, 2017 in.Book 8951, Page 635 (as to Lot 113). 9. Notice of Commencement recorded July 12, 2017 in Book 8951, Page 636 (as to Lot 114). 10. Zoning, ordinances and/or restrictions and prohibitions imposed by governmental Authorities. Book8965/Pagel47 CFN#2017078301 Page 4 of 4 http://officialrecordsbv.seniinoleclerk.org/BrowserView/ 8/24/2017 1 .t 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 108 Wellington C RHG GamelloGar - W Builder Name: One Stop Cooling and Heating Street: 3774 Night Heron Dr Permit Office: Seminole City, State, Zip:Sanford , FL , Permit Number: 1 nSAIVr24DesignOwner: Park Square Homes Jurisdiction: y%09 Location: FL, Orlando County:: Seminole (Florida Climate Zone 2) 1. New construction or existing New (From Plans) 9. Wall Types (3301.7 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R-11.0 1575.00 ff2 b. Concrete Block - Int Insul, Exterior R=4.1 1437.30 ff2 3. Number of units, it multiple family 1 c. Frame - Wood, Adjacent R=11.0 289.33 W 4. Number of Bedrooms 5 d. N/A R= ft2 5. Is this a worst case? No 10. Ceiling Types (1906.0 sqft.) Insulation Area a. Under Attic (Vented) R=30.0 1906.00 tt2 6. Conditioned floor area above grade (ff2) 3279 b. N/A R= ft2 Conditioned floor area below grade (ft2) 0 c. N/A R= ft2 11. Ducts R ft2 7. Windows(297.6 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 655.8 a. U-Factor: Dbl, U=0.55 225.59 ff2 SHGC: SHGC=0.22 b. U-Factor: Dbl, U=0.58 48.00 ft2 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.25 a. Central Unit 47.0 SEER:16.00 c. U-Factor: Dbl, U-0.54 24.00 ft2 SHGC: SHGC=0.25 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a. Electric Heat Pump 45.5 HSPF:9.00 SHGC: Area Weighted Average Overhang Depth: 3.437 ft. Area Weighted Average SHGC: 0.227 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (3280.0 sqft.) Insulation Area EF: 0.900 a. Slab -On -Grade Edge Insulation R-0.0 1571.00 f12 b. Conservation features b. Floor Over Other Space R=0.0 1373.00 ft2 None c. other (see details) R= 336.00 ft2 15. Credits Pstat Glass/Floor Area: 0.091 Total Proposed Modified Loads: 86.55 PASSTotalBaselineLoads: 87.57 1 hereby certify that the plans and specifications covered by Review of the plans and VHE STgT this calculation are in compliance with the Florida Energy specifications covered by this Code. calculation indicates compliance Rafael Izquierdo°''""°"`°""'""'°°"°° o.m,rwarooaoro.vr with the Florida Ener Code. 9Y r'='" rrnr tti.• ., •- „ O PREPARED BY: Before construction is completed DATE: this building will be inspected for ce compliance with Section 553.908 I hereby certify that this buildi , as signed, isAcomplieFlorida Statutes. CwiththeFloridaEnergyCo OD WE OWNER/AGENT: BUILDING OFFICIAL: DATE: DATE: Compliance require certification by the/ahandler unit manufacturer that the air handler enclosure qualifies as certified factory -seal in accordance w403.2.2.1. 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. 9/8/2017 10:04 AM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 405-2014 PROJECT Title: Lot 108 Wellington C RHG Ga Bedrooms: 5 Address Type: Lot Information Building Type: User Conditioned Area: 3279 Lot # 108 Owner: Park Square Homes Total Stories: 2 Block/SubDivision: WP of Units: 1 Worst Case: No PlatBook: Builder Name: One Stop Cooling and Heatin Rotate Angle: 0 Street: 3774 Night Heron Dr Permit Office: Seminole Cross Ventilation: No County: Seminole Jurisdiction: .0 Jr,fDD Whole House Fan: No City, State, Zip: Sanford , Family Type: Single-family FL, New/Existing: New (From Plans) Comment: CLIMATE IECC Design Temp Int Design Temp Heating Design Daily Temp Design Location TMY Site Zone 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Orlando FL_ORLANDO INTL_AR 2 41 91 70 75 526 44 Medium BLOCKS Number Name Area Volume 1 Blockl 3279 29982.3 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 1st Floor 1571 14610.3 Yes 1 1 1 Yes Yes Yes 2 2nd Floor 1708 15372 No 5 4 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Raised Floor 2nd Floor ---- .... 25 ft2 11 0.29 0 0.71 2 Floor over Garage 2nd Floor ..-. ---- 311 f12 11 0.29 0 0.71 3 Slab-On-G rade Edge Insulatio 1st Floor 154 It 0 1571 f12 0.29 0 0.71 4 Floor Over Other Space 2nd Floor -.-- -.-. 1373 f12 0 0.29 0 0.71 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch V # Type Materials Area Area Color Absor. Tested Tested Insul. deg) 1 Hip Composition shingles 2132112 0112 Dark 0.9 N 0.9 No 0 26.6 ATTIC Type Ventilation Vent Ratio (1 in) Area FIBS IRCC 1 Full attic Vented 300 1906 ft2 N N 9/8/2017 10:04 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5 FORM R405-2014 CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) 1 st Floor 30 Blown 1906 ft2 0.1 Wood WALLS Adjacent Space Cavity Width Height Sheathing Framing Solar Below 1 N Exterior Frame - Wood 2nd Floor 11 47 6 9 0 427.5 ft2 0 0.25 0.8 0 2 N Exterior Concrete Block - Int Insul 1 st Floor 4.1 50 6 9 4 471.3 ft2 0 0 0.8 0 3 E Exterior Frame - Wood 2nd Floor 11 40 0 9 0 360.0 ft2 0 0.25 0.8 0 4 E Exterior Concrete Block - Int Insul 1 st Floor 4.1 40 0 9 4 373.3 ft2 0 0 0.8 0 5 S Exterior Frame - Wood 2nd Floor 11 47 6 9 0 427.5 W 0 0.25 0.8 0 6 S Exterior Concrete Block - Int Insul 1st Floor 4.1 43 6 9 4 406.0 ft2 0 0 0.8 0 7 W Exterior Frame - Wood 2nd Floor 11 40 0 9 0 360.0 1112 0 0.25 0.8 0 8 W Exterior Concrete Block - Int Insul 1st Floor 4.1 20 0 9 4 186.7 ft2 0 0 0.8 0 9 Garage Frame - Wood 1st Floor 11 31 0 9 4 289.3 ft2 0 0.25 0.8 0 DOORS Omt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 W Insulated 1st Floor None 39 3 8 24 ft2 2 Wood 1st Floor None 39 2 8 6 8 17.8W 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 0.54 0.25 3.0 ft2 1 ft 0 in 1 ft0 in Drapes/blinds None 2 e 3 Metal Low-E Double Yes 0.55 0.22 60.0 ft2 1 ft 0 in 1 ft0 in Drapes/blinds None 3 e 4 Metal Low-E Double Yes 0.55 0.22 32.7 ft2 1 ft 0 in 1 ft0 in Drapes/blinds None 4 e 4 Metal Low-E Double Yes 0.55 0.22 32.7 ft2 6 ft 8 in 1 ft 0 in Drapes/blinds None 5 e 4 Metal Low-E Double Yes 0.58 0.25 48.0 ft2 6 If 8 in 1 ft0 in Drapes/blinds None 6 s 5 Metal Low-E Double Yes 0.54 0.25 8.0 1112 1 ft0 in 1 ft0 in Drapes/blinds None 7 s 6 Metal Low-E Double Yes 0.54 0.25 4.3 ft2 1 ft 0 in 1 ft0 in Drapes/blinds None 8 s 6 Metal Low-E Double Yes 0.55 0.22 16.3 ft2 6 ft 7 in 1 ft0 in Drapes/blinds None 9 w 7 Metal Low-E Double Yes 0.55 0.22 6.0 ft2 1 ft0 in 1 ft0 in Drapes/blinds None 10 w 7 Metal Low-E Double Yes 0.55 0.22 45.0 ft2 1 ft0 in 1 ft0 in Drapes/blinds None 11 W 8 Metal Low-E Double Yes 0.54 0.25 8.7 112 10 ft 0 in 1 ft0 in Drapes/blinds None 12 W 8 Metal Low-E Double Yes 0.55 0.22 16. 4 ft2 1 ft 0 in 1 ft0 in Drapes/blinds None 13 W 8 Metal Low-E Double Yes 0.55 0.22 16.4 ft2 7 ft 0 in 1 If 0 in Drapes/blinds None 9/8/2017 10:04 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 5 FORM R405-2014 GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 382.8 ftz 384 ftz 54 ft 9.3 ft 1 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) 000407 3497.9 192.03 361.14 .3655 7 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump Split HSPF:9 45.5 kBtu/hr 1 sys#1 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 16 47 kBtu/hr 1410 cfm 0.75 1 sys#1 HOT WATER SYSTEM System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.9 50 gal 60.9 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Cert # Company Name Collector Storage System Model # Collector Model # Area Volume FEF None None ftz DUCTS v # Supply ---- Location R-Value Area Return ---- Air CFM 25 CFM25 Location Area Leakage Type Handler TOT OUT ON RLF HVAC # Heat Cool 1 Attic 6 655.8 ft Attic 163.95 Prop. Leak Free 2nd Floor --- cfm 98.4 cfm 0.03 0.50 1 1 9/8/2017 10:04 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 FORM R405-2014 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Coolin Jan He Jan Feb Feb Mar Mar Apr Apr MayMay Jun Jun Jul Jul AuAug SeSep Oct Oct Nov Nov Dec Dec Venting Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 9/8/2017 10:04 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 5 of 5 FORM R405-2014 Florida Department of Business and Professional Regulations Residential Whole Building Performance and Prescriptive Methods I ADDRESS: 3774 Night Heron or Permit Number: ISanford , FL , MANDATORY REQUIREMENTS See individual code sections for full details. 0 401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law Section 553.9085, Florida Statues) requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit. The building official shall 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. 0 R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.1 through R402.4.4. O R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. R402.4.1.1 Installation. The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance with the manufacturer's instructions and the criteria listed in Table 402.4.1.1, as applicable to the method of construction. Where required by the code official, an approved third party shall inspect all components and verity compliance. R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, and 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, it 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 cim 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 cim (0.944 Us) when tested in accordance with ASTM E 283 at a 1.57 psi (75 Pa) pressure differential. All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. 0 R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. 0 R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load. 0 R403.2.2 Sealing (Mandatory)AII ducts, air handlers, and filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts and plenum chambers, shall be constructed and sealed in accordance with Section C403.2.7.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria by post -construction or rough -in testing below. Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by either an energy rater certified in accordance with Section 553.99, Florida Statutes, or as authorized by Florida Statutes, to be "substantially leak free" by either of the following: 1. Post -construction test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. All register boots shall be taped or otherwise sealed during the test. 2. Rough -in test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25Pa) across the system, including the manufacturer's air handler enclosure. All registers shall be taped or otherwise sealed during the test. If the air handler is not installed at the time of the test, total leakage shall be less than or equal to 3 cfm 85 Umin) per 100 square feet (9.29 m2) of conditioned floor area. Exceptions: The total leakage test is not required for ducts and air handlers located entirely within the building envelope. 2. Duct testing is not mandatory for buildings complying by Section R405 of this code. 9/8/2017 10:04 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 1 of 3 1 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) 0 R403.2.3 Building Cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. 0 R403.3 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 1050F (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 3 1/2 inches (89 mm) in the hot water distribution line and cold water line located as close as possible to the storage tank. 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 (380C to 60•C). R403.4.4.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main bumer(s) of combustion types of service water heating systems to be turned off. 0 R403.4.4.2 Water heating equipment. Water heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida 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. 0 R403.6.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1. This code does not allow designer safety factors, provisions for future expansion or other factors which affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. R403.6.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load, but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.6, or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the equipment shall not be less than the calculated latent load. 9/8/2017 10:04 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 2 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) O R403.6.1.1 Cooling equipment capacity. (continued) The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacture's expanded performance data shall be used to select cooling -only equipment. This selection shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry bulb temperature for the load calculation (or entering water temperature for water -source equipment), the blower cfm provided by the expanded performance data, the design value for entering wet bulb temperature and the design value for entering dry bulb temperature. Design values for entering wet bulb and dry bulb temperature shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space. Exceptions: 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 bumers shall not be less than the design load calculated in accordance with Section 8403.6.1. O R403.6.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. 2. A variable capacity system sized for optimum performance during base load periods is utilized. O R403.7 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the Commercial Provisions in lieu of Section R403. Q R403.8 Snow melt system controls (Mandatory). Snow and ice -melting systems, supplied through energy service to the building, shall include automatic controls capable of shutting off the system when the pavement temperature is above 55°F, and no precipitation is failing 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 verity procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard. O R403.9.2 Time switches. Time switches or other control method that can automatically turn off and on heaters and pumps according to a preset schedule shall be installed on all heaters and pumps. Heaters, pumps and motors that have built in timers shall be deemed in compliance with this equipment. Exceptions: 1. Where public health standards require 24-hour pump operations. 2. Where pumps are required to operate solar- and waste -heat -recovery pool heating systems. 3. Where pumps are powered exclusively from on -site renewable generation. O R403.9.3 Covers. Heated swimming pools and inground permanently installed spas shall be equipped with a vapor -retardant cover on or at the water surface or a liquid cover or other means proven to reduce heat loss. Exception: Outdoor pools deriving over 70 percent of the energy for heating from site -recovered energy, such as a heat pump or solar energy source computed over an operating season. O RR404.1 Lighting equipment (Mandatory). A minimum of 75 percent of the lamps in permanently installed lighting fixtures shall be high -efficacy lamps or a minimum of 75 percent of permanently installed lighting fixtures shall contain only high efficacy lamps. Exception: Low -voltage lighting shall not be required to utilize high -efficacy lamps. O R404.1.1 Lighting equipment (Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights D 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. 9/8/2017 10:04 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* = 99 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 (112) 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. Floor Over Other Space c. other (see details) 3774 Night Heron Dr, Sanford, FL, '.3?'7» New (From Plans) 9. Wall Types Insulation Area Single-family a. Frame - Wood, Exterior Rut 1.0 1575.00 ft2 b. Concrete Block - Int Insul, Exterior R=4.1 1437.30 ff2 1 c. Frame - Wood, Adjacent R=11.0 289.33 ff2 5 d. N/A R= ft2 10. Ceiling Types Insulation Area No a. Under Attic (Vented) R=30.0 1906.00 ff2 3279 b. N/A R= ft2 c. N/A R= ff2 Area 11. Ducts R ft2 225.59 ff2 a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 655.8 48.00 ft2 12. Cooling systems kBtu/hr Efficiency 24.00 ft2 a. Central Unit 47.0 SEER:16.00 ft2 3.437 ff. 0.227 Insulation Area R=0.0 1571.00 1`12 R=0.0 1373.00 f12 R= 336.00112 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 nergy saving features which will be installed (or exceeded) in this home before final ins cti n. Otherwise, a new L Display Card will be completed dbasedoninstalledCoe c mpl' nt features. Builder Signature: / kBtu/hr Efficiency 45.5 HSPF:9.00 Cap: 50 gallons EF: 0.9 Pstat o,j-fl;E s41. r,r c - a Address of New HoCity/FL Zip:WE Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage ( EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638- 1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 9/ 8/2017 10:04 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 wrightsoW - Project Summary Entire House One Stop Cooling and Heating 7225 Sardsoove Cl SUte 1. W irler Park FL 32792 Phore: (407) 629 - 6920 Fax: (407) 629. 9307 Web: wwwOneSWpCoohrg oom Licerse: CAC032444 For: Park Square Homes 3774 Night Heron Dr, Sanford, FL Notes: Design Information Weather: Orlando Executive AP, FL, US Job: Lot 108 Wellington C RHG... Dale: 12-18-2014 By. MC/RI Winter Design Conditions Summer Design Conditions Outside db 44 OF Outside db 93 OF Inside db 70 OF Inside db 75 OF Design TD 25 OF Design TD 18 OF Daily range L Relative humidity 50 Moisture difference 45 grAb Heating Summary Sensible Cooling Equipment Load Sizing Structure 23214 Btuh Structure 25217 Btuh Ducts 5418 Btuh Ducts 9133 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 28632 Btuh Use manufacturer's data n Ratelswing multiplier 0.98 Infiltration Equipment sensible load 33525 Btuh Method Simplified Latent Cooling Equipment Load SizingConstructionqualitySemi -tight Fireplaces 0 Structure 3401 Btuh Ducts 14 CenI vent (0 cfm) 0 BB tuh HeatingCooling none) Area334763 Equipment latent load 4885 Btuh ume (ft3) 30583 30583 Air changes/ hour 0.25 Equiv. AVF 127 0.13 Equipment Total Load (Sen+Lat) Req. 38410 Btuh cfm) 66 total capacity at 0.75 SHR 3.7 ton Heating Equipment Summary Cooling Equipment Summary Make Trane Make Trane Trade TRANE Trade TRANE Model 4TWR6048H1 Cond 4TWR6048H1 AHRI ref 7563627 Coil TEM6AOD48H41++TDR AHRI ref 7563627 Efficiency 9 HSPF Efficiency 13.0 EER,16 SEER Heating input Sensible cooling 35250 Btuh Heating output 45500 Btuh @ 47°F Latent cooling 11750 Btuh Temperature rise 27 OF Total cooling 47000 Btuh Actual airflow 1567 cfm Actual airflow 1567 cfm Air flow factor 0.055 cfm/Btuh Air flow factor 0.046 cfm/Btuh Static pressure 0.50 in H2O Static pressure 0.50 in H2O ce thermostat Load sensible heat ratio 0.88 city balance point = 33 OF Backup: Input = 8 kW, Output = 28687 Btuh,100 AFUE Calculations approved byACCAto meet all requirements of Manual J 8th Ed. L * wrightsoft' 2on•sepo81oA2oo A Right- Sute® Uriversal 201717 023 RSU16202 Page 1 emptLot 108 W elhrgton C RHG GamelloGar - Wnp Calc - 1vu8 Horse faces: W wrightsoft' Right-JO Worksheet Job: Entire House Date: By - One Stop Cooling and Heating 7225 Sardscove CL Stile 1, Wirter Park FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629.9307 Web: wwwOneStopCoolirg c om Ucerse: CAOD32444 Lot 108 Wellington C RHG Ga... 12-18-2014 MC/RI 1 Room name Entire House FAMLY 2 Expo6 %%Wl 329.0 ft 14.0 D 3 Room heigN 9.1 A d 93 f1 heatboDI 4 Room dmensiorls 1.0 x 266.0 ft 5 Room area 33455 V 2660 W Ty Consinicion U-value Or HTM Area (fl) Load Area (W) Load number BWh4P•"F) BWhAF) a perimeter M BWh) or perimeler (D) BWh) Heat Cool Gross f4IP/S Heat Cod Gross WP/S Heat Cool 6 y 12B-09N 0.097 n 2.46 2.83 428 425 1046 1201 0 0 0 0 4A5.2Dm 13A-4os 0.540 0.143 n n 13.71 3.63 13.46 2.91 3 470 0_ 470 41 1705 40 1367 0 0 0 0 0 0 0 0 Ci W 11 VN L-C 12B-09N 4A5-2Dm 0.097 05% a a 2.46 1397 2.83 Z723 360 60 300 0 739 838 849 1634 0 0 0 0 0 0 0 0 13A-40s 4A5.2om 4A5-2Dm 0.143 O.550 0550 a a a 3,63 13S7 1397 Z91 2723 15.15 372 33 33 259 0 28 939 456 456 753 890 495 130 0 33 98 0 28 354 0 456 284 0 495TE 4A5-2omd 12B-Ow 05W 0.097 a s 14.73 Z46 21.04 293 48 428 27 420 707 1033 1010 1187 0 0 0 0 0 0 0 0y/ G 4A5-2om 13A-4os 4A5.2om 0540 0.143 0540 s s s 13.71 3.63 13.71 13.46 2.91 13.46 8 405 4 8 384 4 110 1394 59 108 1118 58 0 0 0 0 0 0 0 0 0 0 0 0 Vjl C 4A5.2om 05W s 13.97 13.19 16 16 228 216 0 0 0 0 l 12B-Osw 0.097 w 2.46 2.83 360 309 761 874 0 0 0 0 4A5-2Dm 4A5.2Dm 13A-4os O.5w 05W 0.143 w w w 1397 1327 3.63 2723 Z723 2,91 6 45 186 0 0 121 84 628 438 163 1225 351 0 0 0 0 0 0 0 0 0 0 0 0 F-C G 4A5-2Dm 4A5-2Dm 4A5-2om O.540 0550 05W w w w 13.71 1397 1397 14.85 2723 14A9 9 16 16 8 0 15 119 228 228 129 445 237 0 0 0 0 0 0 0 0 0 0 0 0 11 DO 12C- vv 11 DO 16B-30ad 0390 0.091 0" 0.032 w n 9.90 231 990 021 1231 1.52 1231 1.76 24 288 18 1911 24 270 18 1911 238 625 177 1553 295 410 220 3367 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 P C F 19A•Obap 02% 2,81 2.00 32 32 90 64 0 0 0 0 F 19C-19tsm 0.049 0.43 031 310 310 133 95 0 0 0 0 F V pm 1.180 29.96 0.00 15M 154 4614 0 266 14 419 0 6 c) AED exanson 0 106 Envelope losstan 19669 18799 1230 673 12 a) tr161tration 3545 1307 153 57 b) Room ventilation 0 0 0 0 13 k*malgain& Owipan5@ 230 7 1610 0 0 Applianoesbty 3500 750 Subtotal (lines 61D 13) 23214 25217 13841 1479 Lesselaemalload 0 0 0 0 Lesstransler 0 0 0 0 Redistnbution 0 0 104 91 14 Slblotal 23214 25217 1487 1570 Dud loads 1 23°/ 369/ 5418 9133 250 355/c 366 546 r Total room bad 1 28632 34349 1853 2117 Air required (dm) 1 1567 1567 101 97 Calculations approved by ACCA to meet all requirements of Manual J ft Ed. A - Fk wrightsofC 2017 Sep 061 FLgN-SUIsOUriversal201717023 RSU16202 page I emptol 108 WellirgtonC RHG GamelloGar - W np Calc = M16 Horse faces 1N wrightsoftRight-JO Worksheet Job: Entire House Date: BY One Stop Cooling and Heating 7225 Sardscove Cl. Sule t, Wirter Park FL 32792 Phore: (407) 629 - 6920 Fax (407) 629 - 9307 Web: wwwOreSlopCoolirg.com Ucerse: CAC032444 Lot 108 Wellington C RHG Ga... 12- 18.2014 MC/ RI 1 Room name Krr LDRY 2 Exposed well 14D A 65 A 3 Room height 93 A heaUDool 93 A heatbool 4 5 Room dmensons Room area 1. 0 x 179.0 A 179. 0 IF 1. 0 x 705 A 705 W Ty Cons>nxfon U-value Or HTM Area (tF) Load Area (I) Load number BWh*-n Bbih" or perimeter (A) BWh) or permeler (A) Bluh) Heat Cod Gross N/P/S Heat Cod Gross NIPS Heal Cool 6 4il C 12B- 09w 0.097 n 246 2.83 0 0 0 0 0 0 0 0 4A5- 2Dm 0.540 n 13.71 13.46 0 0 0 0 0 0 0 0 W 13A-4ocs 0.143 n 3.63 2.91 130 130 473 379 60 60 220 176 12B- 09w 0.097 a 2.46 2.83 0 0 0 0 0 0 0 0 11 4A5-2um 0550 a 1397 2723 0 0 0_ 0 0 0 0 0 0. 143 a 3.63 2.91 0 0 0 0 0 0 0 0 TE 13A- 4ocs 4A5. 2Dm 0550 a 1397 2723 0 0 0 0 0 0 0 0 4A5. 20m 05W a 1397 15.15 0 0 0 0 0 0 0 0 05- 20md 05M a 14.73 21.04 0 0 0 0 0 0 0 0 yJ 12B-091v 0.097 s Z46 2.83 0 0 0 0 0 0 0 0 4A5. 2Dm 0.540 s 13.71 13.46 0 0 0 0 0 0 0 0 G13A• 4ocs 0.143 s 3.63 2.91 0 0 0 0 0 0 0 0 4A5. 2Dm 0S40 s 13.71 13.46 0 0 0 0 0 0 0 0 4A5. 2Dm 0550 s 1397 13.19 0 0 0 0 0 0 0 0 V 12B-Osxv 0.097 w 2.46 2.83 0 0 0 0 0 0 0 0 4A5. 2om 05W w 1397 27M 0 0 0 0 0 0 0 0 l(;; 4A5.2om 0550 w 1397 2723 0_ 0 0 0 0 0 0 0 13A- 4o s 0.143 w 3.63 2.91 0 0 0 0 0 0 0 0 4A5- 2om 0S40 w 13.71 14.85 0 0 0 0 0 0 0 0 4A5. 2om 4A5- 2om 0. 5W 0550 w w 1397 1397 2723 14. 49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 DO 12C- 09N 11DO 1613- 30ad 0390 0. 091 0390 0. 032 w n 9. 90 231 990 0. 81 1231 152 1231 1. 76 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 P C F 19A-Obscp . 0295 281 2.00 0 0 0 0 0 0 0 0 F 19C-19csw 0.049 0.43 031 0 0 0 0 0 0 0 0 F 22A-pm 1.180 2996 0.00 179 14 419 0 71 7 195 0 6 c) AED excursion 110 47 Envelope lossrgain 892 269 414 129 12 a) In iltrafion 153 57 71 26 b) Room venlilatlon 0 0 0 0 13 hemalgair& Occupants@ 230 0 0 0 0 ApplW= s/o w 1200 500 Subtotal ( lines6 b 13) 1046 1526 486 655 Less extemalload 0 0 0 0 Lessrarder 0 0 0 0 Redisfibulion 0 0 104 91 14 SUblolal 1046 1526 589 746 25°/ 35°/ 257 531 25% 35°/145 260 r15Dudloads Totalroombed 1303 2057 734 1006 Air required (dm) 71 94 40 46 Calculations approved bvACCAto meet all requirements of Manua) J ft Ed. A wrightsoft- RigWSuteSUrfversaf 201717.023 RSU16202 2017-Sep-081 022M AlcempcLol 108 W ellirgion C RHG GamelloGar - W.np Calc ° NU8 House faces: W Page 2 wrightsoft' Right-J® Worksheet Entire House One Stop Cooling and Heating Job: Lot 108 Wellington C RHG Ga... Date: 12-18-2014 By- MC/RI 7225 Sardscove Q. Stile 1, Wirter Park FL 32792 Phore: (407) 629 - 6920 Fax: (407) 629. 9307 Web: wwwOreStopCoolirg.com License: CA0032444 1 Room name FOYER P.D( 2 Exposed wall 6.0 ff 31 A Il 3 Room height 93 fl heatbool 93 B heaVcool 4 5 Room dmensions Room area 1.0 x 1103 It 1103 tF 13.0 x 14A It 1820 tF Ty Construction U-value Or HTM Area (tF) Load Area (It) Load number BhjhIF Iq BWh" or perimeter (11) BAih) or perimeter (D) Bluh) Heat Cool Gross NIPIS Heat Cool Gross NIP/5 Heat Cool 6 W 1213-09w 0.097 n 246 2.83 0 0 0 0 0 0 0 0 Ci W 4A5.2Dm 13A-4ocs 0.5Q 0.143 n n 13.71 3.63 13.46 2.91 0 0 0- 0 0 0 0 0 0 121 0 121 0 439 0 352 y/ 12B-0%N 0,097 a 2.46 2.83 0 0 0 0 0 0 0 0 11 1_f; 4A5.2om 0550 a 1397 2723 0 0 0 0 0 0 0 0 13A-4ocs 0.143 a 3.63 2.91 0 0 0 0 0 0 0 0 4A5-2Dm 0550 a 1397 2723 0 0 0 0 0 0 0 0GT4A5.2om 0550 a 1397 15.15 0 0 0 0 0 0 0 0 4A5.2omd 05W a 14.73 21.04 0 0 0 0 0 0 0 0GG t_.r4A5.2om 12B-09w 0.097 s 2.46 2M 0 0 0 0 0 0 0 0 0.540 5 13.71 13.46 0 0 0 0 0 0 0 0 13A-4os 0.143 s 3.63 2.91 0 0 0 0 37 37 135 108 4A5.2Dm 0.540 s 13.71 13.46 0 0 0 0 0 0 0 0 4A5-2Dm 0.550 s 1397 13.19 0 0_ 0_ 0 0 0 0 0 v l I-{ 1213-0sw 0.097 w 2.46 2M 0 0 0 0 0 0 0 0 4A5.2Dm 0550 w 1397 2723 0 0 0 0 0 0 0 0 G 05-2om 13A-4os 0550 0.143 w w 1397 3.63 2723 2.91 0 56 0 23 0 84 0 67 0- 130 0 98 0 354 0 254 4A5-2Dm 4A5.2an 4A5-2om 0540 0550 05W w w w 13.71 13.97 13.97 14.85 2723 14A9 9 0 0 8 0 0 119 0 0 129 0 0 0 16 16 0 0 15 0 228 228 0 445 237 11 DO 12C-09w 11D0 03% 0.091 0390 w n 9.90 231 990 1231 152 1231 24 88 0 24 88 0 238 204 0 295 134 0 0 0 0 0 0 0 0 0 0 0 0 0 P C 16B-30ad 0.032 OBI 1.76 0 0 0 0 52 52 42 92 F 19A-ObsW 0295 2,81 2.00 0 0 0 0 0 0 0 0 F 19C-19csw 0.049 0.43 031 0 110 0 0 0 0_ 0 0 0 F 22A-1pm 1.180 2996 0.00 6 180 0 182 31 929 0 6 c) AED excursion 130 347 Envelope loss/gain 824 756 2356 1864 12 a) Infiltration 66 24 340 125 b) Room ventilation 0 0 0 0 13 Internal gains: O= parrt @ 230 0 0 0 0 Appliances/o0w 0 150 Subtotal (lines 6ID 13) 890 780 26% 2140 Less external load 0 0 0 0 Lew transfer 0 0 0 0 Redislribution 890 780 326 2% 14 Subtotal 0 0 3022 24M 15 Duty loads 25% 35°/ 0 0 259/6 35% 743 844 Total room bad 0 0 3765 3270 Air required (dm) 0 0 206 149 Calculations approved bYACCA to meet all requirements of Manual J 8th Ed. wrightsofC 2017-Sep 081 RrgH-Stite®Uriversal201717.023 RSU16202 Pagee emp'Lol108 WellirgtonC RHG GamelloGar- W.rup Calc- NUB Home laces: W wrightsott• Right-J® Worksheet Job: Entire House Date: One Stop Cooling and Heating BY 7225 Sardscove CI Sate 1, Wirier Park, FL 32792 Phone: (407) 629 - 6920 Fax (407) 629. 9307 Web: wwwOneStopCoolirg oom Ucerse: CA0032444 Lot 108 Wellington C RHG Ga... 12-18-2014 MC/RI 1 Room name RAN CAFE 2 Exposed wall 0 8 23.0 4 3 Room height 93 A heaUcool 93 A heat/cool 4 5 Room dimensions Room area 5.0 x 45 tl 225 W 10.0 x 13D tl 130.0 iR Ty Cortstilydion U-value Or HTM Area (W) Load Area (W) Load number Bbrw.Fl Bluh" or perimeter (D) Bluh) or perimeter (D) Bluh) Heat Cod Gross N/P/S Heat Cool Gross NIPS Heat Cool 6 1q/ tI-G 12B-Osw 0.097 n 246 2.83 0 0 0 0 0 0 0 0 4A5-2Dm 0540 n 13.71 13.46 0 0 0 0 0 0 0 0 W 13A-4ocs 0.143 n 3.63 2.91 0 0 0 0 93 93 338 271 yI L-G 12B*w 0.097 a 2A6 2.83 0 0 0 0 0 0 0 0 11 4A5.2Dm MW a 13.97 2723 0 0 0 0 0 0 0 0 G 13A-40r5 0.143 a 3.63 2.91 0 0 0 0 121 73 265 212 4A5-2Dm 0550 a 13.97 2723 0 0 0 0 0 0 0 0 4A5-2Dm 0550 a 1397 15.15 0 0 0 0 0 0 0 0 4A5.2Dmd _ 0.580 a 14.73 21.04 0 0 0 0 48 27 707 1010 12121-09w 0.097 s 2.46 2.83 0 0 0 0 0 0 0 0 4A5.2om 0540 s 13.71 13.46 0 0 0 0 0 0 0 0 1q/ 13A-4ors 0.143 s 3.63 2.91 0 0 0 0 0 0 0 0 4A5.2Dm OS40 s 13.71 13.46 0 0 0 0 0 0 0 0 L_CC 4A5-2om _ 0550 s 13.97 13.19 0 0 0 0 0 0 0 0 12B•09w 0.097 w 2.46 2.83 0 0 0 0 0 0 0 0 4A5.20m 05% w 1397 2723 0 0 0 0 0 0 0 0 4A5.2DM 05W w 1397 2723 0 0 0 0 0 0 0 0 0.143 w 3.63 2.91 0 0 0 0 0 0 0 0 4A5.2Dm 0540 w 13.71 14.85 0 0 0 0 0 0 0 0ti13A- 4ocs 4A5.2Dm 4A5.2Dm 0550 0,550 w w 13.97 1327 2723 14.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 DO 12C-0sw 11DO 16B-30ad 03W 0.091 03W 0.032 w n 990 231 990 O81 1231 1.52 1231 1.76 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 PII __ r--D C F 19A-Obup 0295 2.81 2.00 0 0 0 0 0 0 0 0 F 19C•190= 0.049 0.43 031 0 0 0 0 0 0 0 0 F 22A-tpm 1.180 29.96 0.00 23 0 0 0 130 23 689 0 6 c) AED excursion 0 106 Envelope loss(gain 0 0 1998 1386 12 a) Infiltration 0 0 252 93 b) Room ventilation 0 0 0 0 13 Internal gains OcOjMtU@ 230 0 0 0 0 Applianossbther 0 0 Subk)W(lines 6ID13) 0 0 2251 1479 Less extemalIDW 0 0 0 0 Lesstranstler 0 0 0 0 Redistribufion 208 182 0 0 14 Sublotal 208 182 2251 1479 15 Duri loads 25°/ 35°/ 51 63 25°/ 35°/ 554 515 Total room load 259 245 2804 1994 Air required (dm) 14 11 153 91 Calculations approved bvACCAto meet all requirements of Manual J 8th Ed. MOOA- wrightsoft- Right-SuteOUnversal 201717.023 RSU16202 2017 Sep-081 Page 4 emptlot 108 Welfirgton C RHG GamelloGar - W np Calc = M38 FIDuse faces: W wrightsofr Right-J® Worksheet Entire House One Stop Cooling and Heating Job: Lot 108 Wellington C RHG Ga... Date: 12-18-2014 By: MC/RI 7225 Sardscove CL SUte 1, Wirter Park FL 32792 Phone. (407) 629 - 6920 Fax: (407) 629 - 9307 Web. wwwOreStopCoolirg com License: CAOD32444 1 Room name BED2 BTH2 2 Exposed wall 375 It 55 If 3 Room height 93 1t heaftol 93 It heatbool 4 Room dmensions 1 D x 2065 II 55 x 9.0 tl 5 Room area 206.5 fF 495 fF Ty Consirucbon U-value Or HTM Area (fly Load Area (fF) Load number BGuhA In Buuh*) or perimeler (D) Bbh) or perimeter (11) Bluh) Heat Cool Gross NIPS Heat Cool Gross NIPS Heal Cool 6 W/ L-G 12B-09N 0.097 n 2.46 2.83 0 0 0 0 0 0 0 0 4A5-2om 0.540 n 13.71 13.46 0 0_ 0 0 0 0 0 0 W 13A-4ocs 0.143 n 3.63 2.91 65 65 236 190 0 0 0 0 1q/ 128-09N 0.097 a 2.46 2.83 0 0 0 0 0 0 0 0 1 i I_C; 4AS-2Dm 05W a 1397 2723 0 0 0_ 0- 0_ 0_ 0 0 TE 13A-400s 4AS2om 0- 9W0550 e a 363 13.97 722723 1333 88 0 456456 890890 0 0 0 0 0 0 0 0 4A5-2Dm 0550 a 13.97 15.15 0 0 0 0 0 0 0 0 4A5.2omd 05M a 1473 21.04 0 0 0 0 0 0 0 0 y/ 1--G 12B-Osw 0.097 s 2.46 2.83 0 0 0 0 0 0 0 0 4A5.2om 0540 s 13.71 13.46 0 0 0 0 0 0 0- 0 W/ 13A4ocs 0.143 s 3.63 2.91 163 163 591 474 51 47 170 136 4A5-2Dm 0540 s 13.71 13.46 0 0 0 0 4 4 59 58 4A5.2om 0550 s 13.97 13.19 0 0 0_ 0 0 0 0 0 Val C 12B-09N 0.097 w 2.46 2.83 0 0 0 0 0 0 0 0 4A5.2an 0550 w 1397 2723 0 0 0 0 0 0 0 0 mil' 4A5.20n 05W w 1397 2723 0 0 0 0 0 0 0 0 13A-40CS 0.143 w 3S3 2.91 0 0 0 0 0 0 0 0 4A5.2om 0540 w 13.71 14.85 0 0 0 0 0 0 0 0 4A5-2Dm 4A5.2om 05W 05W w w 13.97 13.97 2723 14.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 DO 12C-09w 11D0 16B-30ad 0" 0.091 0390 0.032 w n 990 231 990 Obl 12.31 1.52 12.31 1.76 0 0 0 91 0 0 0 91 0 0 0 74 0 0 0 160 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 P C F 19A-Obup - 0295 2,81 2.00 0 0 0_ 0 0 0 0 0 F_ 19C-19csw 0.049 0.43 031 0 0 0- 0 0 0 0 0 F - 22A-Ipm - - _ 1.180 2996 0.00 207 38 1124 0 50 6 165 0 6 c) AED excursion 14 15 Envelope lossigam 2802 1984 394 180 12 a) Infiltration 411 152 60 22 b) Room ventilation 0 0 0 0 13 Infernal gains: Occupant@ 230 1 230 0 0 Appliancesblher 0 0 Subtotal(lines 6ID13) 3213 2366 455 202 Less ebemalload 0 0 0 0 Lesstransfer 0 0 0 0 Redislribubon 0 0 0 0 14 SubIDW 3213 2366 455 202 15 Dud loads 25% 35°/ 790 823 259/ 359/6 112 70 Total room load 4003 3189 566 273 Air required (don) 219 145 1 31 12 Calculations approved byACCAto meet all requirements of Manual J ft Ed. wrightso2017-Sep-0810,02,00 ft' RigN-SUIeVUriversal 201717.023 RSU16202 C& Page 5 emptot 108 Wellington C RHG GamelloGar - W.np Calc = NUB Hose faces: W wrightsoft• Right-J® Worksheet Entire House One Stop Cooling and Heating Job: Lot 108 Wellington C RHG Ga... Date: 12-18-2014 By- MC/RI 7225 Sardscove Cl. Sine 1, Winter Park FL 32792 Phore: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOneSlopCoolirg oom License, CAC032444 1 Room name DROP STRi 2 Exposed wall 0 tl 0 A 3 Room height 93 f1 heattool 93 11 heaftol 4 5 Room dimensions Room area 5.0 x 65 11 325 W 75 x 9.5 It 713 tF Ty Construction U-value Or HTM Area (tF) Load Area OF) Load number BUhW-*9 BUMF) or padmeer (it) BUh) or perimeter (fl) BUh) Heat Cod Gross N/Pi5 Heat Cool Gross NIPS Heat Cool 6 W/ 12121-09vv 0.097 n 2.46 2.83 0 0 0 0 0 0 0 0 C 4A5.2om 0.540 n 13.71 13.46 0_ 0 0 0 0 0 0 0 W 13A-4oCs 0.143 n 3.63 2.91 0 0 0 0 0 0 0 0 1q/ 12B-Osw 0.097 a 2.46 2.83 0 0 0 0 0 0 0 0 11 f-C 4A5•2om 05W a 13.97 2723 0 0 0 0 0_ 0 0 0 13A-4ocs 0143 a 3.63 2.91 0 0 0 0 0 0 0 0 4A5.2om 0S50 a 13.97 2723 0 0 0 0 0 0 0 0G r-GG 4A5.2om 0.550 a 1327 15.15 0 0 0 0 0 0 0 0 4A5-2omd 05W a 14.73 21.04 0 0 0 0 0 0 0 0 y/ l-C 12&Osw 0.097 s 2.46 2.83 0 0 0 0 0 0 0 0 4A5-2Dm 0540 s 13.71 13.46 0 0 0 0 0 0 0 0 y/ 13A-4ocs 0.143 s 3.63 2.91 0 0 0 0 0 0 0 0 4A5-2om 0540 s 13.71 13,46 0 0 0 0 0 0 0 0 4A5-2om 0.550 s 1397 13.19 0 0 0 0 0_ 0 0 0 yl 12B-09N OD97 w 2.46 2.83 0 0 0 0 0 0 0 0 4A5-2Dm 05% w 1397 2723 0 0 0 0 0 0 0 0 4A5.2om 13A•4oCs 0550 0.143 w w 1327 3.63 2723 2.91 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5-2Dm 0540 w 13.71 14 85 0 0 0 0 0 0 0 0 4A5.2Dm 4A5.2om 0550 0550 w w 1397 1397 2723 14.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 DO 12C-Oav 11 DO 03% 0.091 0390 w n 9.90 231 990 1231 152 1231 0 60 18 0 43 18 0 98 177 0 65 220 0 0 0 0 0 0 0 0 0 0 0 0 P C 168.30ad 0.032 0.81 1.76 0 0 0 0 0 0 0 0 F 19A-Obmp 0295 2$1 2.00 0 0 0 0 0 0 0 0 F 19C-19usw 0.049 0.43 031 0 0 0 0 0 0 0 0 F 22A-1pm 1.180 2996 0.00 33 0 0 0 71 0 0 0 6 c) AED excursion 19 0 Envelope lossIgain 275 265 0 0 12 a) Infiltration 0 0 0 0 b) Room venblabon 0 0 0 0 13 inlemal gains: Ocwpaft @ 230 0 0 0 0 Appliaivestther 0 0 Subidal(lines 6ID13) 275 265 0 0 Less external load 0 0 0 0 Lew transfer 0 0 0 0 Redrsbibubon 148 130 0 0 14 Subtotal 424 395 0 0 15 Dud loads 25°/ 35°/ 104 138 259/6 35% 0 0 Total room bad 528 533 0 0 Air required (dm) 29 24 0 0 Calculations approved byACCAto meet all requirements of Manual J"Ed. ACC. +- wrightsoft' 2017•Sep-08100200 Right-SUle®Uriversal 2017 17 023 RSU16202 Page 6 emp%ol 108 W ellirgion C RHG GamelloGar - W.rnp Calc = M1B House laces W wrightsofr Right-J® Worksheet Entire House One Stop Cooling and Heating Jab: Lot 108 Wellington C RHG Ga... Data: 12-18-2014 By: MC/RI 7225 Sardseove Cl. Suite 1. Wirter Park FL 32792 Phore- (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOreftpCoolirg corn License: CA0032444 1 Room name HALL1 BEN 2 Exposed wall 0 A 275 A 3 Room height 93 11 heaVtool 9.0 It heaVcool 4 5 Room dimensions Room area 1.0 x 43.0 A 43Z IF 15.0 x 125 A 1875 fF Ty Construction m U-value BWhW-n Or HTM BWh" Area(tF) orperimeeler (A) Load Bdh) or perimeter (A) Bvh) Heat Cool Gross N/P/S Heat Cod Cross N/P/s Heat Cool 6 W/ 12B•Osw 40.5-2om 13A-4ocs 0.097 0540 0.143 n n n 2.46 13.71 3.63 2.83 13.46 221 0 0 0 0 0 0 0 0 0 0 0 0 135 0 0 135 0 0 333 0 0 382 0 0 L-C W 1 1 tL_C 12Bsw -O 4A5-2om 0.097 0 550 a a 2.46 13.97 2.83 2723 0 0 0 0 0 0 0 0 113 15 98 0 240 209 276 408 13A4ocs 4A5-2om 4A5.2om 0.143 05W 04w a a a 3.63 1397 1397 291 2723 15.15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5.2omd 1213-09N 05M 0.097 a s 14.73 Z46 21.04 2.83 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5.2Dm 13A-4ocs 4A5-2om 0540 0.143 0,540 s s s 13.71 3.63 13.71 13.46 2.91 13.46 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Wl G 4A5-2om 12B-Osw 0.550 0.097 s w 13.97 2.46 13.19 2.83 0_ 0 0 0 0_ 0 0 0 0 0 0 0 0 0 0 0 4A5.2cm 4A5.2cm 13A-4ocs 0550 0550 0.143 w w w 1397 1397 3.63 2723 2723 2.91 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5.2om 4A5-2om 4A5.2om 0540 0.5W 0550 w w w 13.71 13.97 1397 14.85 2723 14.49 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 11 DO 16B-30ad 03W 0.091 0390 0.032 w n 9.90 231 9.90 0181 1231 1.52 12.31 1.76 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0._ 0 0 188 0 0 0 188 0 0 0 152 0 0 0 33D P C F 19AVoup 0295 2.81 2.00 0 0 0 0 0 0 0 0 F 19C•19a= 0.049 0.43 031 0 0 0 0 0_ 0 0 0 F 22A-pm 1.180 2996 0.00 43 0 0 0 0 0 0 0 6 c) AED excursion 0 38 Envelope lossrgain 0 0 935 1359 12 a) Infiltration 0 0 292 108 b) Room %ertlabon 0 0 0 0 13 Internal gains Occupants@ 230 0 0 1 230 Appliancesotw 0 0 Scbblal (hnles61D 13) 0 0 1226 1696 Len eAemalload 0 0 0 0 Less transfer 0 0 0 0 Rediatiibution 0 0 11 22 14 Stbbial 0 0 1237 1719 15 Dud loads 25°/ 35°/ 0 0 21% 379/ 263 644 Total room bad 0 0 1501 2M3 Air required (dm) 0 0 1 1 82 108 Calculations approved bvACCA to meet all requirements of Manual J 8th Ed. A wrightsoft' 2017•Sep 08 t Right-SuteOLhversal 201717 023 RSU16202 Page emp)Lol 108 WellirglonC RHG GamelloGar - Krup Calc - KM House laces: W wrightsoft..,-.;.. - Right-J®Worksheet Entire House One Stop Cooling and Heating Job: Lot 108 Wellington C RHG Ga... , Date: 12-18-2014 By. MC/RI 7225 Sardscove CI Sure 1, Wirter Park FL 32792 Phore: (407) 629.6920 Fax. (407) 629.9307 Web wwwOreStopCoolirg com License: CAC032444 1 Room name GAME BEDS 2 3 Exposed wall Room height 145It 9A It heatbool 28.011 9.0 N heall000l 4 5 Room dimensions Room area 18.0 x 145 fl 261.0 tF 15.0 x 13.0 It 195.0 fF Ty Construction U-value Or HTM Area (1) Load Area (fly Load number BWhrI n Btiih or perimeter (11) BWh) or perimeter (I) Btuh) Heat Cool Gross MP/S Heat Cool Gross WP/S Heat Cool 6 1q/ C 12&Osw 0.097 n 2.46 2.83 0 0 0 0 0 0 0 0 4p5-2Dm 13A-4otss 0540 0.143 n n 13.71 3.63 13.46 2.91 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0W 11 W/ L__a 128-Osw 4A5.20m _ 0.097 0550 a a 2.46 1397 2.83 2723 131 30 101 0 248 419 284 817 117 15 102 0 251 209 289 408 TE 13A-4ocs 4A5.2om 0.143 05W a a 3.63 1397 2.91 2723 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5.2om 05W a 13.97 15.15 0 0 0 0 0 0 0 0 y/ Y-G 4A5-2Dmd _ 12B-09v 05M 0.097 a s 14,73 2.46 21.04 2.83 0 0 0 0 0 0 0 0 0 135 0 135 0 333 0 382 4A5-2orn 13A•4ocs 4A5.2om 0540 0.143 0540 s s s 13.71 3.63 13.71 13.46 2.91 13,46 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 y/ 4A5.2Dm 0550 s 1397 13.19 0 0 0 0 0 0 0 0 128-09w 0.097 w 2.46 Z83 0 0 0 0 0 0 0 0 4A5.2Dm 4A5-2Dm 13A-4ocs 05W 0550 0.143 w w w 1397 1397 3.63 2723 2723 2.91 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05.2Dm 4A5.2Dm 4A5.2Dm 0.540 0550 0550 w w w 13.71 1327 1327 14.85 2723 14.49 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-0ew 11 DO 1613-30ad 19A-Obscp 0" 0.091 0390 0.002 0295 w n 990 231 990 0181 2,81 12.31 1.52 1231 1.76 2.00 0 0 0 261 0 0 0 0 261 0 0 0 0 212 0 0 0 0 460 0 0 0 0 195 0 0 0 0 195 0 0 0 0 158 0 0 0 0 344 0 PI C F F F 19C•19c9m 22A-pm 0049 1.180 0.43 2996 031 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6 c) AED exwrsion 12 40 Envelope lossfgain 879 1549 952 1383 12 a) tilliltration 154 57 297 110 b) Room ventilation 0 0 0 0 13 Internal gains ODaipants@ 230 0 0 1 230 AppliancestOw 900 0 Subtotal(lines 6ID13) 1032 2506 1249 1722 Lew external bad 0 0 0 0 Lessvarsfer Redistribution 0 48 0 93 0 0 0 0 14 Subtotal 1081 2599 1249 t 722 15 Dud loads 211/ 371/ 230 974 21^/ 371/ 2% 646 Total room bad 1311 3573 1514 2368 Air required (dm) 721 163 83 108 Calculations approved bvACCAto meet all requirements of Manual J 8th Ed. AMolFwrightsC Right-SUL-OUriversal201717.023 RSU16202 2017 Sep 081 8Page emp'Lot 108 Wellington C RHG GamelloGar - W rtp Calc - M1B House taces: W 9 wrightsoft• Right-JO Worksheet Job: Entire House Date: One Stop Cooling and Heating BY 7225 Sardscove CL SUte 1, W irter Park FL 32792 Phone (407) 629 - 6920 Fax. (407) 629 - 9307 Web: wwwOneSlopCoolirg com Licerse CA0032444 LAA 108 Wellington C RHG Ga... 12-18-2014 MC/RI 1 Room name STR2 WIC4 2 Exposed wall 0 fl 55 A 3 Room height 9.0 fl heaUD)ol 9.0 A heaftd 4 5 Room dimensions Room area 1 A x 633 If 633 fF 55 x 65 If 358 ff Ty Condon U-value or HTM Area (tF) Load Area (t) Load number BluhV-q Bluh" or perimeter M BWh) or perimeter M Bluh) Heal Cool Gross NIPS Heal Cool Gross NIPIS Heat Cool 6 W/ 1213-09N OA97 n 2.46 2,83 0 0 0 0 50 50 122 140 G 4A5-2om 0.540 n 13.71 13.46 0 0 0 0 0 0 0 0 W 13A-4ocs 0.143 n 3.63 2.91 0 0 0 0 0 0 0 0 1q/ 128-0sw 0.097 a 2A6 2.83 0 0 0 0 0 0 0 0 11 I_C 4A5.2om 0.550 a 1327 Z723 0- 0 0 0 0 0 0 0 13A-4ocs 0.143 a 3.63 2,91 0 0 0 0 0 0 0 0 G 4A5.2om O5W a 1327 2723 0 0 0 0 0 0 0 0 4A5-2om O5w a 13.97 15.15 0 0 0 0 0 0 0 0 v r 12B-air 4A5.2omd 05W OD97 e s 14,73 Z46 21.04 2.83 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5.2om 13A-4ors 0540 0.143 s s 13.71 3.63 13,46 2.91 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 01q! 4AS-2om OS40 s 13.71 13.46 0 0 0 0 0 0 0 0 4A5.2om 12B-09N 0.550 0.097 s w 13"97 2.46 13.19 2.83 0 0 0_ 0 0 0 0_ 0 0 0 0 0 0 0 0 0 4A5-2om 05W w 13.97 2723 0 0 0 0 0 0 0 0 4A5-2om 0550 w 13.97 Z723 0 0 0 0 0 0 0 0 13A-40cs 0.143 w 3.63 2.91 0 0 0 0 0 0 0 0 4A5-2Dm 4A5-2om 4A5-2Dm 0.540 05W 0550 w w w 13.71 13.97 13.97 14,85 2723 14.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11D0 12C-09N 11D0 16B-30ad 03M 0.091 0390 0.032 w n 9.90 231 9.90 0B1 1231 152 1231 1.76 0 0 0 63 0_ 0 0 63 0 0 0- 51 0 0 0 111 0 0 0 36 0 0 0 36 0 0 0 29 0 0 0 63 P C F 19A-Obscn 0295 281 2.00 0 0 0 0 0 0 0 0 F 19C-19csm 0049 043 031 0 0 0 0 0 0 0 0 F.-- 22A-tpm 1.180 29,96 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 7 15 Envelope loss/gan 51 104 151 188 12 a) Infiltration 0 0 58 22 b) Room verbtaton 0 0 0 0 13 Internal gains Occuparlts@ 230 0 0 0 0 Applianoesbthar 0 0 Subtotal pines 6 b 13) 51 104 209 209 Lem exlemal bad 0 0 0 0 Lessbansfer 0 0 0 0 Redisbibution 51 104 10 21 14 Subbtal 0 0 219 230 15 Duct loads 121% 371/ 0 0 21% 379/ 47 86 Total room load 0 0 266 316 Air required (dim) 0 0 15 14 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft- Rgh-SUte®Uriversal201717 023 RSU16202 2017 Sep-081002,.00 Pape 9 emplLol 108 WellirglonC RHG GamelloGar - W.nq Calc - IA)B House faces: W b- wrighttsoft• Right-J® Worksheet Job: Entire House Date: One Stop Cooling and Heating By: 7225 Sardscove Cl. Sine 1. Wirier Park FL 32792 Phone (407) 629. 6920 Fax. (407) 629. 9307 Web' wwwOneStopCoobrgoDm Licerse' CAOD32444 Lot 108 Wellington C RHG Ga... , 12.18-2014 MC/RI 1 Room name LIN 2 Exposed well 0 h 35 It 3 Room height 9.0 fl heaV=l 9.0 R heaUbool 4 5 Room dimensions Room area 55 x 6.0 ft 33D fF 35 x 65 n 222 fF Ty Conduction U-value Or HTM Area (fF) Load Area OF) Load number BUAWLI) BtiuWltz) or perimebr (II) BRA) or perimeter (II) BWh) Heal Cool Gross NIPS Heal Cool Gross NIPS Heat Cool 6 1q/ t 12B-09w 0097 n' Z46 2.83 0 0 0 0 32 32 78 89 4A5-20m 0.540 n 13.71 13.46 0 0 0 0 0 0 0 0 W 13A-4ors 0.143 n 3.63 2.91 0 0 0 0 0_ 0 0_ 0 11 VP/ L_C 12B-Obw 4A5.20m 0097 0550 a a 2.46 13V 2.83 2723 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13A-4ocs 0143 a 3.63 2.91 0 0 0 0 0 0 0 0 TE 4A5.2orn OS% a 13.97 2723 0 0 0 0 0 0 0 0 4A5.2orn 05W a 13.97 15.15 0 0 0 0 0 0 0 0 4A5.2Dmd 0.580 a 14.73 21.04 0 0 0 0 0 0 0 0 128.0sw 0.097 s Z46 2.83 0 0 0 0 0 0 0 0 4A5.2om O-w s 13.71 13.46 0 0 0 0 0 0 0 0 13A-4ocs 0.143 s 3.63 2.91 0 0 0 0 0 0 0 0 4A5.2Dm 0540 s 13.71 13.46 0 0 0 0 0 0 0 0 4A5.2om 12B-Osw 0.550 0.097 s w 13.97 2A6 1319 2.83 0 0 0 0 0_ 0 0 0 0_ 0 0 0 0 0 0 0 4A5.20m 05W w 13.97 27M 0 0 0 0 0 0 0 0 4A5.2om 0550 w 13.97 2723 0 0 0 0 0 0 0 0 13A-4ocs 0143 w 3.63 2.91 0 0 0 0 0 0 0 0 4A5.2Dm 0540 w 13.71 14.85 0 0 0 0 0 0 0 0 4A5.2om 4A5.2om OS% 05W w w 13.97 13.97 2723 1449 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 DO 12C-09N 11 DO 169.30ad 0390 0.091 03W 0.032 w n 9.90 231 9.90 0.81 1231 1.52 1231 1.76 0 0 0 33 0 0 0 33 0 0 0 27 0 0 0 58 0 0 0 23 0 0 0 23 0 0 0 18 0 0 0 40 P C F 19A-Obetp 0295 2.81 2.00 0 0 0 0 0 0 0 0 F 19C-19a= 0.049 0.43 031 0 0 0 0 0 0 0 0 F 22A-%)m 1.180 29.96 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 4 10 Envelope loss/gain 27 54 96 120 12 a) Infiltration 0 0 37 14 b) Room ventilation 0 0 0 0 13 Ilemalgains: Omipards@ 230 0 0 0 0 Appliancesbther 0 0 Subtotal (lines 6ID 13) 27 54 133 133 Lessexfernal bad 0 0 0 0 Less transfer 0 0 0 0 Redistnbution 27 54 10 18 14 Subtotal 0 0 143 151 151 Dud loads 1219/ 379/6 0 0 21°/ 379/ 30 57 Total room load 0 0 174 2011 Air required (dm) 0 0 1 10 9 Calculations approved by ACCA to meet all requirements of Manua) J 8th Ed. A Ad-wrightsoft- Righ-SUMPUriversal 2017 17 023 RSU16202 2017-Sep-08 P ge:10 emp\Lol 108 Wellirgion C RHG GarrelloGar - W.nq Calc = K* House faces W wrightsofft- Right-J® Worksheet Job: Entire House Date: One Stop Cooling and Heating By: 7225 Sardsco%e CL Suite 1, Wirter Park FL 32792 Phone: (407) 629. 6920 Fax: (407) 629. 9307 Web: wwwOneStopCoolirg com Ucerse: CA0032444 Lot 108 Wellington C RHG Ga... 12-18-2014 MC/RI 1 Room name TOD BTH3 2 Exposed well 6A ft 0 ft 3 Room Wglll 9.0 ft heatbool 9.0 ft heaUbool 4 5 Room dmerlsorls Room area 6.0 x 8.0 ft 48.0 fF 6.0 x 6.0 ft 36.0 W Ty Conshdn nu BbjhW--F) Bb hNF) or perime ter (D) Bluh) Ioad oreaperim r (ft) Load Bbrh) Heat Cool Gross NIPS Heat Cool Gross NIPS Heat Cool 6 W/ 1213-09w 0.097 n 2.46 223 54 51 126 144 0 0 0 0 C 4P5-20m 13A- 4ors 0S40 0. 143 n n 13. 71 3. 63 13. 46 221 3 0 0 0 41 0 40 0 0 0 0 0 0 0 0 0 Wy/ 1213-09w 0.097 a 246 2,83 0 0 0 0 0 0 0 0 11 I-C 4A5.2om 05W a 1397 2723 0 0 0 0 0 0 0 0 4A5- 2om 0. 143 05Wa a 3.63 1397 2. 91 2723 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TE13A- 4ocs 4A5- 2om 05W a 1397 15.15 0 0 0 0 0 0 0 0 05- 2omd 0.580 a 14.73 21.04 0 0 0 0 0 0 0 0 y! I-- G 12B- 0sw 0.097 s 2.46 2.83 0 0 0 0 0 0 0 0 4A5. 2om 0.540 s 13.71 13.46 0 0 0 0 0 0 0 0 13A- 4ors 0.143 s 3.63 2.91 0 0 0 0 0 0 0 0 4A5- 2om 0.540 s 13.71 13.46 0 0 0 0 0 0 0 0 4A5. 20m Osw s 1397 13.19 0_ 0_ 0 0 0 0 0 0 1213- Osw 0.097 w 2.46 2.83 0 0 0 0 0 0 0 0 4A5- 2om 0.550 w 1397 2723 0 0 0 0 0 0 0 0 4A5. 2Dm OSW w 1397 Z723 0 0 0 0 0 0 0 0 13A4= 0.143 w 3.63 2.91 0 0 0 0 0 0 0 0 4A5. 20m 4A5. 20m 4A5. 2om 0. 540 05W 05W w w w 13. 71 1327 1397 14. 85 Z723 MA9 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- Osw 11 DO 03% 0091 0390 w n 990 231 9. 90 1231 1. 52 1231 0 0 0 0 0 0 0 0 0 0_ 0 0 0 0 0 0_ 0 0 0 0 0 0 0 0 P C 16121•30ad 0.032 0$1 1.76 48 48 39 85 36 36 29 63 F 19A-Obap 0295 2.81 2.00 0 0 0 0 0 0 0_ 0 F 19C-19rsw 0.049 0.43 031 0 0 0 0 0 0 0 0 F 22A-Ipm 1.180 2996 0.00 0 0 0 0 0 0 0_ 0 6 c) AED excursion 20 4 Envelope losstgain 206 250 29 59 12 a) hhhra§on 64 23 0 0 b) Room enblabon 0 0 0 0 13 Internal gains: Cmipants@ 230 0 0 0 0 Appliarc bluer 0 0 Subtotal ( lines 6 b 13) 269 273 29 59 Lewexlemal bad 0 0 0 0 Lestransler 0 0 0 0 Redisbibubon 4 8 35 61 14 Subtotal 274 281 64 120 15 Dud loads 1 21% 37"/- 58 105 21% 379/ 14 45 Total room load 332 316 78 165 Air required (dm) 18 18 4 8 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. At& P wtrightso2017•Sep-081 ft- Right-SUL- OUriversal2017 17.023 RSU16202 Page11 empllot 108 Wellirgton C RNG GamelloGar. W rw Calc = NUB Hose taces: W wright:sofr Right-JO.Worksheet Entire House One Stop Cooling and Heating Job: Lot 108 Wellington C RHG Ga... ; Data: 12-18-2014 By- MUM 7225 Sardscove CI. Suite 1. Winter Part, A. 32792 Ptone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web' wwwOneStopCoolirg oom Uoerce: CA0032444 1 Room name WIC3 BED3 2 E>:osed well 12D 4 215 D 3 Room height 9A A heatknol 9.0 0 heakool 4 5 Room dmensore Room area 55 x 65 h 35B tR 135 x 135 tl 1823 W Ty Construmon U-value Or HTM Area (t) Load Area (fF) Load number BbjhW- F) I or Perimeter (ft) Btiuh) or perimeter (11) Btiuh) Heat Cod Grass NIPS Heat Cod Gross N/P/S Heat Cool 6 WI C 12B-09v 0.097 n 2.46 2.83 50 50 122 140 72 72 177 204 4A5-2an 13A4ots 0540 0.143 n n 13.71 3.63 13.46 2.91 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0W W 12B-056v 0.097 a 2.46 2.83 0 0 0 0 0 0 0 0 11 I-f; 4A5.2om 0550 e_ 1397 2723 0 0 0 0 0 0 0 0 G 13A4ocs 4A5.2orn 0.143 OS50 a a 3.63 13.97 2.91 2723 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5.2om 05W a 13.97 15.15 0 0 0 0 0 0 0 0 4A5.2omd 0580 a 14.73 21.04 0 0 0 0 0 0 0 0 t12B-09w 0.097 s 2.46 2.83 0 0 0 0 0 0 0 0 4A5.2Dm 13A•4ocs 0.540 0.143 s s 13.71 3.63 13.46 2.91 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 G 19/ 4A5.2om O.540 s 13.71 13.46 0 0 0 0 0 0 0 0 L^ 4A5.2om 128-09N 0.5W 0.097 s w 1397 2.46 13.19 2.83 0 59 0 53 0 129 0 148 0 122 0 107 0 262 0 301 4A5.2om 4A5.2om 13A•4ocs 0550 0550 0.143 w w w 1397 1397 3.63 Z723 Z723 2.91 6 0 0 0 0 0 84 0 0 163 0 0 0 15 0 0 0 0 0 209 0 0 408 0 4A5.2om 4A5.2om 4A5.2om 0540 05W 0550 w w w 13.71 1397 1397 14.85 Z723 14A9 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 1210-09v 11 DO 1613-30ad 0390 0.091 0390 0.032 w n 9.90 231 990 091 12.31 1.52 1231 1.76 0 0 0 36 0 0 0 36 0 0 0 29 0 0 0 63 0 0 0 182 0 0 0 182 0 0 0 148 0 0 0 321 P C F 19A-0bap _ 0295 2.81 2.00 0 0 0 0 24 24 68 48 F 19C-19cas 0.049 0.43 031 0 0 0 0 0 0 0 0 F 22A-lpm 1.180 29.96 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 29 59 Envelope loss/gain 364 544 865 1341 12 a) In6ltralion 127 47 228 84 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants@ 230 0 0 1 230 Apptiarlcimbtller 0 0 Subtotal (lines 6ID 13) 491 591 1093 1655 Lesse4ama load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 19 33 14 SubloW 491 591 1112 1688 15 Dud loads 121% 379/ 105 221 21% 379/ 236 633 Tolal room load 596 812 1348 2321 Air required (dm) 33 37 174 106 Calculations approved bYACCA to meet all requirements of Manual J 8th Ed. wrightsc ft- 2017-Sep-0810A200AIMRight-Sute®UNversal 201717.023 RSU16202 Page 12 emplLot 108 W ellirgton C RH(3 GamelloGar • W.np Calc - M16 House laces: W wrightsoft' Right-J® Worksheet Entire House One Stop Cooling and Heating Job: Lot 108 Wellington C RHG Ga... Date: 12-18-2014 By: MC/RI 7225 Sardscove CL Sute 1, Wirier Park FL 32792 Phone: (407) 629.6920 Fax: (407) 629 - 9307 Web: wwwOreStopCoolirg.com License, CA0032444 1 Room name NEED WALL 2 Exposed wall 37.5 A 6A 0 3 Room height 9.0 A heaVcool 9.0 If heatbool 4 Room dimensions 1 D x 2875 0 6.0 x 6.0 n 5 Room area 2875 V 36.0 W Ty Construction U•value Or HTM Area (fly Load Area (if) Load number BWhAi -9 BbrW or perimeter (4) Bhuh) or perimeter M Bb1h) Heat Cool Goss NIP/S Heat Cool Gross N/P/S Heat Cool 6 12B-Osw 0.091 n 2.46 2.83 36 36 89 1U2 0 0 0 0 4A5.2om 13A-4ors 0.540 0.143 n n 13.71 3.63 13.46 2-91 0 0 0 0 0 0 0 0 0 0 0_ 0 0 0 0 0W 11 y! I-C 1213-09N 4A5.2om 0097 0550 a a 2.46 13.97 2.83 2723 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13A-4ocs 0.143 a 3.63 2.91 0 0 0 0 0 0 0 0 G 4A5.2om O550 a 13.97 2723 0 0 0 0 0 0 0 0 4A5.2Dm O5W a 13.97 15.15 0 0 0 0 0 0 0 0 4A5.2omd 0.5W a 14.73 21.04 0_ 0. 0 0 0 0 0 0 y/ I--G 12B-Osw 0.097 s 2-46 2.83 122 122 299 344 54 54 133 153 4A5.2om 13A-4ocs O.540 0.143 s s 13.71 3.63 13.46 2.91 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0w/ 4A5.2om 0.540 s 13.71 13.46 0 0 0 0 0 0 0 0 4A5.2om 1213•O9w 0.5W 0.097 s w 1327 246 13.19 2.83 0 180 0 150 0 369 0 424 0 0 0._ 0 0 0 0 0 4A5.2om O550 w 1397 2723 0 0 0 0 0 0 0 0 4A5.2om O550 w 1327 2723 30 0 419 817 0 0 0 0 13A•4ocs 0.143 w 3.63 2.91 0 0 0 0 0 0 0 0 4A5.2om 0.540 w 13.71 14.85 0 0 0 0 0 0 0 0 4A5-2om 4A5.2om O5W 0.5W w w 1397 1397 2723 14A9 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 DO 12C-Osw 11 D0 16B-30ad 0390 0.091 0390 0.032 w n 990 231 990 OB1 1231 1.52 1231 1.76 0. 0 0 288 0 0 0 288 0 0 0 234 0 0 0 507 0 0 0 36 0, 0 0 36 0 0 0 29 0 0 0 63 P C F 19A- 02% 281 2.00 0 0 0 0 0 0 0 0 F 19C-19= 0.049 0.43 031 283 283 122 87 9 9 4 3 F 22A-Ipm 1.180 29.96 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 138 16 Envelope loss(gam 1532 2418 166 203 12 a) Infiltration 398 147 64 23 b) Room eenblation 0 0 0 0 13 Internal gains OccuparrIs@ 230 2 460 0 0 Applianow"wer 0 0 SublDlal(lines61 13) 1930 3025 230 226 Less exterrWload 0 0 0 0 Les Warder 0 0 0 0 Redistribution 91 101 230 226 14 Subtotal 2021 3126 0 0 15 Dud loads 21%1 430 1172 21% 379% 0 0 Total room load 2451 4298 0 0 Air required (dm) 134 196 1 1 0 0 Calculations approved bvACCAto meet all requirements of Manual J 8th Ed. 13A wrightsoft, RigN-Sute®Unversa1201717023RSU16202 2017-Sep-0B ge.,13 empVal 108 WellirgtonC RHG GamelloGar- W nq Calc = lAJ8 Horse faces: W wrightsoftRight-J® Worksheet Job: Lot 108 Wellington C RHG Ga... , Entire House Date: 12-18-2014 One Stop Cooling and Heating By: MC/RI 7225 Sardscove 0 Sule 1, W irter Park FL 32792 Phone: (407) 629.6920 Fax. (407) 629 - 9307 Web: wwwOr eStopCoolirg.com License CA0032444 1 Room name N"IC N1r01 2 Exposed wall 0 It 0 n 3 Room height 9.0 n heatbool 9.0 n heatbool 4 5 Room dmensrons Room area 1. 0 x 99.0 n 99. 0 w 7. 0 x 35 It 24. 5 tF Ty CoraWon U-value Or HTM Area (ifs Load Area (W) Load number Bbuh4 *g Bbthlnx) or perimeter (n) Bbuh) or penmeler M Bbuh) Heal Cod Gross N/P/S Heal Cool Gross NIPlS Heal Cool 6 VII C 12B- 09N 0.097 n 2.46 2.83 0 0 0 0 0 0 0 0 4A5- 2Dm 0.540 n 13.71 13.46 0 0 0 0 0 0 0 0 W 13A-4ocs 0.143 n 3.63 2.91 0 0 0 0 0 0 0 0 11 1q/ t- f 12B- 09N 4A5. 2Dm 0097 0550 a e 2. 46 13. 97 2. 83 2723 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13A- 4o s 0143 a 3.63 2.91 0 0 0 0 0 0 0 0 4A5. 2om OS50 a 1327 2723 0 0 0 0 0 0 0 0 GTGG4A5.2om 05W a 13.97 15.15 0 0 0 0 0 0 0 0 4A5. 2Dmd 0.5W a 1473 21.04 0 0 0 0 0 0 0 0 y/ I-- G 12& Osw 0.097 s 2.46 2.83 0 0 0 0 0 0 0 0 4A5. 2om 0.540 s 13.71 13.46 0 0 0 0 0 0 0 0 w/ 13A-4ocs 0.143 s 363 2.91 0 0 0 0 0 0 0 0 4A5. 2Dm 0540 s 1371 13.46 0 0 0 0 0 0 0 0 I G 1 I--{ 4A5. 2Dm 12B- 09w 0S50 0. 097 s w 1397 2. 46 13. 19 2. 83 0 0 0 0 0 0 0 0 0_ 0 0 0 0 0 0 0 4A5. 2Dm 0S50 w 1397 2723 0 0 0 0 0 0 0 0 4A5. 2om 13A- 40cs 05W 0. 143 w w 1397 3. 63 2723 2. 91 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5- 2Dm 4A5. 2om 4A5. 2om 0. 540 0. 5W 0. 550 w w w 13. 71 13. 97 1397 14. 85 2723 1449 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 11DO 16B- 30ad 03W 0. 091 039D 0. 032 w n 9. 90 231 990 0. 81 1231 1. 52 1231 1. 76 0_ 0 0 99 0 0 0 99 0 0 0 80 0 0 0 174 0 0 0 25 0 0 0 25 0 0 0 20 0 0 0 43 P11 __ L---D C F 19A-Obsoa 0295 Z81 2.00 0 0 0 0 0 0 0 0 F 19C-19csw 0.049 0.43 031 18 18 8 5 0 0 0 0 F 22A-pxn _ 1.180 2996 0.00 0_ 0 0 0 0 0 0 0 6 c) AED excursion 12 3 Emoelope loss/gain 88 168 20 40 12 a) Infiltrabon 0 0 0 0 b) Room ventilation 0 0 0 0 13 bdemalgains: 0c0jwls@ 230 0 0 0 0 Appliances/ olher 0 0 SubidalPines 6ID13) 88 168 20 40 Less eAemal load 0 0 0 0 Lestran9er 0 0 0 0 Redismbubon 108 134 12 24 14 Subtotal 196 302 32 65 15 Dud loads I 21%l 42 113 21% 379/ 7 24 Total room load 237 415 39 89 Air required ( dm) 13 19 1 2 4 Calculations approved byACCA to meet all requirements of Manua) J 8th Ed. AC = Ad- wrightsoft' 2017-Sep-0810A200 RigN-Sule® Uriversal 201717.023 RSU16202 Page 14 errp\Lol 108 W ellirglon C RHG GamelloGar - W n p Calc = M418 House faces: W wrightsoft Right-J® Worksheet Entire House One Stop Cooling and Heating Job: Lot 108 Wellington C RHG Ga... Date: 12-18-2014 By. MC/RI 7225 Sardscove Cl. Suite 1. Winter Park FL 32792 Phone. (407) 629 - 6920 Fax: (407) 629. 9307 Web- wwwOreStDpCoolirg com Ucense: CA0032444 1 Room name KSTH HALL2 2 Exposed wall 13.0 f1 0 11 3 Room height 9A 11 heaftol 9A 11 heaftol 4 5 Room dimensions Room area 1.0 x 1045 11 1045 IF 1.0 x 1163 11 1163 1F Ty Construction U-value Or HTM Area (W) Load Area (1F) Load number BUhW-*F) BWh" or perimeter (Il) BNh) or perimeter (D) BWh) Heat Cod Gross NIPS Heat Cod Gross N/P/S Heat Cool 6 W/ 12&09w 0.097 n 2.46 2.83 0 0 0 0 0 0 0 0 G W 4A5.2orn 13A-4ors 0S40 0.143 n n 13.71 3.63 13.46 2.91 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 y/ 12B-0sw 0097 a 2.46 2.83 0 0 0 0 0 0 0 0 11 I_C; 4A5.2om O-R% a 1397 27M 0 0 0. 0 0 0 0 0 TE 13A-4oc s 4A5.2om 0.143 0550 a a 3.63 13.97 2.91 2723 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5.2om 0S50 a 13a7 15.15 0 0 0 0 0 0 0 0 4A5.2omd _ OS80 a 14.73 21.04 0 0 0 0 0 0 0 0 y/ 1213-09w 0.097 s 2.46 2.83 117 109 268 308 0 0 0 0 4A5-2Dm 13A-4ocs 0S40 0.143 s s 13.71 3.63 13.46 2.91 8 0 8 0 110 0 108 0 0 0 0 0 0 0 0 0Vjl 4A5.2orn 0S40 s 13.71 13.46 0 0 0 0 0 0 0 0 1Q h--G 4A5.2om 12B-Osw 0.550 0.097 s w 1327 2.46 13.19 2.83 0 0 0 0 0 0 0_ 0 0 0 0 0 0 0 0 0 4A5.20m 0-%0 w 13.97 2723 0 0 0 0 0 0 0 0 G 4A5.2Dm 13A-4ocs 0.5W O.143 w w 1327 3.63 2723 2.91 0 0 0 0 0 0 0 0 0 0 0_ 0 0 0 0 0 4A5.2om 4A5.20m 4A5.2om 0S40 0.550 05W w w w 13.71 13.97 1327 14.85 2723 1449 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-09v 11DO 0390 0.091 0390 w n. 9.90 231 9-90 1231 1.52 1231 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 P C 16B-30ad 0.032 OB1 1.76 105 105 85 184 116 116 94 205 F 19A-Obsoa 0295 2.81 2.00 0 0 0 0 8 8 23 16 F 19C-19mw 0.049 0.43 031 0 0 0 0 0 0 0 0 F 22A-Ipm 1.180 29.96 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 44 15 Envelope loss/gain 463 556 117 206 12 a) tr161tration 138 51 0 0 b) Room ventilation 0 0 0 0 13 hemalgains Ocapant@r 230 0 0 0 0 ApplianDesbt r 0 0 Subtotal (lines 6 b 13) 601 607 117 206 Lessextemal bad 0 0 0 0 Lessrarder 0 0 0 0 Redistribution 77 75 117 206 14 Subtotal 678 683 0 0 Dud loads 1 21% 371/ 144 256 21% 379/ 0 0 r Total room bad 822 939 0 0 Air required (dm) 45 43 1 0 0 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. A - FP-wrightsoft' FUgh-Scite®Uriversal201717.023 RSU16202 2017 Sep-08 Page-15 emp%Lot 10B W ellirgt0n C RHG GamelloGar - W.np Calc - NUB House faces W wrightsofe . Right-J® Worksheet Job: Entire House Date: One Stop Cooling and Heating By: 7225 Sardscove CL SUla 1, Wirter Park FL 32792 Ptore: (407) 629 - 6920 Fax: (407) 629. 9307 Web: wwwOreStopCoofirg com Uoerse CA0032444 Lot 108 Wellington C RHG Ga... , 12-18-2014 MC/RI 1 Room name GAfvE1 2 Exposed wall 165 D 3 Room height 93 fl heaUmol 4 5 Room dimensions Room area 165 x 13.0 fl 2145 fF Ty Cons h don U-value Or HTM Area (IF) Load Area Load number BWMF--9 Bfuh" or perimeler (fl) BWh) or perimeler Heal Cod Gross wP/S Heal Cod Grow NIPS Heal Cool 6 W/ 1213-09N OD97 n 2.46 283 0 0 0 0 4A5.2om 0540 n 13.71 13.46 0 0 0 0 W 13A-4ors 0.143 n 3.63 221 0 0 0 0 1213-09w 0.097 a 2.46 283 0 0 0 0 11 4A5.2Om 0550 a 1327 2723 0 0 0 0 G 13A-4ors 0.143 a 3.63 221 0 0 0 0 4A5.2Dm O5M a 13.97 2723 0 0 0 0 4A5.2Dm 05M a 1327 15.15 0 0 0 0 4A5.2Dmd 0580 a 14.73 21.04 0 0 0 0 y/ G 12B-09w OA97 s 2.46 283 0 0 0 0 4A5.2Dm 0540 s 13.71 13.46 0 0 0 0 1q/ I-CCi 13A-4ocs 0.143 s 3.63 221 153 137 498 399 4A5.2Dm 0540 s 13.71 13.46 0 0 0 0 4A5.2om 0550 s 13.97 13.19 16 16 228 216 Vy 12B-09w OA97 w 2.46 283 0 0 0 0 4A5.2Dm 0550 w 13.97 2723 0 0 0 0 4A5.2Dm _ 13A-4ocs O5M 0.143 w w 1327 3.63 2723 2.91 0 0 0 0 0 0 0 0 4A5.2om 4A5.2om 4A5.2am 0540 05W 05W w w w 13.71 13.97 1327 1485 2723 14A9 0 0 0 0 0 0 0 0 0 0 0 0 11 DO 12C-09w 11 DO 0390 0.091 0390 w n 9.90 231 9.90 1231 152 1231 0 140 0 0 140 0 0 322 0 0 211 0 P C 168-30ad 0.032 081 1.76 0 0 0 0 F 19A-0bap 0295 281 2.00 0 0 0 0 F 19C-19c= 0.049 0.43 031 0 0 0 0 F 22A-fpm 1.180 29.96 0.00 215 17 494 0 6 c) AED excursion 75 Ernelopelossrgain 1543 751 12 a) Infilbafion 181 67 b) Room vetfilabon 0 0 13 Inlemalgairtr Oauparlts@ 230 1 230 Applianoesbfw 0 subtotal (lines 6 b 13) 1724 1048 Lem ea rnalload 0 0 Lesstrarufer 0 0 Redisbibubon 0 0 14 Sub1oW 1724 1048 15 Dud loads 1 250% 35°/ 424 365 ToW room load 2t48 1412 Air required (dm) 118 64 Calculations approved by ACCA to meet all requirements of Manual J 8ttf Ed. wrightsoft- Right-Sute®lbiversal201717.023FSU16202 2017-Sep-0811ODeA0 AM . emplLot 108 W ellirgion C RHG GameeoGar - W.np Calc = Wrs U8Hoefaces: W Duct System SJob: Loa 108 Wellington C RHG... Wrlghtsoft• Y Summary 7ryDate: _12-18-2014 Entire House BY MC/RI One Stop Cooling and Heating 7225 Sardscove CL Sute 1, W irter Park FL 32792 PFore: (407) 629.6920 Fax: (407) 629.9307 Web: wwwOne topCoolirg.wm License: CAC032444 For: Park Square Homes 3774 Night Heron Dr, Sanford, FL External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 0. 50 in H2O 0. 16 in H2O 0. 34 in H2O 0227/ 0.113 in H2O 0. 096 in/100ft 1567 cfm 355 ft Cooling 0. 50 in H2O 0. 16 in H2O 0. 34 in H2O 0. 227 / 0.113 in H2O 0. 096 in/1001t 1567 cfm Name Design Btuh) Htg Cfm) Clg Cim) Design FR Diam in) H x W in) Duct Mat Actual Ln ( ft) Ftg. Egv Ln ( ft) Trunk BED2 h 4003 219 145 0.154 8.0 Ox 0 VIFx 32.7 115.0 sl2 BEDS C 2321 74 106 0.183 60 Ox 0 VIFx 19.3 105.0 st1 BED4 C 2363 82 108 0.172 6.0 Ox 0 VIFx 22.0 110.0 st1 BEDS c 2368 83 108 0.112 60 Ox 0 VIFx 58.6 145.0 st3 BTM2 h 566 31 12 0.160 4.0 Ox 0 VIFx 26.6 115.0 st2 BT} 0 c 165 4 8 0.191 4.0 Ox 0 VIFx 13.9 105.0 sit CAFE h 2804 153 91 0.110 8.0 Ox 0 VIFx 60.7 145.0 s14 DROP h 528 29 24 0.109 4.0 Ox 0 VIFx 58.7 150.0 s14 FAMILY h 1853 101 97 0.114 7.0 Ox 0 VIFx 49.1 150.0 s14 FLEX h 3765 206 149 0.108 8.0 Ox 0 VIFx 65.6 145.0 s14 GAME C 3573 72 163 0.109 7.0 Ox 0 VIFx 57.6 150.0 st3 GAME1 h 2148 118 64 0.150 6.0 Ox 0 VIFx 362 115.0 sl2 Krr C 2057 71 94 0.115 6.0 Ox 0 VIFx 47.7 150.0 s14 LDR' C 1006 40 46 0.109 4.0 Ox 0 VIFx 58.7 150.0 s14 LIN C 174 10 9 0.194 4.0 Ox 0 VIFx 12.0 105.0 sill BED C 2149 67 98 0.114 5.0 Ox 0 VIFx 53.4 145.0 st3 MBED- A C 2149 67 98 0.114 5.0 Ox 0 VIFx 53.4 145.0 s13 METH h 822 45 43 0.116 4.0 Ox 0 VIFx 50.4 145.0 s13 MT01 C 89 2 4 0.117 4.0 Ox 0 VIFx 49.2 145.0 st3 MWIC C 415 13 19 0.118 4.0 Ox 0 VIFx 47.0 145.0 st3 PAN h 259 14 11 0.096 4.0 Ox 0 VIFx 52.2 185.0 s14 Top h 332 18 18 0.194 4.0 Ox 0 VIFx 12.2 105.0 SO WM c 812 33 37 0.184 4.0 Ox 0 VIFx 18.2 105.0 st1 wCo h 266 15 14 0.182 4.0 Ox 0 VIFx 19.8 105.0 st1 Boldna0e values have been manwfty ovenidden Wrl htSOft' 2017•sep-0810A2% 9 RigN•suteouriversa1201717.023 RSU16202 Page 1 14CC% . ennplol 108 Wel6rgtonC RHG GamelloGar. WAp Calc = KM Horse faces: W Trunk Htg Clg Design Veloc Diam H x W Duct Name Type Cim) Cim) FR ipm) in) in) Material Trunk st4 PeakAVF 616 512 0.096 576 14.0 0 x 0 VinIFIX st2 st1 PeakAVF 584 833 0.109 596 16.0 0 x 0 VinIFIX st2 PeakAVF 983 734 0.096 556 18.0 0 x 0 VinIFIX st3 PeakAVF 349 533 0.109 499 14.0 0 x 0 VinIFIX st1 Name Grille Size (in) Htg dm) Clg Cim) TEL ft) Design FR Veloc ipm) Diam in) H x W in) Stud/Joist Opening (in) Duct Mal Trunk rb5 Ox 0 219 145 115.4 0.098 496 9.0 Ox 0 VIFx rt6 rb6 Ox 0 118 64 111.9 0.101 440 7.0 Ox 0 VIFx rt6 rb3 Ox 0 83 108 48.4 0.233 550 6.0 Ox 0 VIFx rt3 rb2 Ox 0 82 108 32.5 0.347 549 6.0 Ox 0 VI Fx rb4 Ox 0 647 524 117.9 0.096 605 14.0 Ox 0 VIFx rt6 rb1 Ox 0 419 617 43.9 0.257 577 14.0 Ox 0 VIFx rt3 Trunk Htg Clg Design Veloc Diam H x W Duct Name Type dm) Cim) FR ipm) in) in) Material Trunk rt3 PeakAVF 502 725 0.233 678 14.0 0 x 0 VinIFIX rt6 PeakAVF 983 734 0.096 920 14.0 0 x 0 VinIFIX rt4 rt4 PeakAVF 983 734 0.096 556 18.0 0 x 0 VinIFIX Bdl Wa0c values love been mommW oventl*n C rl htsoft• Page 2 2017-Sep-08100202 W 9 Riga-Sute®uriversal 201717.023 RSU16202 A ...emplLot 108 W ellirgton C RHG GamelloGar - Krup Cale = MIB I-buse tapes W 9 Static Pressure and Friction Rate Job: 108 Wellington C RHG... wri htsoft' Date: 12.18-2014 Entire House By- MC/RI One Stop Cooling and Heating 7225 Sardscove CL Sine 1, Wirter Park FL 32792 Phore: (407) 629.6920 Fax (407) 629 - 9307 Web: wwwOreStopCoolirg.com Ucerse: CA0032444 For: Park Square Homes 3774 Night Heron Dr, Sanford, FL Heating Cooling in H2O) in H2O) External static pressure 0.50 0.50 Pressure losses Coil 0 0 Heat exchanger 0 0 Supply diffusers 0.03 0.03 Return grilles 0.03 0.03 Filter 0.10 0.10 Humidifier 0 0 Balancing damper 0 0 Other device 0 0 Available static pressure 0.34 0.34 Total• supply Return it) ft) Measured length of run -out 10 0 Measured length of trunk 43 23 Equivalent length of fittings 185 95 Total length 237 118 Total effective length 355 Friction Heating Cooling in/100ft) in/100ft) Supply Dues 0.096 OK 0.096 OK Return Ducts 0.096 OK 0.096 OK Fitting Equivalent LengthDetails supply 4X--35, 2A0--35,11 A=20,11 G=5,11 G=5,11 M=20,111=10,11 G=5,11 G=5,1 A-35,11 G=5,11 Gam: TotalEL=185 Return 11 M=2016A1=10,11 M,20,11 L=25, 5E1=10,11 G=5,11 Gam: TotalEL=95 wrightsof , AC0' RigFt• Sute®Uriversa1201717.023 RSUt6202 2017- Sep0810A2A2 Page, empVAl 106 Wellirglon C RHG GamelloGar - W.rtp Calc = M18 Fbrae laces: W FORM R405-2014 TABLE 402.4.1. AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot 108 Wellington C RHG GamelloGar - W Builder Name: One Stop Cooling and Heating Street: 3774 Night Heron Dr Permit Office: Seminole City, State, Zip: Sanford , FL, Permit Number: Owner: Park Square Homes Jurisdiction: Gj / lSVD Design Location: FL, Orlando COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Corners and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/door jambs and framing and skylights and framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity 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 9/8/2017 10:04 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 Level 1 I, z w v Raw EF1 VTW ; DV VTW RV VTW 0 0 3 w a Fa Job #: Lot 108 Wellington C RHG GamelloGar _. One Stop Cooling and HeatingPerformedbyMC/Rl for: Park Square Homes 7225 Sandeoove Ct Suite 1 3774 Nght Heron Or Winter Park, FL 32792 Sanford, FL Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 www OneStopCooling.00m Scale:1 : 97 Page 1 RighF%WD Universal 2017 17.023 RSU 16202 2017-SWW 09:4937 Jington C RHG GameloGar- W.rup aN Level 2 Job #: Lot 108 Wellington C RHG GamelloGar ._ Performed by MC/RI for. Park Square Homes 3774 Plight Heron Or Sanford, FL One Stop Cooling and Heating TM Sandsoove Ct. Suite 1 Winter Park, FL 32792 Phone: (407) 629 - 69M Fax: (407) 629 - 9307 vw wOneStopCooGng.00m Scale:1 : 97 Page 2 Rq*Suib* Urdversal 2017 17.023 RSU16202 2017-Sep-0809:4938 Jinglon C RHG GameUoGar - W.rup 1z'' L(G RECORD COPY ji L4177 lAr /1'1A/r-Glr vloo let c3ot- D //962/J-41 o fz 4v nta T Plumbing. IM 1 7 2 9[ 4 N J,pING0 Signature - 1 ,,,, cr SANFORo r FPAR VW MI 60 kool vim' y h 3 `V 3 LW LN 3^ 7v 4XU- W/ L- S/.L V.-(* wI A, L4U.10 277y Viet /4e-6K DESCRIPTION AS FURNISHED: Lot 108, 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 LOT 109 W 7 TRACT A RECORD COPY STORMWATER TRACT) J S 00R1657" E 67.50 I I 79.80' 29.80' 29.80' I LOT 108 ) I } 26.7' 13.3' 10.00' Id LANAI e 17.50' , PROPOSED RESIDENCE 3096-WELLINGTON - C GARAGE RIGHT I I 0 I o 17.50' 14.7' + I o ENTRY + I I I I 25.20' To, U77L. ESMT. CONC WALK SETBACKS AS FURNISHED FRONT 25'(•) REAR .. 20' SIDE 5' (40' LOT) NIGH7.5. (60' LOT) 10' (75' LOT) SIDE STREET - 25' (60' & 75' LOT) 15' (40' LOT) 25' FRONT SETBACK CAN BE REDUCED TO 20' ON CERTAIN LOTS. NO MORE THAN 2) IN SUCCESSION AT 20' AND A MINIMUM OF (2) IN SUCCESSION AT 25' PROPOSED nNSHED SPOT GRADE ELEVATIONS PER DRAINAGE PLANS Ct PROPOSED DRAINAGE FLOW LOT GRADING TYPE B r} OQO PROPOSED F.F. PER PLANS - 27.9' Q S 00°1657" E 67.50' 101P I I -ZqNBe AO 15 + ZONIN DATE-L? Ok to construct single family home with setbacks and impervious area shown on plan. 35. 2 % mjo 3)9 to well Y*o- G , Ca-R N qb' O C) LOT 107 bCIO 20.0' 10.00' DRIVE 25.20' 6.50' ry7--------0--------- T HERON DRI VE PRIVATE ROAD)(50' WIDE) PLOT PLAN ONLY PLOT PLAN AREA CALCULATIONS NOT A SURVEY FLATWORK ON/OFF LOT = TOTAL 3 SQUARE FEET DRIVE 403/ t 10 513 t SQUARE FEET WALKS 34/ 338e 378 f SQUARE FEET SOD 5.033/ 295 a 5,328 f SQUARE FEET NOTE : FROM SIDEWALK AND STREET LOCA17ON TAKEN FROM CRUSEMWEYL'R—SCOTT & ASSOC, INC. — FLATWORK FOUNDATION/PAD 2.001 t SQUARE FEET REAR PATIO 178 t SQUARE FEET FRONT PORCH DECK 96 t SQUARE FEET POOL DECK N/A f SQUARE FEET LAMS PROVIDED BY CLIENT • NOT FIELD VERIFIED - LAND SURVEYORS LEGEND - LEGEND - 5400 E. COLONDIL DR. ORLANDO. FL. 32807 (407)-277-3232 FAX (407)-658-1436 P PLAT PDL RAWT off LINE MOMS. FI.P. FIELDIRON PIPEROD TYP. PR, AD, TYPICAL URPOINTOFCEVIRtC04UNCCURVATURERADIXOFCOPOINDGIRVAIUIIE I. THE UNDERSIGNED DOES HEREBY CERIVY TIMT MK SURVEY MEETS THE STANDARDS OF PRACTICE SET TOM BY THE FLORIDA BOARD OF U:IIC CQCAETE MMA01TCOMZROMIE RADIAL PROFESSIDNAL SURVEYORS AND MAPPERS M CNAPTCR &I-$? FLORIDA ADMINISTRAINE CODE PURSUANT TO SECTION 472.027. FLORIDA STATUES SET LA, 1/Y• IR ./1L9 47li NA NA NOR -RADIAL UNLESS ITEM SURVCYOR"S AND ORIGINAL SEAL THIN SURVEY IMP OR COPIESTHE ARE NOT VALID. TICE.AC RCfDVERED VI. VITNESS RADIX ID TO1THISSURVEYWASPREPAREDFROMTITLEWORIMIIONNANISHED10 THE SURVEYOR. MERE MAY BE OTHER RESTRICTIONSISURVEYWASLEINFO1 P" POINT KGDIRIHIOPOPOINT CAL, CALCULATE OR EASEMENTS THAT AFFECT T19S PROPERTY. PD,C Or m194JCCN[Ni Rll PERNANpIX REFdEHGE HCNUVNT 4. NO VNDERGROVND IMPROVEMENTS MAK BEEN LOCATED UNLESS OTHERWISE SHOWN, N NAIL 1.LDSNAILLDISH FF. LLSL VA 11CD FLOOR K LINEELEVATIONS[TBACV( LINE D. MIS SURVEY IS PREPARED FOR THE SOLE SENETN OF THOSE C0"WILD TO AND SHOULD NOT BC RELIED UPON BY ANY OTHER CNlT: RIR/v RIdT-DAY Nl IENENNG G DIMENSIONS SHOWN MR THE LOCATION 9F IMPROVEMENTS HEREON SHOULD NOT BE 1/Sen TO RECONSTRUCT BOUNDARY LINES. ESHT. EASEMENT ILL BASE KARMG 7. BEARINGS, ARE BASED ASSUMED MAUL AND ON THE LINE SHOWN AS BASE BEARING (B.B.) GRAIN. DRAINAGE a ELEVATIONS. IF SHORN. ARE BASED ON NATIONAL GEOOEW VIIATIM DATUM OF 19". UNLESS OTHERWISE NOTED. UT ILL. CLFC UTILITYCIWN LINK To= 9. CERII1104IE OF AUTHORIZATION N4. 459E. VDFC • VODD FENCE C/D • CONCRETE ILDEK P.C. • POINT OF CURVATURE P.T. •POINT OF TANGENCY DESC • DESCRVna R • RADIUS L • ARC LENGTM D • DELTA C CHORD CL CH WD KARING NORTH CERTIFIED BV. I SCALE H— 1' - 20' --1 I DRAWN BY. ••• I " — 1 PLOT PLAN 08-31-2017 3731-17 THIS BUILDING\PROPERTY DOES NOT LIE WITHIN THE ESTABLISHED 100 TEAR FLOOD PLANE AS PER 77RAT' ZONE X. MAP 1 1211700090 F (09-28-07) GRUSUOrYER, R.L.S. 1 4714 W. SCOIT, R.LS 1 4801 RECORD COPY Filename: PARK SQUARE WELLINGTON 3,075SF.rrr Lighting and Small Appliance/Laundry Circuits Floor Area SmAppNo LaundNo Line Neutral 3075 2 1 Lighting Summary Standard 6,754 6,754 Optional 13,725 6,754 Ranges & Ovens Range No. No? Nameplate Line Neutral 1 1 8000 2 0 0 3 0 0 Mange/Oven Summary Standard 6,400 4,480 Optional 8,000 4,480 - Dryers-------------------------------------------------------^------ Dryer No. No.$ Nameplate Line Neutral 1 1 1 1 5000 2 0 FOB30CO Dryer Summary Standard 5,000 3,500 DEPPp Optional 5,000 3,500 Heating and Cooling: Actual Number = 2 Name M? Ph No Amps Volts VA HP Line Neutral 1 M 1 1 14.0 240 3,360 01M112.0 240 480 01M115.0 240 1,200 011111424013,360 02M1114.0 240 3,360 02M112.0 240 480 02M115.0 240 1,200 021111424013,360 0 Heat/Cool Summary Standard 16,800 0 Optional 16,800 0 Fixed Appliances: Actual Number = 6 ' Name----- M? Ph No Amps Volts VA HP Line Neutral DISP 1 1 120 600 600 600' DISH 1 1 120 1200 1,200 1,200MICRO1112012001,200 1,200WH1118.5 240 4,440 0OPTPOOL11102402,400 0OPTPOOLHEAT11312407,440 0FixedApplianceSummaryStandard12,960 2,250 Other Appliances: Actual Number = 0 Optional 171280 2,250 Name ------ M? Ph No Amps Volts VA HP Line Neutral Other Appliance Summary Standard 0 Optional 0 0 110 25$ Max Motor: Line is Std Only; Neutral for Both Maximum Phase Amps Volts 1 14 240 He Phase Amps Volts 1 14 240 Fixed Appl. Phase Amps Volts 0 Other Appl. Phase Amps Volts 0 Max Motor Summary Standard Only 840 0 SUMMARY ---------------- Standard --_-------- Line Neutral Total Total = 48,754 16,984 Maximum Amperage = 203 71 Service Voltage = 240 Service Phase = 1 Optional Line Neutral Total Total = 40,402 16,984 Maximum Amperage = 168 71 Service Voltage = 240 Service Phase = 1 Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RECORD COPY RE: PSQ3096C - Park Sq. Hms./ WELLINGTON - 3096-C MITek USA, Inc. Site Information: 6904 ParkeEastBlvd. Customer Info: PARK SQUARE HMS. Project Name: PSQ3096C Model: WELLINGTag p09h-c610-4115 Lot/ Block: 108 Subdivision: WYNDHAM PRESERVE Address: 3774 NIGHT HERON DR. City: SANFORD State: FLORIDA Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 140 mph Roof Load: 50.0 psf Floor Load: 55.0 psf This package includes 60 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. INo. Seat# I Truss Name Date No. Seal# Truss Name Date 1 T11754039 14CJ1 8/3/17__ 12 T11754050 I E1 8/3/17 2 T11754040 4CJ3 8/3/17 13 T11754051 1 E2 8/3/17 3 IT11754041 14.15 14 IT11754052 IE3 813117 4 IT11754042 14KJ5 8/3/17 15 1 T11754053 1 E4 8/3/17 5 IT11754043 JAI 8/3/17 16 IT11754054 JE5 8/3/17 6 IT11754044 ICI 8/3/17 117 1 T11754055 1 E6 8/3/17 7 IT11754045 1CJ1 18/3/17 18 1 T11754056 1 E7 8/3/17 J 18 I T11754046 I CJ3 18/3/17 119 I T11754057 I E8 18/3/17 I 19 I T11754047 I CJ5 18/3/17 120 I T11754058 I E9 18/3/17 1 110 IT11754048 I D1 18/3/17 121 1 T11754059 1 E10 18/3/17 I I11 I T11754049 I D2 18/3/17 122 1 T11754060 I F1 18/3/17 1 This item has been electronically signed and sealed by Albani, Thomas, PE using a Digital Signature. Printed copies of this document are not consider I ned and sealed and the signature must be verified on any electronic copies 31VDI1V G SANFORD The truss drawing(s) referenced above ha "bared by MiTek USA, Inc. under my direct supervision ased on the parameters provided by Mid -Florida Lumber Acquisitions, Inc.. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown ( e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. August 3,2017 Albani, Thomas 1 of 2 RE: PSQ3096C - Park Sq. Hms./ WELLINGTON - 3096-C Site Information: Customer Info: PARK SQUARE HMS. Project Name: PSQ3096C Model: WELLINGTON 3096-C Lot/Block: 108 Subdivision: WYNDHAM PRESERVE Address: 3774 NIGHT HERON DR. City: SANFORD State: FLORIDA No. Seal# Truss Name I Date 23 IT11754061 F2 I8/3/17 24 IT11754062 F3 8/3/17 25 IT11754063 I F4 8/3/17 26 IT11754064 I F5 8/3/17 27 1 T11754065 1 F6 8/3/17 28 IT11754066 I F6A 8/3/17 129 IT11754067 I F66 18/3/17 1 130 IT11754068 I F7 18/3/17 1 131 IT11754069 I F8 18/3/17 J 32 IT11754070 F8A 8/3/17 33 IT11754071 F9 8/3/17 J 134 IT11754072 1 FT1 18/3/17 1 135 IT11754073 I FT2 18/3/17 J 136 IT11754074 I G1 18/3/17 1 137 IT11754075 I G2 18/3/17 1 38 T11754076 G3 8/317 39 T11754077 G4 8/3/17 40 T11754078 G5 8/3/17 41 T11754079 G6 8/3/17 42 T11754080 G7 8/3/17 43 IT11754081 H1 18/3/17 44 IT11754082 I J3 8/3/17 145 IT11754083 I J5 18/3/17 I 46 IT11754084 1 J7 8/3/17 147 IT11754085 I KJ3 1813/17 1 148 IT11754086 I KJ5 18/3/17 1 49 IT11754087 KJ7 8/3/17 50 T11754088 KJ68 8/3/17 51 IT11754089 L18/3/17 J 52 IT11754090 L2 8/3/17 53 T11754091 L3 8/3/17 54 IT11754092 L4 8/3/17 155 IT11754093 1 M1 18/3/17 1 56 IT11754094 1 M2 18/3/17 1 57 T11754095 N1 8/3/17 58 IT11754096 P1 8/3/17 59 IT11754097 P218/3/17 1 160 IT11754098 1 P3 18/3/17 1 2 of 2 Job Truss Truss Type Ory Ply Park Sq. HmsJ WELLINGTON - 3096-C T11754039 PS03096C 4CJ1 JACK 6I 1 Job M6Fbnda Lumber, Bartow, FL 7.640 s Apr 19 2016 Mriek Indusmes. Inc. Thu Aug 03 13.07:52 2017 Page 1 ID:emwhR10vL27 4p'vpZM3zHy31Yx-NTg4yA9PLgjK/CLAAuroA RUzEpVID9OoPSECyrZOL 1-0-0 1b0 1-0.0 1-00 Scale = 1:6.2 20 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.01 Vert(TL) -0.00 2 >999 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.00 Horz(TL) .0.00 3 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix) Wind(LL) 0.00 2 "" 360 Weight: 5 lb FT - 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-" oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/sae) 3=12/Mechanical, 2-180/0.7-8, 4-9/Mechanical Max Horz 2=23(LC 10) Max UpliR3-12(LC 1), 2=-63(LC 10) Max Grav 3=12(LC 10). 2=180(LC 1). 4=19(LC 3) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind. ASCE 7-10: Vuh=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Ops1; h-15ft; 8=45f1; L=24ft; eave=Stt; Cat. II; Exp B; Encl., GCpt=0.18, MWFRS (directional) and C-C Extenor(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 psi 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 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 100 lb uplift at joint(s) 3, 2. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Verily design paremarere and READ NOTES ON DOS AND INCLUDED MTEK REFERENCE PAGE MII.7473 rw. 1dA3/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is tot an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall ibus:dmg design Bracing indicated is to prevent budding of Individual truss web andlor Chord members only. Additional temporary and permanent or" is allays required for stability and to prevent collapse with possible personal uqury, and property damage. For general guidance regarding the MR fabrication. storage, delivery, erection and bracing of trusses and truss systems. we ANSVTPII Quality Criteria, DS849 and SCSI Building Component 6904 Parke Fast Bled Safety Information available from Truss piste Institute, 218 N Lee Sheet. Suse 312. Alexandna. VA 22314 Tamps, FL 36610 Job Truss Truss Type Oty Ply Pant Sq 11"W WELLINGTON - NWC T7175cOs0 PS03096C 4CJ3 JACK 8 1 Job I arro-rronoa Lumoer, tsenow, rL. 7 6e0 s Apr 19 2016 MlTek Industries. Inc Thu Aug 03 13.07.52 2017 Page 1 ID:emwhR10vL27 4p7vpZM3zHy31Yx-NTg4yA9PLQjV4C)_AAuroA_OfzDeVjD9OoPSECyrZOL 1.0.0 I 3.0.0 I 100 3-0-0 Scale = 19 6 2x4 = LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 016 Verl(LL) -0.00 24 >999 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.08 Vert(rL) -0.01 24 >999 180 BCLL 0.0 ' Rep Stress Ina NO WB 0 OD Horz(TL) -0.00 3 n/a rda BCDL 10.0 Code FBC2014rfP12007 Matnx) Wind(LL) 0.00 2 "" 360 Weight: 11 lb FT - 0% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.0-0 oc purtins. BOT CHORD 20 SP No.2 BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing REACTIONS. (lb/size) 3-79/Mechanical, 2=263/0-7-8, 4=26/Mechanical Max Horz 2=41(LC 10) Max Uplift3=19(LC 10). 2=-69(LC 10) Max Grav 3=79(LC 1). 2-263(LC 1), 4=53(LC 3) FORCES. (lb) - Max Comp./Max Ten. - All forces 250 (lb) or less except when shown NOTES' 1) Wind. ASCE 7-10: Vuh=140mph (3-second gust) Vasd-108mph; TCDL=4 2psf; BCDL-3.0psf; h-15tt; 8=45ft; L=24111, eave=5ft, 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 five 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 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 100 lb uplift at joint(s) 3.2. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE W7473 rev. 10,00L2015 BEFORE USE. Design vabd for use Dray with Wake, connectors. This design is based "Upon parameters shown, and o for an aMNrdual building component, not a truss system. Before use, the building designer must verlry the applicability of design parameters and property incorporate this design Into the overall buderng design Bracing indicated rs 10 prevent buckling of Individual truss web andlor chord members ordy. Additional temporary and permanent bracing is 4=ys required for stability and to prevent collapse with possible persons) mlury and property damage. For general guidance regarding the MR fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSVrP11 Quality Criteria, DSBa9 and BCS1 Building component 6904 Parke Fast Blvd. Safety Intonturion avedabls from Truss Plate Inst4uts, 216 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36510 Job Truss Truss Type Oty Ply Park Sq Hms / WELLINGTtN4 - 3096-C 711754041 PS03096C 4,15 JACK a 1 MM-Flonds Lumber, Banow, FL 7 640 a Apr 19 2016 MITek Industries, Inc. Thu Aug 03 13 07 53 2017 Page 1 ID:6yU3fM1 X6LFnyZ5NHtIVVy3IYw{gESAV915&BKMISkuP4LNXW8NWgEATIdS6 neyrZOK 5.0.0 _ 140 5-0-0 Scale - 1 12 9 20 = i tg i LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.03 2-4 >999 240 MT20 ' 244/190 TCDL 20.0 Lumber DOL 1,25 BC 0.29 Vert(TL) -0.07 2-4 >809 180 BCLL 0.0 ' Rep Stress Ina NO WB 0 00 HOIZ(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Wind(LL) 0.00 2 "" 360 Weight 17 lb FT = 0% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Structural wood sheathing directly applied or 10.0-0 oc bracing. REACTIONS. (Ib/sae) 3=170/Mechanical, 2=351/0.7-8, 4=46/Mechanical Max Horz 2=59(LC 10) Max Uplift3=-47(LC 10). 2=74(LC 10) Max Grav 3-170(LC 1). 2=351(LC 1). 4=93(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7.10; VuH=140mph (3-second gust) Vasd=108mph, TCDL=4.2pst; BCDL=3.Opsf; h=15ft, B-4511, L=24111, eave=5ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) 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 load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING - Ver/ly design pararmlers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M9.7473 rev. /0003,2015 BEFORE USE. Design valid for use only with bUTek® connectors. This design is based only upon parameters shown, and is for an individual budding component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design into the overall budding design Bracing indicated is to prevent buckling of individual truss web andfor chord members only Additional temporary and permanent bracing is always required or 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 ANSVTPIt Ousllly Criteria, DS8.89 and SCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute. 210 N Lee Street, Suite 312. Alexandria. VA 22314 Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq Hms / WELLINGTON - 3OWC T1ns4az PS030M 41VS MONO TRUSS 4 1 wm0e1, earim. r n.. 7 640 s Apr 19 2015 Mmek Industries, Inc Thu Aug 03 13'07,53 2017 Page 1 ID 6yU3fM1X6LFnyZSNHIlWy31Yw-MESAV915&BKMIBkuP4LNXRONRSEATIdS8'IneyrZOK 1-S0 I 3.11.10 + 7b14 1-5-0 3.11.10 3.1-4 5 2 3x4 = 2 82 12 Scale = 1:16.2 7.0.14 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) -0.12 2-4 >666 240 MT20 2441190 TCDL 200 Lumber DOL 125 BC 0.62 Vert(TL) -029 2-4 >279 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014rrP12007 Matrix) Wind(LL) 0.00 2 — 360 Weight: 24 lb FT = 0% LUMBER- BRACING - TOP CHORD 20 SP No.1 TOP CHORD Structural wood sheathing directly applied or 7.0-14 oc puffins. BOT CHORD 2x4 SP No 2 BOT CHORD Structural wood sheathing directly applied or 10 0 oc bracing. REACTIONS. ( Ib/size) 3=306/Mechanical, 2=347/0-7-8, 4=81/Mechanical Max Horz 2=54(LC 8) Max Uplift3=79(LC 8). 2=80(1-C 8) Max Grav 3=306(LC 1), 2=347(LC 1). 4=148(LC 3) FORCES. ( Ib) - Max Comp./Max Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10, Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3 Opsf; h=15ft; 8=45ft, L=24ft, eave=5ft; Cat II; Exit 8; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL-1 60 2) This truss has been designed for a 10.0 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 fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ile uplift at joint(s) 3, 2. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=l 25 Uniform Loads (pIf) Vert. 1-5=80 Trapezoidal Loads (ptq Vert: 5=0(F=40, B=40)-to-3-141(F=31, 8=31), 2=2(F=9, B=9)-to-4=35(F-8, B--8) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING - Vanity design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE MII.747.7 rev. 1010"01 S BEFORE USE. Design valid for use only with Mrekdli connectors This design is based only upon parameters shown, and IS for an individual budding componerd, not a truss system Before use, the budding designer must vanity the applrrabdity of design parameter and property incorporate this design into the overall balding design Bracing indicated is to prevent buckling of individual truss web andlor chord members only Additional temporary and permanent bracing its always required for stability and to prevent collapse with possible personal miury and property damage For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSVTPII Qualify Cnterla, OSO-49 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Insidute, 21s N Lee Street, Suite 312, Alexandra, VA 22314. Tamps, FL 36610 Job Truss Truss Type City Ply Park Sq HmsJ WELLINGTON - 3096-C T71754043 PS030M Al HIP 1 1 Mid -Florida Lumber. Barlow. FL 1 eae s Apr 1H zwe MII en Inousmes, mc. inu Pug Vi li vvS xw / rape i ID:6yU3fMI X6LFnyZ5NHtIWy3lYw-JsorNrAgsRz2yVtNlbxJta3cYnikzWmRr5uZJ4yrZOJ 1-0-0 I 5140 10.0.0 I 15-0.0 I 20-0-0 r 1.0.0 5.40 5-0.0 5-0-0 540 Scab - 1:35.0 I 5x8 = 4 DO 12 10 11 12 Sx8 = US = 10 II Us MT20HS = 1x4 11 3x6 LOADING (psf) TCLL 20.0 TCDL 20.0 BCLL 00 ' BCDL 10.0 SPACING- 2.0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Ina NO Code FBC2014rrP12007 CSI. TC 0.77 BC 0,75 WB 0.51 Matrix) DEFL. in (loc) Udell Ud Vert(LL) -0.19 8 >999 240 Vert(TL) -0.60 8 >386 180 Horz(TL) 0.13 6 n/a n/a Wind(LL) 0.14 8 >999 360 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight, 83 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No 2 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-10 oc purlins. 3-5: 2x4 SP No.t BOT CHORD Structural wood sheathing directly applied or 8-2-0 oc bracing. BOT CHORD 2x4 SP No 1 WEBS 2x4 SP No 3 REACTIONS. (lb/size) 6-1551/0-7-8, 2-1663/D-7-8 Max Horz 2=25(LC 7) Max Uplift 6-242(LC 8). 2=290(LC 8) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3938/654, 3.10=4835/828, 4-10=-4835/828, 4-11=-4835/828, 11.12=4835/828, 5-12=4835/828, 5-6=3966/667 BOT CHORD 2-9=586/3650, 8-9-581/3664, 7-8=595/3695, 6-7=599/3679 WEBS 3.9=0/269, 5.7=0/275, 4.8=661/180, 3-8=-215/1336, 5-8=207/1316 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, VuH=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.OpsF h=1511; B=45H; L=24111; eave=4R; 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) 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-" tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (j1=lb) 6=242, 2=290. 8) Girder carries hip end with 5-0-0 end setback. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 278 lb down and 74 lb up at 15-0-0, and 278 lb down and 74 lb up at 5-0-0 on top 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 i Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-3=80, 3-5=128(F= 47), 5-6=80, 2.6=32(F=12) Concentrated Loads (lb) Vert: 3=233(F) 5-233(F) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING - Verify desfgn parameras and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 4110-7473 rev. 100.1?015 BEFORE USE. Design valid for use only with MITok® connectors This design is based only upon parameter 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 rnC01WO a this design Into the overall bu6dmg design Bracing indicated is to prevent bucklonp of individual truss web and/or Nord members only Additional temporary and permanent braWg Is sways required for stability and to prevent cW4pse with possible personal injury and property damage For general guidance regarding the Is fabrication. storage. delivery, election and bracing of trusses and truss systems, sea ANSIFTM Guallty Crherla, DSB•89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plats Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa. FL 36610 Job Truss Truss Type Oty Ply Park Sq NmsJ WELLINGTON. 3OWC T111751W4 PS03096C C1 MONO HIP 1 1 Wit --nuns Lumber, uanbw, FL. 7.640 s Apr 19 2016 Mnek Industries. Inc Thu Aug 03 13.07.54 2017 Page 1 ID:3Lcg422odzVZxGIUVhvmawy3lYu-JsorNrAgsRz2yVtNlbxJta3gor WVzaTRr5uZJ4yrZOJ I •1-0-0 I 5-00 I Iwo I1005.00 3-" Scale-1:20.9 4xS = 1.5x4 II 2x4 = Ixa 11 5 30 = I 54)-0 i 8.0.0 I 5.0.0 :i.Mo Plate Offsets (X.Y)- 13:0-5-0.0.2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 200 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.02 2-6 999 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 SC 0.38 Vert(TL) 0.08 2-6 999 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.21 Horz(TL) 0.01 5 We n/a BCDL 10.0 Code FSC2014/TPI2007 Matrix) Wind(LL) 0.00 6 999 360 Weight: 38 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3'Except* BOT CHORD 4-5: 2x4 SP No.2 REACTIONS. (lb/size) 2=660/0-7-8.5=689/Mechanical Max Horz 2-91(LC 8) Max Uplift2=116(LC 8). 5=142(LC 8) Max Grav 2=660(LC 1), 5=714(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 25D (lb) or less except when shown TOP CHORD 2-3=707/90 BOT CHORD 2-6=105/556, 5-6=102/565 WEBS 3-6=0/264, 3-5=757/137 Structural wood sheathing directly applied or 5-9-0 oc purtins, except end verticals. Structural wood sheathing directly applied or 10 0 oc bracing. NOTES. 1) Wind: ASCE 7-10; Vutt=140mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=3 Ops1; h-15fl; B=45R, L=24ft; eave=oft; Cat. II; Exp B; End., GCpi=0.18: MWFRS (directional); Lumber DOL-1.6D plate gnp DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrerlt with any other live loads. 4) ' This truss has been designed for a live bad of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections 6) Provide mechanical connection (by others) o1 truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (ft=lb) 2=116. 5=142. 7) Girder carries hip end with 0-0.0 right side setback, 5-0-0 left side setback, and 5-0-0 end setback. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 287 Ile down and 86 Ile up at 5-" on top chord The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert. 1-3=80, 3-4=134(F=54), 2-5-34(F=14) Concentrated Loads (lb) Vert: 3=233(F) O WARNING • Varlly design peramelers and READ NOTES ON THIS AND INCLUDED M/TEN REFERENCE PAGE MIF7473 rev. 1N07?015 BEFORE USE. Design valid for use only with MiTekm connectors. This design Is based only upon parameters shown, and is for an individual budding component, not a truss system. Betwe use, the building designer must venly the applicability of design parameters and property incorporate Ihn design into the overall building design Bracing indicated Is to prevent buckling of individual tons web andfor Nord members only. Adderonel 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 ant bracing Of trusses and truss systems, see ANSVrPO11 Quality Criteria. DSBJ9 and BCSI Building Component Safety Information available from Truss Plate Institute. 21$ N. Lee Street. Suite 312. Alexandria. VA 22314 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies No 6904 Parke East Bald Tamps. FL 36610 Job Truss Truss Type Oty Ply Park Sq. H=J WELLINGTON - 3OWC I T7 n54o.s PS030M CJ1 JACK to Job Mod-Fbrga Lumber, Bartow, FL. 7--fi s Apr 19 2016 MRek Industries, Inc Thu Aug 03 13,07:55 2017 Page 1 ID 3Leg422WZVZxGjUVhvmawy31Yuo2MDbBBIdl6vafSZsJSYOocw5BGV%4yb4ld6rWyrZOI i 1.5-0 i 14).0 1.5.0 1a0 Scale = 1:8.1 0.0 LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1,25 TC 0.21 Vert(ILL) -0.00 2 >999 240 MT20 244/190 TCDL 20.0 Lumber DOL 1,25 BC 0.01 Vert(TL) -0.00 2 >999 180 BCLL 0.0 ' Rep Stress Ina NO WB 000 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014rrP12007 Matnx) Wind(LL) 0.00 2 "" 360 Weight 6 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1. )-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3-58/Mechanfcal, 2=259/0-7-8, 4=9/Mechanical Max Horz 2=43(LC 10) Max Uplift3=58(LC 1), 2=103(LC 10) Max Grav 3=37(LC 10), 2=259(LC 1). 4=19(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vuft=140mph (3-second gust) Vasd-108mph, TCDL=4.2psf, BCDL=3.Opsf, h=15ft; B=45ft; L=24ft; eave=5ft; Cat. II, Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone,C-C for members and forces rI 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 road 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 100 lb uplift at joint(s) 3 except Qtalb) 2=103. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Verify dWpn parameters and READ NOTES ON 7065 AND INCLUDED WTEK REFERENCE PAGE 4/1114473 rev. 10VVM5 BEFORE USE. Design vabd for use only with MiT*kg connectors This design Is based only upon parameters shown, and is for an individual building component. not a pass system Before use. the building designer must vent' the applcahllity of design parameters and property urtirporale this design mmo the overall building design. Bracing Indicated is to prevent buckling of irMNidual truss welt and/or chord members only. Additional temporary and permanent bracing is ahvays required for staltllay, and to prevent collapse with possible personal mlury and property damage. For general guidance regarding the N! fabriWron. storage, delivery, enitchon and bracing of trusses and truss systems. we ANSVTPII Quality Crnerts, DSO-89 and BCSI Building Component 690s Parke East Blvd Safety Information available from Trans Plate Institute, 218 N. Lee Street. Suite 312. Alexandra. VA 22314 Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq. Hms.1 WELLINGTON. 3096-C T117540t6 PS03095C CA JACK 14 1lJob Reference footionall Me>Frerioa Lumber, aanow, FL. 7.540 s Apr 19 2016 MTek Industries, Inc Thu Aug 03 13.07:55 2017 Page t ID• XXACH030OGdOZOIg2P0777y31Yto2MDbBB Idl6vaf SZsJSYOocvrOF Li4ytrtld6rWyrZ01 I 1'S p I 3.0.0 i 1.s0 340 Scale - 1:13 3 i 3.0-0 3-0-0 i LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 20.0 Lumber DOL 125 BC 008 Vert(TL) -0.01 2-4 >999 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.00 Horz(TL) -000 3 n/a n/a BCDL 10.0 Code FBC2014rrP12007 Matrix) Wind(LL) 0.00 2 "" 360 Weight: 12 lb FT = 0% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-" oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, REACTIONS. ( lb/size) 3=59/Mechanical, 2=315/0-7-8, 4=26/Mechanical Max Horz 2=70(LC 10) Max Uplift3=19(LC 7), 2=88(1-C 10) Max Grav 3-62(LC 15), 2=315(LC 1). 4=53(LC 3) FORCES. ( Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10: Vull=140mph (3-second gust) Vasd=108mph; TCDL-4.2psf; BCDL=3 Opsf, h=15ft; B=45ft; L=24ft; eave=5ft: Cat. II; Exp B, Encl.. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 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 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 100 lb uplift at joint(s) 3, 2. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING - VerNy, design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE WF7473 rev. /00034015 BEFORE USE. Design veld 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 building designer must verify the applicability of design Parameters and property incorporate this design into the Overall building design Bracing indicated is to prevent btrcgmg of individual truss web andlor chord members only Additional temporary and permanent bracing is skvays required for Validity and to prevent collapse with possible personal injury and property damage For general guidance regarding the Is fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality CMerls, DS829 and SCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Insdute, 218 N Lee Street, Suite 312. Alexandria, VA 22314. Tamps, FL 36610 Job Truss Truss Type Oty Ply Park SetHms! WELLINGTON - 3096-C T11754047lJobcis5JACK121 R Mod-Flmda Lumber, Banow, FL 7 640 6 Apr 19 2015 MTek Irldtlltnq, IriC TIN Aug 03 13'07:57 21111 F090 1 ID:XXACH0300GdOZOIg2PO?77y3IY1*RTz,4CY9MMdpzcMUOVDhD1 tockSuY36DwPyrZOG t-SOt. i 5 40 r 5.40 Scale - t * 18.3 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Well Vd TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) 003 2-4 999 240 TCDL 20.0 Lumber DOL 1.25 BC 029 Verl(TL) 0.07 2-4 809 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 000 3 n/a n/a BCDL 10. 0 Code FBC2014lrP12007 Matrix) Wind(LL) 0.00 2 360 LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 REACTIONS. (lb/ size) 3-159/Mechanical, 2=395/0-7-8, 4=46/Mechanical Max Horz 2=98(LC 10) Max Uplift 3=51(LC 10). 2= 84(LC 10) Max Grav 3=159(LC 15), 2=395(LC 1). 4=93(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. PLATES GRIP MT20 2441190 Weight: 18 lb FT - 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins BOT CHORD Structural wood sheathing directly applied or 10-" oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL-3.0psf; h=15ft, B=45ft; L=24ft; eave=5ft; Cat. 11; Exp S; Encl., GCpi-0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces 6 MWFRS for reactions shown; Lumber DOL= 1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 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 100 lb uplift at joint(s) 3, 2. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING - Verily design parameters and READ NOTES ON Ties AND INCLUDED MTEK REFERENCE PAGE INII.7472 rev. 19Ig312015 BEFORE USE. Design valid for use only with Mnek* connectors This design is based only upon parameters shown, and is for an individual building component, not a truss " am. Before use, the buildup designer must verity the applicability of design parameters and properly incorporate this design Imo the overall building det+ gn.• Bracing indicated is to prevent buckling of individual truss web andfor chord members only Additional temporary and permanent bracing is always required for s taD9ity and to prevent collapse with possible personal injury and property damage. For general guidance regarding the No fabrication, storage, delivery, erecton and bracing of trusses and truss systems. see ANSVTPIt Duality Criteria, DSB29 and BCSI Building Component 6904 Parke East Blvd Safety Information available it= Truss Plats institute. 218 N Lee Street, Suite 312. Alerindru, VA 22314 Tamps, FL 36610 Job Truss Truss Type Ply HmaJ WELUNGTON. 30WC 1011Y IP& rkiq- n n54ae PS030M D7 MONO HIP 2 1Job Reference (optionall I Mid-Florda Lumber. Banes. FL. 7 W 0 s Apr 19 2016 MRek Industries. Inc Thu Aug 03 13 07:57 2017 Page 1 ID: ikaVk429alHBanc6yEgLy31Ys*RTz?ICY9MMdpzcy, jUDVDh5o_rF luY36DwPyrZOG 5-0.0 6-e-0 I Scale - 1 15 4 Ax4 = 6x10MT16HS = I 2x4 = LOADING (psf) SPACING- 2 0 0 CSI. DEFL. in (loc) Udell Ud TCLL 20.0 Plate Grip DOL 1 25 TC 0.90 Vert(LL) 0.04 2-7 999 240 TCDL 20.0 Lumber DOL 1.25 BC 0.50 Vert(TL) 0.17 2-7 437 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.05 Horz(TL) 0.02 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Wind(LL) 0.03 2-7 999 360 LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No 3 BOT CHORD OTHERS 2x4 SP No.2 REACTIONS. (lb/size) 2=536/D-7-8, 9=533/0.1-8 Max Horz 2=60(LC 8) Max Uplift2=96(LC 8), 9=96(LC 8) Max Grav 2=536(LC 1). 9=549(LC 13) FORCES. (Ib) -Max. CompJMax. Ten. -Aft forces 250 (lb) or less except when shown. TOP CHORD 2-3=455/45, 34=370/52 BOT CHORD 2-7-59/373, 6-7=52/371 3x4 = 1:6 PLATES GRIP MT20 244/190 MT18HS 2441190 Weight: 28 lb FT - 0% Structural wood sheathing directly applied or 6-M oc puriins, except end verticals. Structural wood sheathing 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=3.0psf; h-15ft; B-4511; L=24ft; eave=4R; Cat. 11; Exp B; Encl., GCpi=0.18: MWFRS (directional); Lumber DOL-1.60 plate gnp DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated 4) This truss has been designed for a 10 0 ps1 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 tell by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should venty capacity of beanng surface 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 9 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ile uplift at joint(s) 2, 9. 9) Girder carries hip end with 0-0-0 right side setback, 5-0-0 left side setback, and 5-0.0 end setback. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 278 Ile down and 74 Ile up at 5-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced). Lumber Increase=1.25, Plate Increase=l 25 Uniform Loads (pIQ Vert: 2-5 =32(F=12), 1.3=80, 3-4=127(F=-47) Concentrated Loads (lb) Vert: 3-233(F) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING - Verify design parameters and READ NOTES ON TVS AND INCLUDED MITEK REFERENCE PAGE NI}7473 rw. 10103,7015 BEFORE USE. Design valid for use only with MRek* connectors This design is based only upon parameters shown, and is for an individual budding component, not a truss sycem. Before use, the building designer must verdy the applicability of design parameters and property incorporate this design into the overall budding design. Bracing indicated IS to prevent buckling of inchvidual truss web and/or chord members only Additional temporary and permanent bracing rs always requred 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. we ANSVrPl1 Quality Criteria, OS049 and BCSI Building Component 6904 Parke East Blvd. Safely Information available hom Truss Plate Institute. 21a N Lee SU". Suite 312, Alexandria, VA 22314. Tamps, FL 36610 Job Truss Truss Type Oty Ply Park Sq. Hmal WELLINGTON - 3096-C T11754049lJoh, IPS03096CD2MONOTRUSS141 R MiM1Flonda Lumber. Banow, FL. 1.0-0 20 = 7 640 s Apr 19 2016 Mrrsk Industries, Inc. Thu Aug 03 13.07.58 2017 Page 1 ID')kaVk429alHBattc6yEgLy3IYs-0d1 LDDDAwgUUR7A$XR?F20ELH09LvRil mismSryrZOF 8-60 6-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.07 2-5 999 240 TCDL 20.0 Lumber DOL 1.25 BC 0.51 Vert(TL) 0.18 2.5 410 180 BCLL 0.0 ' Rep Stress Inv NO WB 0.00 Horz(TL) 0.01 7 n/a n/a BCDL 10.0 Code FBC2014rrP12007 Matrix) Wind(LL) 0.00 5 999 360 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=430/0.7-8, 7-273/0.1-8 Max Horz 2=71(LC 10) Max Uplil12-82(1-C 10), 7=40(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=252/61 Scale - 1 15.e Sx6 = 3 PLATES GRIP MT20 244/190 Weight: 27 lb FT - 0% Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Structural wood sheathing directly applied of 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=45f1; L=2411; eave=oft; Cat. II; Exp B; End , GCpi=O 18, MWFRS (directional) and C-C Exterior(2) 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) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 7. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) 2, 7. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING - Verily design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE M I-7473 rev. /0,003?015 BEFORE USE. Design valid for use only with Wake, connectors, This design is based only upon paramelers shown• and is for an ndwidual budding component, rid a truss system Before use. the budding designer must venly the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent bucgarg of individual tons web and/or chord members only Additional temporary and permanent bracing is always raquved for stability and to prevent collapse with possible personal Injury end property damage For general guidance regarding the is faMrcabon• storage, delivery, erection and bracing of trusses and truss systems. see ANSVTPII Quality Criteria, DSB49 and SCSI Building Component 6904 Parks Fast Blvd Safety Information available from Tens Plale Insotul r, 218 N. Lee Strew. Suite 312. Alexandns, VA 22314 Tamps. FL 36810 Job Truss Truss Type Oty Ply Park Sq. Hms! WEI.LINGTON • 3096C 71175.1050 PS03098C Et HIP t ionea Wmaer, uanow, V L. 7.640 s Apr 19 witi MiTlk Intfustnef, Inc. Thu Aug 03 13:07 592017 Page t ID: Tvlyi45gwu18okS3AgTTCYy31Yr-ggbkOZEoh cK2HIK58WUaemS6oP4eh?A?NbK IyrZOE 1 7.41352 20-0-0 26814 33," 40-0-01 0 0 7-0 9112 6-6-14 6$14 a 5.2 7-0-0 11 exe = Ann 117 4x4 = 7xe = 4x4 = Scale = 1 * 70 7 3,8 = 14 13 12 11 10 3x8 = 1.50 11 4xe = 5x8 MT20H6 = axe = LOADING (psf) TCLL 20. 0 TCDL 20. 0 BCLL 0. 0 ' BCDL 10. 0 SPACING- 240. 0 Plate Grip DOL 1,25 Lumber DOL 1.25 Rep Stress Ina NO Code FBC2014/ TP12007 CSI. TC 0. 85 BC 093 WB 0. 89 Matrix) DEFL. Vert( LL) Vert(TL) Horz(TL) Wind(LL) in (loc) Well Ud 0.37 12 >999 240 1.19 12-13 >399 180 0.29 8 nla n/a 0.29 12 >999 360 PLATES GRIP MT20 2441190 MT20HS 187/ 143 Weight. 425 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 3.314 oc puriins. 3.5, 5.7: 2x6 SP No.2 BOT CHORD Structural wood sheathing directly applied or 10-0.0 oc bracing. BOT CHORD 20 SP No 1D WEBS 2x4 SP No.3 REACTIONS. (lb/ size) 2=4282/0-3.8, 8=4282/0.3-8 Max Horz 2=76(1-C 6) Max Uplift2- 737(LC 8), 8=737(LC 6) Max Grav 2=4318(1-C 13), 8-4318(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-3=8655/1506, 3.15=11583/2081, 4-15=11585/2081, 4-16=12912/2309, 5-16- 12912/2309, 5.17=12912/2309, 6-17-12912/2309, 6-18=11586/2081. 7-1 8=1 1583/2081, 7-8=-8655/1506 BOT CHORD 2-14=126217669, 13-14=-1266/7655, 12-13=1965/11614, 11-12=1965/11580, 10.11= 1266/7598, 8-10=1262/7612 WEBS 3- 14=0/464, 7-10=0/464, 4-13=1968/467, 5-12-1145/329, 6-11-1968/467. 3.13=- 797/4690, 4-12=259/1568, 6-12-259/1568. 7-11=797/4690 NOTES- 1) 2- py truss to be connected together with 1 Od (0 148"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0.9-0 oc. Webs connected as follows: 20 - 1 row at 0.9.0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (8) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10, VuM=140mph (3-second gust) Vasd=108mph: TCDL=4.2psf; BCDL=3.Ops1; h=15ft, B=45ft; L-24ft; eave-5ft; Cat. II; Exp B; Encl., GCpi=O 18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL-1 60 5) Provide adequate drainage to prevent water ponding 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (i1=lb) 2=737, 8=737. p Printed COBSOfthis document are 10) Girder carries hip end with 7.0-0 end setback. not considered signed and sealed and 11) Hanger( s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 616 lb down and 169 lb up at the signature must be verified on 33-", and 616 lb down and 169 lb up at 7-" on top chord. The design/selection of such connection device(s) is the responsibility any electronic copies of others. Continued on Daae 2 0 WARNING - Verily dsa/gn perarneters and READ NOTES ON THIS AND INCLUDED WTEx REFERENCE PAGE 1111104173 rev. 1400=015 BEFORE USE. Design valid for use only with MiTek* COnneblors This design la based only upon parameters shown, and is for an mdwidual 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 Bradng indicated is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing is always requited for alabddy and to prevem collapse with possible personal Injury and property damage For general guidance regarding the is fabrication, storage, dedvery, erection and bracing of trusses and truss systems, no ANSVTPI1 Quality Criteria, DSSd9 and SCSI Building Component 6904 Parks East Blvd. Safely Information available from Truss Plate Institute. 219 N Lee Street. Suhe 312. Alexandria. VA 22314. Tamps, FL 36610 Job Truss Truss Type Oty Ply Park Sq. Hms! WEWNGTON- 3096-C T71751050IPS03095CE1NIP1 M10+11 da Lumber, eanow, FL LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) Lumber Increase=1.25, Plate Increase-1.25 Uniform Loads (plf) Vert: 1.3-80, 3-7=174(F=94), 7-9-80, 2-8=-44(F=24) Concentrated Loads (Ib) Vert: 3=-513(F) 7=513(F) I.WYsnpr iv" Mrr OR mOYAn03. rn1G rnYP gW,4..,.Pvxu" IagO[ ID:Tvlyi45gwu18okS3AgTTCYy31Yr-ggbkOZEoh cK2HIK58WUaemS8oP4eh4A7NbK IyrZOE O WARNING - VvNy design parameters and READ NOTES ON INS AND INCLUDED WTEK REFERENCE PAGE M0.7473 rev. 10CM15 BEFORE USE. Design valid for use only with MRekB connectors This design is based only upon parameters shown, and is lot an individual building component, not a truss system. Before use. the budding designer must verdy, the applicabWy of design parameters and property mcorporau this design into the overall budding design Bracing indtt:aled is to prevent bucNing of individual truss web andfor chord members only. Adddtoral temporary and pemtanent bracing to always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the 0 Isbncation. storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSO-09 and SCSI Building Component 6904 Parke Fast Blvd Safety Information available from Truss Peale Insldae, 218 N. Lee Street, Suite 31Z Abvindra, VA 22314. Tampa, FL 36510 Job Truss Truss Type Oty Ply PaAt Sq. HmsJ WELLINGTON. 3096C T11754051 PS03096C E2 HIP 1 1 is-rnnoa Wmoer, wnoW, rL 7.640 s Act 19 2016 MRek Industries, lnc Thu Aug 03 13.00*01 2017 Page 1 ID.Tvlyi45gwut6okS3AgTTCYy31YrcCjUrFG3Dbs21avICZZyg3sgxb6v6hUTSh4R3AyrZOC 1 4-!i•0 1: "0 145.2 240-0 25$14 31.60 3S2.12 40-0-0 1 1 4-;4 a2.12 SS2 Se•11 5.8.14 ssz 4-2.12 4-a1 1.40 Scale - 1.70 7 Sx5 3x4 = Sx5 = 30 = _ B.110 r 4 17 5 18 e 7 19 20 e 5x5 ppp 1 11-4'g.1 1 Iii M LL Let, V, AA axe = 1a 15 14 13 12 3x4 = 314 = 5xe = 30 = 30 = 18V axe = LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Veff(LL) 0.27 14 >999 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 SC 0.84 Veff(TL) 0.88 14-15 >539 180 BCLL 0.0 ' Rep Stress Ina NO WS 0.51 Horz(TL) 0.25 10 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix) Wind(LL) 0.22 14 >999 360 Weight: 211 lb FT - 0% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-4-1 oc puffins. BOT CHORD 20 SP No.1 BOT CHORD Structural wood sheathing direly applied or 5-11-4 oc bracing. WEBS 20 SP No.3 REACTIONS. (lb/size) 2=2077/0-3-8, 10=2077/063-8 Max Holz 2=96(LC 8) Max Uplitl2-305(LC 10), 10=305(LC 10) FORCES. (lb) - Max. Comp./Max Ten - All forces 250 (lb) or less except when shown. TOP CHORD 2-3-3817/1272, 3-4=-3497/1168, 4-17=-4021/1403, 17-18=4021/1403, 5-18=4021/1403, 5-6=-4365/1509,6.7=-4365/1509,7-19=-4020/1403,19-20=3021/1403, 8.20=-4021/1403,8-9=-3497/1168,9-10=3817/1272 BOT CHORD 2-16=1021/3328, 15-16=-830/3051, 14-15=114114021, 13-14-1141/4021, 12-13= 830/3051, 10.12=1021/3328 WEBS 3.16=314/216, 4.16=60/406, 4-15=-406/1338, 5.15=766/289, 5-14=137/503, 6.14=-445/210, 7-14=137/503, 7-13=766/289, 8-13-406/1338, 8-12=-W/406, 9-12=3141216 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.0psf,. h=15ft; B=45H; L=24R; eave=5ft; Cat 11; Exp B; Encl., GCpi=0.18: MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces 6 MWFRS for reactions shown; Lumber DOL-1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrerlt 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 2.40 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 100 lb uplift at joint(s) except (jt=lb) 2-305, 10=305. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARNING - Verily design paramatws and READ NOTES ON TNIS AND INCLUDED 110TEK REFERENCE PAGE NO.7473 m. 10103R015 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, net 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 andlor pond mernbeis only. Additional temporary and permanent bracing is shveys required for stability ant to prevent collapse with possible personal injury and property damage For general guidance regarding the No fabrication, storage, delivery, erection and bracing of trusses and truss systems, ses ANSVTPII Quality Criteria, D58419 and BCS1 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 238 N. Lee Sir". Sun* 31Z Alexandria, VA 22314. Tamps, FL 36810 Job Truss Truss Type Oty Ply Park Sq Hms.1 WELLINGTON - 30MC T117UO52 PS030M E3 HIP 1 1 wi-IiiiieeW urw. wnw, I .r . ,a .... ,wwv .wv ID:x6rKvO51hB"QIIFkX_ilmy3lYq-4PHs3aGh y_vvkUvmH4BCGOyg7RZrAgdhLq_bcyrZOB 1 S!}4 11.0-0 17-0-0 23-00 29.40 34.2.12 40.40 1 1 SS4 S2.12 6-0A 6.40 e•0.0 S2.12 594 1-00 Scale - 170 7 5x5 = _ 30 = 3x4 = 5x5 4 16 5 6 17 7 3x6 = 15 14 1e 19 13 20 zi 12 11 3x6 = 15.4 II 3x6 = ex6 3x6 = 1.50 II LOADING (psf) TCLL 20.0 TCDL 20.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Inv NO Code FBC2014n•PI2007 CSI. TC 0.89 BC 0.94 WB 0.38 Matrix) DEFL. in (loc) Udell Ud Vert(LL) -0.25 13-14 >999 240 Vert(TL) -0.84 13-14 >567 180 Horz(TL) 0.25 9 n/a n/a Wind(LL) 0.17 13 >999 360 PLATES GRIP MT20 244/190 Weight: 208 lb FT - 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-7 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Structural wood sheathing directly applied or 6-3-3 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpi 514, 6.12 REACTIONS. (lb/size) 2=2077/0-3.8, 9=2077/0.3.8 Max Horz 2=115(LC 9) Max Uplift2=305(LC 10). 9=305(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3-3849/1260, 3-4=-3311/1139, 4-16=2853/1065, 516=285211066, 5-6=-3541/1263, 6.17=2852/1066, 7-17=2853/1065, 7-8-3311/1139, 8-9=3849/1260 BOT CHORD 2-15=1000/3327, 14-15=1000/3327, 14-18-967/3489, 18-19=967/3489, 13.19-967/3489, 13-20=967/3489, 20.21=967/3489, 12-21-967/3489, 11-12=1000/3327, 9-11=1000/3327 WEBS 3.14=521/275, 4-14--286/987, 514=960/287, 6.12=960/287, 7-12-286/987, 8-12=521/275 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind- ASCE 7-10; Vint=140mph (3-second gust) Vesd=108mph; TCDL=4.2psF BCDL=3.Opsf, h=15ft; B=45ft; L=24ft; eave=5ft; Cat. 11; Exp B; Encl.. GCpi=0.18: MWFRS (directional) and C-C Exterior(2) 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, with BCDL = 10.Opsf 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=1b) 2=305, 9=305. d D jr7 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 TNIS AND INCLUDED MITEK REFERENCE PAGE MU-7473 rev. 14K17/h015 BEFORE USE. Design valid for use only with MRek® connectors This design is based only upon parameters shown, and Is for an individual building component, not a 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 budding of individual trust web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding Via abnm ion, storage, debvery, erection and bracing of trusses and truss systems, see ANSUrPH Quality Criteria. DSBd9 and SCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 21S N Lee Street. Suite 312. Alexandra, VA 22314. Tampa, FL 38610 Job Truss Truss Type Ply Part Sq HmsJ WELLINGTON. 3096-C 10tyP503096CE4HIPt t Job Reference tootionall :T d Md-FIan a Lumber, Senow. FL 7.640 s Apr 19 2016 MITek Industries, Inc. Thu Aug 03 13.08.03 2017 Page t ID, x6rKv051hB"0lIFkX_ilmy3lYq-ZbrEGwHJIC6mXu36K bOlUx6SPmTobOmwTZX73yrZOA 0-Q a8.4 I 130-0 1 20-0.0 I 27-0.0 1 332.12 1 40.0.0 g1-0-0106l1.4 &2.12 7-0-0 7b0 12.12 6-9.4 1b0 Scale - 1:70.7 Sx6 = 1.5x4 II 5x6 = 4 13 5 14 a 3x8= is i. iv 71 lr ro ry 3X5= 3x4 = 5x8 = 3x4 = 113-4 I 20," 29.&12 40.0-0I 113-4 9$_ 12 I 94102 1b3-a Plate Offsets (X.Y)- 14:0-3-0.0.2-0). 16:0.3-0.0.2-01. 111 0-4-0.0.3-01 LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Verl(LL) -027 11-12 >999 240 MT20 244/190 TCDL 200 Lumber DOL 125 BC 0.96 Verl(TL) -0.72 11-12 >658 180 BCLL 0.0 ' Rep Stress Ina NO WS 0.46 Horz(TL) 0.19 8 n/a n/a BCDL 10.0 Code FBC2014/rP12007 Matra) Wind(LL) 0.14 11 >999 360 Weight: 199 lb FT = 0% LUMBER- BRACING - TOP CHORD 20 SP No.t 'Except' TOP CHORD Structural wood sheathing directly applied. 4- 6: 2x4 SP No.2 BOT CHORD Structural wood sheathing directly applied or 6-7-7 oc bracing. BOT CHORD 2x4 SP No. 1D WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 2=2077/0-3-8.8=2077/0.3-8 Max Horz 2=134(1.0 8) Max Uplift2=-305(LC 10). 8--305(LC 10) FORCES. ( lb) - Max. CompJMax Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3760/1271, 3-4=3358/1184, 4-13=-3068/1159, 5.13=3068/1159, 5.14=3068/1159, 6- 14-3068/1159,6-7--3358/1184,7-8=-3760/1271 BOT CHORD 2-12-1000/3315, 12-15=-696/2714, 15-16-696/2714, 11-16=-696/2714, 11- 17--696/2671, 17-18-696/2671, 10.18=-696/2671, 8-10=10D0/3247 WEBS 3-12-478/322, 4-12=-179/672, 4-11-141/683, 5.11=578/252, 6.11=141/683, 6. 10=179/672, 7-10=478/322 NOTES- 1) Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7-10; VuM=140mph (3-second gust) Vasd=108mph; TCDL-4.2psf; BCDL-3.Opsf; h=15R; B=45ft; L=24ft, eave=5ft; Cat. 11; Exp B. End , GCpi-0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces d MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL-1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10 Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (p=1b) 2=305, 8= 305. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - verity design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 140-7473 rev. 10)0"015 BEFORE USE. Design valid for use only who Malik* connectors This Design is based only upon parameters shown, and is for an individual budding component, not a lass system. Before use, the budding designer must verity the applicability of design parameters and property incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of individual truss web andfor chord members only. Additional temporary and permanent bracing is akaays required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the labricahon, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSBa9 and BCSI Building Component 69N Parke East BNd. SafelyInformationavailablefromTrussPlateInstitute. 218 N Lee Sir". Suite 312. Alexandria. VA 22314 Tampa. FL 36610 Job Truss Truss Type Park sq. Nms! wELLING70N • 3098•C 10ty JPly T71754054 IPS03096CE5HIPtt Job Mid -Florida Lumber, Bartow, Fl- 7 640 a Apr l9 2015 Mn/k Industries. Ind Thu Aug 03 13:05:04 21117 vage 1 ID:x6rKvO51hB??Otl FkX_ilmy3lYq•1 nPdTGlxW WEd92elth6fHhUKLp5eJ2sw9fJ5gVyrZO9 7-a4 154)-0 20.40 25-0-0 32.2.12 1.40 7•a4 7.2.12 5.60 5.40 7.2•12 Scale - 170.7 5x5 = 1 5x4 11 5x5 = 3X5 = is w i. 11 ,. , o 10 34 = 30 = US = 3x4 = 163 2D0.0 2&&12 1 4G0-0 Ii1 163.4 ae• 12 1 tt$12 10-3.4 Plate Offsets (X.Y1- 14 0-2-8.0-2-41.r6:0.2-8.0.2-4i. n 1:0-4-0.0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Verl(LL) -0.28 11-12 >999 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.97 Vert(TL) -071 8-10 >672 180 BCLL 0.0 ' Rep Stress Incr NO WS 0.47 Horz(rL) 0.19 8 n/a n/a BCDL 10.0 Code FBC2014frP12007 Matrix) Wind(LL) 0.12 8-10 >999 360 Weight: 204 lb FT = 0% LUMBER- BRACING - TOP CHORD 20 SP DSS -Except- TOP CHORD Structural wood sheathing directly applied or 2-9.9 oc purtins. 4- 6: 2x4 SP No.2 BOT CHORD Structural wood sheathing directly applied or 6-7-3 oc bracing. BOT CHORD 20 SP No.1 D WEBS 20 SP No.3 REACTIONS. ( lb/size) 2-2077/0.3-8, 8=2077/0-3-8 Max Hoiz 2=-153(LC 8) Max Uplift2=305(LC 10). 8=305(LC 10) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3742/1266, 3-4-3437/1250, 4-5=2687/1050, 5.6=-2687/1050, 6.7=3437/1250, 7- 8=-3742/1266 BOT CHORD 2-12-986/3336, 12-13=-618/2563, 13.14=-618/2563, 11-14-618/2563, 11-15=-618/2491, 15. 16--618/2491, 10-16=618/2491, 8-10=986/3221 WEBS 3-12-5601371. 4-12=3051887, 4-11=40/496, 5-11-358/129, 6-11=40/496, 6-10=-305/ 887,7-10=5601371 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuB=140mph (3-second gust) Vasd=108mph; TCDL=4 2psf; BCDL=3 Opsf, h=15111; B=45R; L=24ft; eave=5ft; Cat. II, Exp B; Encl.. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces d MWFRS for reactions shown; Lumber DOL=1. 60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 ps1 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.Opst. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb upl'41 at joint(s) except (jt=lb) 2=305, 8=305. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING - Verify dasrgn pararriaras and READ NOTES ON 7761S AND INCLUDED MTEK REFERENCE PAGE 11110.7473 rav 10+0372015 BEFORE USE. Design valid for use only with Mrfoke connectors. This design is based only upon parameters shown, and is for an mdwidual budding componerd, not a tmss system Before use. the building designer must veriy, the applicability of design parameters and property incorporate this design into the overall Oulding design. Bracing indicated is to prevent buckling of mdiwdusl truss web and/or Chord members only Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible persorml injury and property damage. For general guidance regarding the MR fabrication, storage. delnery, erection and bracing of trusses and truss systems, a" ANSVTPI1 Ouslhy Crharls, DSB49 and BCS1 Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute. 21e N. Lee Street, Susie 312. Alexandria. VA 22314 Tamps, FL 36610 Job Truss Truss Type Ply Park Sq. Hmsl WELLINGTON • 3096•C 10ty T11751055 PS03096C ES HIP 2 1) b Reference (optional) bra Lumber, Bartow, FL. 7 640 a Apr 19 2016 MRak Industries, Inc Thu Aug 03 13 06 05 2017 Pape 1 ID.PIP17m6wSV7s21 cSHFVxHzy3rYp-Vzy?hcJZHgMUmCDURPdugvOS3DTP2093NJ2eCxyrZ08 8-05 It83 17-0-0 23-0-0 26573 337L71 40-0-0 t SS73 5613 6-0.0 SS13 SS13 0-0.5 t-4 Scale = 1:71.5 6x5 = 5x5 = 3x6 = ra ry rr 14 io 12 io iu n 3x8 = 30 = 3x8 = 3xe = 30 = 3x4 = LOADING (psf) TOLL 20.0 TCDL 20.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0.0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Ina NO Code FBC2014/TPI2007 CSI. TO 0.95 BC 087 WB 0 91 Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) Wtnd(LL) in (loc) Well L/d 0.21 14-15 >999 240 064 11-12 >743 t80 0. 22 9 n/a We 0. 14 12-14 >999 360 PLATES • GRIP MT20 244/190 Weight: 221 lb FT - 0% LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.t BOT CHORD Structural wood sheathing directly applied or 6-1-7 oc bracing. WEBS 20 SP No.3 WEBS 1 Row at midpt 6.14 REACTIONS. ( lb/size) 9=2077/0-3-8.2=2077/0-3-8 Max Horz 2-172(LC 8) Max UplA19=-305(LC 10), 2-305(LC 10) FORCES. ( lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3809/1310, 34=3484/1255, 4-5=2662/1042, 5-6=2283/986. 6-7=2661/1042, 7- 8=3493/1255, 8-9=-3809/1310 BOT CHORD 2-15=1043/3393, 15.16=-793/2885, 16.17=793/2885, 14-17--793/2885, 13. 14-527/2310, 12-13=-527/2310, 12-18=793/2803, 18-19=793/2803, 11- 19=793/2803, 9-11-1043/3297 WEBS 3-15=401/266, 4-15-159/575, 4-14=772/383, 5.14=237/736, 6-12=238/804, 7- 12-772/383,7-11=-160/573,8.11=401/266 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=45f1; L=24fl; eave=5ft: Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown: Lumber DOL-1 60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ile uplift at Joint(s) except Ot=lb) 9=305, 2= 305. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING • Vertly design parameters and READ NOTES ON TNIS AND INCLUDED WYEK REFERENCE PAGE arr11,7473 rev. IOM312015 BEFORE USE. Kam Design valid for use only with MlTela® connectors This design Is based only upon parameters shown, and is rot an individual buildup component, not a truss system Before use, the buildup designer must verily the applicabiliy of design parameters and property incorporate this design into the overall building 0 vgn' Bracing indicated is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing is always required for gaDWly, 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, sae ANSVTPIt Quality Criteria, D5049 and SCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Insibute. 219 N Lee Street, Suite 312. Alexandria. VA 22314. Tamps, FL 36610 7.9.4 7.2.12 540 1 1&6-0 1 3x6 = Sx8 1- Sx5 4 5 1.50 11 IOy IPh ark Sq. HmsJ w( optional) 1 IJob Reference - C 711754056 7.640 a Apr 19 2016 Me rek Industries. Inc. Thu Aug 03 13.08.05 2017 Pape 1 K6rKvO51hB??Ot t FkX_Itmy3lYq-Vzy?hcJZHgMUmCDURPdugvOVCDS92UM3NJ2eCxyrZC IS-0-0 32.2.12 5-0 0 7.2.12 7-9 4 0 0 Stab = 1:71.6 5x5 = 3x5 = ra w 13 , e 3x5 = 3x4 = SX9 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) 029 13-14 999 240 TCDL 20.0 Lumber DOL 1.25 BC 095 Vert(fL) 0.72 13-14 662 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.52 Horz(TL) 0.19 10 n/a n/a BCDL 10.0 Code FBC2014frP12007 Matrix) Wind(LL) 012 2-14 999 360 LUMBER- BRACING - TOP CHORD 2x4 SP DSS -Except- TOP CHORD 4- 8,5.6: 20 SP No 2 BOT CHORD BOT CHORD 2x4 SP No. 1D WEBS 20 SP No.3 REACTIONS. ( lb/sae) 2=2077/0-3-8, 10=2077/0-M Max Horz 2-169(LC 9) Max Uplift2-305(LC 10), 10-305(LC 10) FORCES. ( lb) - Max Comp /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3-3753/1280, 3.4=-3475/1284, 4-5=255/43, 4-6=2564/1083, 6-7=2699/1064, 7- 8=2699/1064, 8-9-347511278, 9-10=3752/1275 BOT CHORD 2-14-998/3356, 14-15=625/2552, 15-16=-625/2552, 13-16=-62512552, 13-17-628/2498, 17- 18=-628/2498,12-18=-628/2498,10.12-994/3229 WEBS 3-14-5631369, 4-14-3251929, 4-13=55/588, 7-13=-411/150, 8-13= 47/455, 8.12=322/917, 9-12=556/370 PLATES GRIP MT20 244/ 190 Weight: 209 lb FT = 0% Structural wood sheathing directly applied or 2-9-12 oc purlins Structural wood sheathing directly applied or 6-6-12 oc bracing NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind ASCE 7- 10, Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL-3.Opsf; h=1511; B-4511, L=24111, eave=511; Cat. II; Exp B; Encl., GCpi= 0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1 60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection ( by others) of truss to bearing plate capable of withstanding 100 Ile uplift at joint(s) except (jt=lb) 2=305, 10=305. 7) Graphical purlin representation does not depict the sae or the orientation of the purlin along the top and/or bottom chord. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING - VWVY daslpn parameters and READ NOTES ON TNIS AND INCLUDED MTEK REFERENCE PAGE MI67473 rev. 10003R016 BEFORE USE. Design valid for use only with MRek* connectors. This design Is based only upon parameters shown, and is for an Individual buttlup 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 bulldnp design Bracing indicated IS 10 prevent buckling of individual truss web anNor chord members a*. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal iryury and property damage For general guidance regarding the is fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, OSS49 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Instdute, 216 N Lee Street. Suds 312, Alexandria. VA 22314. Temps, FL 36610 Job Truss Truss Type oty Ply Part Sq HmsJ WELLINGTON - 30WC T11754057 PS03096C Ee HIP 1 1 job Reference I Mill -Floe" Lumber, aanow, FL. 7 640 s Apr 19 2016 Mfrek Industries. Inc Thu Aug 03 13.08.06 2017 Page 1 ID:x6rKvO5lhB770t1 FkX_IImy31Yq-zAWNuyJB27ULOL og%87NSZercolng9CczoBkOyrZO7 5147 11.2.5 'a-" 204-0 274)-0 332.12 40.0.0 1 PO S1O7 5315 SS11 3$0 6-8-0 6.2.12 6-9-4 1 Scale = 1:71.5 5x5 = 9 tb 01t 3x8 = la if IV 14 1V IJ zu lz z1 zz 11 3x5 = 30 = 3x9 _ 34 MT20HS = 30 = 30 = i 6-B•a I 16&O gee &1.10 1 2380 7PO i 2&&12 6612 i 40-0-0 10.3-4 I Plate Offsets (X.Y)- 14:0.2-8.0.301.17 0.3-0.0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdeft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 088 Vert(LL) 0.23 9-11 999 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.93 Vert( L) 0.77 9-11 616 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Inv NO WB 0.99 Horz(TL) 0.20 9 n/a n/a BCDL 100 Code FBC2014/rP12007 Matrix) Wind(LL) 015 12-14 999 360 Weight: 215 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No 2 'Except' TOP CHORD 7-10: 2x4 SP No.1 D BOT CHORD BOT CHORD 2x4 SP No 1D WEBS WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=2077/0-M, 9=2077/0.3-8 Max Horz 2=169(LC 8) Max Uplift 2=305(1-C 10), 9=305(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3815/1314, 3-4-3502/1262, 4-5=2687/1046, 6-16=2873/1126, 7-16-2873/1126, 7-8=3351/1210, 6-9=3729/1296, 5-6=-2649/1062 BOT CHORD 2-15=1048/3376, 1577=-809/2895, 17-18=809/2895, 14-18=-809/2895, 14-19= 833/3019, 13-19=833/3019, 13-20=-833/3019, 12-20=833/3019, 12-21=-71612678, 21-22=716/2678, 11-22=716/2678, 9-11-1023/3243 WEBS 7-11=188/599, 8-1 /=-480/320, 5-14=740/1959, 4-14=768/379, 4-15=152/546, 3-15=382/255, 6.14=1459/593, 6-12=323/148, 7-12=108/529 Structural wood sheathing directly applied or 2-0.5 oc puffins. Structural wood sheathing directly applied or 6-6-5 oc bracing. 1 Row at midpt 6-14 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=241111; eave=5ft; Cat. II; Exp B; Encl.. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone,C-C for members and forces d MWFRS for reactions shown; Lumber DOL-1.60 plate grip DOL=1 60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20 Ops1 on the bottom chord in all areas where a rectangle 3-" 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) o1 truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jl=Ib) 2.305, 9=305. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies W QWARNING • Verily daalpn parameters and READ NOTES ON T195 AND INCLUDED M17EK REFERENCE GAGE Mll•7177 rev. fbib7/tO1S BEFORE USE. Design valid for use only with MiTelt® connectors This design is based only upon parameters shown. and is for an indmdual budding component, not - a miss system Before use, the building designer must verdy the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated is to prevent bucking of individual truss web anNor chord members Only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage, deloory, erection and bracing of busses and truss systems, see ANSVTPH Quality CMeria. DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avadabie from Truss Plate Insibute, 21141 N Lee Street, Suite 312. Alexandria, VA 22314 Tamps, FL 36610 Job Truss Truss Type Oty Ply Park Sq Heal WELLINGTON - 3OWC T7175105e PSO3096C E9 HIP 1 1 Mr6F1or ds Lumber. Barlow. FL 7 64o a Apr 19 2o16 Mnex indusines. sic. inu Aup uJ 1 a'ue:w colt Pepsi ID x6rKvO51hB??Ot7Fk)(_ibny3lYq-RM4161KpoRcCOVMtZgfMvK6ovO9YWIVMrdXlGgyrZ06 Sao 77-0-0 t&a0 22-0 29" 34 2-t2 4440 t 0 Sa4 52.12 S•60 5$0 6 8 0 S2.12 S9.4 1 5x5 = 600 r12 Scale - 171.5 3x6 = 19 1S if 16 n cc is i. 13 12 3xS = 1.50 11 30 = 3xS MT20HS = 3x9 = 3x4 = 3x4 = 1.50 II 3xS MT20HS = Sao 11-0-0 1680 256.0 1 40-0-0nX II11 Sao S2.12 5.60 9 40 1 1 14 123.4-0 S2.12 Sao Plate Offsets (X.Y)- 18:0.2-8.0.241 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) 0.26 15-16 >999 240 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.89 Vert(TL) 0.89 15-16 >534 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Ina NO WB 0.92 HOrz(TL) 0.24 10 Ma n/a BCDL 10.0 Code FBC2014/TPI2007 Matnx) Wind(LL) 0.16 15-16 >999 360 Weight. 222 Ile FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.1 BOT CHORD Structural wood sheathing directly applied or 6-1-10 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-16 REACTIONS. (lb/size) 2=207703-8, 10=2077/0.3-8 Max Horz 2-169(LC 9) Max Uplift2=-305(LC 10), 10=305(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3857/1307, 34=3297/1180, 4-5-3133/1197, 5-6=2697/1047, 7-20=-3235/1215, 8-20-3235/1215, 8-9=3297/1183, 9.10=3855/1292, 6.7--2697/1049 BOT CHORD 2-19=1042/3334, 18-19=1042/3334, 17-18=818/2868, 16.17-818/2868, 16-21=1038/3521. 21-22=-1038/3521, 15-22-103813521, 14-15=800/2862, 13-14=-800/2862,12-13=-1029/3331,10-12=1029/3331 WEBS 3-18=549/258, 518=1001400, B-13-118/325, 9-13=543/261, 6-16=681/1851. 5 16-765/367, 7-16=-16761682, 7-15=555/260. 8-15=204f770 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=4.2psf: BCDL=3.Opsf; h=15ft; 8=4511, L-24ft, eave=5R; Cat. It: Exp B; Encl. GCpi=0.18, MWFRS (directional) and C-C Exterior(2) zone;C-C for members and faces & 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 ps1 bottom chord live load nonconcurfent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ile uplift at joint(s) except (jt=1b) 2=305, 10=305. 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 MrTEK REFERENCE PAGE MII.7473 new. 1tW3,7915 BEFORE USE. Design valid for use only with Mrr*W aonet ions 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 everts building design Bracing Indicated le to prevent buckling of individual truss web and/or cord members only Additional temporary and permanent brarurrp is always required for stability end to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. no ANSIRPI1 Quality Criteria. DS049 and BCSI Building Component 69N Parke East Blvd. Shay Information available from Truss Made Institute. 210 N. Lee Street Suite 312. Alexandria. VA 22314 Tamps. FL 36610 Job Truss Truss Type Ply Park Sq. HmsJ WELLINGTON - 3OWCryPS0309SCE70HIPt wiu•rwww Lu.b , =anvw, FL. 1.640 s Apr 19 2010 Mnek Industries, Inc. Thu Aug 0313-06-00 2017 Page 1 ID:Tvlyi45gwu18okS3AgrrCYy31Yr-8096evFOSHkBgOKXeslj7rJalCmgN6xKE 7 LtWkyr20D 5147 11.2.5 te•e-0 20$14 24.4-0 31•Q-0 352.12 4060 1 b0 I10.7 5315 SS11 310.14 3&2 B80 4-2-12 4-ti4 Sx5 = 600 t2 Scale - 1 71 5 axe = ,o is iv 15 <i iw cc 13 12 axe = 3x4 = 3x8 = 3x8 MT20HS = axe = 3,4 = I 888 1 1&B-0 I ti-e-e & 1-10 24-4-0 7-8-0 I 31-0-0 I t380 40-0-0 9 O 0 t Plate Otlsets (X.Y)- 14:0-2-8.0.3.01. 18:0.3-0.0.2-01 LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) 0.29 13-15 >999 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.84 Vert( L) 0.93 13.15 >510 160 MT20HS 187/143 BCLL 0.0 ' Rep Stress Ina NO WB 0.98 Horz(TL) 0.23 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Wind(LL) 0.22 13-15 >999 360 Weight: 219 lb FT = 0% LUMBER- BRACING - TOP CHORD 20 SP No.2 'Except' TOP CHORD Structural wood sheathing direly applied. 7-8: 2x4 SP No 1 BOT CHORD Structural wood sheathing directly applied or 6-1-5 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 1 Row at midpt 7-13, 6-15 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=2077/0-3-8, 10=2077/0.3-8 Max Horz 2=169(LC 8) Max Uplift2=305(LC 10). 1On-305(LC 10) FORCES. (lb) - Max Comp./Max. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3808/1315, 3.4-3503/1272, 4-5-2690/1052, 7-17=-4139/1512, 17-18=-4139/1512, 8-18=-4139/1512, 8-9=3510/1223, 9-10=3808/1317, 5-6=2646/1062, 6-7=4795/1788 BOT CHORD 2-16-1047/3318, 16-19=812/2843, 19-20=-812/2843, 15.20= 812/2843, 15.21=858/3057, 14-21=-858/3057, 14-22-858/3057, 13.22=-858/3057, 12-13=-884/3074, 10-12=1060/3318 WEBS 8-13=-447/1324, 8-12=-53/405, 9.12=-278/199, 7-13-2534/999, 515=728/1900, 3.16-3831254, 4-16=-159/553. 4-15=755/374, 6-15-14191594, 6.13-81612239 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=15R; B=4511; L=2411; eave-5ft; Cat. 11; Exp B. Encl., GCpi--0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL-1.60 3) 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ile uplift at joint(s) except (jt=Ib) 2=305, 10=305. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING - Verily design penmorers and READ NOTES ON TIVS AND INCLUDED WYEK REFERENCE PAGE WILT473 rev. 10)0312015 BEFORE USE. Design valid for use only with MITek* 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 verify the applicability of design parameters and property incorporate this design Into the overall budding design Bracing indicated is to prevent buckling of individual truss web and/or chord members only 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 ANSVTPII Quality Criteria. DSO-09 and SCSI Building Component 6904 Parks East BlvdSafetyInformationavailablehornTrussPlateInstitute, 216 N. Lee Suer, Suite 31Z Alexantlna, VA 22314. Tamps, FL 36610 T11754060 GABLE I t I 1 I Job Reference foourtnl 7 640 s Apr 19 2016 MTek Inc ID tUz5K67YDpGjIBBeryOAgBy31Yo-vYe7 0-h8 Scale a 145 2 34 FP= 3x3 II 1 2 3 4 5 e 7 8 9 10 11 12 13 14 15 18 17 18 19 20 21 22 17 LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) Wall Ud PLATES GRIP TCLL 400 Plate Grip DOL 1 00 TC 0 08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Inv YES WB 003 Horz(TL) 0.00 23 n/a n/a BCDL 5.0 Code FBC2014lrP12007 Matrix) Weight: 115 lb FT = 0%F, 096E LUMBER- BRACING - TOP CHORD 2x4 SP No 2(Oat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.2(flat) *Except* BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing 45-46. 2x4 SP No.3(ftat) OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 2"-0 lb) - Max Grav All reactions 250 lb or less at joints) 44, 23, 43, 42, 41, 40, 39. 38, 37, 36, 35, 34, 33, 32, 31, 29, 28, 27, 26, 25, 24 FORCES. (lb) - Max Comp /Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) All plates are 1x4 MT20 unless otherwise indicated 2) Gable requires continuous bottom chord bearing 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 14-0 oc. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3.10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARNING - VoVy design peremetws end READ NOTES ON THIS AND INCLUDED NI TEK REFERENCE PAGE M0-7473 rev. 10MM015 BEFORE USE. Design valid for use only with MTek® connectors This design is based only upon parameters shown, and is for an mtlmtlual building component, net a truss system Before use, the budding designer must vent' the applicability of design parameters end property incorporate this design into the overall is: chng design Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the MR fabrics! on, storage, detwery, erection and bracing of trusses and truss systems, see ANSVrPl1 Quality Criteria. DSO-49 and BCSI Building Component 6904 Parke East Blvd Safety Irdormatlon available from Trans Plate Intddute, 218 N. Lee Street, Suite 31Z Alexandria. VA 22314. Tamps, FL 36610 Job Truss Truss Type oty Ply Park Sit Hms / WELLINGTON • 3OWC T11754061 PS03096C F2 FLOOR 13 1 at•e H F1-3-0 it 1 sw .e v- mne nveeoiva - -- svu reye r ID LhXTYR88 60aHLIgPgXPNOy31Yn-NICWi(_M4K2swFpWFgFiq_IBBvgrc F7fixOsLryrZ04 i 1-7-4 Scale. 1/4 =1' 4x4 = 1; = 3x3 = 1x3 = 04 = 3,3 = 3x3 = 34 FP = 3,3 = 34 = 3x3 = 3x3 = 34 = 04 = 4x6 = 1 2 3 4 5 6 7 6 9 10 11 12 13 30 29 28 1 5x4 II 44 = 04 = 27 263X3 = 25 24 23 22 21 20 19 18 17 3x3 = 3xe I1 3x6 11 34 II 3xB II 34 MT20HS FP = 3x3 = 3x4 = axe 11 34 If 3x3 = 30 = LOADING (psi) SPACING- 1.4-0 CS1. DEFL. in (loc) Vdefl Ud TCLL 400 Plate Grip DOL 1.00 TC 0 76 Vert(LL) 0.67 22-23 487 360 TCDL 10.0 Lumber DOL 100 BC 0.85 Vert(TL) 1.04 22-23 311 240 BCLL 00 Rep Stress Ina YES WB 0 66 Horz(rL) 0.12 14 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) 16 15 14 4x4 = 4xe = 3x3 II PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 158 lb FT = O%F, 0%E LUMBER- BRACING - TOP CHORD 20 SP No. I(flat) *Except' TOP CHORD Structural wood sheathing directly applied or 4-5-2 oc purlins, except 1-5: 20 SP No.2(flat) end verticals. BOT CHORD 2x4 SP No.I (flat) *Except* BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. 18-26 20 SP No.2(flat) WEBS 2x4 SP No.3(Oat) *Except* 1-30,13-14: 2x4 SP No.2(ftet) REACTIONS. (Ib/size) 30=992/0-7-8, 14=992/0.3-8 FORCES. (lb) - Max. Comp /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 30-31-986/0, 31-32=-986/0, 1-32=986/0, 13-14=-986/0, 1-2=-995/0, 2-3=2671/0, 34=3936/0, 4-5=5068/0, 5-6=5068/0. 6-7=5627/0, 7-8=5805/0, 8-9=5635/0, 9-10=5090/0, 1D-11=3963/0, 11-12-2708/0, 12-13=1041/0 BOT CHORD 28-29=0/1932, 27-28=0/3386, 26.27=0/4575, 25.26=0/4577, 24-25=0/5443, 23.24=015805, 22-23=0/5805, 21.22=0/5805, 20.21=0/5457, 19-20=0/5457, 18-19=0/4601, 17-18=0/4600, 16-17=0/3417, 15-16=0/1975 WEBS 13.15=0/1385, 1-29=0/1353, 12-15=1300/0, 2-29=1303/0, 12-16=0/1020, 2-28=0/1028, 11-16=986/0, 3.28=994/O, 11-17=0/759, 3-27=D/765, 10-17=886/0, 10-19=0/664, 4.25=0/668, 9.19=499/0, 6-25=509/0, 9.21=0/377, 6-24=0/383, 8-21=-551/194, 7-24=-558/188, 7-23=243/271, 8-22=247/267, 4-27=890/0 NOTES- 1) Unbalanced floor live loads have been considered for this design 2) All plates are MT20 plates unless otherwise indicated. 3) Required 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARNING - VarOy design parameters end READ NOTES ON 7l05 AND INCLUDED MITEK REFERENCE PAGE MIP7473 rev. IGM3,7015 BEFORE USE. KOM Design valid for use only with MiTekS connectors This design is based only upon parameters drown, and is for an individual budding component, not a truss system Before use, the building designer must verily the applicability of design parameters and property incorporaa this design into the overall building design Bracing indicated is to prevent buckling of individual truss web andfor chord members only Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the mow fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSVTPII Quality Crherls, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Infomatlon available from Truss Pate Inslbute, 210 N Lee Sliest. Suite 312. Alexandra, VA 22314 Tampa, FL 36610 Job Truss Truss Type oty Ply Pant Sig NmsJ WELLINGTON - 3096-C 711754062 PSO309GC F3 ROOR 2 1 MlFrrenCia WTDOl, Oanrwr, r. 0.1-8 H1 730 I 3x4 = 2 34 = 3 rmP r ry m,r "rwau uu;. „ y va u w vo cv.. r yv . ID: LhXTYR8B_6oaHLIgPgXPNOy3IYn-NIC W)(_M4K2swFpWFgFiLIBDZgsp_FogxOsLiyrZO4 34 = 1x4 II 1x4 II 34 = 4 5 a 7 Scale = 133 3 34 = 3x4 = 4x5 a 9 10 q7 2x3 II 4xa = 30 = 3x3 = 3x3 = 313 = 34 = 30 = 4x5 = 3.3 II LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) Welt Ud PLATES GRIP TCLL 400 Plate Grip DOL 1.00 TC 059 Vert(LL) 0.32 15-16 >724 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.78 Vert(TL) 050 15-16 >464 240 BCLL 0.0 Rep Stress Inv YES WS 0.68 Horz(TL) 009 11 n/a n/a BCDL 5.0 Code FBC2014rrP12007 Matrix) Weight: 101 Ile FT - 0%F, 0%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-7-10 oc purlins, except BOT CHORD 2x4 SP No.t(flal) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing REACTIONS. ( lb/Sae) 20=1056/0-7$, 11=105610-3-8 FORCES. (Ib) - Max, Comp./Max. Ten. - All forces 250 (Ile) or less except when shown TOP CHORD 20.21=1050/ 0, 21-22-1050/0, 1-22-1050/0, 10-11=1050/0, 1-2=1028/0, 2-3-2650/0, 3- 4=-3669/0, 4-5=4172/0, 5.6=4172/0, 6.7=4172/0, 7-8=3688/0, 8-9=2683/0. 9- 10=1073/0 BOT CHORD 18-19-0/ 1986, 17-18=0/3288, 16-17=0/4024, 15.16=0/4172, 14-15=0/4036, 13.14=0/3313, 12-13-012028 WEBS 10. 12=0/1429, 1-19=0/1397, 9-12=1328/0, 2-19-1333/0, 9-13=0/911, 2-18=0/923, 8-13=-875/0, 3. 18=-887/0, 8-14-0/522, 3.17=0/530, 7-14=-484/0, 4-17= 494/0, 7-15=178/514.4- 16=-168/524 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Recommend 2x6 strongbacks, on edge, spaced at 10-" oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3) CAUTION, Do not erect truss backwards. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED AOTEK REFERENCE PAGE 1111II.7473 rev. IW312015 BEFORE USE. Design valid for use only with M1709 connector* This design is based only upon parameters shown, and a for an individual budding component• not a truss system. Before use. the bulldng designer must vertly the appllcati ely d design parameters and property incorporate this design into the overall budding design Bracing indicated is to prevent buckling of Individual truss web andfor chord members only Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the Is fabrication, storage. delivery, erection and bracing of trusses and truss systems, as* ANSb`TPI1 Quality Criteria, DSBa9 and BCSI Building Component 6904 Parks East Blvd Safety Information available from Truss Plate In btule. 21a N. Lee Street, Suite 312, Alexandria, VA 22314 Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq HmsJ WELLINGTON • 3OWC T11754063 P503096C FI FLOOR 1 1 o+-e H 1 1.30 I War a I1pr re -... OF rlgvsUree, — , m;. ug W 1 J:IA:Iv Nr r Yage t ID:gt5rinBpIOWOvVKOzN2evcy31Ym-mmukJN15M ntzSSEyD3XykOaE9XpToXbmPt9yrZ03 I 1-5,12 I Stab e 129 3 3x3 = 3x3 = 3x3 = 3x3 = 3x3 = 3x3 = 4x8 = 2 3 4 5 6 7 8 24 II 40 = 3x3 = 3x3 = 1x4 II 1x4 II 3x3 = 34 = 40 = 3x3 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.58 Vert(LL) -0.20 13-14 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 1.00 Verl(TL) -0.31 13-14 >664 240 BCLL 0.0 Rep Stress Incr YES WB 0 59 HOrz(TL) 0.06 9 n/a n/a BCDL 50 Code FBC2014f rPI2007 Matrix) Weight: 90 lb FT = O%F, O%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.20(flat) end verticals. WEBS 20 SP No 3(flat) BOT CHORD Structural wood sheathing directly applied. REACTIONS. (Ib/size) 18-930/0.7-8, 9=930/0.3-8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 18-19-924/0, 19.20-924/0, 1-20--924/0, 8-9-924/0, 1-2= 891/0, 2-3=2255/0, 3-4=3009/0, 4-5=3248/0, 5-6-3021/0, 6-7=-2282/0, 7-8-930/0 BOT CHORD 16-17=0/1720, 15.16=0/2763, 14.15=0/3248, 13-14=0/3248, 12-13=0/3248, 11-12=0/2782, 10.11=0/1755 WEBS 8.10=0/1238, 1-17=0/1211, 7-10-1147/0, 2-17-1153/0, 7-11=01733, 2-16=0/744, 6.11=695/0, 3-16-706/0, 6.12=0/417,3-15=0/424,5-12-515/29,4-15=-526/18 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3.10d (0 131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3) CAUTION, Do not erect truss backwards 17 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies QWARNING - Verify daslgn pam fery and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE M/F7473 rev. 14000=015 BEFORE USE. Design valid for use only with MrTelt® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall buildup design. Bracing Indicated is to prevent bucking of individual truss web andfor chord members only. Adddronal 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 fabncaWn, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI+ Quality Criteria. DSB-a9 and SCSI Building Component 6904 Parke Fast Blvd Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312. Alexandria, VA 22314. Tamps, FL 36510 Job Truss Truss Type Ory Park S4 H=J WELLINGTON - 3095-C IPly T71)54p64 PS03096C F5 FLOOR 4 1Job mro-nonoe wmwr, wnvw, r 0-1-B H 1-1-3-0 40 = 3x9 FP = 2 3 313 = 34 = tx4 II 34 = 4 5 a 7 ary . , —V...a Ieay. ID,qt5rtn8pIQWOvVKOzN2evcy3lYm-rxmukJNiSM ntz5SEyD3XykKiEFdjhJoXbmPl9yrZO3 Stale Or 135 3 3x3 = 3x3 = 4x4 = 4d6 = a 9 10 11 qT Dd II 4x8 = 40 = 34 = 3x3 = 1x4 II 3,3 = 34 = 4x4 =3x0 FP= 4x8 = 3x3 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) VdeO L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1 DO TC 0.89 Vert(LL) 0.39 17-18 >629 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.61 Vert(TL) 0.61 17-18 >404 240 BCLL 0.0 Rep Stress Inv YES WB 0 73 Horz(TL) 0.09 12 n/a We BCDL 5.0 Code FBC20141TPI2007 Matrix) Weight: 107 lb FT - 0%F, 0%E LUMBER- BRACING. TOP CHORD 20 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 GC purlins, except BOT CHORD 2x4 SP DSS(flat) 'Except* end verticals. 12-14: 2x4 SP No.2(flat) BOT CHORD Structural wood sheathing directly applied or 10-0-0 GO: bracing. WEBS 2x4 SP No.3(8at) REACTIONS. (lb/size) 23-1121/0.7-8, 12=1121/0-3-8 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23-24=1113/0, 24-25=1113/0, 1.25=1113/0, 11-12=1114/0, 1-2-1096/0, 2-3=2854/0, 3.4-2854/0, 4.5=3994/0, 5-64685/0, 6.7=4685/0, 7-8=4604/0, 8- 9-4030/0, 9.10=2887/0, 1D-11=1147/0 BOT CHORD 21-22=0/2122, 20-21=0/3553, 19.20=0/4431, 18.19=0/4685, 17-18-0/4685, 16.17=0/4461, 15- 16=0/3578,14-15=0/2168,13-14=0/2168 WEBS 11-13=0/1527, 1-22=0/1490, 10.13=1421/0, 2-22=1427/0, 10.15=0/999, 2-21=0/1018, 9. 15=961/0, 4-21=973/0, 9.16=0/629, 4-20=0/613, 8-16=-600/0, 5-20=-607/0, 8- 17-41/381, 5-19=96/634, 7-17=441/232 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails Strongbacks to be attached to walls at their outer ends or restrained by other means. 3) CAUTION, Do not erect truss backwards. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Verify design parameters and READ NOTES ON TfOS AND INCLUDED WTEK REFERENCE PAGE M0.7473 rev. 100"015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based Only upon parartrelers shown• and is for an Individual building component, not a truss system Before use, the buUtlxtg desrpner must vent' the applicability of design parameters and property incorporate this design into the 0ver419 building design. Bracing boicated is to preverd buckling of individual truss web andlor chord members only Additional temporary and permanent bracing is Oliveirare4used for stability and to prevent collapse with posable personal injury and prop" damage. For general guidance regarding the fabrication. storage. delivery, erection and bracing of trusses and Muss systems. see ANSIRPII Quality Criteria, DS849 and BCSI Building Component 6904 Parke East OW Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 31Z Alexandria, VA 22314 Tempe, FL 36610 3x3 = 3x3 = 3x3 II 3x3 = 13x8 2 3 4 5 3x3 = 6 w w w w w w w II I II I ra ea oi. raOMEN a r: ;tom 1 Y--J= 3x3 = tx3 II 3x5 = 3x3 = Scale- 1 23 0 34 = 7 T 3x3 = 1x3 II 7.1-1 4 2.5.12 2-4-8 01. 1+8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) War! Ud PLATES GRIP TCLL 400 Plate Grip DOL 1.00 TC 0.47 Vert(LL) -0.08 12-13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 SC 0.70 Veri(TL) -0.12 12-13 >690 240 BCLL 0.0 Rep Stress Inv YES WB 030 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 72 lb FT = 0%F, 0%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals WEBS 20 SP No.3(flat) BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 15=513/0-3-0, 8-499/0.7-8, 11=450/0-7-8 Max Grav 15=526(LC 3), 8=499(LC 1), 11=476(LC 8) FORCES. (Ib) - Max. Comp./Max Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-15=-518/0, 7-8=-498/0, 1-2=-477/0, 2-3=976/0, 34-956/0, 4-5=956/0, 5.6-874/0, 6-7=-432/0 BOT CHORD 13-14=0/898, 12-13=0/956, 11.12=0/956, 10.11=0/949, 9-10=0/810 WEBS 1-14=0/634, 2-14=586/0, 7-9=0/588, 6-9=526/0, 4-11=267/0, 5-11=3591269 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails Strongbacks to be attached to walls at their outer ends or restrained by other means Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Verily deslpn parameters and READ NOTES ON TOGS AND INCLUDED II9TEK REFERENCE PAGE a111.7473 rev. 16MVIS BEFORE USE. Design valid for use only with keTe,B connectors This design is based only upon parameters shown, and is for an brdrvtdual building component, not a truss system. Before use, the building designer must vent' the applicability of design parameters and property incorporate this design into the overall building design Brsctng indicated is to prevent buckling of individual truss web endlor chord members orgy. Additional temporary and permanent bracing rs ", ways required rOr stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the No labricalron, storage. delivery, erection and bracing of trusses and truss systems, see ANSVTPN Quality Criteria, D3049 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Insidule, 218 N. Lee Street, Suite 312. Alexandria, VA 22314, Tamps, FL 36610 Job Truss Truss Type Oty Ply Park Sq HmsJ WELLINGTON - 309&C T11754066 PS030M FBA FLOOR 1 1 Reference (optionall 1.ryn rw111.r.rry va ra - r r reyw r ID:13fDz79RWkeH WNDW4atSpy3lYl-K7KGxINKsg7dU7geogkl4AGc9dbhSCoymFVyPbyrZO2 Scale - 123 4 3x3 = 34 = IX3 II 1x3 II 3x3 = 34 = 3xa = 13xS 2 3 4 5 8 7 a 19 15 14 13 12 11 10 a 34 II 04 = 3x3 = 3x3 = 3x3 = 3,3 = 4x4 = 3x3 II LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 100 TC 040 Vert(LL) 0.09 13 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 056 Vert(TL) 0.14 13 999 240 BCLL 00 Rep Stress Ina YES WB 0.46 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 75lb FT = 0%F, 0%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(Oat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 20 SP No.2(flat) end verticals WEBS 2x4 SP No.3(flat) BOT CHORD Structural wood sheathing directly applied or 10.0-0 oc bracing. REACTIONS. (lb/sae) 16=744/Mechanical, 9=744/0-3-8 FORCES. (Ib) - Max Comp /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-16=-738/0, 8-9=738/0, 1-2=721/0, 2-3=1679/0, 3.4=2074/0, 4-5=2074/0, 5-6=-2074/0, 6-7=1679/0, 7-8-721/0 BOT CHORD 14-15=0/1355, 13-14=0/1976, 12-13=0/2074, 11-12=0/1976, 10-11=0/1355 WEBS 8-10=0/959, 1-15=0/959, 7-10=882/0, 2-15-882/0, 7-11=0/451, 2-14=0/451, 6-11=413/0, 3.14=-413/0, 6.12=-92/308, 3.13=92/308 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) Recommend 2x6 strongbacks, on edge, spaced at 1D-0-0 oc and fastened to each truss with 3.10d (0.131rr X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. O WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE GAGE 0110I.7473 raw 109=015 BEFORE USE. Design veld for use only with MITekS wnneclors. This design is based only upon parameters shown, and is for an individual budding componerd, nol a truss system Before use, the budding designer must verily the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional lerripprary and permanent bracing rs @,ways required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the f lincalron, storage, delivery. erection and bracing of trusses and truss systems. we ANSVTPII Quality Cnterts, DSB-89 and SCSI Building Component Safety Information available from This Plate institute. 218 N Lee Street. Suite 312. Alexandria. VA 22314. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies kv 6904 Parke East Blvd Tampa. FL 36610 Job Truss Truss Type Ply Park Sq. HnisJ WELLINGTON - 3096-C 10ty T11754067 PS03096C F68 FLOOR 1 1 a r-pi "'.sines, me r nu wig — r o w" Nr r "age i ID 13fDz79RWkeHVVvDW4atSpy3lVloKte9?OydzFUSGFgLNFXcNph?lwMBda5 vFWylyrZO1 1.512 axe II 3x6 II 4xe II 3 4 5 Scale =1.23 0 44 II 7 3x3 II 34 = 34 = 150 II 3x6 = 3x3 = 4xB = 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0 77 Vert(LL) -002 9.10 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.59 Vert(TL) -0.03 9-10 >999 240 BCLL 0 0 Rep Stress Ina NO WB 0 61 Horz(TL) 001 8 n/a n/a BCDL 50 Code FBC2014/TPI2007 Matrix) Weight: 90 lb FT = 0%F, 0%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing direly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 6- 0-0 oc; bracing: 12-13,11-12. REACTIONS. All bearings 7-9-0 except (ft=length) 8=0-7-8 lb) - Max Grav All reactions 250 lb or less at joints) except 15=268(LC 3). 8=1311(LC 4), 14=749(LC 3), 13=880(LC 3), 12= 958(LC 7), 11=1967(LC 7) FORCES. ( lb) - Max. Comp /Max. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 1-15=264/0, 7-8=-1304/0, 1-2=0/254, 2-3=0/674, 3.4=01737, 4-5=0l737, 5-6=1363/0, 6- 7-97210 BOT CHORD 13- 14=01349, 12-13=737/0, 11-12=737/0, 10.11=0/827, 9-10=0/1877 WEBS 1-14= 331/0, 2-14=789/0, 2-13=1275/0, 3-12=-956/0, 7-9=0/1290, 6.9=1227/0, 6.10=702/ 0, 5-10=01732, 4-11=638/0, 5-11=2035/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Girder tames tie-in span(s) 7-0-0 from 0-0-0 to 13-5-12 3) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3.10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced) Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert' 8-15= 10, 1-7=-353 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING - Vw0Y design parameters and READ NOTES ON TIOS AND INCLUDED MITEK REFERENCE PAGE MO.7473 rev. laMM015 BEFORE USE. Design valid for use only with MiTek® Connectors This design is based only upon parameters drown, and is for an mdrvdual budding 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 and/or 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 fabrication. storage. delivery, erection and bracing of trusses and truss systems, see ANSOTP11 Quality Criteria, DS8-e9 and BCSI Building Component 6904 Parka East Blvd Safety Information available from Truss Pate Institute. 218 N Lee Street, Suite 312, Alexandria, VA 22314. Tamps, FL 36610 Job Truss Truss Type Oty Ply Park Sp Hrnsl WELLINGTON - 3096-C T1175406a IPS03086CF7FLOOR121 Job Reference (notional) Mio-rronoa Lamm", pariew, r1- I 1-M I 1 3x8 = 34 2 MY i APi r1 Nl0 MI I oR iripYPilai. 11F i nY Nip Yi - — i,l N i r vav0 i ID 13fDz79RWkeHWIvDW4atSpy3lYl-GWROMLPeOHNLkOQlv4mm9bMyRRGrnv7rEDZ_3UUyr200 I-- Scale - 1:22 0 3x3 = 1x3 II 3x3 = 3 4 5 34 6 0 Y-Y Y-i-Y NO 3x3 11 30 = 3x3 = 1x3 II 34 = 3x3 = 30 = 114 II LOADING (psf) SPACING- 2-" CST. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 041 Vert(LL) 0,07 11 >999 360 MT20 2441190 TCDL 100 Lumber DOL 100 BC 0.58 Vert(TL) 0.12 10-11 >999 240 BCLL 0.0 Rep Stress Ina YES WB 0.42 Horz(TL) 0.03 a n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 691b FT - O%F, D%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(8at) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 20 SP No.2(8at) end verticals. WEBS 2x4 SP No.3(8at) BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 15d94/0.3.8, 8-694/0.7-8 FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-15=-689/0, 8-16=-688/0, 16.17=-688/0, 7-17=688/0, 1-2= 665/0, 2-3=1520/0, 3-4=1794/0, 4-5=-1794/0, 5-6=-1510/0. 6-7-637/0 BOT CHORD 13-14=0/1247, 12-13=0/1794, 11-12=0/1794, 10.11=0/1762, 9.10=0/1225 WEBS 7-9-0/866, 1-14=0/886, 6.9=-818/0, 2-14=809/0, 6-10=0/396, 2-13=0/388, 5-10=-350/0, 3-13=432/0, 5-11-139/259 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X T') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means 3) CAUTION, Do not erect truss backwards Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING - Verily, design paramWers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF7473 rov. 1d07R015 BEFORE USE. Design valid for use only with MITelr® connectors This design is based only upon parameters shown, and is for on rndrAdual 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 b:ding design Bracing Indicated is to prevent buckling of i divldual truss web andfor chord members only Additional temporary and permanent bracing is always required for stability and to prevent collapse wait possible personal mlury and properly damage. For general guidance regarding the go fabrication. storage, delivery, erodron and bracing of trusses and Truss systems, see ANSVTPII Quality Criteria, DS849 and SCSI Building Component 6904 Perlis East Blvd Safely Information ovallable from Truss PWe Insldute. 21a N Lee Street, Suite 312, Alexandria. VA 22314 Tampa, FL 36810 Job Truss Truss Type Ply Park Sit HmaJ WELLINGTON - 30WC I"" y TI1754069 IPSO3096CFitFLOOR1 Job Reference (opfional) 1P we LY coif Mr w OF rnpYrilgi. wnG w nil —9 YJ -.w 14" / Yage 1 ID:mGDrATA3H1m88oUP4o56_ly31Yk-GWROMLPeOHNLkOglv4mm9bMvRRDRw31EDZ 3UUyrZOO i 1-4-4 i 0*8 Scale - 133 6 4x4 = 114 30 = 3x3 = 34 = jX3 II t4 II 3x3 = 34 = 3x4 = 14 = 2 3 4 5 0 7 a 9 10 22 p 21 t 3x3 11 4x5 = 3x4 = 34 = 3x3 = 3x3 = 3x3 = 30 = 416 = 1 5x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 060 Vert(LL) -0.32 15-16 >715 360 MT20 244/190 TCDL 10.0 Lumber DOL 100 Bc 0.80 Verl(TL) -0.51 15-16 >458 240 BCLL 0.0 Rep Stress Ina YES WB 0.68 Horz(TL) 0.09 11 n/a n/a BCDL so Code FBC2014ITPI2007 (Matrix) Weight: 102 lb FT = 0%F, 0%E LUMBER- BRACING - TOP CHORD 20 SP No 2(Oat) TOP CHORD Structural wood sheathing directly applied or 5-7-1 oc purlins, except BOT CHORD 2x4 SP No.1(8al) end verticals. WEBS 20 SP No.3(flat) 'Except* BOT CHORD Structural wood sheathing directly applied or 10.40 oc bracing. 1-20.10-11. 2x4 SP No 2(flat) REACTIONS. (lb/size) 20=1061/0-".11=1061/0.7-8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 1-20=1054/0, 11-21-7055/0, 21-22=-1055/0, 10.22=1055/0, 1-2=-1079/0, 2-3-2698/0. 3-4-3712/0, 4-5=4207/0, 5-6=4207/0, 6.7=4207/0, 7$=3693/0, 8-9=2665/0, 9-10=1033/0 BOT CHORD 18-19=0/2038, 17-18=0/3332, 16-17=0/4064, 15-16=0/4207, 14-15=0/4053, 13-14=0/3307, 12-13-0/1996 WEBS 10.12=0/1404, 1-19=0/1436, 9-12=-1340/0, 2.19-1335/0, 9-13=0/930, 2-18=0/918, 8.13=-893/0, 3.18=-882/0, 8-14-0/537, 3-17-0/528, 7-14=501/0, 4-17=-490/0, 7-15-165/538, 4-16=175/528 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Recommend 2x6 slrongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3.10d (0.131" X 3") nails Strongbacks to be attached to walls at their outer ends or restrained by other means 3) CAUTION, Do not erect truss backwards. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Varlfy deslpn Parametara and READ NOTES ON TIPS AND INCLUDED WTEK REFERENCE PAGE M/I.7473 rw. 10we&7015 BEFORE USE. Design valid for use only with Wait& connectors This design is based only upon parameters shown, and is for an individual building component, not a truss system Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall bu9tlrng design Bracing indicated is to prevent buckling of rndrvndual truss web andlor chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal mlury and propel damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSVMI Quality Criteria, DS949 and BCSI Building Component 6904 Parlor East Blvd Safety Information available from Truss Plate l"hute. 218 N Lee Strew. Suite 312, Alexandria, VA 22314. Tamps, FL 36610 Job Truss Truss Type PI, Park Sq. H.J WELLINGTON - 3096-C 111ty I TNTS1070 IPS0309SCFQAFLOOR11Job M1a-Frerlaa Wlriaer, Mnow. IL i 1-3-0 I r v+v arty' .a av,v m„vn n,way.ca.nry ••,v ...e v.. .v.w..+w.. .ev. ID:mGDcATA3H1m881UP4o56_1y31Yk-ki?i ;OCZCMaPDTOH7hou UrWhfYbOSDkdOwyrZ09 1-1-4 0*8 Stake = 1.33 5 10 = 34 = 3x3 It 4x4 = 1x3 It tx3 11 34 = 2 3 4 5 e 7 8 3x4 = 1x3 = 3x3 = 3x3 = 14 9 10 11 MEcol 6W,/A qaAr 3.3 II 3x3 = 34 = 3x8 = 4x4 = 34 = 3x3 = 34 = 30 = 1.3 II 23 q 22 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.97 Vert(LL) 0.15 15-16 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.99 Vert(TL) 0.23 15-16 >664 240 BCLL 0 0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.02 12 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 105 lb FT = 0%F, 0%E LUMBER- BRACING - TOP CHORD 20 SP N0.2(flat) TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2"SP No.2(flat) BOT CHORD Structural wood sheathing directly applied. WEBS 2x4 SP No.3(flat) *Except* 1-21.11-12: 2x4 SP No.2(flat) REACTIONS. (lb/sae) 21=230/0.3-8, 12-639/0-3-6. 18=1254/0.3-8 Max Uplift21-12(LC 4) Max Grav 21=305(LC 3), 12=648(LC 4), 18=1254(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-21=3D0/18, 12-22=-644/0, 22-23=644/0, 11-23=-644/0, 2-3=277/221, 3-4=0/674, 4-5=0/674, 5.6=978/0.6-7=978/0, 7-8-978/0, 8-9=1571/0, 9.10=-1357/0, 10.11=-589/0 BOT CHORD 19-20=-100/405, 18-19=383/119, 16.17-0/978, 15-16=0/1470, 14-15=0/1583, 13-14=0/1123 WEBS 1-20=-57/297, 2-20=254779, 2-19=285/0, 3.19=0/340, 3-18=-62610. 5-18=1041/0, 5.17=0/1085,6.17=-522/0, 11-13=0/800, 10.13=743/0, 10-14=0/326,9-14=314/0, 8-16-711/0, 7-16=0/291 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 12 lb uplift at joint 21. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify d*Wgn peremerers and READ NOTES ON Ties AND INCLUDED M/TEK REFERENCE PAGE 11111-7473 rev. 10103,7015 BEFORE USE. Design valid for use only with MRekm connectors This design Is based only upon parameters shown• and is for an individual budding component, not a truss system Before use. the bulding designer must verify the applicability of design parameters and property incorporate this design rrdo the overall building design. Bracing Indicated is to prevent bucgrng of Individual truss web andlor tlrord members orgy AddNonal temporary and permanent bracing is always required for sfaDUay aid to prevent collapse with possible personal injury and property damage. For general guidance regarding the MR fabrication, storage, delivery, erection and bracing of trusses and truss systems, a" ANSVTPII Quality Criteria. D3849 and SCSI Building Component 6904 Parke Fast Blvd Safely Information available from Truss Plate huddule, 21e N Lee SU", Suite 312. Alexandra. VA 22314. Tamps. FL 36610 Job Truss Truss Type Oy Ply Park S4 Hmsl WELLINGTON• 3OWC T1175s071lJobPS03096CF9FLOOR11 Reference tootionall 0.1.8 HI M 40 = 2 v .yw .. v.v.wovww me . .wpw w.wu+cvn raper ID:ESm NpBh2Lu7my3beVdXEy31Yj.k1?PahOC9bVCMaPDToH4hou2zrXjIWDOSDkdDwyrZO? W 6 y.8 Sr l= t 34 5 40 = 14 II 14 = 3x3 = 34 = 3x3 = 3X3 = 3x3 = 4x4 = Uf3 = 3 4 5 6 7 a 9 10 25 q 24 1.5x4 II axe = 4x4 = 34 = 34 = 34 = 31f3 = 4x4 = 08 = 1 5x4 II tx3 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40 0 Plate Grip DOL 1.00 TC 0.74 Vert(LL) 0.35 15-16 >669 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.92 Vert(TL) 0.55 15-16 >429 240 BCLL 0.0 Rep Stress Ina YES WB 0.68 Horz(TL) 0.09 11 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 104 lb FT = 0%F, O%E LUMBER- BRACING - TOP CHORD 20 SP No 2(flat) TOP CHORD Structural wood sheathing direly applied or 4-6-4 oc purlins, except BOT CHORD 2x4 SP No.1(flat) end verticals. WEBS 20 SP No 3(flat) BOT CHORD Structural wood sheathing directly applied or 10-060 oc bracing, Except. 2-2-0 oc bracing: 15.16. REACTIONS. (lb/size) 21=107910.7-8, 11=1079/0-7-8 FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown TOP CHORD 21-22=1072/0, 22-23=1072/0, 1-23=1072A 11-24=1073/0, 24-25-1073/0, 10-25= 1073/0, 1-2=1052/0, 2-3=2724/0, 3.4=3784/0, 4-5= 4361/0, 5-6=361/0, 6-7- 4298/0, 7-8=3794/0, 8-9=-2721/0, 9.10=1053/0 BOT CHORD 19-20=0/2035, 18-19=0/3382, 17-18-0/4172, 16-17=0/4361, 15-16=0/4361, 14-15=014187, 13-14= 0/3378, 12-13=0/2036 WEBS 10. 12=0/1431, 1-20=0/1430, 9-12-1367/0, 2-20=1367/0, 9.13=0/952, 2-19=0/957, 8-13- 914/0, 3-19=916/0, 8-14=0/578, 3-18=0/559, 7-14-547/0, 4-18=540/0, 7-15= 85/330, 4-17=132/506, 6-15=344/206 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Recommend 2x6 strongbacks, on edge, spaced at ID-" oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies A WARNING - Verify deslpn Paramer. and READ NOTES ON THIS AND INCLUDED W rEK REFERENCE PAGE MII.7472 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 building component, not a truss system. Before use, the building designer must verily the applicability of design parameters and property irrarporere this design into the overall building design Bracing indicated is to prevent buckling of individual truss web andfor chord members only. Adddronal temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the is fabrication, storage, delivery, erec on and bracing of trusses and truss systems, see ANSVTPn Quality Criteria, DS8 49 and SCSI Building component 6904 Parke Fast Blvd Safely Information avallable from Truss Plate Institute. 218 N. Lee Street. Suds 312. Alexandra. VA 22314. Tampa. FL 36610 Job Truss Truss Type Oty Ply Park Sit HmsJ WELLINGTON • 30966C 711754072IPS03096CFT1FLAT1 N1 Flonds Lumber, Banow• FL 40 = 5 3•SB 7 640 a Apr 19 2016 MRek Industries. Inc Thu Aug 03 13,06* 15 2017 Page 1 ID NJeA50DOZ2YPKzVhozPTsy3Wjz-CvZnnlOrvwd3zJ_P1VpEEORGPF5sO7vXhtUAYMyrZO_ 2 2x4 11 Scale = 1.9 6 1.5x4 11 3.5.8 3-" 40 r LOADING (psf) SPACING- 1-0-0 CSI. DEFL. in (loc) Vdeft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Ven(LL) -0.00 3.4 >999 240 MT20 244/190 TCDL 200 Lumber DOL 1.25 BC 0.03 Ven(TL) -0.00 3-4 >999 180 BCLL 0.0 ' Rep Stress Inv NO WB 0.00 HOrz(TL) 0.00 3 Na n/a BCDL 100 Code FBC2014/TPI2007 Matrix) Wrnd(LL) 0.00 4 --- 360 Weight: 39 lb FT = 0% LUMBER- BRACING. TOP CHORD 2x6 SP No 2 TOP CHORD Structural wood sheathing directly applied or 3-5-8 oc punins, except BOT CHORD 20 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=1399/Mechanical, 3=871/Mechanical Max Uplrft4=222(1-C 4). 3=139(1-10 4) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 14=1383/227, 2-3=855/143 NOTES- 1) 2-ply truss to be connected together with 10d (0.148"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-7-0 oc. Bottom chords connected as follows: 20 - 1 row 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 H noted as front (F) or back (B) face in the LOAD CASE(S) section Ply to ply connections have been provided to distribute only loads noted as (F) or (B). unless otherwise indicated. 3) Wind. ASCE 7-10; VuR=140mph (3-second gust) Vasd-108mph; TCDL-4.2psf; BCDL-3 Opsf; h-1511; B=45ft; L-24ft; eave=oft; Cat II; Exp B: Encl., GCpi=O 18; MWFRS (directional); Lumber DOL-1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live bad of 20 Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 222 lb uplift at joint 4 and 139 lb uplift at joint 3. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1056 Ile down and 168 lb up at 0-0-0, and 1056 lb down and 168 lb up at 2-" on top 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: 3.4-10, 1.2=40 Concentrated Loads (lb) Vert: 5=1056(F) 6=1056(F) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING - Verily, design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1110,7473 M. 100034015 BEFORE USE. Design valid for use only with MTek* conneclors This design is based Only upon parameters shown, and is for an individual buildup component, not a truss system Before use, the budding designer must verity the applicability of design parameters and properly incorporate this design into the overall budding design Bracing Indicated is to prevent buckling of individual tons 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 IN fabrication, roorage, delivery, erection and bracing of trusses and truss systems, a" ANSVrP11 Quality craw%, OSB49 and BCSI Building Component 6904 Parke Fast 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 Hma! WELLINGTON • 3096•C T11754073lJoPS03096CF72FLAT1 2 I mo•Ficnos ulmoer, tlanow, r•L. 4x4 = 3.5.0 7 -o s Apr 19 2016 Mfrek Industries. Inc. Thu Aug 03 13,08,15 2017 Pape 1 ID.NJeA50DOZzYPKzVhozPTsy3WIz-0vZnnlOrvvud3zk__P1VpEEGRJUF5tO7v%htUAYMyrZO_ 2 20 II Scale - 1.9.0 1.Sx4 II 3-5.0 35.0 4x4 = i LOADING (psf) SPACING- 1-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.00 3-4 >999 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0,03 Verl(TL) -0.00 3-4 >999 180 BCLL 0.0 ' Rep Stress Ina NO WS 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014ITPI2007 Matrix) Wind(LL) 0.00 4 '"' 360 Weight: 38 Ile FT = 0% LUMBER- BRACING. TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-0 oc purlins, except SOT CHORD 20 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=413/Mechanical, 3=673/Mechanical Max Uplift4=-66(LC 4). 3=107(LC 4) FORCES. (lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 1-4-397/70, 2-3=658/112 NOTES- 1) 2-ply truss to be connected together with 10d (0 148"x3") nails as follows. Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc 2) All loads are considered equally applied to all plies, except it noted as front (F) or back (B) face in the LOAD CASE(S) section Ply to ply connections have been provided to 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=45ft; L-24ft; eave=oft; Cat. II; Exp B; Encl.. GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live 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. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 66 Ile uplift at joint 4 and 107 lb uplift at joint 3. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 930 lb down and 148 lb up at 2-1-12 on top 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 (pit) Vert: 3-4-10, 1-2=-40 Concentrated Loads (lb) Vert. 5-930 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING • Vanity daslpn parameters and READ NOTES ON TIOS AND INCLUDEDWTEK REFERENCE PACE MLL7177 rw. 1003r20/5 BEFORE USE. Design valid for use only wet kfrTek® connectors This design is based only upon parameters shown, and Is for an ndivdual building component, net a truss system Before use. the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design Bracing uidruted is to prevent buckling of individual buss web andfor Nord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance reporting the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria. DSO-89 and SCSI Building Component $904 Pam East Blvd Safety Information available from Truss Plate InsldNe. 218 N Lee Street, Suite 312. Aiesendna, VA 22314 Tamps, FL 36810 Job Truss Truss Type Qty Ply Park Sq. HmsJ WELLINGTON • 3096-C T71751074 PS03095C G1 FLAT 1 Mo•FIcindo Lumber, Bartow, FL 7 640 a Apr 19 2016 Mrek Industries. Inc Thu Aug 03 13,08.16 2017 Page 1 ID ESm NpBh2Lu7my3beVcLXEy31Y1-g579>NRThCIwbuYboDKTnDzSxeG07TDhvXDj4pyrZNz I 24).2 I 3.10-7 I 5813 7-7.3 I &S9 I 11314 I 13.4.0 2.0-2 1.10-0 1.10$ 1.10.E 1-10$ 1.10.E 212 20 II 5X9 = 1x4 II 4x4 = 5 4x4 = Scale = 1:23.0 1x4 II Sx8 = 20 II 40 = 40 = LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 00 ' BCDL 5.0 SPACING- 1-4-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Inv NO Code FBC2014rrP12007 CSI. TC 0.39 BC 0.73 WB 051 Matrix) DEFL. in (hoc) Udell Ud Vert(LL) -0.12 12-13 >999 360 Vert(TL) -0.19 12-13 >843 240 Horz(rL) 0.03 9 n/a n/a PLATES GRIP MT20 244/190 Weight' 218 lb FT = 0% LUMBER- BRACING. TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 20 SP No.3 BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/Size) 16=2794/0-7-8.9=2794/0.7-8 Max Uplift 16-390(LC 4), 9=-390(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-16=-405/64, 1-2=520r73, 2-3=-7271/1011, 3-4=7271/1011, 4-5=-8876/1229, 5-6=-7271/1011, 6-7-7271/1011, 7-8-520173, B-9-405/64 BOT CHORD 15-16=-617/4424, 14-15=-617/4424, 13.14=1229/8876, 12-13=1229/8876. 11-12=1229/8876, 10-11-617/4424, 9.10=617/4424 WEBS 2-16=-4390/611. 2-14=-444/3202, 3.14-543191, 4-14=-1805/259, 5-11=1805/259, 6.11-543/91, 7-11= 444/3202, 7-9=4390/611 NOTES- 1) 3-ply truss to be connected together with IOd (0.148"x3) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-8-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0.9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to pry connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Opsf; h=15ft; B 45ft; L=24ft; eave=4fl, Cat. 11; Exp B; Encl , GCpi=O.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL-1 60 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 390 lb uplift at joint 16 and 390 lb uplift at joint 9. 8) Girder carries tie-in span(s) 6-8-0 from 0-0-0 to 13-4-0; 7-0-0 from 0-" to 13-" LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=l 00 Uniform Loads (pIQ Vert. 1-8=311(F=244), 9.16=118(F=111) Printed copies of this document are - not considered signed and sealed and the signature must be verified on any electronic copies AWARNING - Vwlfy design parameters and READ NOTES ON TNS AND INCLUDED WYEK REFERENCE PAGE N J-7Q3 rev. 1093Q015 BEFORE USE. Design valid for use only with Mrek® connectors. This design is based only upon parameters shown, and is for an oWmdual building componem, not a truss system Before use, the buildup designer must verdy the applicability of design parameters and property incorporate this design rmo the overall budding design Bracing indicated is to prevent buckling of Individual Was web andlor chord members only Additional temporary and pennantmt bracing R always required for stability and to prevent Collapse with possible personal iMury and property damage For general guidance regarding the in fabrication, storage. delwary, erec on and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSO-89 and BCSI Building Component 6904 Parke East Beal. Safety Information avallable from Truss Plate Insldule, 218 N. Lee Street, Suite 312. Nexendml, VA 22314 Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq Hms I WELUNGTON - 30MC T71754075 PS03096C G2 FLAT 1 Jo r,n••w '••^•• • My a npi le i MIr ex inaumnes. im i nu /bug u l 17'Ve-1 r zul r vage 1 ID iel(Mb9CJpfOsN6eOCD7e4Sy31Yi-SHhXCIS5SVNnD27o8"JRWbY2XIssPgBAzHeFyrZNy 2a0 5 zao 2 4 I ( 14+1.2o I2 17-3.2 7.12 I2.2-0 I2.8 11,a44I4II92a02142$22+10 2+10 2-4 22e-4 2 ' Scale. 1/4*-1• 5x5 = 1x4 11 4x8 = 1x4 11 4x8 = 10 II 4x4 = Sx5 = 4x4 = 5x8 = 10 II 5x5 = 1 2 3 4 5 6 7 B 9 10 11 12 25 24 23 22 21 20 19 16 17 , 6 15 14 13 30 II 5x8 = 2x4 II 4x8 = 2x4 II Bx6 = 2x4 II 4xe = 40 = 2x4 II e4 = 30 II zao sz•4 7- ae 1 I 1a1.2I40 = 72-s13I 14- 1a7 n•3.2 1&7.12 i-2-o z4a4 r zao za4 zao z+ to z+10 I z+10 I z+ 10 I z+ 10 I zao zao 1 zao Plate Offsets ( X. Y)- 18:0.2-8.0-3-01 LOADING (psf) SPACING- 2- 0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.53 Verl(LL) -0.73 18 >445 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.99 Verl(rL) -1.14 18 >285 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.70 Horz(TL) 0.09 13 n/a n/a BCDL 50 Code FBC2014/ TPI2007 Matrix) Weight: 445 Ile FT - 0% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5.2-7 oc puffins, except BOT CHORD 2x6 SP No.2 'Except' end verticals. 13-20. 2x6 SP No 1 BOT CHORD Structural wood sheathing directly applied or 10-0.0 oc bracing, WEBS 20 SP No. 3 Except: 14-12 oc bracing: 21-22 2-2-0 oc bracing. 19-21. REACTIONS. (lb/size) 25= 1739/0-7-8.13=2135/0-7-8 Max Uplift 25=212( LC 8). 13-261(LC 5) FORCES. (lb) - Max. Comp./ Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1.25= 1494/189. 1-2-38261465. 2-3=3826/465. 3-4=9629/1172, 4-5=-9629/1172, 5-6-13130/1599, 6-7-13130/1599. 7-8=1316011602. 8-9=13160/1602, 9-10=12557/1529, 10-11=4722/575, 11-12=4722/575, 12-13=1814/229 BOT CHORD 24-25= 58/461. 23-24-906/7439, 22-23=90617439, 21-22=1447/11879, 20-21=1447/11879, 19-20=1447/11879, 18-19=1599/13130, 17-18=1599/13130, 16-17=1529/12557, 15-16=1151/9452, 14-15=1151/9452, 13-14=73/574 WEBS 5-22=2424/ 296, 5 19=266/1349, 6-19=487/52, 9.17=79/650, 9.16=440/71, 10-15=18/288, 1-24=-436/3600, 3-24=3865/472, 3-22=285/2343, 12-14=538/4438, 10.14=5060/617, 10.16=404/3321 NOTES- 1) 3-ply truss to be connected together with 10d (0.148"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 067-0 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 0 noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7- 10; Vult-140mph (3-second gust) Vasd=lDSmph; TCDL=4.2psf, BCDL=3.Opsf, h-15ft: B=45ft: L=24ft: eave=oft; Cat 11; Exp B. Encl.. GCpi= O 18: MWFRS (directional): Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.Opsl 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 212 lb uplift at joint 25 and 261 Ile uplift at joint 13 8) Girder tames tie- in span(s): 19-64 from 0-0-0 to 3.5-0 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 898 lb down and 130 lb up at 19.7-12 on bottom chord The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Continued on Daae 2 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 INS AND INCLUDED WTEK REFERENCE PAGE 1111/1.7473 raw. 10037015 BEFORE USE. Design valid for use only with Wake, connectors This design is based only upon parameters clown, and is for an aldMdual Wilting component, not a truss system Before use, the budding designer must verity, the applicability or design parameters and property incorporate this design into the overall budding design Bracing indicated is to prevent buckling of individual by Additional web andlor Chord members only, temporary and permanent bracing is always required for stability and to praverx collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage, delivery• erection and bracing of Irusses and truss systems, we ANSVTPII Quality Criteria, D38-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available frock TressPlateInstitute, 210 N. Lee Street, Suite 312, Nexondria, VA 22314. Tamps. FL 36610 Job Truss Truss Type Qty Ply Park Sq. HMJ WELLINGTON- 3096-C T1175e075 PSO3096C G2 FLAT 1 MWFIM108 Lumber. eariow.FL LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 1-12-100, 13.25-10 Concentrated Loads (lb) Vert: 16=898(F) r eeu a Aix' 1 V "1e MI I ex IMUMes, mc. I nu Aug uJ l J ue l r Nl r rage x ID Iel(Mb9CJpfOsN6e0CD7aASy31Yi-OHMCjSSSVNnD27o8wnJRWbY2XIssPg8A2HcFyrZNy O WARNING - Verily dWgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II.7473 M. IG M3,7015 BEFORE USE. Design valid for use only with MITek® connectors This design Is based only upon parameters shown, and is for an individual bustling Component, not a truss system Before use, the budding designer must vent' the applicability of design parameters and property Incorporate this design into the overall building design, Bracing Indicated Is to prevent budding of Individual truss web and/or 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 Lq fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSVrPII Quality Criteria, DSB-09 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tamps, FL 36610 Job Truss Truss Type Oty Ply Park Sq. HmsJ WELLINGTON • 30MC T71754076 PSO3098C 03 FLAT 1 2 Mq-rgrga Lumber, nanow, FL. 7.540 s All 19 2016 MTek Industries. Inc Thu Aug 03 13.08 18 2017 Page 1 ID IeKMb9CJpfOsN6eoCD7a4Sy3IYtcUFvP3TjDp?egBi teMxse3j4StebGVzNgigShyrZNx B I 5.7.10 I I 1.5.15 I 14-52 I 17,I 822•tt-2 t•2$ 2-624I Scale = 1: 34 6 Tire = 1x4 II 4xe = 110 II tx4 II sire = tx4 II 74 = 40 II vxo — fxo = 4x4 = 4x4 = 2x4 11 7xe = 4x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 40. 0 Plate Grip DOL 1.00 TC 0.73 Vert(LL) -032 12-13 >740 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 099 Vert(TL) -0.50 12-13 >474 240 BCLL 00 ' Rep Stress Ina NO WS 0.91 Horz(TL) 005 9 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight: 213 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6.11 oc purlins, except BOT CHORD 2x6 SP No 2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Structural wood sheathing directly applied or 10.40 oc bracing REACTIONS. (lb/size) 16=1204/D-7-8, 9=3276/0.7-8 Max Uplift 16= 155(LC 4). 9=-455(LC 5) FORCES. (lb) - Max. Comp./Max Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1- 16=-1D43/142, 1-2=2639/335, 2-17=2639/335, 3-17=-2639/335, 3.18=62631763, 4.18=6263f763, 4-5=-6263/763, 5.19=6263f763, 6-19=6263/763, 6-20=4085/544, 7-20=-4085/ 544, 7-8=-4085/544, 8-9=1564/217 BOT CHORD 15- 16=-44/323, 14-15=-618/4971, 13-14-618/4971, 12-13=763/6263, 11-12=778/6075, 10.11=-778/ 6075,9-10=-73/520 WEBS 1-15= 310/2473, 4-13=-312/60, 8-10=503/3806, 6-10=2094/256, 3-15=-2454/300, 3-13=-216/ 1359 NOTES- 1) 2- ply truss to be connected together with 1 Od (0.148"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 7-1D; 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=O 18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1 60 4) Provide adequate drainage to prevent water ponding, 5) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will rd between the bottom chord and any other members 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 155 lb uplift at joint 16 and 455 lb uplift at joint 9. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 898 lb down and 130 lb up at 17-4-4, and 1407 lb down and 203 lb up at 19.11-0 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=1.00, Plate Increase=1.00 Uniform Loads (pIQ Vert: 1-8= 100, 9-16=10 Continued on Daoe 2 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING • VW* Y design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE Mll•7473 rev. I W3[2015 BEFORE USE. Design valid for use only with MTek® connectors This design rs based only upon parameters shown, and is for an individual budding component, not a truss system Before use, the budding designer must vent' the applicability of design parameters and property incorporate this design into the overall building design Bracing Indicated is to prevent buckling of individual truss web andfor chord members only Additional temporary and permanent bracing is ahvays required for slabdiy, 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 ANSI17PI1 Quality Criteria, DS13-89 and SCSI Building component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Surle 312. Alexandria, VA 22314 Tampa, FL 36610 Job Truss Truss Type oty Ply Park Sq Hms./ WELLINGTON - 30 " TY1754076 M3096C G3 FLAT 1 Mel -Florida Lumber. Barlow, FL. LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 9=1407(B) 10= 898(F) w b4u a Apr 1a zuro airs es rnousuree, mc. i nu Aug ua i a.ue ie zui r rape z ID meKMb9CJp10sN6eoCD7e4Sy31Ym-cUFvP3TjDp?eg8i ieMxse3j4SfebGVzNgig8hyrZNx AWARNING - Vw** dealgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1110.7073 rev 10,10=15 BEFORE USE. Design valid for use only wdh Mrrekm con necWra This design is based only upon parameters shown• and is for an individual budding component, not a truss "am 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 bucl0mg of individual Was web and/or chord members only, Additional temporary and permanent bracing rs always required for stabddy and 10 prevent collapse with possible personal injury and property damage For general guidance regarding the 0 fabrication, storage. delivery, erechon and brsang of busses and truss systems, sea ANSVTPII Quality Crhwb. DS629 and BCSI Building Component 6904 Parke East Bid Salary Information available from Truss Plate Ins3bule. 218 N Lee Street. Sude 312. Alexandria, VA 22314. Tamps. FL 36510 Job Truss Truss Type Dry Ply Park Sq Hmsl WELLINGTON • 309&C T11754077 PS030M G4 FLAT 1 n m10•rronea Lumeer. Darrow, rL 7.64D s Apr 19 2015 MTek Industries, Inc. Thu Aug 0313.08 18 2017 Page 1 ID ArukoVCxZyBj?GD IwepCfy3lYh•CUFvP3TjDp?eg6i ieMxse3leSthbLSzNglg6hyrZNx 1 2 8 8 F 5.7-10 1 8 8 13 1 11-515 1 14-52 1 17 4 4 1 2D612 12-8-8 2.11.2 2.11.2 2-11.2 2.11.2 2.11.2 2$8 Scale - 134 8 5x5 = 1x4 II 4xe = 1x4 II 4x4 = Sx5 = 4xe = 3x4 II 30 II ex8 — 7xe — 4x4 — 2x4 11 4x8 = 2x4 II Sx5 = LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 ' BCDL 5.0 SPACING- 2-" Plate Grip DOL 1.DD Lumber DOL 1.DO Rep Stress Inv NO Code FBC2014rrP12007 CSI. TC 0 63 BC 0.98 WB 0.59 Matrix) DEFL. in (loc) Vdeft Ud Vert(LL) -0.32 12 >743 360 Veri(TL) -0,50 12-13 >476 240 Horz(TL) 0,05 9 n/a n/a PLATES GRIP MT20 2441190 Weight: 213 lb FT - 0% LUMBER- BRACING. TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-15 oc purlins, except BOT CHORD 2x6 SP No 2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 16=1204/0-7.8, 9=1869/0-7-8 Max Upliftl6-155(LC 4). 9=251(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-16=1043/142, 1-2-2641/335, 2-17-2641/335, 3-17-2641/335. 3-18-6324/770. 4-18--63241770, 4-5= 6324/770, 5.19-5845f748, 6-19=58451748, 6.20=5845/748, 7-20=5845/748, 7-8=472/66 BOT CHORD 15-16=44/323, 14-15=61714962, 13-14-617/4962, 12-13=-770/6324, 11-12=770/6324, 10-11=568/4267, 9-10=568/4267 WEBS 1 -1 5=-311/2474, 3-15=24431298, 3-13-22511433. 4-13=316/61, 5-11=504/84, 6-11=307/68, 7-11-20211661, 7-10=-87/713, 7-9-4052/536 NOTES- 1) 2- ply truss to be connected together with 10d (0.148"x3") nails as follows: Top chords connected as follows: 20 - 1 row at 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, Vint=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 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will III between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 155 lb uplift at joint 16 and 251 Ib uplift at joint 9 8) Hanger( s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 898 lb down and 130111 up at 17-4- 4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE( S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads ( pit) Vert: 1- 8=100, 9.16-10 Continued on Mae 2 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING • Verify design parameters and READ NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1000=015 BEFORE USE. Design valid for use only with MRek® connectors This design Is based only upon parameters shown, and is for an individual building component, not a truss system Before use, the bulding designer must verify the applicability of design parameters and property incorporate this design Into the overall buddmp design Bracing indicated is to prevent buckling of individual trust web and/or chord members only, Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the kv fabrication, storage, delivery. erection and bracing of trusses and truss "am$. see ANSVTPII Quality Criteria, DSO-09 and BCSI Building Component 6904 Parke East BNd. 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 MmsJ WELLINGTON - "WCT11751077 PSO30M W FLAT 1 1110l'ifi tia Lumber, 94111eW, hL LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 10=898(F) a npl le NlY YV... rnYYAlRi. I... i n FlYp VJ -- .O — —V.. ID:ArukoVCxZyBj?GD kvepcty3lYh-cUFvP3TjDp?egBi IeMxse319S1hbLSzNglgBhyrZNx 0 WARNING - Varlly daslgn parameters and READ NOTES ON THIS AND INCLUDED IIOTEK REFERENCE PAGE NO.747S rev. IM/2015 BEFORE USE. Design valid for use only with MiTek* connectors This design is based only upon parameters shown, and is for an individual building component, not a Irusa verily theBeforeuse, the building designer must vethe applicability of design parameters and property incorporate this design into the overall building design Braang Indicated Is to prevent buckling of individual truss web and/or chord members Only. Additional lemporary and permanent piecing - is always required for stability and to prevent collapse with posslbla personal injury and property damage. For general quittance regarding the fabrication, storage, delivery, erection and breang of trusses and Was systems, a" ANSVTPII Quality Criteria, DSBt9 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Tens Place Institute. 210 N Lee Street, Suite 31Z Alexandra, VA 22314. Tampa, FL 36610 Job Truss Truss Type oy Ply Park Sq. Hmsl WELLINGTON • 3096-C PS03095C GS FLAT t T11754076 4 wild-Fiwiva L—L.,, Bon—. FL. 7.540 a Apr 19 2016 MITek Industries. Inc Thu Aug 03 13.08 19 2017 Pape 1 ID ArukoVCxZy81)GD kvepdy3FYt 5gpidOTL 77VSLHAGLIAOsbgssHaKrnD7bUSN97yrZNw F 2.4.5 4 L14 I a•9.8 1 9A-8 1 11.1.14 1 13-1412 I 18.1-0 I 763-15 1 20-e•4 i2452-2.9 2.2-10 a 4 1-7.8 2$t4 2.2." 2.2.9 2 5 Scale - 135 9 axe = 1x4 II 4x8 = 10 II 40 = 40 = Sx5 = axe = 10 II exe = 1 2 3 21 4 22 5 a 23 7 24 8 9 10 4x4 II axe = 20 II 802 MT20HS = 2x4 II 2x4 II 4x9 = 20 11 axe = 40 11 LOADING (psf) SPACING- 2-0-0 TCLL 40.0 Plate Grip DOL 100 TCDL 100 Lumber DOL 1.00 BCLL 0.0 ' Rep Stress Ina NO BCDL 5.0 Code FBC2014/TP12007 LUMBER - TOP CHORD 20 SP No.1 BOT CHORD 2x6 SP DSS WEBS 2x4 SP No.3'Except* 1-19,3-19,3-17,10.12,8.12,8.14, 20 SP No.2 REACTIONS. (lb/size) 20=4957/0-7-8, 11=256610-3-8 Max Uplift20=704(LC 4). 11=352(1_C 5) CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TC 0.99 Vert(LL) 043 16-17 >568 360 MT20 244/190 BC 0.75 Vert(TL) 0.67 16-17 >363 240 MT20HS 187/143 WB 0.75 Horz(TL) 0.D6 11 We n/a Matrix) Weight: 452 lb - FT = O% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-10 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10.40 oc bracing. FORCES. ( lb) -Max. Comp /Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-20=-4219/605, 1.2=9523/1346. 2-3--9523/1346, 3-21-23228/3245, 4-21-23228/3245, 4- 22-23228/3245, 5-22=23228/3245, 5-6=20343/2762, 6.23=13934/1891, 7- 23=13934/1891, 7-24=-13934/1891, 8.24=13934H891, 8-9=5059/691, 9- 10=5059/691. 10-11=2182/3% BOT CHORD 19-20=169/1175, 18-19=2678/19018, 18-25=2678/19018, 17-25=-2678/19018, 16- 17=2762/20343, 15-16=-2762/20343, 14-15=2762/20343, 13.14=-1415/10377, 12- 13=1415/10377, 11-12=83/595 WEBS 4-17=2555/389, 5.16=976/169, 6.15=232/1645, 5.17 =512/3056, 6-14=6790/997, 2- 19=368775, 3.18=176/1344, 1-19=1283/9097, 3-19-10347/1452, 3-17=-651/4586, 8. 13=-45/439, 10-12=-662/4865, 8-12-5795/789, 8-14=552/3874 NOTES- 1) 4-ply truss to be connected together with 10d (0.148x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0.7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-" oc Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. Attach TC w/ 1/2" diam. bolls (ASTM A-307) in the center of the member w/washers at 4-0-0 oc. Attach BC w/ 1/2" dram, bolls (ASTM A-307) in the center of the member w/washers at 4-0-0 oc. 2) All loads are considered equally applied to all plies, except i1 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; VuB=140mph (3-second gust) Vasd=108mph; TCDL=4 2psf; BCDL=3 Opsf; h=15ft; B=45ft, L-241t; eave=4ft; Cat If. Exp B; End., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1 60 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live 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 printed copies Of this document are r4betweenthebottomchordandanyothermembersp8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 704 lb uplift at joint 20 and 352 lb uplift at not considered signed and sealed and joint 11. the signature must be verified on 9) Girder carries tie-in span(s): 5-6-0 from 0-" to 6-11-8 any electronic copies Continued on Daae 2 i. r 0WARNING • VarHy daalgn panmafars and READ NOTES ON THIS AND INCLUDED MITEIr REFERENCE PAGE M/l•7477 rw. 1693/t015 BEFORE USE. Design cold for use only with MlTeli® connectors This design is basest only upon parameters shown, and Is for an individual building Component, not a truss system Before use, the building designer must veroy the applicability of design parameters and properly, incorporate this design into the overall building design Smang indicated Is to preventuckl bingof 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 regardaip the fabrication, storage, delrvery, erection and bracing of trusses and truss systems, see ANSUTPH Quality Criteria, DSB.89 and BCSI Building Component 6904 Parke East Blvd. SafetyIMonadonavailablefromTrussfataleInstitute, 218 N. Lee Street, Suite 312. Alexandra. VA 22314 Tamps, FL 36610 Job Truss Truss Type Oty Ply Park Sq. Hmsl WELLINGTON. 3OWC T7175a076IPS03095CG5FLAT1 MIdFlorlds Lumber, Bartow. FL 7.540 s Apr 19 2015 MlTek Industries. Inc. Thu A0g 03 13.03.19 7017 Page Z ID.ArukoVCxZy8j7GD_kvepcty3IYIM5gpidOTL 77VSLHAGLtAOsbgssHeKmD7bUSNg7yrZNw NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2288 lb down and 331 lb up at 6-9-8 on top chord, and 1034 lbdown and 149 lb up at 6-", and 549 lb down and 79 lb up at 5-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASES) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase-1 00 Uniform Loads (plf) Vert: 1-4-312, 4-10=100, 11-20=10 Concentrated Loads (lb) Vert: 4=2288 17=1034(F) 25-549(F) 0 WARNING - VWNy dWgn parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M0.7473 rev. 100=015 BEFORE USE. Design valid for use only, with MlTeM connectors This design Is based only upon parameters shown, and is for an individual building component, not s truss system. Before use, the building designer must verty the spplraDlly of design parameters and properly incorporate this design into the overall Duitcing design. Bracing incicated Is to prevent bucking of individual tons web and/or Nord members only. Addi anal temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the in fabrication, storage, delivery, erection and bracing of trusses and truss systems, a" ANSVTP" Quality Criteria. 03849 and SCSI Building Component 690e Parke East Blvd Safety Information available from Tens Plate Inanae. 216 N Lee Street, Sues 312. Alexandria. VA 22314 Tampa. FL 36610 Job Truss Truss Type Oty Ply Park So. Hms! WELLINGTON. 30MC T11754079 M30M GB FLAT 1 21 all onas Lumber. Barlow, FL. 7.640 a Apr 19 2016 MReli Industries. Inc Thu Aug 03 13 Oe 20 2017 Pape 1 ID:el S6OrDaKGGadQoAJe9291y3IYg-ZsMggkUzIRFM4VsNp3OPx381 AGZU3EGGg8BxDayrZNv 2.11.9 I 2- 59.5 I 8.7.2 I 1'1 4 I 14.2.11 I 'Z:2 I 2080 I 2.11.9 113 2."3 2.9.13 2.9.13 2.913 2.11-9 Scale = 1:34 9 8x7 = 1x4 II 4x10 = 1x4 II 04 = 4x10 = 10 II 8x7 = SxB = 702 = 2x4 11 4x8 = 4x4 = 2x4 II 702 = 519 = LOADING (psf) SPACING- 2-" CSI. TCLL 40.0 Plate Grip DOL 1.00 TC 0.89 TCDL 10.0 Lumber DOL 1.00 BC 0.96 BCLL 0.0 ' Rep Stress Inv NO WB 0.70 BCDL 5.0 Code FBC2014lrP12007 Matrix) LUMBER. TOP CHORD 2x4 SP DSS BOT CHORD 2x6 SP DSS WEBS 20 SP No.1 Except' 1-16,8.9: 2x4 SP No.2, 2-15,3-14,4-13,5.12,6.11,7-10: 2x4 SP No.3 DEFL. in (hoc) Vdeft Ud Vert(LL) -0.61 12-13 >388 360 Vert(TL) -0.95 12-13 >248 240 HOIz(TL) 0.09 9 n/a n/a PLATES GRIP MT20 244/190 Weight: 220 lb FT - 0% 17 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-3-7 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 16=3489/0-7-8, 9=3489/0.7-8 Max Uplift 16=505(LC 4). 9=505(LC 5) FORCES. (lb) • Max Comp /Max Ten. -All forces 250 (lb) or less except when shown TOP CHORD 1-16=3002/443, 1-2=-8010/1152, 2-17-8010/1152, 3-17=-8010/1152, 3.18=16298/2297, 4-18=16298/2297, 4-5-16298/2297, 5-19=16630/2344, 6-19=16630/2344. 6.20=8016/1153, 7-20=-8016/1153, 7-8-8016/1153, 8-9=3004/443 BOT CHORD IS-16=160/1084, 14-15=-2024/14180, 13-14=2024114180, 12-13=2344/16630, 11-12--2018/14134,10-11=2018/14134,9.10=160/1083 WEBS 1-15=1048l7317, 2-15=-777/140, 3.15=-6517/921, 3.14=25/318, 3.13=-342/2238, 4-13=-885/146,5.12=-845/148,6-12=398/2636,6.10=-64641914,7-10=782/141, 8-10=1D4917324, 5-13=350177 NOTES- 1) 2-ply truss to be connected together with 10d (0.148"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 cc. Webs connected as follows: 2x4 - 1 row at 0-9-0 or.. 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=1511; B=45ft; L=24h; eave=oft; Cat II; Exp B; Encl., GCpi=O 18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf 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 7) Bearing at joint(s) 16, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 505 lb uplift at joint 16 and 505 lb uplift at joint 9. 9) Girder carries tie-in span(s): 7-0-0 from 0-" to 20-0-0 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Continued on a e 2 O WARNING • VorHy design parameters and READ NOTES ON INS AND INCLUDED MITEK REFERENCE PAGE UP-7473 rev. 110iO3?016 BEFORE USE. Design valid for use only with MRek® connectors. This design is based only upon parameters shown, and D for an Individual building component. not a Wes system Bowe use, the buedmg designer must verity the applicability of design parameters and properly hicorporale Uda design Into the overact budding design. Bracing indicated is to prevent buckling of individual truss web andfor chord members only Additional temporary and permanent bracing is sways required for slaDWty and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage, delivery, arodwn and bracing of lasses and truss systems, ass ANSVTPI7 Quality CntMa, DSB49 and SCSI Building Component Salary Information available from Truss Plate Institute, 210 N Lee SUeet. Susie 31Z Alexandria, VA 22314 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies is 6904 Parke East Bald Tamps. FL 36610 Job Truss Truss Type Oty Ply Park Sq. HmsJ WELLINGTON - 3W6-C T117540T9 P503086C G6 MT 1 Mid-Flrinlda Lllrllber, Bartow, FL. LOAD CASE(S) Standard Uniform Loads (plf) Vert. 1-8=344(F=244), &16=10 r b4u s Apr iv 2u16 MI I eK industries. Inc. i nu Aug u3 1J.ue.7u zu1 / vage L ID.e1 S60rDaKGGadOoAle9291y31Y9-ZsMggkUzIRFM4VsNp3OPx381AGZU3EGGgBBxDayrZNv O WARNING - Verify design Parsnrerere and READ NOTES ON TMS AND INCLUDED M/TEK REFERENCE PAGE Ma-747$ raw. /b9Ll0f5 BEFORE USE. Design valid for use only with MiTekB 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 vent' the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent bucldmg of individual truss web aridior chord members only. Additional temporary and permanent bracing rs always required for stability and to prevent collapse with possible personal iryury and property damage. For general guidance regarding the go fabrication, storage, delivery, erection and bracing of trusses and truss systems, no ANSVTPII Quality Criteria, DS849 and BCSI Building Component 69N Parks East Blvd. Safety Information available born Truss Plate Institute, 21S N Lee Street, Suile 312, Alexandra. VA 22314. Tamps. FL 36610 Job Truss Truss Type Oty Ply Park Sq Hmsl WELLINGTON - 30MC r1lTuoeoIPSO3096CG7FLAT1 2 W.W. M.W. IL 7 540 6 Apr 19 Z015 MTek Industries. Int Thu Aug 03 13.011.20 2017 Page 1 ID:3Lcg422odzVZxGjUVhvmawy3lYu-ZsMggkUzIRFM4VsNp3OPx38000e23ANGg8BxDayrZNv 1 2414 1 4 0 I 511.2 8.0.0 I 2414 1.11-2 1.11.2 2.014 Stale = 1 15 4 4x10 = 1x4 II 1 2 3x8 = 3 4x10 = 18 2x4 II 20 II 2 14 1.11-2 1.11.2 2814 LOADING ( psf) SPACING- 1-0.0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 400 Plate Grip DOL 1.00 TC 0.94 Vert(LL) -0.04 8 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.67 Vert(TL) -0.06 7-8 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.95 Horz(TL) 0.01 6 We n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 90 Ib FT = 0% LUMBER- BRACING. TOP CHORD 20 SP No.1 TOP CHORD Structural wood sheathing directly applied or 3-9-3 oc purllns, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 20 SP No.3 BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. ( lb/size) 10=1515/0.3-8, 6=3122/Mechanical Max Uplift 10 =219(LC 4). 6=451(LC 4) FORCES. ( lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-10=-1388/203, 1-2=2472/357, 2-3=2472/357, 3-4=3559/514, 4-11=3559/514, 5.11=3559/514, 5-6=2870/418 BOT CHORD 8-9=543/3757, 7-8=543/3757 WEBS 1.9=399/2761, 2-9=387/64. 3-9=1435/208, 3.8=81/606, 4-7=1356/204, 5-7=574/3974 NOTES- 1) 2-ply truss to be connected together with 10d (0.148"x3") nails as follows: Top chords connected as follows, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs Connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated. 3) Wind: ASCE 7-10: Vuft=140mph (3-second gust) Vasd=108mph; TCDL-4 2psf; BCDL=3.0psf, h=15ft; B=45ft; L=2411; eave=4ft, Cat. It: Exp B; End., GCpi=0.18; MWFRS (directional), Lumber DOL=1.60 plate gnp DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Ops1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will TA between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 219 lb uplift at joint 10 and 451 lb uplift at joint 6. 9) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 1795 lb down and 259 lb up at 7- 0-12 on top chord, and 368 lb down and 53 lb up at 2-0-12, and 368 lb down and 53 lb up at 4-0-12, and 728 lb down and 105 lb up at 6- 0-12 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=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-5-174, 6-10-5 Concentrated Loads (lb) Vert. 9=368(F) 8=368(F) 7=728(F) 11=1795 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 paramarars and READ NOTES ON THIS AND INCLUDED r10TEK REFERENCE PAGE 4047473 rw. fOCM15 BEFORE USE. Design valid for use only with MIT09 connectors This design Is based only upon parameters shown, and is for an IrMwidual building component, not a truss system Before use, the buildup designer must verily the applicability of design parameters and property inwrporau this design into the overall budding design Bracing Indicated Is to prevent buckling of individual Inns web andfor Nord members only. Additional temporary and permanent brWAM is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the isbri, ron, storage, delivery, erection and bracing of trusses and truss systems, see ANSVrPI1 Quality Criteria, OSS49 and BCSI Building Component 6904 Parke East Blvd. SafetyInformationavailablefromTrussPlateInsldute, 21a N Lee Street, Suds 312. Alexandria. VA 22314 Temps, FL 36810 Job Truss Truss Type oly Park Sq Hm$J WELLINGTON - 30Wc JPly T71754061 PM30M H1 HIP 1 1 Job A Md-FIorida Lumber, Barlow. FL 7.640 s Apr 19 2016 Mrrek Industries, Inc Thu Aug 03 13*09 212017 Page 1 ID:el S6OrDaKGGadOoAJe929ty31Yg-12w224VcVkNDhfRZNmweUHhCsfzSoc503oxUlOyrZNu 57-0 1438 150.0 16$0164-0 22 4-0 26-4-0 29.9-t2 330-0 3"2-12 L-" 1 00 57-0 4.38 4 8 8 1$0 1$0 4-oA 4.0.0 3572 32 4 32-12 3" Scale - 1,756 5x5 = 5xB 6 4x6 MT20HS = 24 23 22 21 20 19 t6 17 16 15 14 4x4 4x8 MT20HS = 4x8 = 4x6 = 4x4 = 2x4 II 1ox10 = 2x4 11 502 MT20HS 4x8 = exit MT20HS = LOADING (psf) TCLL 20.0 TCDL 20.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-" Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Inv NO Code FBC2014/rP12007 CSI. TC 089 BC 0.72 WB 0.98 Matrix) DEFL. Verl(LL) Vert(rL) Horz(TL) Wtnd(LL) in (loc) Vdefl Ud 0.34 19-20 >999 240 1.12 19-20 >427 180 0.24 12 n/a n/a 0.24 19-20 >999 360 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 265 Ili FT = 0% LUMBER- BRACING. TOP CHORD 20 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 1-6-0 oc purlins. 8-10 2x4 SP No 1, 10-13.6-8: 2x4 SP DSS BOT CHORD Structural wood sheathing directly applied or 8-5-0 oc bracing BOT CHORD 2x6 SP DSS WEBS 1 Row at midpt 7-21. 8-20 WEBS 2x4 SP No.2 *Except* 10.16: 2x6 SP No.2, 11-16,11-15,8-19,9.17,9.19,9-16: 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=2513/0.3-8, 12=4253/(0-3.8 + bearing block) (req. 04-5) Max Horz 2=153(LC 6) Max Uplift2=363(LC 8). 12=597(LC 8) FORCES. (lb) - Max. Comp /Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4834/656. 3-4=4548/643, 4-5=38441589, 8-25=8312/1156, 9-25=8311/1156. 9.10=7325/1023, 10.11=8553/1167, 11-12=9069/1202, 6.7=4/46/637, 7-8=6007/855, 5-6=3386/553 BOT CHORD 2-24=515/4227. 23-24= 41913807, 22-23=419/3807, 21-22=364/3682, 20-21=-614/5337. 19-20=1039/8326, 18.19=994/7997, 17-18-994/7997, 16.17=994/7997, 15.16=1038/8159, 14-15-1035/8147, 12-14=1035/8147 WEBS 10-16=528/4057, 11-16-968/155, 11-15=257/66, 5.22=179/1349, 8.19=349/80, 9.19--W/454, 9.16=959/129, 6-21=316/2252, 7-21=2808/423, 3-24=-358/119, 4-24=39/483, 4-22-655/145. 6.22=-889/105, 8-20=3954/563, 7-20=346/2711 NOTES- (11) 1) 2x6 SP DSS bearing block 12" long at P. 12 attached to front lace with 3 rows of 10d (0 148"x3") nails spaced 3" o c 12 Total fasteners. Bearing is assumed to be SP DSS. 2) Unbalanced roof live loads have been considered for this design. 3) Wind: ASCE 7-10; Vub=140mph (3-second gust) Vesd=108mph; TCDL=4.2ps1, BCDL=3.Opsf; h=15H; B=45ft; L=24R; eave=5R; Cat. II; Exp B. Encl. GCpi=O 18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.0ps1 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 363 Ili uplift at joint 2 and 597 Ib uplift at printed copies of this document arejoint12. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support Concentrated load(s) 2612 lb down and 350 lb up at not considered signed and sealed and 33.5.8 on bottom chord. The design/selection of such Connection device(s) is the responsibility of others. the Signature must be Verified On 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). any electronic Copies 11) Truss is designed with, and Confirms to the 2007 Florida Building Code w/2D09 supplements. Continued on a e 2 0 WARNING - Vwffy Assign parameters and READ NOTES ON THIS AND INCLUDED OTEK REFERENCE PAGE MIF703 rev. 1003,7015 BEFORE USE. Design valid for use only with MUM conMrlbrs This design is based only upon parameters shown, and is for an Individual building componant, not a truss system Before use, the building designer must veriy, the applicability of design parameters and property incorporale this design into the overall building design. Bracing indicated is to prevent buclJuq of individual truss web andlor chord members only Additional temporary and permanent bracing rs always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the kv fabrication. storage, delivery, erection and bracing of asses and truss systems, ass ANSVTPII Quality Criteria. DSB49 and BCSI Building Component 6904 Parke East Blvd. Safety Infontauon available from Thus Plate Institute, 218 N. Lee Street, Suite 31Z Alexandra, VA 22314. Tempe, FL 36610 Job Truss Truss Type Oty Ply Park Sq. HMJ WELLINGTON - 3096-C T71754061 P503096C H1 HIP 1 1 m•rr„••.I• w•••uc , cm1•iw, . 'psi a Apr l V [Vie M110R mouslnea, mc. 1 nu Aug u7 Ixua-zi 2u17 vage 2 ID.e1 S6DrDaKGGBdOoAle929ty31Yg-12w224VCVkNDhfRZNmweUHhCsfzSoc503oxUIDyrZNu LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-5-80, 8-10=-80, 10-13=80, 2-12=-20, 6.8=410, 5-6=80 Concentrated Loads (lb) Vert: 16=2612 fl 0 WARNING-VMrs design jraramarera and READ NOTES ON TN/s AND INCLUDED M/TEK REFERENCE PAGE Mn-7173 rev. fO0I7t0/5 BEFORE USE. Design valid for use only with MITek® connectors This design is based only upon parameters shown, and is for an Individual building component, not a truss system Before use, the building designer must verify the applicability of design poramelem and property Incorporate this design into the overall budding design. Bracing mdlcaled Is to prevent buckling of individual truss web and/or chord members orgy Additional temporary and permanent bracing 1s always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the labrlc rllon, storage, delivery, erection and bracing of trusses and truss systems, we ANSVrP11 Quality Criteria, DSO-89 and BCSI Building Component 6904 Parke East BlvdSafetyInformationava0ablsfromTrussPlateInstbute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314 Tamps, FL 36610 Job Truss Truss Type Oty Ply Part Sq HmsJ WELLINGTON - 3OWC 1 T71751062 PS03096C J3 JACK 1 Job Reference (optional) Mid-Flonda Lumber, Sanow, FL. 7.640 a Apr 19 2016 MTek Industries, Inc. Thu Aug 031 3*06Z2 2017 Page 1 ID:'.F?3YHt9ougBg86BIDswy31Yb-VFUOFOViEG2V4Jp0IxTRtOUDYN3TgX1eZISg2HSyrZNt 3.40 1-00 3.40 Scale = 1:12 3 2x4 = M LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1 25 TC 0.14 Vert(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.07 Vert(TL) -001 24 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horc(TL) -0.OD 3 n/a n/a BCDL 10.0 Code FBC2014frP12007 Matrix) Wind(LL) 0.00 2 — 360 Weight: 11 lb FT a 0% 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 Structural wood sheathing directly applied or 10-" oc bracing. REACTIONS. ( lb/size) 3=79/Mechanical, 2=263/0.7-8, 4=26/Mechanical Max Horz 2=62(LC 10) Max Uplift3=25(LC 10). 2=-63(LC 10) Max Grav 3=80(LC 15). 2=263(LC 1), 4-53(LC 3) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10: Vuh=140mph (3-second gust) Vesd=108mph, TCDL=4.2psf, BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; End., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) zone,C-C for members and forces b MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60 2) This truss has been designed for a 10.0 ps1 bottom chord live load nonconcurrent with any other live loads 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) o1 truss to bearing plate capable of withstanding 25 lb uplift at joint 3 and 63 lb uplift at joint 2. 0 WARNING - VMIy design parameters end READ NOTES ON TN/S AND INCLUDED AUTEN REFERENCE PAGE MO.7473 rev. 10,V3/2015 BEFORE USE. Design valid for use only with MTela® connectors This design is based only upon parameters shown, and a 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 building of individual truss web and/or chord members only Additional temporary and permanent bracing rs always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, D3049 and SCSI Building Component Safety Information available from Truss Pole Instrtule, 216 N Lee Street, Suite 312, Alexandria. VA 22314 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Is - 69W Parks East Blvd. Tamps. FL 36810 Job Truss Truss Type Oty Ply Park Sq HmaJ WELUNGTON • 3096-C T11754083 PS03098C JS JACK 2 1 Mo•Flonds Lumber, Bona., F4 7.640 if Apr 19 2016 Me ek Industries, Int Thu Aug 03 13'06'22 2017 Page 1 I D:6DOVDBE C5aORF aNNtLhHh4y3lYf•VFUOFO W E G2V4Jp0IxTRt0UDT130SXIeZISg2HSyrZNt i 100 i 5.0-0 i 100 540 2x4 = Scale = 1:17.3 0 LOADING (psf) SPACING- 2-M CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) 0.03 2-4 999 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 SC 0.29 Vert(TL) 0.07 2-4 809 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.00 HOIz(TL) 0,00 3 n/a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix) Wind(LL) 0.00 2 360 Weight: 18 Ile FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=170/Mechanical, 2=351/0-7-8, 4-46/Mechanical Max Horz 2=89(LC 10) Max Uplift3=56(LC 10). 2=-64(LC 10) Max Grav 3=170(LC 1), 2=351(LC 1), 4-33(LC 3) FORCES. (lb) - Max Comp /Max. Ten. -All forces 250 (lb) or less except when shown BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD Structural wood sheathing 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-3.0psf; h=15tt; B=451t; L=2411, eave=SR; Cat. II; Exit B. Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone,C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 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 56 lb uplift at joint 3 and 64 Ile uplift at joint 2. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARNING . Verify design perimeters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 0114•7473 rev. 100=015 BEFORE USE. Design valid for use only with MITekle 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 verily the applicability of design parameters and property incorporate this design into the ovens building design. Bracing Indicated is to prevent buckling of individual truss web andror chord members only. Additional temporary and permanent bracing is eMays required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and truss systems, no ANSVrP1l Quality Criteria, DS849 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate institute. 218 N Lee Street. Suite 312. Alexandria. VA Z2314 Tamps. FL 36610 Job Truss Truss Type Oty Ply Park SitHmsJ WELLINGTON - 3096-C T1175a0ea PS03096C J7 JACK 22 t Mid-Flonds Lumber, Bartow, FL 7 640 it Apr 19 2016 MlTek Industries, Inc. Tau Aug 0313.08.23 2017 Page 1 ID.6DOVDBEC5aORFaNNtLhHh4y3IYf-zR2oTmXsl MdwxzbyVBy6ZimZVihMGlujMObgvyrZNs i 1-SO i 7-0A 1•SO 7.0.0 Scale - 1.23 1 LOADING (psf) SPACING- 2-0-0 CSI. 7 0 DEFL. in (loc) Well Ud PLATES GRIP TCLL 200 Plate Grip DOL 1 25 TC 0.82 Vert(LL) 0.12 24 688 240 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.63 Vert(TL) 0.29 2.4 275 180 BCLL 0.0 ' Rep Stress Incr NO we 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix) Wind(LL) 0.00 2 360 Weight: 25 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No 1 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=247/Mechanical, 2=488/D-7-8, 4=66/Mechanical Max Horz 2-126(LC 10) Max Uplift 3=81(LC 10), 2=87(LC 10) Max Grav 3=247(LC 1), 2=488(LC 1), 4=133(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 64)-0 oc purtins BOT CHORD Structural wood sheathing directly applied or 10.00 oc bracing. NOTES- 1) Wind: ASCE 7-10: VuM=140mph (3-second gust) Vasd=108mph; TCDL-4.2pst; BCDL=3.Opsf, h=15ft; 8=45ft; L=2411; eave=511; Cat. It; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1 60 plate grip DOL-1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other five loads. 3) ' 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 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 81 lb uplift at joint 3 and 87 lb uplift at joint 2. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 w-mo, • Verity design paameters and READ NOTES ON TNS AND INCLUDED AOTEK REFERENCE PAGE 1110.7473 rev. 1O03,2016 BEFORE USE. Design valid for use only with MiTskO connectors This design is based only upon parameters shown, and is for an Individual building component, not a Wu system Before use, the budding designer must vent' the applicability of design panmelera and property rncorp0rafe this design Into the overall budding design Bracing Indkafed la to prevent budding of nWmdual truss web andlor chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal inlury and papery damage For general guidance regarding the No fabrication, storage, delivery, erection and bracing of trusses and truss systems, lee ANSVTPII Quality Criteria, D3849 and SCSI Building Component 6904 Parke Fast Blvd Safely Information available from Truss Plate Insidule, 218 N Lee Street, Suite 312. Alexandria. VA 22314. Tamps, FL 36610 Job Truss Truss Type City Ply Park Sq Hms I WELLINGTON - 3096-C T11754005 PS030M KJ3 JACK 2 1 Jo mrwwnve wmver, wnvw, r, r oeu a Apr 19 201d Mltex Ir10ue1r10e, InC Thu Aug 03 13.05.23 2017 Page 1 ID XXACH030OGdOZOIg2PO477y31Yt-zR2oTmXslMdwxzbyVBy62tmhETooGIujW60bgvyr2Ns F 1.5-0 I 4.2.15 i 1.5.0 4-2-15 2x4 = LOADING (psf) SPACING- 2- CSI. DEFL. in (loc) Vdeft Ud TCLL 20 0 Plate Grip DOL 201.25 TC 0.26 Vert(LL) 0.01 2-4 999 240 TCDL 200 Lumber DOL 1.25 BC 0.15 Vert(TL) 0.02 2-4 999 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.00 Horz(TL) 000 3 n/a Na BCDL 10.0 Code FBC2014/TPI2007 Matrix) Wind(LL) 000 2 360 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD REACTIONS. ( Ib/size) 3=84/Mechanical, 2=223/0.7.8, 4=28/Mechanical Max Horz 2=39(LC 8) Max Uplift3=17(LC 8), 2=67(LC 8) Max Grav 3=84(LC 1). 2-223(LC 1), 4=67(LC 3) FORCES. ( Ib) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown scale. 1'- V PLATES GRIP MT20 244/190 Weight: 15 lb FT = 0% Structural wood sheathing directly applied or 4-2.15 oc purtins. Structural wood sheathing directly applied Or 10-0-0 oc bracing. NOTES- 1) Wind, ASCE 7-10; VuM=140mph (3-second gust) Vasd=108mph; TCDL-4 2psf, BCDL=3 Opsf; h-15ft; B=45ft; L=24ft, eave=oft; Cat. II; Exp B: Encl., GCpi=0.18; MWFRS (directional); Lumber DOL-1.60 plate gnp DOL=1.60 2) This truss has been designed for a 10.0 ps1 bottom chord live bad nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 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 o1 withstanding 17 Ili uplift at joint 3 and 67 Ili uplift at joint 2. 6) In the LOAD CASE(S) section, loads applied to the face o1 the truss are noted as front (F) or back (B). LOAD CASES) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-5=80 Trapezoidal Loads (plf) Vert: 5=0(F=40, 8=40)40-3=-85(F=2, B=-2), 2=2(F=9, 8=9)-to-4=-21(F=1, 13=1) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies A WARNING - Verifydesign par rmetere and READ NOTES ON TAUS AND INCLUDED WTEK REFERENCE PAGE ULL7473 rev. 10003,2015 BEFORE USE. b... d Design valid for use only with MrrokS connectors This design Is based only upon parameters shown, and Is for an individual building Component, not a Coss system Before use. the budding designer must verity the appiKability of design parameters and property incorporate this design into the overall buildup design Bm" Indicated Is to prevent buckling of individual truss web andror chord members only. Additonal 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 fatincalron, storage, delivery, erection and breong of trusses and truss systems. see ANSVTPI1 Quality Criteria, DSBd9 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Pyle Inslilute. 216 N Lee Street, Suite 312. Alexandria. VA 22314 Tempe. FL 36610 Job Truss Truss Type Oty Ply Park Sq HmaJ WEU-INGTON - WWC T71754068 PS03096C KJB MONO TRUSS 1 1 Mid-Flonea Lumber. Bartow. Ft- 7.640 s Apr 19 2016 MTek Industries. Inc Thu Aug 03 13.0523 2017 Pape 1 ID.6DOVDBECSoORFaNNtLhHh4y3lY1-zR2oTmXsl MdwxzbyVBy6ZunYHTg7GIujW6ObgvyrZNs 3-9.5 I 7()614 1.5 0 3.9.5 3.3.9 Scale = 1:17.0 20 = LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.12 24 >666 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.65 Verl(TL) -030 24 >266 180 BCLL 0.0 ' Rep Stress Ina NO WB 000 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix) Wind(LL) 000 2 "" 360 Weight* 24 lb FT = 0% LUMBER- BRACING. TOP CHORD 20 SP No 1 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins. BOT CHORD 20 SP No.2 BOT CHORD Structural wood sheathing directly applied or 10 0 oc bracing. REACTIONS. ( lb/size) 3=250/Mechanical, 2=491/0.7-8, 4=67/Mechanical Max Horz 2=90(LC 8) Max Uplift3=70(LC 8). 2=99(LC 8) Max Grav 3=250(LC 1), 2=491(LC 1), 4-134(LC 3) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; VuR=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf: BCDL=3.Opsf; h-15ft; B=45ft; L=24ft, eave=5ft; 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 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 70 lb uplift at joint 3 and 99 lb uplift at joint 2. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING • Verily design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Na-7473 rev. IM34015 BEFORE USE. Design valid for use only with MlTek9 connectors This design is based only upon parameters Shown, and is for an individual building component. not a truss system. Before use, the but ding designer must veiny the applicability of design parameters and property incorporate this design Into the overall budding design Bracing indicated rs 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 No fabrication, storage, delivery, ereciron and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, 03849 and BCSI Building Component 6904 Parks East BIM. Safety Information available from Thus Plats InsldNe, 218 N. Lee Street, Suits 312. Alexandria. VA 22314 Tampa, FL 36610 Job Truss Truss Type oty Ply Park Sq. HMJ WELLINGTON - 3o96-C T71754067 PS03096C KJ7 MONO TRUSS 5 1 Mn6Fmonxla Lumber, aanow, FL. 7.540 a Apr 19 2015 Wait hldestnes. Ins. Thu Aug 03 13.08.24 MIT Pape 1 I D, b0a1R W Fgsl W IsjxZR3C W E Iy31Yo-RdcAg6XUoMYSA82uTL5vJk4tON75rsim98MLyrZNr 1.5-0 I 5.2-4 l 9.10.13 1-5.0 5.2.4 4-8-9 Scale - 1:22 3 2x4 = 10 11 5 52.4 30 9,10.13 12-4 l 4-69 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 200 Plate Grip DOL 1.25 TC 0.83 Verl(LL) -0.02 6-7 >999 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 058 Vert(rL) -0.12 6-7 >944 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.47 HOrz(TL) 0.02 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Wind(LL) 0.02 6-7 >999 360 Weight: 42 lb FT - 0% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-2 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 20 SP No.3 REACTIONS. (lb/size) 4=336/Mechanical, 2=54407-8, 5=450/Mechanical Max Horz 2=143(LC 8) Max Upbft4=-105(LC 8), 2=-81(LC 8), 5=-39(LC 8) Max Grav4=338(LC 13). 2=544(LC 1). 5=450(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3-996147 BOT CHORD 2-7=155/911, 6-7-155/911 WEBS 3.7=0/270, 3-6=988/168 NOTES- 1) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd-108mph; TCDL=4.2psf: BCDL=3.Opsf; h=15R; B=45f1; L=24R; eave=511, Cat. II, Exp B: Encl.. GCpi=O 18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL-1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconeurreni with any other live loads 3) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 105 lb uplift at joint 4, 81 lb uplift at joint 2 and 39 lb uplift at joint 5 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=l 25, Plate Increase=l 25 Uniform Loads (plf) Vert. 1-8=80 Trapezoidal Loads (plf) Vert: 8=0(F=40, B=40)-lo-4=198(F=59, B=59), 2=2(F=9, B=9)-to-5i -49(F=15. 0=15) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies w10WARNING - Verily daalpn parsattlera and READ NOTES ON TIOS AND INCLUDED MITEK REFERENCE PAGE M0.7473 rev. 1003r2015 BEFORE USE. Design valid for use only with Wake, connectors. This design is based only upon parameters shown, and U for an individual building component, not a truss system Before use, the building designer must vent' the applicability of design parameters and property incorporate this design wdo the overall buwdng 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 Perwnal awry and property damage For general guidance regarding the fabrication, storage, delivery, erection and bracing of lasses and truss systems, see ANS11TPH Quality Craerls, D3849 and SCSI Building Component 6904 Parke Fast Blvd. Safety Information available ham Truss Pyle Institute. 219 N Lee Street. Suite 312. Alexandria, VA 22314 Tamps, FL 36610 Job Truss Truss Type Oty Ply Park Sq. Hms! WELLINGTON • 3096-C T71754068 PS03096C KJBB MONO TRUSS 1 1 MO-Flondo Lumber, aanew. FL r.wu a AV iv "m Mi i ex meusmes. mc. -v riug ui l j-w 4r Nl / rape r ID:bOatR WFgstWlsjxZR3C WEly3lYe-RdeAg6XUoftnYSA82uTL5vJICt2S766slm9BMLyrZNr 1•SO 4.4.5 9•a 14 1•SO 4.45 4.8.9 Scale = 1:21.8 2X4 = 1Xa 5 3x4 = 445 9.0.14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 076 Vert(LL) -0.02 6-7 >999 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 051 Vert(TL) -0.11 6-7 >952 180 BCLL 0.0 ' Rep Stress Inv NO WB 0.39 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Wtnd(LL) 0.02 6-7 >999 360 Weight: 39lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-8 oc puffins BOT CHORD 2x4 SP No.2 BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=306/Mechanical, 2-479/0-7-8, 5=350/Mechanical Max Horz 2-122(LC 8) Max UpIM4=94(LC 8). 2=77(LC 8). 5=23(LC 8) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3 =867/36 BOT CHORD 2-7=1301798, 6-7=130/798 WEBS 3- 6=847/138 NOTES- 1) Wind ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf: BCDL=3.Opsf; h=1511; B-4511; L=24ft, eave=5R; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1 60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf 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 94 lb uplift at joint 4, 77 lb uplift at joint 2 and 23 lb uplift at joint 5. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE( S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads ( plf) Vert: 1- 8-8D Trapezoidal Loads ( plf) Vert: 8= O(F=40, B=40)-to-4=-182(F=-51, B=51), 2=2(F=9, 8=9)-to-5=45(F=13, B=13) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI.7473 rev. 1003/2015 BEFORE USE. Design valid for use only with MITek® connectors This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overallbuilding design. Bracing indicated is to prevent buckling of individual trust web andlor cord members only Additional temporary and Permanent bracing is always required for stability AM to prevent collapse with possible personal injury and property damage For geMral guldance regarding the Is fabrication. storage, delivery, arecton and bracing of trusses and truss systems, we ANSVTPl1 Quality CrIteds, DS849 and BCSI Building Component 6904 Parke East BIA Safety Intormauon available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314 Tamps, FL 35610 Job Truss Truss Type oty Ply Park Sq. HmsJ WELUNGTON • 3OWC T1175406I PS03096C L1 HIP 1 1 MrM1Florrda Lumber, Bartow, FL. 7 640 s Apr 19 2010 Wait Industries, Inc. Thu Aug 03 13*05,25 2017 Pape 1 ID 3c8FesFSdBe9UtWl__mtlmVy3lYd-vgAZuSY6ZzteAGkKcc ae7rtZHGBkUT? QvlunyrZNq 1-0-oi 3S4 i 7.6o i 11.9.2 i te•e.0 i 2t8+4 i 264•o i 19 2 i 33.4-0 4-4•(I 1.0.0 3-t>4 3.2.12 a9.2 a10.14 a10.14 4-92 32.72 319.4 1.00 Scale - 1:59.0 5x7 = 1x4 II 5xe = 10 II e00r 4 5 to 19 6 20 7 e Sx7 = Ii li qrga474AOIhi1 77' 6 0, d 4xe = 17 19 21 30 = 010 = ee 1s 74 5x0 MT20HS WB = tx4 II 13 12 4xt0 = 314 = 4xe = LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) -0.26 14-16 >999 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.99 Vert(TL) -0.94 14-16 >423 180 MT20HS 187/143 BCLL 00 ' Rep Stress Incr NO WB 0,76 Horz(TL) 027 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Wind(LL) 0.19 14-16 >999 360 Weight: 175 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 1-9-11 oc purtins. 4-6,6.8: 2x4 SP No.1 D BOT CHORD Structural wood sheathing directly applied or 8-4-10 oc bracing BOT CHORD 20 SP No.1 D WEBS 20 SP No.3 OTHERS 2x4 SP No.2 REACTIONS. (lb/size) 2-295510.3-8, 10=2420/0.3-8 Max Horz 2=77(LC 6) Max Uplift 2=-414(LC 8), 10=238(LC 8) FORCES. (lb) - Max. Comp./Max Ten - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=5557f790, 3-4=5398/787, 4-5=6096/838, 5.18=6095/838, 18-19=-6095/838, 6-19=-6095/838, 6.20=5298/576, 7-20=5298/576, 7-8-5298/576, 8-9=4243/403, 9.10= 44421424 BOT CHORD 2-17=-639/4899, 16-17=-614/4838, 16-21=-M/6117, 15-21=-608/61/7, 14-15=-M/6117, 13-14--608/6117, 12-13=265/3734, 10.12=317/3880 WEBS 4-17-0/419, 4-16=132/1677, 5.16=769/218, 6-14=0/325, 6-13=-1057/186, 7-13-386192, B-13=240/2005, 8.12=0/442 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. 11, Exp B; End., GCpi=0.18: MWFRS (directional); Lumber DOL=1.W 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 I'd between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 414 Ib uplrfl at joint 2 and 238 lb uplift at joint 10. 8) Girder cames hip end with 20-0-0 right side setback, 7-0-0 left side setback, and 7-D-0 end setback. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 616 lb down and 169 lb up at 7-0-0 on top 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 Printed copies of this document are 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 not considered signed and sealed and Uniform Loads (plf) the signature must be verified on Vert: 1-4=80, 4-18=174(F=94), 8-18=-80, 6-11=-80, 2-10=44(F-24) any electronic copies Continued on a e 2 0 WARNING • Vw*y design parameters and READ NOTES ON TIPS AND INCLUDED MITEx REFERENCE PAGE NW7473 rw. 109"015 BEFORE USE. Design valid for use only with MITQIt® connectors This design is based only upon parameters shown, and is for an indrvndual budding component, not a truss system Before use, the budding designer must verify the applicability of design parameters and property incorporate this design into the overall budding destgn Bracing md"ed is to prevent buckling of mdrvrdual trans web and/or chord members only Additional temporary and permanent bracing is always required for stabady and to prevent collapse with possible personal injury and property damage For general guidance regarding the IN fabrication, storage. delivery. erection and bracing of trusses and truss systems, sea ANSVTPI11 Quality Crherfa, DS849 and BCSI Building Component 6904 Parke East Blvd. Safety Informol lon availeble from Tens Plot Institute, 218 N Lee Street. Suse 312. Alexandria. VA 22314. Tamps, FL 36610 Job Truss Truss Type Oty Part Sq HmsJ WELUNGTON • 3096C JPly T71751069 PS030W L1 HIP 1 1 mrb-F MM Lumber, wnwr, rL LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 4=513(F) r wv s npr le zvro inn ex nneuanes. nnc n nu ftq uj i4-w'zO Nr r rave z ID:3cBFesFSdBe9UIWl__mllmVy3lYd-vgAZuSY6ZzteAGkKaee7rtZHGBkUT?_OviunyrZNq 0 WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED AUTEK REFERENCE PAGE Ma•747S rw. 16VZ7015 BEFORE USE. Design valid for use only with NiffskV Connectors Thu design is based only upon parameters shown, and is for an individual building component, not a truss "am. Before use, the budding designer must vert y the applicability of design parameters and property incorporate this design into the "wag building Design Bracing indicated is to prevent buckling of individual truss web andfor chord members Only. Additional temporary and permanent bracing is akvays rsgarad for stabddy, and to prevent Collapse with possible personal injury and prapetty damage For general guidance regarding the 0 fabncabon, storage, delivery, ere Ion and braanv of vases and truss systems, see ANSVTPII Quality Crites, DSBAt9 and BCSI Building Component 6904 Parke East Blvd. Safety Infor ation available from Truss Plate InsLtute, 216 N. Lee Street, Suds 312. Alexandre, VA 22314. Temps, FL 36610 Job Truss Truss Type oty Ply Park HmsJ WELLINGTON - 30WC JSq T71751090 PS03096C l2 HIP t 1 Mid - Florida Lumber, Barlow. FL 7 640 a Apr 19 2016111 Industries. Inc Thu Aug 03 13,08:28 2017 Pape 1 ID 1 1 I I 3cBFesFSdBe9Uto_ mllmVy3lYd-NOkxSoZkKHOVoOJWAJVpAK02GgcaT0e9C49FODyrZNp4.9.4 16-b024.4-0 I i 02 33 914r281724.9.4 92-12 7-8-0 7.9Scale - 1:57.9 nMr 5xe = Site = 13 " 14 5 a 4 4x4 = 72 10 9 3x4 = 4x4 = 3x4 = 3xe = 3x4 = 1 9- 0-9 I 1&e- 0 244-0 33• -0 0-0 7.8.0I 7$0 1 1 9.0.0 Plate Offsets ( x. Y)— 13. 0.3-0.0-2- 0). 15:0.3.0.0.2-0) LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1,25 TC 0. 91 Vert(LL) -016 10 >999 240 MT20 244/190 TCDL 200 Lumber DOL 1.25 BC 0.98 Vert(TL) - 0.55 9.10 >726 180 BCLL 0.0 ' Rep Stress Incr YES WS 0.38 Horz( TL) 0.18 7 n/a n/a BCDL 100 Code FBC2014/rP12007 Matrix) Wind(LL) 013 10 >999 360 Weight, 163 lb FT = 0% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Structural wood sheathing directly applied. WEBS, 20 SP No.3 REACTIONS. (lb/size) 1=1652/Mechanical, 7=1746/0-3-8 Max Horz 1-94(LC 8) Max Uplift 1=221(LC 10). 7=261(LC 10) FORCES. ( lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=3124/1064, 2-3=2807/959, 3- 13=3101/1117, 4-13=3101/1117. 4-14=3101/1117, 5 14=3101/1117, 5-0=2795/949, 6-7=-3100/ 1045 BOT CHORD 1-12= 840/2719, 11-12=648/2445, 10- 11=-648/2445, 9.10=640/2435, 7-9=819/2691 WEBS 2-12=3121218, 3.12=-61/442, 3.10=241/ 866, 4-10--6501298. 5-10=250/874, 5-9=50/434, 6.9=293/202 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 Opsl; h=1511; B=45ft; L=24ft, eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone:C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 221 lb uplift at joint 1 and 261 lb uplift at joint 7. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING - VwWy design Parameters end READ NOTES ON TNIS AND INCLUDED MITEN REFERENCE PAGE 1100.7473 rev. 10140Yh015 BEFORE USE. Design valid for use only with MITek® connectors This design r& based only upon parameters &town, and U for an individual bu9Mng component, not a truss system Before use, the building designer must verily the applicability of design parameters and properly incorporate this design moo the overall building design Bracing indicated is to prevent buckling of individual buss web ondror chord members only. Additional temporary and permsnant bracing rs drays requned for Stability and to prevent co0apse with possible personal injury and properly damage. For general guidance regarding the feGicabon, storage, delivery, erecton and bracing of trusses and truss systems, see ANSVTPIt Oualhy Criteria, DS049 and SCSI Building Component 6904 Parke East Blvd. Safety Infomution avertable from Truss Plete Inslnute. 218 N Lee Street. Suite 312. Alexandna, VA 22314. Tampa, FL 36610 1 5•!i•0 tt-0.0 1 1t18-0 i 22-0 1 27812 1 33./-04.4 S&4 52-12 5.80 5-6-0 12•12 5-9-4 7 0 Scale - 1:57.9 SX5 tx4 11 Sx5 3 13 4 14 5 to4x4 = 3x4 = 3x4 = 3xe _ 3x4 = 4x4 - 17.4 1&8.0 24-8-12 33.4.0 11i 17.1 8.0.12 1 fl•612 1 7-4 Plate Offsets (X.YI- 13:0.2 8.0.2-41, WO-2-8.0-2-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.17 9-10 >999 240 MT20 244/190 TCDL 200 Lumber DOL 125 BC 0.97 Verl(TL) -0.51 9.10 >777 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.28 Horz(TL) 017 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Wind(LL) Oil 10 >999 36D Weight: 164 lb FT - 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-3-11 oc purllns. BOT CHORD 20 SP No.2 BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=1652/Mechanical, 7=1746/0.3-8 Max Horz 1=-113(LC 8) Max Uplift 1=221(LC 10), 7=261(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2-3103/1063, 2-3=2790/994, 3-13-2507/954, 4-13=2507/954, 4-14=2507/954, 5-14=25071954, 5-6=-2776/983, 6-7=310411048 BOT CHORD 1-12=-831/2698, 12-15=56812204, 15-16=568/2204, 11-16=568/2204, 10-11=568/2204, 10.17-564/2198, 17-18=564/2198, 9.18=564/2198, 7.9=-814/2674 WEBS 2-12=4061276, 3.12=164/558, 3-10=104/544, 4-10=464/200, 5-10=111/550, 5-9=1511544, 6-9=3921265 NOTES- 1) Unbalanced roof live loads have been considered for this design 2) Wind ASCE 7-10, VuM=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15H; B=45ft; L=2411; eave=5R, Cat. II, Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone:C-C for members and forces 6 MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10 Opsf 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) o1 truss to bearing plate capable of withstanding 221 Ib uplift at joint 1 and 261 lb uplift at joint 7. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARNING • Verily daslgn parameters and READ NOTES ON INS AND INCLUDED MITEK REFERENCE PAGE MO-7473 rev. 1WM015 BEFORE USE. Design valid for use only with 110117610110 connectors. This design Is based only upon parameters shown, and Is for an IndMOwl building component, not a truss system Before use, the building designer must verity the applicability of design parameters and property insorporsto this design into line overall buildup design. Bracing Indicated Is to prevent buckling of individual truss web andfor chard members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and pmpeny damage For general guidance regarding the Is fabrication, storage. delrvery, erection and bracing of trusses and truss systems, see ANSVTPN Quality Criteria. OSS419 and SCSI Building Componem 6904 Parke Fast Blvd. Safety Information available from Truss Plate IMt4ute. 218 N Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 36810 Job Truss Truss Type Oty Ply Park Sq. HmsJ WELUNGTON • 3096-C T11754082 PS030M L4 HIP 1 1 Mid-Florda Lumber, Bartow. FL. 7.640 a Apr 19 2016 Mi rek Industries. Inc Thu Aug 03 13.08,27 2017 Pape 1 ID:3c8FesFSdBe9UI"_mjtmVy3lYd-sC HJ I8aM5a8MPaL9k 102jYxE 04yfCTMIRkOpzgyrZNo I e-84 I 13-0.0 I te-8-0 I 20-4-0 I 261-12 8.9.4 6-2.12 38.0 3.8-0 6-2.12 Scale - 1.58.5 5x5 = 1x4 II Sx5 = 3 13 4 14 5 04 = — „ 10 ., .o v 4w4 = 3x4 = 30 = 3x8 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) -0.18 9-10 >999 240 MT20 244/190 TCDL 20.0 Lumber DOL 1,25 BC 0.99 Vert(TL) -0.53 1-12 >749 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.35 Horz(TL) 0.16 7 n/a n/a BCDL 10.0 Code FBC2014frP12007 Matrix) Wind(LL) 0.11 1-12 >999 360 Weight, 170 lb FT = 0% LUMBER- BRACING. TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied BOT CHORD 2x4 SP No.2 BOT CHORD Structural wood sheathing directly applied. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1-1652/Mechanical, 7=1746/0-3.8 Max Horz 1=-132(LC 8) Max Uplift 1=221(LC 10), 7-261(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2-3088/1056, 2-3=2827/1066, 3-13=2103/853, 4-13-2103/853, 4-14-2103/853, 514-2103/853, 56=2812/1054, 6-7-3072/1043 BOT CHORD 1-12-813/2721, 12.15=491/2054, 1576=-491/2054, 11-16=-491/2054, 10.11=491/2054, 10-17=489/2002, 17-18= 489/2002, 9-1"89/2002, 7-9=79912635 WEBS 2-12=483/323, 3-12-294/781, 3-10-121354, 510=121359, 59=280/765, 6-9=472/314 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.Ops1; h-15f1; B=4511, L=241t; eave=4R; Cat. II; Exp B, Encl , GCpi-0.18; MWFRS (directional) and C-C Extenor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL-1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live bad nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2A0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 221 lb uplift at joint 1 and 261 lb uplift at joint 7. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - VerWy tlaslpn paramerers and READ NOTES ON THIS AND INCLUDED 49TEX REFERENCE PAGE 11f0.7473 rev. f W03R015 BEFORE USE. Design vabd for use only with WOO connecters This design is based only upon parameters shown, and is for on Individual building component. not a lass system Before use, the budding designer must venfy the oplibcabildy, of design parameters and property incorporate this design into the overall Dudtlmp design Braoop indicated is to proven) buckling of individual truss web aMlor chord members only. Additional temporary and permanent bracingrsahraysrequiredforstabilityandtopreventcollapsewithpossiblepersonalmluryandpropertydamageForgeneralpui0enceregardingthekv fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPH Quality Criteria, D3849 and BCSI Building Component 6904 Parke East BNtl Safety Information available from Truss Plate Ins111Ne, 218 N Lee Street, Sude 312. Alexandria. VA 22314. Tampa, FL 36610 Job Truss Truss Type oty Ply Park Sq. HmsJ WELLINGTON - 3088 C T11754093 PS03096C M1 HIP 1 1 all Mid-Flonds Lumber. Banes. FL 7 e40 s Apr 1V 301b Nlfrek industries, int 1nu Aeg u3 17'ua'za zv11 Papa 1 ID BWCgsg6EW0 PMYa19T6HoYy3Wlr-KPrhWTa7suGDlkTvHkYHGITUoUKKxyISg07MV6yrZNn 3a•4 i 7.0.0 i 10.0.0 I 13.0.0 i 162.12 i 2D00 12 100 31t•4 3-2-12 300 300 32.12 394 1 0 Scab =1.30.0 4x4 = 30 = 40 = axe = 3X9 = 34 MT20HS = 3x8 = 3xe = LOADING (psf) SPACING- 2 0 0 CSI. DEFL. in (loc) Vdefl Ud TCLL 200 Plate Grip DOL 1.25 TC 0.53 Vert(LL) 010 1D-12 999 240 TCDL 20.0 Lumber DOL 1.25 BC 0,84 Vert(TL) 0.36 2-12 663 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.25 Horz(TL) 012 8 n/a n/a BCDL 10.0 Code FBC20141TPI2007 Matrix) Wind(LL) 0.08 1D-12 999 360 LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.1 WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 2=2105/D-3-8, 8=2105/0.3-8 Max Horz 2=-77(LC 6) Max Uplift2=364(LC 9), 8=364(LC 9) Max Grav 2=2152(LC 13), 8=2152(LC 14) PLATES GRIP MT20 244/190 MT20HS 1871143 Weight: 99 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-7-11 oc purlins. BOT CHORD Structural wood sheathing directly applied or 8-4-3 oc bracing FORCES. ( lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3-3893/688, 3.4-3681/673, 4-5=3280/624, 5-6=-3280/624, 6.7=3681/673, 7- 8=3893/688 BOT CHORD 2-12-550/3455, 11-12--565/3497, 10-11=-565/3497, 8-10=550/3398 WEBS 4-12=12/633, 5-12=401/114, 5.10=-401/113, 6.10=12/633 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=2800003ft; 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) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other live loads. 6) ' This truss has been designed for a live 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 364 Ili uplift at joint 2 and 364 Ili uplift at joint 8. 8) Girder carries hip end with 7-" end setback. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 616 lb down and 169 lb up at 13- M, and 616 lb down and 169 lb up at 740-0 on top 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 lace 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=80, 4-6=174(F=94), 6.9=80, 2-8=44(F=24) Concentrated Loads (lb) Vert: 4=513(F) 6=513(F) 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 NITEK REFERENCE PAGE N47473 rev. 1COMWO15 BEFORE USE. 4 1 Design voted for use only with MReltm connectors This design is based only upon parameters shown, and is for an individual building component, nth a truss system Before use, the building designer must veft the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated is to Prevent bucklup of individual truss web andlor chord members only Additional temporary and permanent bracmp rs always required for stability and to prevent collapse with possible personal iniury and property damage. For general guidance regarding the fabrication, storage, delivery, election and bracing of trusses and truss systems, see ANSM11 0uslity Crlterls, DS849 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N. Les Street. Suds 312. Alexandria. VA 22314 Tamps, FL 36610 Job Truss Truss Type Park Sq HmsJ VM UINGTON- 3o96-C Jolly JPIy T71751094 PS03096C M2 HIP 1 Mid-FlorMs Lumber, Banow. FL 7.-o s Ap 19 2016 Mnek Industries. Inc. Thu Aug 03 13.0829 2017 Page 1 ID BWCgsg6EW0PMYa19T6HoYy3Wjr-obP3lpbddCO4fu25rS3wo20hEulegPvbv2tvlYyrZNm 1• t 00 1 4.9.4 1 9 PO 1 11 0 2 1 152.12_ 1 20-0-0 1210 0 1 1.)-0 49.4 42.12 2.00 4.2-12 4a4 1-00 O 4 40 = 4x4 = 30 G = 4x4 = 3x4 3x4 3x4 = Scale - 137 e 1.12 111: 10,10.4 1 20-0.0 9.1•u 141-8 1 9-1-12 Plate Offsets (X.YI- 12:0-2-10.D-1-at. n.D-2-10.0.1-81 LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.15 7-9 >999 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.77 Veri(TL) -0 44 2-11 >535 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.22 Holz(TL) 006 7 Na n/a BCDL 10.0 Code FBC2014rrP12007 Matrix) Wind(LL) 003 11 >999 360 Weight: 93 lb FT = 0% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-14 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Structural wood sheathing directly applied or 8-11-11 oc bracing. WEBS 20 SP No.3 REACTIONS. (lb/size) 2-1077/0-3.8, 7=1077/0.3-8 Max Horz 2-96(LC 9) Max Uplift 2=171(LC 10), 7-171(LC 10) FORCES. (lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown TOP CHORD 2-3-1685/603, 3-4=1296/472, 4-5=1091/469, 5-6=1296/472, 6.7=1685/603 BOT CHORD 2-11=-430/1448, 10.11=-208/1091, 9.10=208/1091, 7-9=430/1448 WEBS 4-11=-85/337, 5-9=85/337, 3-11=-444/254, 6.9=444/254 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, VuM=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15111; 8=45ft; L=24ft, eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone,C-C for members and forces 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 psl 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 171 lb uplift at joint 2 and 171 lb uplift at joint 7. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - V dasl n - 0 airy p MiTeli co and READ NOTES ON TOGS AND INCLUDED Mters REFERENCE PAGE Miv dual bud ing component, BEFORE USE. Design veld for use Dray with MRslt®connagors This design Is based only upon parameters shown, and is for an individual budding component, not a truss system Before use, the budding designer must vent' the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web anchor chord members onty. Additional temporary and permanent bracing is always required for stabitny and to prevent collapse wah possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DS849 and SCSI Building Component $904 Parke Fast Blvd Safety Information available from Truss Plate Institute, 21e N Lee Street, Suite 312. Alexandria, VA 22314 Tamps, FL 36610 Job Truss Type Oty Ply Park Sq. HmsJ WELLINGTON - 3OWC Tt 1T54096 PS03096C PUSS MONO HIP 1 M16FIonda Lumber, Ballow. FL 7.649 s Apr 19 Zulo MRek mousmes. Inc. inu Aug u3 17'ue Za zul7 Pape 1 ID:7 F73YHi9MBg86BIDswy3lYbobP3lpbddCO4fu25rS3WozOkyug9gFobv2tvlYyrZNm 1 3.512 I 65-0 1 7-0.0 3-512 2-11-40.7-o 4xe = 20 11 Scale = 1:22.1 LOADING (psf) TCLL 20.0 TCDL 200 BCLL 0.0 ' BCDL 10.0 SPACING- 1-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Ina NO Code FBC2014frP12007 CSI. TC 0.25 BC 0.86 WB 0.88 Matrix) DEFL. in (loc) Udell Ud Vert(LL) -003 1-5 >999 240 Vert( TL) -0.08 1-5 >968 180 Horz( TL) 0.01 4 n/a n/a Wind( LL) 0.02 1-5 >999 360 PLATES GRIP MT20 244/190 Weight: 81 lb FT = 0% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 SP No.2 end verticals WEBS 2x4 SP No.3 *Except* BOT CHORD Structural wood sheathing directly applied or 10.0-0 oc bracing. 3- 4: 2x4 SP No.2 REACTIONS. ( lb/size) 1=2986/0.3-8, 4=2612/Mechanical Max Horz 1=46(LC 8) Max Uplift1=-389(LC 8), 4=361(LC 8) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 1-2=3735/476, 2-6=3704/498, 3-6=3524/482, 3-4=2008/286 BOT CHORD 1-7-457/3304, 7-8=457/3304, 5-8=457/3304 WEBS 3-5=641/4639 NOTES- 1) 2-ply truss to be connected together with 10d (0.148'x3") nails as follows, Top chords connected as follows. 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-4-0 oc Webs connected as follows. 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except H 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=45ft; L-24ft; eave=oft; Cat. 11, 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 bad of 20.0psf on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 389 lb uplift at joint 1 and 361 Ib uplift at joint 4. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 306 lb down and 41 lb up at 6-5-12 on top chord, and 1652 lb down and 221 lb up at 1-0-12, and 1652 lb down and 221 lb up at 3-0-12, and 1652 lb down and 221 lb up at 5- 0-12 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 (pd) Vert: 1-3=40, 1-4=10 Concentrated Loads (lb) Vert- 6=306(F) 7=1652(B) 8=1652(B) 9=1652(B) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARNING - V&Vy dsalgm parsmetarii and READ NOTES ON THrS AND INCLUDED ABTEK REFERENCE PAGE 610.7473 rev. 100=015 BEFORE USE. Design valid for use only with MRek® conneclors. This design is based only, upon parameters shown, and is for an individual building component, not a truss system Before use, the bulduV designer must verdy the appbrabrbty of design parameters and property incorporate this design Into the overall building design Bracing Indicated is to prevent buckling of individual truss web ar4or chord members only Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Inprry and property damage. For general guidance regarding the is fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPIt Oually Criteria. DSBtf and BCS1 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Insidule, 218 N. Lee Street, Suite 31Z Alexandria, VA 22314 Tamps, FL 36610 Job Truss Truss Type oty Part Sq Hmsl WELLINGTON • 30MC JPIY T717y1096 PS03096C P1 HIP 1 1Job Reference (onficinall 1 m, r"moo www , caner+, 1.010 a Apr la Z015 MRek Industries, Inc, Thu Aug 03 13:03 30 2017 Pegg 1 ID:emwhRlDvL27 4p?vpZM3zHy31Yx-GrtzSx9cFOVVVAG1dIP9alLAZN18EPvhl71cTZ9yrZNl 3.40 i 7$0 I 10.8.0 11$0 1.40 3-0-0 4-&0 3-0-0 1 40 Scale e 121.2 4xe = 40 = 30 = ,.... ,ax+ — 3x4 = 1.12 3-1-12 Plate Offsets (X.Y)- 13:0.5-4.0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.02 7-8 >999 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.30 Vert(TL) -006 7-8 >999 180 BCLL 00 ' Rep Stress Incr NO WB 0.06 Horz(TL) 002 5 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix) Wind(LL) 001 7-8 >999 360 Weight: 47 lb FT - 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-7 oc puffins BOT CHORD 2x4 SP No.2 BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 2-694/0.7-8, 5=694/0-7-8 Max Hors 2-38(LC 7) Max Uplift2=138(LC 8), 5=138(LC 8) FORCES. ( Ib) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=986/146, 3.9=-828/141, 9-10-828/141, 4-10=-828/141, 4-5=986/145 BOT CHORD 2-8=1051822, 7-8=-102/828, 5-7=99/822 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=l40mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf, h=15ft; 8=45ft; L=24ft; eave=4ft; Cat. II Exit 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 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live bad of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fill between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 138 lb uplift at joint 2 and 138 lb uplift at joint 5. 7) Girder carries hip end with 3-0-0 end setback. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 74 lb down and 22 lb up at 7-". and 74 lb down and 22 lb up at 3.40 on top chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase-1.25 Uniform Loads (plf) Vert 1-3-80, 3-4=-87(F=-8), 4-6=-80, 2-5=22(F=-2) Concentrated Loads (lb) Vert: 3=60(F) 4=60(F) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARNING - Verl1y design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PACE MLL7473 not. M037015 BEFORE USE. Design veld for use only, with Mrrek* c mnectors 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 anchor chord members only. Additional temporary and permanent bracing is always required for stability and to proven) collapse with possible personal mrury and properly damage For general guidance regarding the fabrication, storage, deirvery, erection and bracing of trusses and truss systems, we ANSVTPIt Quality Cottons, DSBa9 and SCSI Building Component 69N Parke East Blvd. SafetyInformationavailablefromTrussPlateInetduts, 218 N. Lee Street Suite 312, Alexandna, VA 22314. Tamps, FL 36610 Job Truss Truss Type Ply HmsJ WELUNGTON - 30WC 10ty 1158* 5q T117y1097 PS03095C P2 KWGPOST 1 1 Mid -Florida Lumber, Barlow, FL. 7 640 s Apr 19 2016 MITek Induslnes. Inc Thu Aug 0313,0830 2017 Pape 1 ID.emwhR/0vL27 4p?vpZM3zHy31Yx-GnzSx9cFOVWxG1dIP9alLAZtslBTPual71cTZ7yrZNl 1-1.3 5." 9-&0 1.1.3 5.4-0 4.4-0 Scale - 120 7 4x6 20 = 4x4 II 1I LOADING (psf) TCLL 20.0 TCDL 20.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Inv YES Code FBC2014/TPI2007 CSI. TC 0.36 BC 028 WB 0.07 Matrix) DEFL. in (loc) Vdefl Ud Vert(LL) -0.02 2-7 >999 24D Vert(TL) -0.08 2-7 >999 180 HOrz(TL) 0.01 5 n/a n/a Wind(LL) 0.02 2-7 >999 360 PLATES GRIP MT20 244/190 Weight: 36lb FT - 0% LUMBER- BRACING - TOP CHORD 20 SP No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 'Except' BOT CHORD Structural wood sheathing directly applied or 10-0.0 oc bracing. 3-7: 2x4 SP No.3 REACTIONS. (lb/Sae) 2=574/D•7-8, 5=427/0.7-8 Max Horz 2-52(LC 9) Max Uplift 2=112(LC 10), 5=53(1-C 10) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=564/222, 3-4=534/236, 4-6=366/188 BOT CHORD 2-7=153/414, 6-7=153/414 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=4.2ps1; BCDL=3.Ops1; h=15fl; 8=45N; L=24fl; eave=4R; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL-1 60 plate grip DOL=1 60 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 112 lb uplift at joint 2 and 53 lb uplift at joint 5. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - VwNy design parsmalers and READ NOTES ON TNIS AND INCLUDED M/TEK REFERENCE PAGE 1101/I.7473 rev. 11110=015 BEFORE USE. Design valid for use only with MRekB connectors This design is based only upon parameters shown, and b for an Individual building componerd, not a truss system. Before use, the building designer must verity the applk ablbty of design parameters and properly incorporate this design alto the overall build" design Bracing Indicated is to prevent Ducklap of Individual truss web anttlor chord members only. Additional temporary side permanent bracing .18Isalwaysrequiredforsteb9ayandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general quittance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems. see ANSVTPH Quality Criteria, D3949 and SCSI Building Component 69D4 Parke East Blvd Safety Information available from Truss Plate Institute. 218 N Lee Street. Suite 312. Alexandna. VA 22314. Tamps. FL 36610 Job Truss Truss Type Oty Ply Pant Sit WnsJ WELLINGTON - 3096-C T71754098 PS03096C P3 KINGPOST 1 1 JO Lumber, Banow, FL 7 640 s Apr 19 2016 MTek Industries, Inc Thu Aug 03 13 00 30 2017 Pope 1 ID.emwhR10vL27 4p?vpZM3zHy31Yx-GnzSx9cFOVWxG1dIP9a1LAZtsiSTPu8171cTZ7yrZNl 1.1.3 1 5.4.0 1 9.8-0 i 1.1.3 5.4.0 4.40 Scale - 1:20.6 4x4 = Id 2x4 = n 4x4 II Plate Offsets (X.Y)- 16,0.2-0.0.0.81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.36 Vert(LL) -0,02 2-7 >999 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.28 Veri(TL) -0.08 2-7 >999 180 BCLL 0 0 ' Rep Stress Ina YES WB 0.07 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC20141TP12007 Matnx) Wind(L-) 0.02 2-7 >999 360 Weight: 36 lb FT - 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purllns, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 'Except' BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. 3-7: 2x4 SP No.3 REACTIONS. (lb/size) 2=574/0-7-8, 5=427/0-7-6 Max Horz 2=52(LC 9) Max Uplift 2=112(LC 10), 5=53(1-C 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=564/222, 3.4=-534/236, 4-6=366/188 BOT CHORD 2-7-1531414, 6-7=153/414 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10, Vu11=140mph (3-second gust) Vasd=108mph: TCOL=4.2psf; BCDL-3 Opsf: h=15ft: B=45tt: L=24ft; eave=oft; Cat. II, Exp B. Encl. GCpi=0.18; MWFRS (directional) and C-C Extenor(2) zone;C-C for members and forces d MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1 60 3) This truss has been designed for a 10.0 psf bottom chord live load noncon current 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 I'd between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 112 lb uplift at joint 2 and 53 lb uplift at joint 5. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies QWARMING • Verify daslgn paremeras and READ NOTES ON THIS AND INCLUDED 1NITEK REFERENCE PAGE UP-7473 rev. 100=015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual budding wmponerd, not a truss system Before use. the budding designer must vertfy the applicability of design parameters and property Incorporate this design into the overall si:ding design Bracing Indicated is to prevent buoNmp of individual buss web andror chord members only Additional temporary and Permanent bracutpealwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalmluryandpropertydamage. For general guidance regarding the go fabrication, atorage, delivery, erection and bracing of V111303 and truss systems, see ANSVTPII Quality Criteria, DSB419 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 210 N Lee Street, Suds 312, Alexandra, VA 22314 Tamps, FL 36610 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y offsets are indicated. 64-8 dimensions shown in ft-in-sixteenths Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 1 2 3 1 Additionalforass system, e.g. TOP CHORDS or ta brreG g 9 ng, is always required. See BCSI. O'y16 cra c2-3 2. Truss bracing must be designed by an engineer. For TT o WEBS 4 O y ,, p p 3: " ' } O wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and neverIL'A 5 U stack materials on inadequately braced trusses. p4. Provide copies of this truss design to the building For 4 x 2 orientation, locale designer, erection supervisor, property owner and plates 0- 'lid' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 S. 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 NUMBEREDILETTERED 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 ANSVTPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from Plate location details available in MiTek 20120 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSUTPI 1. software or upon request. NUMBERSILETTERS. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for ICC-ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension is the plate 10. Camber is a non-structural consideration and is the width measured perpendicular4x4 ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator. General practice is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, sae, onentation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and sae, and Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise Shown. in all respects, equal to or better than that specified. 13. Top chords must be sheathed of 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 14. Bottom require lateral bracing at spacing, BEARING established by others. it no corless, if no ceiling is installed, unless otherwise noted. h r 15. Connections not shown are the responsibility o1 others. Indicates location where bearings 16. Do not cut or after cuss member or plate without prior supports) occur. Icons vary but 2012 MiTek® All Rights Reserved 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. W 18. Use o1 green or treated lumber may pose unacceptable 1 environmental, health or performance risks. Consult with Industry Standards: project engineer before use. ANSIfTPI1: National Design Specification for Metal 19. Review all ponions of this design (front, back, words Plate Connected Wood Truss Construction. i and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, f 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPl 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 40-0-0 Booms 1344 Mmmm o m mW10 0 4/12 ROOF toao ,oao GARAGE 14-&0 5.4-0 20*-0 tr UPSTAIRS ENSUITE < B 40." 9I 1.0 suo 601 6-" 13." IgoIQ 20." RECORD COPY 2924 Oilw V6 SANFORD O` c'O1RTN PARK SQUARE HMS / WELLINGTON 3096 - C Floor Loading Roof Loading Account: 4 - HUS26 HGR 4 - HGUS26=2 2-PLY HGR TC Live: 40.00 psf TC Dead: 10.00 psf BC Live: 0.00 psf TC Live: 20.00 psf TC Dead: 20.00 psf BC Live: 0.00 psf Job: PSQ3096C Designer: Checker: MiMlorida 6 - HHUS46 FLR HGR 1 - THA418 CONCEALED FLANGE HGR BC Dead: 5.00 psf TC Stress Inc: 1.00 BC Stress Inc: 1.00 BC Dead: 10.00 psf TC Stress Inc: 25.00 BC Stress Inc: 25.00 Date: 08-03-17 Spacing: variable Spacing: 2- 0- 0 o.c. RECORD COPY AfIDII City of Sanford Building and Fire Prevention Product Approval Specification Form gV LD,` Permit # # 1 7- Z 9 7 4 SANFORD Project Location Address As required by Florida Statute 553.842 and Florida Administrative Code 9N-3, please provide the information and product approval number(s) on the building components listed below if they are to be utilized on the construction project for which you are applying for a building permit. We recommend that you contact your local product supplier should you not know the product approval number for any of the applicable listed products. Be aware that windows, skylights, and exterior doors must be tested in accordance with the Florida Building Code, Section 1714.5. More information about Statewide Product Approval can be obtained at www.floridabuilding.org. The following information must be available on the jobsite for inspections: 1. This entire product approval form 2. A copy of the manufacturer's installation details and requirements for each product. Category / Subcategory Manufacturer Product Description Florida. Approval # include decimal 1. Exterior Doors Swinging Therma - Tru Single Door w/Sidelites FL8871.6 Sliding MI Windows and Doors Series 420 Alum SGD - 2 Panel FL 15332.4 Sectional Clopay Building Products 94rr40-W4 FL15279.20 Roll U Automatic Other 2. Windows Single Hung MI Windows & Doors Series GA 185 Aluminum SH FL 17499.2 Horizontal Slider Casement Double Hun Fixed MI Windows & Doors Series GA 185 Alum Picture Fixed FL15349.1 Awnin Pass Through Projected Mullions MI Windows-& Doors 5764 Verical Alum Mullion FL 15353.2 Wind Breaker Dual Action Other June 2014 Category / Subcategory Manufacturer Product Description(including Florida Approval # decimal 3. Panel Walls Siding James Harding Bldg Products Hardie Panel FL13223.2 Soffits Aluminum Coils, Inc Coils / Soffits FL12194.1 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4. Roofing Products Asphalt Shingles IKO Industries, LTD Asphalt Shingles/Cambridge FL7006.1 Underla ments Warrior Roofing 15 and #30 Roofing Fell 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 / Coatin Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E.P.S. Roof Panels Roof Vents Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # include decimal 5. Shutters Accordion Bahama Colonial Roll u Equipment Other 6. Skylights Skylights Other 7. Structural Components Wood Connectors / Anchors Truss Plates Engineered Lumber Railing Coolers/Freezers Concrete Admixtures Precast Lintels Insulation Forms Plastics Deck / Roof Wall Prefab Sheds Other 8. New Exterior Envelope Products Applicant's Signature Applicant's Name Please Print) June 2014 Florida Building Code Online Page 1 of 4 LV u BCIs Home Lop In I User Repistrabon ! Hot Topics Submt Surcharge Stats & Facts { Publications FBC Stag BCIS Site Map Links Search Product ApprovaldbprUSER.Public User Product Approval Menu > Produet or Aophcabon Search > Application List > Application Detail FL # FL8871-R7 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Therma-Tru Corporation Address/Phone/Email 118 Industrial Drive Edgerton, OH 43517 419)298-1740 rickw@rwbidgconsultants.com Authorized Signature Vivian Wright rickw@rwbldgconsultants.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered, Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Lyndon F. Schmidt, P.E. the Evaluation Report Florida License PE-43409 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2018 Validated By Ryan J. King, P.E. C Validation Checklist - Hardcopy Received Certificate of Independence FL8871 R7 COI (a) CERTIFICATE OF INDEPENDENCE.Ddf Referenced Standard and Year (of Standard) Standard Year ASTM D1929 1996 ASTM D2843 1999 ASTM D635 2003 ASTM E1300 1998 ASTM E84 2000 ASTM G26 1995 TAS 201, 202, 203 1994 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect FL8871 R7 Eauiv of STANDARDS (a).Ddf http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgt ,3IjWak2nHrp... 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. "ClassicCraR 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 11 (a) INST 8871.1.Ddf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.1 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.1.Ddf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. 8871.2 b. "ClassicCraR" or "ClassicCraRt 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.Ddf 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 Il (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.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 ")" 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. "ClassicCraR" 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 1) (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.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 8871.5 e. "FiberClassic" or "SmoothStar" 3'0 x 8'0 "Impact" Opaque Fiberglass Single Door (X) - Series Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 II (a) INST 8871.S.Ddf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.5 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.5.Ddf Created by Independent Third Party: Yes http://vrA,w.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgty3Ij Wak2nHrp... 9/18/2017 Florida Building Code Online Page 3 of 4 specific Model and for any other additional use limitations and Installation instructions. 8871.6 f. "FiberClassic" or "SmoothStar" 3'0 x 8'0 "Impact" Opaque Fiberglass Single Door with Series Sidelite (OX or XO) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 Il (a) INST 8871.6.Ddf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.6 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.6.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.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 8871.7 for Design Pressure Ratings by FL8B71 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 ublized for areas inside the HVHZ 8871.8 FiberClassic", "SmoothStar", 6'0 x 8'0 "Impact" Opaque Fiberglass Double Door (XX) - lasSicCraft" or "ClassicCraft Rustic" Inswing or Outswing Series Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 11 (a) INST SS71.B.Ddf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.8 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.8.Ddf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. 8871.9 1. "FiberClassic", "SmoothStar", 6'0 x 8'0 "Impact" Opaque Fiberglass Double Door with ClassicCraft" or "ClassicCraft Sidelites (OXXO) - Inswing or Outswing Rustic" Series Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 II (a) INST 8871.9.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 FL8671 R7 AE (a) EVAL 8871.9.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of "J" part numbers for these sidelites, which have been stained or painted within Six months of installation.) Note - ASTM E1300-98 utilized for areas inside the HVHZ Back Next Contact Us :: 2601 Blau Stone Road, Tallahassee FL 32399 Phone, 850-487.1824 The State of Florida is an WEED employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Aecessibllity 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 eleNonic mall to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395 'Pursuant to Section 455.2750), 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 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: IS iav ®® http://www. flori dabuilding.org/pr/pr_app_dtl. aspx?param=wGEVXQ,A tDgty3Ij Wak2nHrp... 9/ 18/2017 Florida Building Code Online Page 4 of 4 Credr Card Safe http://',A-A-A,.floridabuilding.org/pr/pr_app_dtl.aspx?pararn=wGEVXQwtDgty3Ij Wak2nHrp... 9/18/2017 I THERMAITRU 0 THERMA TRU DOORS 1 1 6 INDUSTRIAL DR., EDGERTON, OH 4351 7 SMOOTH STAR & FIBER CLASSIC FIBERGLASS SINGLE "IMPACT' DOOR w/ "NON -IMPACT" SIDELITE INSWING / OUTSWING GENERAL NOTES I. This product has been evaluated and Is in compliance with the Stirs E•dillon (2014) FWdo Building Code (FBC) structural requirements Including the'Mgh Velocity Hurricane tone (HVHZ). 2. Product anchors shag be as gsled and spaced as shown on details. Anchor embedment to base moterld shall be beyond wag dressing or stucco. 3. When used In the "HVHr the opaque door complies with Section 1626 of the Florida Building Code and does not require an impact resistant covering. The nonimpocl sideli a must be protected wlih an Impact resistant covering complying with Section 1626 of the FBC. 4. When used In areas outside of the'HVHr requHnng wind borne debris protection the opaque door complies wills Section W.I I of the FBC and does not require an Impact resistant covering, the door panel meets missile level MI and includes Wind Zone 4 as defined in ASTM EI996 and Secton W.1.2.2 of the FBC. The non -Impact side6tes must be protected with on impact resistant covering complying with Section 1609.1.2 of the FBC. 5. For 2x stud framing construction. anchoring of these units shag be the some as that shown for 2x buck masonry construction. 6. Site condilions that devlole from the defogs of this drawing require further engineering analysis by a licensed engineer or registered architect. 7. Oulswing configurations using coastal sill Item #4 under active doors, and all sb used udder the sidelles, meet water Infiltration requirements for imr. 8. Inswing cbnfigurotkuns and outswing confrgurolions using se Item BS under the door do not meet the water 6nfi1ItaRon requirements for the "HVHr and shag be Installed only In non -habitable areas oral habitable locations protected by on overhang or canopy such that the ongle between the edge of canopy or overhang to still Is less than 45 degrees. TABLE OF COM ENIS SHEET B DESCRIPTION I Typical elevotlons, design pressures d general notes 2 Door panel details Smoolh star 3 Door panel details (Fiber classic) 4 Sidefile panel defogs 5 Horizontal cross sections 6 1 Vertical aoss sections 7 Verlicalcross sections 8 Buck and from& onchatng - 2X buck masonry construction 9 Frame anchoring -1 X buck masonry construction 10 Components S Glaring defogs I I Big of Materials 1* 54. 75" MAX. O.A. FRAME WIDTH — LZj' j 0 it N' 37. 7SMAX. 15.50 MAX z° FRAME WIDTH— FRAME WIDTH 36.0(T' MAX. PANEL WIDTH __I I 13.75' MAX. PANEL WIDTH i 9 D m c = id 3o a O O C r N t = OVERALL:`• DESIGN PRESSIIRE'(PSF)i c OO TYPE SMOOTHINSWING54. 75" x 98.0o" 60.0 60.0 STAR OUTSWING 54. 75" x 96.50" 65.0 65.0 INSWING 54.75" x 98.00' 60.0 60.0 FIBER OUTSWING 64. 75" x 96.S0" 65.0 65.0 CLASSIC See Shoat 10 for designs presage Bnllollons. S L N. T.S. oac. BY: DINS as er LFS FL-8871.E IT 1 of 1J A 43 -:Qw EXTERIOR Zt. ROM X 0n 111% 8 i3 0 -: z v 0 1 o .02 ID INTERIOR3HOR IZONTALCROSS SECTION 47 0 ma UP 4 ft:31 13 CORNERS r OFPANELEXTERIORINTERIOR0L DEWL A -A J 10 DOOR PANEL Smoolbstarvi o .... 0 0000000 00000000L 0000000 000000000000j 0 000000 112 1 00000000 0000000, 000000046 11l 00000000 ft gilI000000000000000 00 000000000000 0000 0 000000 000. 000 000b] 0 0000.0000000 0000000 28.86% OPEN 00000000 —05/22/ 08 0000000 00000000 AREA MAX. t2\ VEIMCAL CROSS SECTION 0000000 00000000 4S WALN.T.S. 0000000 00000000 ow BY: DWS 0 CHIL ft DEWL A -A DpAVM PonelreWotcenwnt rL-8871. 6 0 low -2 or - LL EXTERIOR A7t J v ofz d)- z 0 N z INTERIOR o 1 0z 5 6 9Lrl\ HORIZONTAL CROSS SECTION az 67 44 0 4.07 do TYP 4 13 CORNERS OF PANEL Mmil lip___i 0 62 i EXTERIOR INTERIORLJOK DETAIL A -A 60 HVPAllEla..icLo A 000 00000000000 062 n6l E 00000000 64 00000000 0* 000*0*0*0*0 00000000 00000000 0000001&- 0000000 66 00000000 000000000000000000000066 2 g 4 00000 - 00--s 65 000000000000000 000000028.86% OPENl z s 00000000 AREA MAX. DATE 05122108 oz 00000 000000000065 0000000 a 00000000 r2\ VERTICAL CROSS SECTION Mr. on DWS W— xza— CML UP. US WAIL A -A DROM W, Fo- n Ireinforcement FL-8871.6 0 0SHM _ J_ OF -LL IQ 13.75' MAX. PANEL WIDTH T 0 4 i 2 4 4 w 70 SIDE EL r- I.S3' -" FA c; 7t ItAll stdefte r— I 7s sntESideile 73 OM MR. Sldefte 9' MAX. D.LO EXTERIOR vl MTERIOR U 1 HORIZONTAL CROSS SECTION 4 (Closslc croft a rustic) 7' MAX. D.L, EXTERIOR INTERIOR 2 HORIZONTAL CROSS SECTION q (Fiber classic) I' MAX. D.LI EXTERIOR rMERIOR 3 HORIZONTAL CROSS SECTION 4 (Smooth star) y` 2pn O N 0 2 49 v 2 oz E a, m • V, 23 ` N• ma`n I j_ tjj— ci 4 -4 EXTERIOR INTERIOR EXTERIOR INTERIOR EXTERIOR INTERIOR og c t r 26 23 0ln a I'%O/!I I''/////%I I otuwwc ea: 4 VERTICAL CROSS SECTION 5 VERTICAL CROSS SECTION 6 VERTICAL CROSS SECTION Ft_987t.s 4 (Closslc croft 6 rustic) 4 (Rber classic) 4 (Smooth star) N 1-1 /1' MIN. EMB. (TYP.) a G-S 4 HORIZONTAL CROSS SECTION SAownw/IX.b4b.k 1 HORIZONTAL CROSS SECTION 2 HORIZONTAL CROSS SECTION 3 HORIZOMAL CROSS SECTION 1 pngfosl'°d - kuwing S a Boi op sh iruwlrtg S pWoved - kuwing ll iip u m N11111U •: D oo upZ Zmo mov v 9 t2_ 01. 1/4"MIN. owe. or. DWS a EMB. ( 1YP.) aoc er. LFS 3 auwwc " a. C FL- 8871.E a e s¢ cr a " a EXTERIOR INTERIOR 11 VERTICAL CROSS SECTION thrhvAng shown - Imwing also approved EXTERIOR 4 INTERIOR gyp; Off; J r o INTERIOR EXTE R P rrn 6 uurss g 1 E i Fx s4E 4 c y1 .munL zLIEe EXTERIOR -"%f ... INTERIOR 2 VERTICAL CROSS SECTION 6 Shown w/lxsuDbucic EXTERIOR INTERIOR see general notes sheet I ` see general holes sheet I for NVHr water intilra bn for titvHr water Inliflotla requtrements requirements m v. v. p Kq 2 0 u 13'\ VERMAL CROSS SECnON m u srgg6 seetgeeneralnotesssshteet I c o lot lMrwalet infilrotion requirements u INTERIOR EXTERIOR Seeg ri-ard notes sheet I for HVHr woler Infiltration requirements er OWS e er. LFS 3 MIND NO, R m FL-8871.E o° a s OF E o to Z p; EXTERIOR INTERIOR T VERTICAL CROSS SECTION 7 aiso s= - inwwing EXTERIOR INTERIOR I 4 VERTICAL CROSS SECTION 7 Inswing conllgurotion EXTERIOR 1/ INTERIOR 2 VERTICAL CROSS SECTION 7 Shown W I x sub4xia EXTERIOR INTERIOR 5 VERTICAL CROSS SECTION inswing configmilon z * pN'• n j > o a INTERIOR EXTERIO q t t I Pt 8 z° Z{ M 9 9 a 70O Z o aN m J 3 VERTICAL CROSS SECTION cl o 7 oulswing configuration LL INTERIOR EXTERIOR 6 VERTICAL CROSS SECTION 7 Oulswing configuration L N.T.S. in: DWS of LFS rm W- FL-8871.E RZa1L A . I F 0%43Ic zo I 1 3 U' z n II 0 D II z z tq 0 c Z. 0 TYP. HEAD & CW MASONRY TYP. HEAD & JAMBS 0 5 6 2 ix JAMBS MASONRY 7 C; w Q a. OPENING OPENING 1z MULLION SHOWN FOR 79 REFERENCE I tq FRAME ONLY lI Lj 6 A6 II OE CK k5 tr! II J 8 viz 2XBUCK-,,, 2 0 TYP.ti tq 2X BUCK - MULLION Q TYP. SILL TYP. SILL 0 rTBUCK ANCHORING HINGE JAMB FRAME ANCHORING STRIKE JAMB Mosonry 2)( buck conskodkin CONCRETE ANCHOR NOTES: 1. Concrete anchor locations at the comers may be odjwted to maintain the min. edge distance to mortar Joints. 2. Concrete anchor locations noted as "MAX. ON CENTER' must be ociusted 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:':. IN. -CLEARANCE M.- - CLEARANCEMASONRY:.:: -- MIN. CLEARANCE TYPE S IZt EMBE EW.'ANCHOR TQ- TO ADJACENT EDGE Z: ITIN 1/ 4* 1.1/4" 2' TAPCONOELCO 1/ 4- 1-1/4* 1. JULTRACON411 WOOD SCREW INSTALLATION NOTES 1. Maintain 0 minimum 51F edge distance, I - end aisronce. a I -- O.c. spacing OF wood screws to prevent the spliffing of wood. I HINGE DETAIL LATCH A DEAD1110111' DEIAII. rm. DWS a ft. LFS rw No.: FL- 8871.6 T 8 or 1I THIS ANCHOR REQ'D ONLY WHEN DP > 60.0 PSF 1 TYP. HEAD 3 JAMBS 1= MASONRY OPENING g t 0 FRAME TYP. IX BUCK NP. MULLION I F L TYP. SILL L TYP. SILL J-J J HINGE JAMB CONCRETE ANCHOR NOTES: FRAME ANCHORING I. Concrete anchor locations of the comers may be adjusted to maintain the min. Masonry IX buck construction edge distance to mortar Joints. 2. Concrete anchor locations noted as MAX. ON CENTER' must be adjusted to maintain the min. edge distance to mortar joints, additional concrete anchors may be required to ensure the MAX. ON CENTER" dimension are not exceeded. 3. Concrete anchor fable: ANCHOR MIN:.' .:.. MIN: CLEARANCE:. MIN:,CLEARANCE ANCHOR TYPE SIZE EMBEDMENT TOMASONRY .'. iO;ADJACEFIi;:: EDGE • ANCHOR'.'` 11w 0 1 4 1-1/4' 2" 4' TAPCON WOOD SCREW INSTALLAHUN N01n: 1. Molnlaln a mk*num S/W edge distance, 1- end distance, d 1' o.c. spocIng of wood screws to prevent the splitting of wood. STRIKE JAMB LATCH A DEADSOLT DETAIL HINGE DETAIL X xox L'''-j rf U. Z 0 Dai fir /llllll i m o u = v F E i Z0 56, V 5 co2 i oWoSa 1vr' LE N.T.S. or. Dws m er: VS 3 inw ND: Y FL-8871.6 a a eMSOMGIIDEM I/T GLASS _ 3/,CTHK. ORE GLASS I/8'TEMP. AIR SPACE 1 /8* TEMP. SWIGGLE GLAZING 24 SPACER GLAZI G DE1;1LG IWYftW.I.d 1j r.')tTHRESHOLD V W4V OdWotft 711 i- k Act RINESHOID h-* V 109-OCpAl SIT FMAX. DESIGN PRESSURE + GLAZING 0 J.d0f I*IHK. GLASS 1/ 8- TEMP. AIR SPACE 1/8- TEMP. GLAZING 4, 56* Jamb D I UD 7116! GLASS BITE @ Q ZING ET IL Loloted ow G A1f1rAk=—wd 01 I /r IHK. GLASS 1 / 8- TEMP. AIR SPACE 1/8- TEMP. 25* STEEL INTERCEPT SPACER NU 0! 0 zo E a, 3 9 620 M 1 IL Lo c 6 0 zN: I— N. T.S. I LFS roto No.. FL-78871. 6 0 _M OF.1 I 6 m ao n i i n T`` u N i V V` g = o?u E 9moW f p O n V v mnn d s i 9 u cc g Tin i W N O m GI o 0 n U 0 ON N 0 N N o 1? rc as m'^ nNa NOTE: WOOD DOOR COMPONENTS: PINE )SG >= 0.42) z o° N ^ wR: 5 22 08 -- N.T.S. o ma m: DWS m cix Dr. LFS ; m FL-8871.E 0, U a 1 ON Blu of MaTT:R1ALS REM DESCRIPTION MATERIAL REM DESCRIPRON MAlER1Al A I X 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 S1EEl 43 LOCK STILE SMOOTH STAR WOOD/LVL E MASONRY - 3,000 PSI MIN. CONCRETE CONFORMING TO ACI 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 CONCRETE 44 HINGE STILE SMOOTH STAR WOOD 4S BOTTOM RAIL (SMOOTH STAR) COMP. F I/4' X 2-3/4" PFH IMf 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 I1W CONCRETE SCREW STEEL 48 SIDEUTE SKIN SMOOTH STAR FIBERGLASS J I/4" X 3-3/4' PFH IiW CONCRETE SCREW STEEL 49 LITE FRAME SMOOTH STAR PVC K I/4" X 1/4"PFH TIW CONCRETE SCREW STEEL 57 FOAM CORE POLYURETHANE L q 10 X 2-1/2" PFH WOOD SCREW 1.15' MIN. EMBEDMENT STEEL 58 SIDEUTE SKIN CLASSIC CRAFT) FIBERGLASS M 09 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 I INSWING ADJUSTABLE THRESHOLD IS300AJ ALUM./WOOD 62 TOP RAIL FIBER CLASSIC COMP. 2 INSWING THRESHOLD (LS300HP5 ALUM./COMP. 63 LOCK STILE (FIBER CLASSIC WOOD/LVL 3 INSWING SELF ADJUST THERMAL BREAK THRESHOLD ISP30M ALUMJCOMP. 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 d 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 LRE FRAME (FIBER CLASSIC PVC 9 JAMB OAK SG >= 0.42 WOOD 10 SIDEUTE - SEE SIDEIRE PANEL DETAIL SHEET FOR DETAILS 10 WEATHERSTRIP FOAM 71 SIDEUTE TOP RAIL COMP. 11 HINGE STEEL 72 SIDEUTE STILE WOOD 12 A 10 X 3/4"PFH SCREW STEEL 73 SIDEUTE BOTTOM RAIL COMP. 13 R9 X 3" PFH WOOD SCREW STEEL 14 LATCH STRIKE PLATE STEEL 15 SECURITY STRIKE PLATE STEEL 16 A8 X 2.1/2" PFH SCREW STEEL IB KWIKSET 200 SERIES PASSAGE LOCK STEEL 19 KWIKSEi 600 SERIES DEADBOLT STEEL 20 INSWING SIDELRE SPACER FOR HP THRESHOLD DBI4HPA PVC 21 INSWING SIDELRE SPACER FOR SELF ADJUST THRESHOLD DB14 PVC 22 OUTSWING SIDEUTE SPACER PVC 23 Ad X 1.3/4"PFH SCREW LITE FRAME STEEL 24 GLAZING COMPOUND SILICONE 25 SEALANT SIUCONE 26 N9 X 1" PPH SCREW (LITE FRAME STEEL Florida Building Code Online Page 1 of 6 Ilii Business & o anaf. Regulation BCIS Home I Log In I User Registration i Mot Topics I Submit Surcharge I Stars a Facts I PublKations FBC Staff MS Site Map Unks I Search I lorida o Product Approvala 44- b=Aa L*, r USER: Public User Product Approval Menu > Produtx or Appb[abon Search > Application Ust > 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 Q 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 sham i lton@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 Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year ANSI/DASMA 108 2005 ANSI/DASMA 115 2005 ASTM E1886 2002 ASTM E1996 2002 ASTM E330 2002 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect FL15279 R4 Eouiv 20150319 - FBC - DASMA 108 eouiv.DdF FL15279 R4 Eouiv 20150319 - FBC - DASMA 115 eouiv.Ddf Product Approval Method Method 1 Option A http://ww",.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 F-- 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 windbome debris regions (ref 1609.1.4 FBC). W 6 Page l/ 80 Description 1-3/8" Double -skin Insulated EPS (exterior skin 27 ga. min.; interior skin 29 ga. min.) Single -Car (up to 9'0" wide) WINDCODE® W3 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of inspection.pdf FL1S279 R4 C CAC W3 Listino Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL1S279 R4 II 101655-Revl2.pdf Verified By: lntertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.2 002 W3-09 DSIE-1A471: GD1SP, GR1SP, GDlLP, GRiLP, AR1SP, ARlLP, ED1SP, ED1LP, 4132, 2132, 6132, SFC38, MFC38 Gallery/Artistry/Expressions: 1-3/8" Double -skin Insulated EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.) Single -Car (up to 9'0" wide) WINDCODE® W3 Garage Door Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15279 R4 C CAC Letter with proof of contract and proof of inspection.pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL15279 R4 C CAC W3 Listing Intertek.odf Design Pressure: +20 PSF/-21 PSF Quality Assurance Contract Expiration Date Other: The OPTIONAL glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FL15279 R4 11 103952-Rev0l.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: 15279.3 003 W3-09 DSIU-1A171: 9230, 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). 15279.4 004 W3-16 DSIE-1A171: 2050, 2051, 2053, 4050, 4051, 4053, 62, 64, 65, 62G, 62LG, 64G, SDP38, SFL38, SRP38, 134, 135, 136, 6130, 6131, 6133 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-21 PSF Other. The OPTIONAL glazing available for this product meets the wind load requirements of the budding code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of inspection.pdf FL15279 R4 C CAC W3 Listino Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 104175-Rev0l.pdf Verified By: lntertek 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 Mspection.odf FL35279 R4 C CAC W3 Listing Intertek.Ddf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 11 101820-Revl3.Ddf Verified By: lntertek Testing Services NA, Inc. Created by Independent Third Party: http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQvvtDgv"yVVKJZ 1 QR... 9/7/2017 Florida Building Code Online Page 3 of 6 15279.5 005 W3-16 DSIE-1A471: GOISP, GR1SP, GDILP, GR1LP, ARISP, AR1LP, EDISP, EDILP, 4132, 2132, 6132, SFC38, MFC38 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-21 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 15279.6 006 W3-16 DSIU-IA171:9130, 9131, 9133, HDP13, HDPF13, HDPL13, 7130, 7131, 7133, 8130, 8131,8133 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-21 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windbome debris regions (ref 1609.1.4 FBC). Evaluation Reports Created by Independent Third Party: Gallery/Artistry/Expressions: 1-3/8" Double -skin Insulated EPS, (exterior skin 27 ga. min.; interior skin 27 ga. min.) Double -Car (9'2" up to 16'0" wide) WINDCODEO 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 Listing Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 104028-RevOl.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Double -skin Insulated PUR (exterior skin 27 ga, min.; interior skin 27 ga. min.) Double -Car (9'2" to 16'0" wide) WINDCODEO W3 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of insoection.odF FL15279 R4 C CAC W3 Listing Intertek.Ddf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 104168-Rev0l.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 25279.7 007 W3-16 PAN-2F153: 73, 1500, 75, 190, 84A, 94, 42, 48, 55, 42B, 48B, 55S, 4RST, 6RST, 4RSF, 6RSF Steel Pan (min. 25 ga.) Double -Car (9'2" to 16'0" wide) WINDCODE® W3 Garage Door Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15279 R4 C CAC Letter with proof of contract and proof of inspection.pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL15279 R4 C CAC W3 Listing Intertek.pdf Design Pressure: +20 PSF/-21 PSF Quality Assurance Contract Expiration Date Other: The OPTIONAL glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FL15279 R4 II 101308-Rev12'odf windborne debris regions. The product without glazing DOES Verified By:'lntertek Testing Services NA, Inc. comply with the impact resistant requirement for windbome Created by Independent Third Party: debris regions (ref 1609.1.4 FBC). Evaluation Reports Created by Independent Third Party: 15279.8 008 W4-09 DSIE-IF171:4300, 4301, 4310, 4400, 4401, HDG, HDGL, HDGF, 66, 66G, 67, 67G, 68, SP200, SF200, SE200, 6200, 6201, 6203 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +28 PSF/-29 PSF Other. The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windbome debris regions (ref 1609.1.4 FBC). 2" Double -skin Insulated EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.) Single -Car (up to 9'0" wide) WINDCODEO W4 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of inspection.pdf FL15279 R4 C CAC W4 Listina Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 11 101652-B-Revll.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.9 009 W4-09 DSIE-IF471: 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, MP Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15279 R4 C CAC Letter with proof of contract and proof Approved for use outside HVHZ: Yes of inspection.pdf Impact Resistant. No FL15279 R4 C CAC W4 Listing Intertek.pdf Design Pressure: +28 PSF/-29 PSF Quality Assurance Contract Expiration Date http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=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 FL15279 R4 II 103969-S-Rev02.pdf windborne debris regions. Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.10 010 W4-09 DSIU-11F171: 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 Door18201,8203 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +28 PSF/-29 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of insoection.Ddf FLIS279 R4 C CAC W4 Listing Intertek.Ddf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 11 104183-Rev0l.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.11 011 W4-09 DSIUO-IK479: Canyon Double Skin Insulated PUR (exterior skin 27 ga. min.; Ridge/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 FL15279 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-21`151: 73, 1500, Steel Pan (min. 25 ga.) Single -Car (up to 9'0" wide) 75, 190, 84A, 94, 76, 42, 48, 55, WINDCODE® W4 Garage Door 425, 48B, 55S, 4RST, 6RST, 4RSF, 6RSF, 211ST, GD5S, GD5SV, GRSS, GRSSV, ARSS, ARSSV, EDSS, ED5SV Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25 PSF/-32 PSF Other: The standard glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. 15279.13 013 W4-09 PAN-21`441: G4S, GS4, G4L, GL4, GD4S, GD4L, GR4S, GR4L, G4SV, GS4V, G4LV, GL4V, GD4SV, GD4LV, GR4SV, GR4LV, E4S, E4L, ED4S, ED4L, E4SV, E4LV, ED4SV, ED4LV, SS4, SL4, AR4S, AR4L, SS4V, SL4V, AR4SV, AR4LV Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25 PSF/-32 PSF Other. The standard glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. 15279.14 Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of inspection.pdf FLIS279 R4 C CAC W4 Listino Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 11 300159-B-Revl6.pdf 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 proof of contract and proof of inspection Ddf FL15279 R4 C CAC W4 Listing Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 11 103486-B-Rev08.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party:. Evaluation Reports Created by Independent Third Party: http://,A,ww.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQ,,ArtDgv3yVVKJZ] QR... 9/7/2017 Florida Building Code Online Page 5 of 6 014 W4-09 SPO-21`449: Grand Harbor, Stone Manor Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +25 PSF/-32 PSF Other. The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). Steel Pan (min. 24 ga.) with Overlay Single -Car (up to 9'0"wide) WINDCODE® W4 Garage Door Certification Agency Certificate FLi5279 R4 C CAC Letter with proof of contract and proof of inspection.pdf FLIS279 R4 C CAC W4 Listina Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 103549-RevO6.pdf 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-11F171: 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 (97" to 16'0" wide) WINDCODE@ W4 Garage Door Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLi5279 R4 C CAC Letter with proof of contract and proof of inspection.pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FLi5279 R4 C CAC W4 Listing Intertek.pdf Design Pressure: +25.5 PSF/-25.5 PSF Quality Assurance Contract Expiration Date Other: The standard glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FLi5279 R4 11 101481-B-Revl3.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 Gallery/Artistry/Expressions: 2" Double -skin Insulated EPS exterior skin 27 ga. min.; interior skin 27 ga. min.) Double- Car (9'2" up to 16'0" wide) WINDCODE® W4 Garage Door Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLi5279 R4 C CAC Letter with proof of contract and proof of insoection.DdfApprovedforuseoutsideHVHZ: 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 FLi5279 R4 II 104029-B-RevO3.pdf windborne debris regions. Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.17 017 W4-16 DSlEO-1F479: Coachman/Settlers/Affinity Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +25 PSF/-2S PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windbome debris regions (ref 1609.1.4 FBC). 15279.18 018 W4-16 DSIU-1F171: 9200, 9201, 9203, HDP20, HDPF20, HDPL20, 7200, 7201, 7203, 8200, 18201,8203 Limits of Use ' Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +25.5 PSF/-25.5 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES Double Skin Insulated EPS (exterior skin 27 ga. min.; interior skin 27ga. min.) with Overlay Double -Car (up to 16'0" wide) WINDCODE® W4 Garage Door Certification Agency Certificate FLi5279 R4 C CAC Letter with proof of contract and proof of InsDectlon.Ddf FLi5279 R4 C CAC W4 Listino Intertek.pdf Quality Assurance Contract Expiration Date OS/21/2028 Installation Instructions FLi5279 R4 II 103046-RevO7.Ddf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Double -skin Insulated PUR (exterior skin 27 ga. min.; interior skin 27 ga. min.) Double -Car (9'2" to 16'0" wide) WINDCODE® W4 Garage Door Certification Agency Certificate FLi5279 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 FLi5279 R4 11 104169-Rev0I_Ddf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: http://,Arww.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZI 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 (9'2" 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 Impact Resistant: N/A Design Pressure: +25.5 PSF/-25.S PSF F115279 R4 C CAC Letter with proof of contract and proof of insoection.odf FLIS279 R4 C CAC W4 Listing Intertek.Ddf Quality Assurance Contract Expiration Date Other: The OPTIONAL glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FL15279 R4 II 104457-Rev02.Ddf windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc. comply with the impact resistant requirement for windborne Created by Independent Third Party: debris regions (ref 1609.1.4 FBC). Evaluation Reports Created by Independent Third Party: 15279.20 020 W4-16 PAN-21`153: 73, 1500, Steel Pan (min. 25 ga.) Double -Car (97'to 16'0" wide) 75, 190, 84A, 94, 42, 48, 55, WINDCODEO W4 Garage Door 4RST, 6RST, 4RSF, 6RSF, GD5S, GD5SV, GRSS, GR5SV, AR5S, ARSSV, EDSS, ED5SV 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: No Design Pressure: +24 PSF/-24.5 PSF FL15279 R4 C CAC W4 Listing Intertek.odf Quality Assurance Contract Expiration Date Other: The standard glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FL15279 R4 II 101711-B-Rev15.Ddf windborne debris regions. Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Go to Page O 'a Balk Next d d Page l/ 8 0 0 Contact Us :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone, 8So-487.1821 The Stale of Florida is an AA/EEO employer. Coovnoht 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 !-mall address released in response to a public -records request, do not send electronic mail to this entity Instead, contact the office by phone or by traditional mad. If you have any questions, please contact 850.467.1395. '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 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: mow Credit C2rd Safe http://wA-Ar.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQ,,ArtDgv3yVVKJZ 1 QR... 9/7/2017 IFL1.711110!!! c.Aeee41IIIIIIIIIII! rrrsi7lNTl! Iu e f:a! •tic' I nl FI:l l 17M i 1 111077 OP * NA1. QMKI MAY 6E ST*10010 OR IMPACT 115 4 I! 1 =0 ww IWSITI)w OflO1L RESISTANT GLAZING. SEE SECTION 0-9 FOR OETAIIS. uM MAX STANOM SIZE 6 42-1/2'16•. ONPACT m a 1pF a pp RESTSTAM GLAZING a 21-s/6•.t4-1/6•. . Wan mlm0 s . a a U-SM Onlpllµap IOI 17= 711 F=71 I ennNll W.7 1 e• A ` alaeL MCI= Ia.1a ,Eat "WIVIN WM Eoal VIVN - 14'i• UU1e am MUND-I a. win lomw bAr awr fAmm). a a AN Aril1010. A Car m44' P IDI aatne u s ro Irm 2 MSC SEE SHEET TWO FOR IMPACT RESISTANT CONSTRUCTION DETAIL "A' AND STANDARD CONSTRUCT DETAIL -B-; TRACK AND JAMB DETAILS. 0 4M IaL nn .ao aaao 10 loa w. a MOONID Nni OC f171d ommSECTION A -A (SIDE NEW) 3' TALL U-9AR MM. YFIID SIRENCRI: 60 KSI 2• N T. O oao 1 jJ 3• r 1-7/r = T aw e` eu JEACH CA GALV. Sim TOP LER BRACKET. EACH ACK1: T ATTACHEDIN 4) SWEET METALSHP LAPJOINTS.CA CALV. ROLLER HINGE. HINGE FASTENED TO END LES WITH (4) /14.5/6' ET METAL SCREWS AND (4) 3/ 4' SELF TAPPMOREWS. SEEVIEMV91/ DENSITYPOLYSTYRENEFOAM0UUTION1-6/Ir THICK WITH NNIL NAMCELL BACKER ( INUUTED MODELS ONLY)3' TALL 20 0A. GALV. Sim V-BVRS IN 2! f.AYM. CALV. Sim SKMA 2-1-2-1 PATTERN O.E. TWO U-BARS WITH A 941ED-ON PRIMER. ON BOTTOM SECTION. ONE AR d! NE7R AND A 94KED-ON POLYESTER SECTION.() EFC.)• EACH V-9N1 ATTACHED TOP COAT S APPLIEDTOBOTH PER STIlE1/ .3/ .SELF TAPPMO SCREWS 13 GA GALV. STEEL BOT M BRACKET. ATTACHED WITH ( 2) f 14.5/6• SHEET METAL SCREWS. ALUMINUM EXTRUSION VINYL WEATHERSTRIP. OEM LOADS: + 24.0 PSF 3 -24.5 PSF TEST LOW": + 35.0 PSF t -37.0 PSF CIO MPC: PAN-2F153 wawa e• roo NAIL ,O >U TMTD 1 W 4 19.01V x 18.0H p Y /J/97 affirm" CLASSIC AND CH RP STEEL PAN 8303 OM M' aNs,I ° Building Products MNSON ON 445M °I•w aM JAC DOUBLE —CAR, WIN +24/-24.0 PSF Com an ( 513) 770-4600 acnm 1m Welv6e MEltme vo. 1'f 101711 Icr Iln oon. ml a a® oW 01:11W ala A IIW o1n01 ren . I® l sum mw O In NW 11a0. Mum Q m[ a9 gnomonso MOV-1 raN N m4em" aaaal Da am W WASH (nal "S r 7.aa An li4 ao Q N7oa roaaa: am Mn/OYa 14 all-a0O aaYlna oI • YA/O mil B1anR 1p ara am aRi b r III a N1 to a1Se aC. LC LC aw noo, O er w O w U . 1D010. I a PUSH TaoonadImm RUB on oHroos gums HIM$ I a Cs Ia 06CACLIVAY a cm loxsWr I NPO a1Fav OmR Now > I UP o UP 1YMR1 W 7OSe ON H CU11e0. 1-1 CD. awoH TmoTm IAO a0' 4 C0.NImMH Q.R Oof 1@I) m 11101W[ I1111191 IOIMIIs YRSR IQQwOI i1m ON Ip IWmU IdQ C07R MIOO Olf OM d0110a Umo Pa 11R 0014IDO slal® UIIII sII0 aaosn ODO UPOW Rww"AM06 w IP• maoa dAS !e YR OOIQtIQ a rANCHORtacorOCLMNow Oe6 nOaO CMMSWwmSUt IH0 W PUM& P11wIA=& OOMoTOHOH1wE1UPNL110CaSLo01W 1016 IRSURO 0wAHai 1aLM§= Nor a eOO A" aUa aoUolfuaHols 21112111NOWLAININLJUMM sw IIa m W OID0 MMLO,? am m PR W lID Y IOL wU v. IRL SlIDOA4RY. Pm s0R Ras I IMPACT RESISTANT ASSEMBLY DETAILS IOEIAMn1O1711-A SECTION R-R (IMPACT -RESISTANT GLAZING OPTION) otoL s OIL OQgYQw( sa- 1YIRw HCH "0 ODU 111U'1 oem. Gomm ION[ •0 nom PHm nes UIUmI IIm" am MA" CNE-FISK sum" ISUGH IT®OYF I PWSm W I11Ua MWI1401INKIMaION0 - ., AmUolM • /• Non Ho0 1/OUa eaa 4nw STANDARD ASSEMBLY DETAILS owAWINO 10171 1-8 SECTION B-B (NON -IMPACT RESISTANT GLAZING OPTION) FRONT PMK VAIN V.Y. C ADW ON WSCC 1WUL DARE TRAP FOIT MWE a wxo Dw OWES I oNT rTwH[ No ounW IIHCED wow UR Fowm1. Iw/o TON 1?AD aeall. OI10R >S ®ON 1 MRIO NS dJ1WL Cp PAPP Pantie PLndoe ANCRnl avw a IIOR 3ID Q IVt1is: M ACOOISa4 a1M eO/IaO Fa mm oow asmiu aal.tm N owawn USN no Sm"m Ham Da no Lm -- ---m OF Da FLOW 1MM CQUE ON WZYNAWK OaUaU[Imam pu. CKWW Is ne/aol. SHEET 2 OF 2 _ DATE IU1/a 11110! NOUl. ' 1 Is a% DOW. VIM vat WGIC P,R9.'em IV s1Ua LL 01L7 FASTOW m 14 oA w". IaHIS HINX. VC. HPINE pm q ` ~ "MIXED TO 0111 airU ia Me"etQ1Nra1"O1w1 o wo 14•d/4• w WIN cos w 1/4. OA IsaR r 10 aft am A01 s1m sa1S WN rm ON Wdw lsa OFTHE llnanw mURtUR aaan au t 09 1@e19, F 1K PHao9ara w mm no of mm on sOUR m me N sced amm UHN CU• OO aSe COOS Pw THE W" ISOON A OROM wm DEStawmA 11 M TIGCII CONnOURAXION BONE THE DOOR OPDIM DOES NOT AFFECT THE MIND LOAD RATIN OF THIS OOOFL r OOOe1Oa /n111oH (dipniq r twL ooala a10 aool FF17 CA, aw. 11m FAO OMORc I101 TOP BRACKET pp Ip DOABLE HORIZONTAL a N11 If' WOOD, LAD >L 'K a1r 19PL I L' 64 ( 4) 1Haw eoSms Ra UL Lm OLCelaaL v ooae aIa r ou °0°"N eHa triaaH° ilaao :t n• 1oL 6 I biHiaa 0"00" Mo tdDHiaiiu 8 1m m on> ai'10ne. 0 tt PaR 000.a aRa 1• COWWUWJM ellPIIVALNOT FOR UM aOCIALV .M a- vr OEM LOADS: +24.0 PSF 3 -24.5 PSF TEST LOADS: +36.0 PSF t -37.0 PSF 1 Clop ding Products w°6°°soNwKEaEI4GL- Poll ( eta) 770-4800 MPC: PAN-2F153 VOW", W 4 1 I e•D'w tm t e'D't atD 1/3/97 CLASSIC AND CH DOUBLE - CAR. 16'W RP STEEL PAN 24/- 24.5 PSF aHA"K - .LAC CHECKED m B twAvoc """ Ohvoe 101711 IBC a" a«Faaa As"MWW R, Rwall AW27O Florida Building Code Online Page 1 of 3 iProfessional,RqUlation r rr BOS Home I Log in I User Registration I Hot Topic I Submit Surcharge I Slats & Facts { Publications I FBC Stall I BaS Site Map I Unks I Search I 10 a r04" ProductApproval USER: Public User Product Aooroval Menu > Product or Aoolicadon Search > Aoola:ation List > Application Detail FL # FL17499-RI Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/ Phone/Email Authorized Signature Technical Representative Address/ Phone/Email Quality Assurance Representative Address/ Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved W 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 iZ Validation Checklist - Hardcopy Received Standard AAMA 506 AAMA/ WDMA/CSA 101/1.5.2/A440 Method 1 Option A 07/ 19/2016 08/ 05/2016 08/ 05/2016 Year 2008 2008 http:// vvww.floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDgtCUGgvj Qiz6BP... 9/7/2017 Florida Building Code Online Page 2 of 3 H 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 Approved for use outside HVHZ: Yes FL17499 R1 C CAC MI Windows - 185 SH (Fin) Impac 2).Ddf Impact Resistant: Yes Design Pressure: +55/-55 FL17499 R1 C CAC MI Windows - 185 SH (Fin) Impact 3).Ddf Other: R-PG55, Missile Level D, Wind Zone 3. Glass to be bedded in Pecora 896 sealant. FL17499 R1 C CAC MI Windows - 185 SH (Flange) Impact 2).pdf FL17499 RI C CAC MI Windows - 185 SH (Flange) Impact 5).pdf Quality Assurance Contract Expiration Date 10/10/2018 Installation Instructions FL17499 RI 11 08-02544A.pdf 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 H(F G wawer)5-81G 1-8A 52 1-BX84 R60(100918).DdfApprovedforuseoutsideHVHZ: Yes FL17499 R1 C CAC MI Windows - 185 SH (Fin) (10).DdfImpactResistant: No FL17499 Rl C CAC MI Windows - 185 SH (Fin) (9).DdfDesignPressure: +60/-60 FL17499 R3 C CAC MI Windows - 185 SH (Flanoe) (9).odfOther: R-PG55 Quality Assurance Contract Expiration Date 10/09/2018 Installation Instructions FL17499 RI II 08-02546A.Ddf Verified By: Luis R Lomas PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513322A.Ddf Created by Independent Third Party: Yes 17499.3 185 SH 36x84 Fin/Flange Frame 1G/SG Impact Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No Approved for use outside HVHZ: Yes FL•17499 R1 C CAC MI Windows - 185 SH (Fin) Impact 4).Ddf Impact Resistant: Yes Design Pressure. +55/-55 FL17499 R1 C CAC MI Windows - 185 SH (Fin) impact (5) Done,Ddf Other: R-PG55', Missile Level D, Wind Zone 3. Glass to be bedded in Pecora 896 sealant. FL17499 RS C CAC MI Windows - 185 SH (Flange) Imoact 3).Ddf FL17499 R1 C CAC MI Windows - 185 SH (Flange) Impact 4).Ddf Quality Assurance Contract Expiration Date 10/17/2018 Installation Instructions FL17499 RI II 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 Rl C CAC APC(13361)E1726.01-109-47-RO 185 SH(FLG waiver).DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL17499 R1 C CAC MI Windows - 185 SH (Fin) (11).pdf FL17499 R1 C CAC MI Windows - 185 SH (Fin) (12).DdfDesignPressure: +60/-60 FL17499 R1 C CAC MI Windows - 185 SH (Flange) Other: R-PG60 10).Ddf Quality Assurance Contract Expiration Date 10/08/2018 Installation Instructions FL17499 R1 II 08-02549A.pdf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 RI AE 513327A.Ddf Created by Independent Third Party: Yes 17499.5 185 SH 36x84 Fin/Flange Frame IG/SG Single Hung Laminated Glass http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQ,ArtDgtCUGgvj Qiz6BP... 9/7/2017 Florida Building Code Online Page 3 of 3 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +60/-60 Other: R-PG60• Certification Agency Certificate F117499 RI C CAC APC(13363)E1729.01-109-47-RO 185 SH (FLG waiver).Ddf FL17499 R1 C CAC MI Windows - 185 SH (Fin) (13).Ddf FL17499 R1 C CAC MI Windows - 185 SH (Fin) (14).Ddf FL17499 R3 C CAC MI Windows - 185 SH (Flanoe) 11).Ddf Quality Assurance Contract Expiration Date 10/17/2018 Installation Instructions FL17499 R1 II 08-02550A.odf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 RI AE 513328A.Ddf Created by Independent Third Party: Yes 17499.6 185 Triple SH 111x72 Fin Frame IG/SG Single Hung I I0x72 Flange Frame IG/SG Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 Rl C CAC MI Windows - 185 SH Triple (Fin) 3),DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL17499 R1 C CAC MI Windows - 185 SH Triple (Fill) 4).DdfDesignPressure: +50/-50 Other: R-PG50' FL17499 RI C CAC MI Windows - 185 SH Triple (Flange) 3).Ddf FL17499 R1 C CAC MI Windows - 185 SH Trlole (Flanne) 4),Ddf Quality Assurance Contract Expiration.Date 10/20/2018 Installation Instructions FL17499 R1 II 08-02548A.Ddf Verified By: Luis R Lomas PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513324A.Ddf Created by Independent Third Party: Yes 17499.7 185 Twin SH 106x72 Fin Frame IG/SG Single Hung 105x72 Flange Frame IG/SG Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R1 C CAC MI Windows - 185 SH Twin (Fin) Approved for use outside HVHZ: Yes 3).Ddf Impact Resistant: No FL17499 Ri C CAC MI Windows - 185 SH Twin (Fin) Design Pressure: +45/-45 4).odf Other: R-PG45 FL17499 R1 C CAC MI Windows - 185 SH Twin (Flange) 3).Ddf FL17499 R1 C CAC MI Windows - 185 SH Twin (Flanoe) 4).Ddf Quality Assurance Contract Expiration Date 10/20/2018 Installation Instructions FL17499 RI II 08-02547A.odf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513323A.odf Created by Independent Third Party: Yes Back Nert Contact tls : c 2601 Blair Stone Road. Tallahassee FL 32399 Phone: 8S0-487.1824 The State of Florida is an AA/EEO employer, rnovrloht 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. R you have any questions, please Contact 850 487 1395. 'Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official Communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please dick here. Product Approval Accepts: 0 ER M Credr Card Safe http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtCUGgvj Qiz6BP... 9/7/2017 NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND IA44LIFACTURED TO COIAPLY WITH P.Ef:U1REMENTS OF THE FLORIDA NUILDINC CODE INCLUDING IHE 4VHZ. 2 :ODD FRAMING AtJD MASONRY Or-EIJRJG TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE FRAMING A14D MASONRY OPENING IS THE RESPCN ;161LIfY OF THE ARCHITECT OR ENGINEER OF RECORD 3. IX RUCK OVER MASONRY%CONCRETE IS OPTIONAL. 4 WHERE SHIM OR RUCK THICKNESS IS LESS THAU 1-1/2- WINDOW UNITS MUST 8E AIJC,HOREV 1HItOUCII IHC FRAME 1t) ACCORDAtCE WI1H MAMVACTURCR'S PUBLISHED INSTALLATION INSTRUCTIONS. AICGHOPS SHALL BE SECURELY FASTENED DIRECTLY INTO MA401JQY. CONCRETE OR OIHER STRUCTURAL SUBSTRATE MATERIAL. i. WHERE WOOD UVCK TIICKNESS IS 1-1/2" OR GREATER, DUCK SIIALL BE SECURELY FASICiJED 10 MASf1I1RY, CONCRETE OR OTNCR SNtUCfURAL SUBSTRATE. WINDOW UNITS MAY PC ANCHORED THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH MANUFACTURER'S PUULISHED INSTALLATION INSIRUC110NS. 6. YJIIERE 1% BUCK 15 NOI USED DISSIMILAR MATERIALS MUST BE SCPARAIEU WITH APPROVED COATING OF. MEMBRANE. SELECTION OF COATING,, OR MEMBRANE IS THE P.ES°ONSIBILITY OF THE ARCHTECT OR ENGINEER OF RECORD. 7. RUCKS SHALL UTEND BEYOND WINDOW INTERIOR FACE. SO THAT FULL FRAME SUPPORT IS PROVIDED. 5. FOR FIN INSTALLATION SHIM AS NEEDED FOR FRAME INSTALLATION SHIM AS REOUIRED AT EACH ANCHOR LOCATION WITH LOAD OEARINC SHIM. SHIM W14ERE SPACE OF 1/16" OR GREATER OCCURS MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4", 9 SHIMS SIIALL BE LOCATED, APOLIED AND MADE FROM MATERIALS AND THICKNESS CAPABLE OF SUSfAINIIJG APPLICABLE LOADS. 10. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR W00D ANCHOR CALCULATIONS. II. FRAME MATERIAL. EXtP.UQED RIGID PVC. 12 UNITS MUST BE GLAZED PER ASTM E 1300-04/09, SEE SIIEET 14 FOR GLASS OETAILS 13 APPROVE[) IMPACT PROTFC rviE SYSTEM 13 NOT RC Uy Q TOR Hi15 Pr.000Cr iN WINO DORMS DC3PI5 REGIONS. 14. FQR ANCHORING THROUGH FIN INTO WOOD FRANII14G OR 2X BUCK USE #P, WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE. LOC:AIC ANCHORS AS SHOWIJ IN CLCVATJONS AND INSTALLATION DETAILS. RLVmKxM I I RcV I OFSCR1. aat I CITE 1 u+ gcVEp 1 A I REVISED At1CHOR SPACINC & CHARTS 107/11/2016I R.L. ' 15. FOR ANCHORING PIROUGH FRA)AC INTO WOOD FRAMING OR 2X GUCK USE a10 WOOD SCREWS WITH SUFFICIEMT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SURSIP.AIC. LOCATE A14CIlORS AS 511D19N IN CLIE1A110NS AND ItJSTALLATIUN DETAILS 16. FOR ANCHORING THROUGH FRAME INTO MASONRY/CONCRETE USE 3/16"-TAPCONS WITH SUFFICIE14T LCtJCTII TO ACHIEVE A 1 1 /4" MINIMUM CMBCDMEIJT INTO SUOSTRAIC WITH 2 1/2" MINIMUM EDGE DISTANCE LOCATE ANCHORS AS SHOWN IN EL0,010NS Am) INSfALLAIIOm UCIAILS. 17. FOR ANCHORING TIIROUGII FRAME INTO METAL STRIJCTURC USE ;10 SMS OR SELF DRILLING SCREWS WITfI SUFFICICNT LENGTH TO ACHIEVE 3 THREADS MINIMUM 0EeOIJO STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWIJ IN ELEVATIONS ANO 114STALLATION DETAILS. 18. AI.t_ FASTENERS TO BE :CORROSION RESISTANT. 19. INSIAL1Af101J ANCHORS SHALL 3C INSTALLED IN AC"ORDA14CE WITH AtICIIOR MANUFACIUREP'S INSIAL AIION WSTRUCIIONS AND A14CHORS SIIALL NOT RF USCU IIJ SUB: TRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW, A. WOOD' MINIMUM SPCCIFIC GRAVIT/ OF G=0.42 B. CONCRETE: MINIMUM COMPRESSIVE STRENGTH OF '.000 PSI C. MASONRY: HOLLOW/FILLED BLOCK PER ASTM C90 WITH 1"1n=2.000PS1 MINIMUM Fi. METAL STRUCTURE: STEEL 180A (.048") Fv=33KSI/FU=52KSI OR ALUMItUM 6063-T5 FU=33KSI .048" THICK MINIMUM TABLE OF CONTENTS ISIIECTNO• DESCRIPIIvtJ t — NOTCS 4 1 CLEVAT ONS 13 I IH$TALLATIOtI DETAILS 14 (COMPONENTS SIGNED: 0711212016 M650WINDOWSDOORSTREET STR 1TCdM% MARKETGRATZ. PA 17030-0370 v •GENS 9J1 1 1 D 5 +f= SERIES185ALUMINUMSINGLEHUNGWINDOW52" X84" NON —IMPACT NOTES a` rAT OF e` oo•• s/ SjNA11E 6\\ TwawR: arvORIGP 08 A Swr NTS °A°E 12/09/14 So 5160F Id 52" MAX FRAME `I:IDDI M.AX - 113" MAY. 0 C. I LJ p 15' MAX IO.C. O yd I" IX ME IIT jI 4 X' iI 2" MAX 2" MAX O 84" FRAME HEIGHT 4 X J 185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW EXTERIOR VIEW DESIGNER EXTERIOR VIEW FLANGES FINLESS INSTALLATION FLANGES FINLESS INSTALLATION WITHOUT FILLERS WITHOUT FILLERS SEE CHART AI FOR SMALLER UNITS REQUIRED ANCHORS SEE CHART l1 FOR SMALLER UNITS REOUIRED ANCHORS DESIGN PRESSURE RATING IMPACT RATING t60.OPSF NONE 52" MAX FRAME WIDTH 16 2" MAX MAX O.0 1 2"AAX7. I Q" MAXr aE 151MK IIESCR.aT10N MIE as POKO REVISED ANCHOR SPACING & CHARTS 07/11/201s R L. CHART #1 UNITS INSTALLED WITHOUT FILLERS INmbor of 4mher locations required Frame Wight tin) Fame Width in 1600 Hood Jamb 24.W Hood Jamb 30.00 Head Jamb 3&00 Hood Jemb ruv0 Hood Jemb 40.00 Need Jamb 52.00 Hood Jemb 24.00 2 3 3 3 3 3 3 3 4 3 4 3 4 3 30.00 2 3 3 3 3 3 3 3 4 3 4 3 4 3 36.00 2 3 3 3 3 3 3 3 4 3 4 3 4 3 42.00 2 4 3 4 3 4 3 4 4 4 4 4 4 4 46.00 2 4 3 J 4 3 4 4 4 4 4 4 4 5400 2 5 3 5 3 5 3 5 4 5 4 5 4 5 W.00 2 5 3 5 3 5 3 5 4 5 4 5 4 5 66.00 2 5 3 5 3 5 3 5 4 5 4 5 4 5 77.00 2 8 3 6 3 6 3 6 4 6 1 6 4 6 n.00 2 6 3 8 3 e 3 6 4 6 a 5 8 M.00 2 5 3 It 3 6 3 6 4 6 4 7 5 7 SIGNED: 0711212016 MWINDOWS DOORS fJUTE`. 65D WD ESTMAR1ce9, 2 MAXIMUM SNSII D.I.U.J47 5/8" X 32 1/2" GRATZ. PA 17030-0370 r •\GENs 3 1,461MUM FIXFO L' I. O - 49 l /4" X 45" SERIES 185 ALUMINUM SINGLE HUNG' WINDOW 1MI• 0 6 25 5E X84" NON -IMPACT jri((7rtpi\ FLANGE & FINLESS ELEVATIONS 6T E oaawN• vr; M7. aLV 5;[ORI: HARDWARESCHEDULEMETAL SWEEP LOCK AT 8- FROM EACH END INTERIOR MEETING RAIL N.G. 08 02 46 AS 01VA 2) j1\\\ 2) BLOCK ANDTACKLE BALANCE AT)AMBS at NTS12/09/14 2 OF 14 f. 1R HE 52- MAX FRAME WIDTH -- 2" MAX - _ __1_ I G" MAX — 2" MAX I I i I r'" O / O.C.C1.C. A:< 4M1: GHr S 4 x ! L2-Fa+r — 52" MA;< rRAME llDTH — 2" MAX — 1- 16" Lax O.C. 2" MAX T 6" MAX O.C. I T_ p,/ Y MAX FRAME HEIGHT a 4 X p! I 1 185 ALUMINUM SINGLE HUNG WINDOW 165 ALUMINUM SINGLE HUNG WINDOW EXTERIOR VIEW DESIGNER EXTERIOR VIEW FLANGES FINLESS INSTALLATION FLANGES FINLESS INSTALLATION WITH FILLERS WITH FILLERS SEE CHART 62 FOR SMALLER UNITS REQUIRED ANCHORS SEE CHART F2 FOR t'MALLER UNITS REOUIRED ANCHORS DESIGN PRESSURE RATING IMPACT RATING 160.0PSF NONE NUIES- I MAYIMUM SASH SI E: 51' X 3.3". 2. al,XIMUM SA511 0 L 0 47 5/6" X 32 1/2" 3. MAYIMUM rL`;ED O.L.0 • e9 1 /4" X 45'. MEETING RAIL BLOCK AND TACKLE BALANCE AT JAMBS RENV0r15 w5c17m110N I DATE I avna0VC0 REVISED ANCHOR SPACING k CHARTS 07/11.,'201 $)1 R.L. CHART #2 UNITS INSTALLED WITH FILLERS Wmbor of anchor Iocstlons required Frame fOlphl (in) 1a00 Frame Width (1n 24.00 30.00 JB.tq IL00 18.00 32.00 Head Jamb Head Jamb Hood Jamb Hood Jsmb Hood Jamb Hood Jamb Head Jamb 24.00 2 3 3 3 3 J 3 3 4 3 4 3 4 3 30.00 2 3 3 3 3 3 3 3 4 3 4 3 4 3 36.00 2 3 3 3 3 3 3 3 4 3 4 3 4 3 4200 2 4 3 4 3 4 3 4 4 4 4 4 4 1 48.00 2 4 3 4 3 4 3 4 4 4 4 4 4 4 3400 2 5 3 5 3 5 3 5 4 5 4 5 4 5 6000 2 5 3 5 3 5 3 5 4 5 1 5 4 5 68.00 2 8 7 5 3 5 3 5 4 5 4 5 4 5 72A0 2 6 3 8 3 6 3 8 4 6 4 6 4 6 78A0 2 6 J 8 J 6 J 8 4 8 1 6 4 0 84.00 2 6 3 6 3 8 3 11 4 8 4 8 4 6 SIGNED: 0711212016 M650Iy"oowM AND000Rs S 1R. 1LOW'l, f CREEI GRATZ, PA 17030-0370 VpENS:9tp J` SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"X84" NON -IMPACT FLANGE do FINLESS ELEVATIONSTA06` OF i'OFS;°lORIOP 0` lauw.l: trx: »z RTv N.G. 08 SOE 546 A j/S pNA11E MAILNTS 12/09/14 3 OF 14 S-2" MAX FP.AME WIDTH — 2" MAY - o" MAX 0 c -1r 2 MAX fl 10" MAX O.C. O MAX FRAME HLIGHI Q I 1 FE HE 52" MAx rRAME 11110TH -- 2" IaAx - 1- ice- 10' - MAX 0 C. 10" MAXIO.C. O 14" l-) I IA;ti IAE 11 HTICHT A< Y / 2" MAX 185 ALUMINUM SINGLE HUNG WINDOW I 185 ALUMINUM SINGLE HUNG WINDOW EXTERIOR VIEW DESIGNER EXTERIOR VIEW FIN INSTALLATION FIN INSTALLATION SEE CHART A3 FOR SMALLER UNITS REQUIRED ANCHORS SEE CHART J3 FOR SMALLER UNITS REOUIREO ANCHORS DESIGN PRESSURE RATING IMPACT RATING t60.0PSF NONE 1:f dR'NR • mcnirnoN I CATS I K.T0 REVISED ANCHOR SPACING R CHARTS I 07/1Ij2016 P.L. CHARTO lumber of anchor loo,lone required Fame Hol0hf fin) r3lS Frame Wld1h In 00 Jamb 24.00 NaS Jamb 30.00 HLS Jomb 36.00 NeS Jamb 42.00 H&S Jemb 4500 His Jamb 5200 N a S Jamb 24.00 3 3 3 4 3 5 3 5 3 6 3 6 3 20.d0 4 3 4 4 4 5 4 5 4 6 4 6 4 36.00 5 3 5 4 5 5 5 5 5 6 5 6 5 4200 3 5 4 5 5 5 5 5 5 8 5 46 00 6 3 6 4 6 5 6 5 6 6 6 6 6 54.00 6 J e 4 6 5 6 6 6 6 6 6 6 60.00 7 J 7 4 7 5 7 5 7 6 7 6 7 6600 3 6 3 6 4 e s e 5 e 8 e 6 e 72.0 3 e 3 e 4 e s e 5 6 e e 6 e rem 3 e 3 v 4 v s e s e 6 v e v 64.00 3 9 3 9 4 9 5 v 5 9 6 9 6 9 SIGNED: 0711212016 MI WINDOWS AND DOORS 111 is// r10TE I. MAXIMUM SASH SIZE: 51" X 36". 650 WEST MARKEF STREET 0S1 N\) 1J9 i 2. MAXIMUM SASH 0 L.0 • 47 5/8" Y. 32 1 2' GRATZ, PA 17030-0370 GENSF •,p J. MAxIlAU1d FIXED O.L.O 49 I/d" .( a5". SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52" NON-IMPACT FIN ELEVATION RAIT4vo__Flolt* tomOP• ,- HARDWARESCHEDULEh%" REV 08 A o'-" jp 2) METAL SWEEP LOCK AT 8" FROM EACH END INTERIOR MEETING RAILMETAL SWEEPLOCKAT8" FROM EACH END INTERIOR MEETING RAILN.Gt 502546 2)BLOCKANDTACKLEBALANCEATIAMBS t HTS12/09/14 4 OF 14 WOOD FFAMIIG OR 2X RUCK L11 UTnERS BACKER ROD fc APPFOVED SEALANT I/2" mill EDGE DISTANCE 1 1/4- MIN, EkIP.Ef?MEfJT I 1 /4" MA.• .'- SHIM SPACE METAL STRUCTURE BY 0114ERS APPRO:TD SEALANT 4" MIN LOGE DISTANCE 1 4" MAX b Ei SH IM SPACE REVI?IWt: ' REV OESGRmRON f`3tE tmO t A REVISED ANCHOR SPACING h CHARTS 07/111•'7016 P.L. 1 1/4" MIN. 1/4" MNA EMBEDMENT SHIM, SPACE 1 1 I1J / INTERIOR MI EDGE DISTANCE. 10 WOOU 5CREW V // 10 W000 y SCRESCREW10SMSOR / rwjxs.- SEL= DRILLING WOOD FRAMING 1 EXTERIORSCREWOR2XBUCK - BACKER ROGBYOTHERS I,c APPROVED I SEALANT JAMB INSTALLATION DETAIL 7! WOOD FRAMING OR 2X BUCK INSTALLATION INTERIOR _ 1 /4" MAX. EXTERIOR INTERIOR - EXTERIOR L' l SHIM SPACE i 19- J , p o SMS OR SELF DRILLING INTERIOR III III. III III SCREWS \ — BACKER ROD APPROVED SEALANT WCOD FRAMING OR )X FUCK BY OIHERS SILL TO BE SET IN .4 9ED OF APPROVED STP.LIC T URAL SEALANT 1 /4" MAX, SHIM SPACE VERTICAL CROSS SECTION W000 FRAMING OR ZX BUCK INSTALLATION NOTES: 1. INTERIOR ANO EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER ANO JOINT SEALANT BY OTHERS TO BE OESIGNEO IN ACCORDANCE WITH ASTM E2112 BACKER ROD — 1. APPROVED \ SEALANT METALSTRUCTURE BY OTHERS VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 3/4"—. SILL TO BE SE IN A BED or MINT CT NCI_T Nu ArFROVEO STRUCTURAL SLALANI EXTERIOR METAL STP.UCIURE BACI,[R ROD1 /4" MAX. StIIM SPACE BY OTHERS APPROVED SEALANT r JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 0711212016 M650 IWDOWM DOORS Il.. MARKET S ;k // GRATZ. PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52'X84" NON -IMPACT rTeVOFrv FLANGE INSTALLATION DETAILS WITHOUT FILLERS p • oftom 1M: NO REV vz l0R10 P' 08CO2546 n s,\. DNAS• -,\ w NTS OA [ 12/09/14 5 OF 14 L 2 1,2.. MIN. EDGE OISIANCE CONCRL"fC/MASONRY —1\ ., BY OTHERS- 14 e OPTIONAL IX BUCK —ti • < e e 1 1/4" MIN, SEC NOTES 3 EMBEDMENT IICCT 1 ran 1 /4" MAX _ BACKER VED SHIM SPACE 4 APPROVED SL"ALAFI I I 3/16' TAPCON EXTERIOR INTERIOR J 1 R SILL TO BE SET 1 ' IN A BED 0- fi CKER FOU APPROVED A°PROVEO / STRUCTURAL SEALANT \ _ SEALANT OPTIONAL 1X BUCK — \ / 1:4" WA)C, SEC NOTE 3 - 7 r { SHIM SPACE SHEET 1 CONCRETE/MASONRY UY OIHCRS • ° a VERTICAL CROSS SECTION CONCRETEVASONRY INSTALLATION 1 1 /4" MIN. EMBEGMENI CONCRETE/MASONRY BY OTIICR5 c 3/16" TAPCON o 2 1 /2' MIN. EDGE v DISTANCE ' RENSI AG oEsrp.www aArE I aawovw REVISED NiCHOR SPACING h CHARTS 07/11/70 161 R.L Ile" MAk SHIM SPACE INTERIOR EXTERIOR BACKER ROD F.• APPROVED OPTIONAL 1:< BUCK — SC.AIANT SEE NOTES 3 - 7 SHEET I 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 650 WEST MARKET SIREEF GRATZ, PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"X84" NON —IMPACT FLANGE INSTALLATION DETAILS WITHOUT FILLERS DR-WN N.G. 08-02546 r NTS a"'E 12/09/14 9'D 6 OF 14 SIGNED: 07/12/2016 R I IL p 5 AT E OF ONA j1V"G\\ MIN FGGF GISTAtJCE NOOD FRAM IG 4 MIN OR 2?: BUCK r EDGE. GISIANCE DY ONIERS I 1 1/4" MIN. METAL MEWT STRUCTURE BY OTHERS 1/M1" MAX SHIM SPACE BACKER ROD 1 /A" MAX../ J4 APPF.OVFI? SEALANT SIIIAJ SPACE APPROVCD — SEALANT pt0 WOODSCREW/ FILLL'R RIGID J FILLER 10 SMS OR SELF DRILLING SCREW 1 INTERIOR EXTERIOR INTERIOR EXTERIOR r a SILL T-.', BE SET IN h BED OF APPROVEDISTRUCTURAL HACKER ROD SEALArN le APPROVED SEALANT 1jM1" MAX, ROD SHIM SPACE APPROVED WOOD FRAMING SEALANT OR 2X BUCK I i DY 01HEPS META STRUCTUS BY OTHEF 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 SY 0714ERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION aEwSWlr REV OESCI:6TON (ATE 'Pr'OK0 A REVISED ANCHOR SPACING h CAIARTS 07/111201,51 PL. 1 1/4" MItJ. 1/4' t.1AX. EMBEDMENT SHIM SPACE 1 /2' MIN INTERIOR EDGE DISTANCE p 10 WOOD , SCREW A WOOD FRAMING OR 2X DUCK EXTERIOR BY OTHERS — BACKER HUD RIGID Ac APPROVED FILLER SEAIANF JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATJON METAL 1/4" MAX STRUCTURE — — SHIM SPACC Et OTHERS 10 SIAS OR INTERIOR SELF DRILLII`Q SCREWS 3/ 4" MIN. SILL TO BE SET EDGE IN A BED OF D15T ArPROVEDE- f. STRUCTURALEXTERIORSEALANTRIGID BACKER ROD 1/4" MAX, FILLER k APPROVED SHIM SPACE SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 0711212016 MIWINDOWS/ KDOORS la 11`Jo 50 WEST MARKETSTREET GRAIZ, PASv17030- 0370 VGENS' 0, SERIES185ALUMINUM SINGLE HUNG WINDOW 52'X84" NON —IMPACT FLANGE INSTALLATION DETAILS WITH FILLERS 0,• AT OF OgaWq vim; hV. FLY p .. C0R%10 08 502546 n S/ONA acu : wIT NTS 12/09/14 7OF 14 11 a0 h • 2 1/2" MIN, pmtI.Jr,, EDGE DISTANCE REV IM"w aw I WE I an mmtl CONCFciI"/MgSONNY n REVISCD ANCHOR SPACING h CHARTS 07/I1/ 2016 P.L. 9Y OTHERS a a 01110NAL 1s BUCK —.. • e e 1 1/4- MIN, SEC NOTES 3 - 7 , EMBEDMENT 11/4" MIN. SIICCT 1 \ f EMBEDMENT 1 CONCRETE/MASONRY 1 /4" MAX. r EY OTIIERS , OF IIONAL 1X DUCK r SEE NOTES 3 - 7 DACKER ROD —} SHIM SPACE F TP^ROVED I v / SHCET T SEALANI / I RIGID FILLER 3/ I6" TAPCON 3/ 1 G" i APCON '• .° 1 /a" MA.`!. SIIIM SPACE INTERIOR 2 I I EXTERIOR INTERIOR NMIN . . J EDGE v DISTANCE ; L_ \ EXTERIOR BACKER ROD RIGID —/ G ArrRLNED II II TILLER SCALANi JAMB INSTALLATION DETAIL SILL TO BE SET IN A BED OF CONCRET&WSONRYINSTALLATION SACKER ROD APPROVED APPROVED STRUCTURAL SEALANT \ SEALANT OPTIONAL 1X BUCK \ L 1/4' MAX. SECEETOO TE 3 - 7 ! I NOTES: I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS. r=' SOM SPACE HEFT 1 NOT SHOWN FOR CLARITY x``" 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH AS TM E21/2 CONCRETE/ MASONRY -\ a " SIGNED: 07/12/7016 BYOTHERS •. MI WINDOWS AND DOORS Il rrri/ a r ' • 650 WEST MARKET STREET R J\?. • • • O: 19// E GRATZ, PA 17030-0370 r, GENs •s SERIES 185 ALUMINUM SINGLE HUNG WINDOW 0y6 25 # 52" X84I NON -IMPACT a ( FLANGE INSTALLATION DETAILS WITH FILLER j AT OF ` VERTICAL CROSS SECTION Apo•• ` i/'•'° IORTaP CONCRETFJMASONRYINSTALLATTONcnnvmvs; 1.e alv 0'\ 08- s0n546 A A11\ scuta.[ NTS12/09/14 8 OF 14 1 / 2' MIN EDGE DISTANCE WOOD FRAMING OR .Zx RUCK UY OmERS BACKER 50U\\ 4" MAX SEALANT SIIIRI SPACE L #10 WOOU SCREW I INTERIOR a EXTERIOR VACKER ROD h AP^R0VC0 SEALANT WOOD FRAMING OR 2t BUCK BY OTHERS METAL \ STRUCTURE BY OTHERS APPROVED SEALANT EXTERIOR SILL TO BE SET IN A BED OF APPROVED STRUCTURAL SCALAHT 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. BYOTh/ERS, NOT SHOWN FOR CLARITY. 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 L 3% 4' 'SIN EDGE DISTANCE 1/4" MAX. S141M SPACE a- .' ,.15 OR SELF DRILLING SCREW INTERIOR r SILL TO 8C SET TIN A BED Or APPROVED STRUCTURAL SEALA II 1/4" MAX. SHIM SPACE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION aEN51Wf$ ' NA REVISEQ NICNOR SPACING k CHARTS 07/11/2016 PL. 1 1/4" MIN. _ 1/4" MAx EVE3EDMENT SHIRT SPACE I INTERIOR 1/2" MIN EDGE DISTANCE s 1 G WOOD — f, SCREW / / EXTERIOR WOOD FRAMING - OIT 2X BUCK BY OTHERS - BACKER ROD It APPROVED SI AIAN I JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 1,/A" MAX. SHIM SPACE 110 SMS OR INTERIOR SELF DRILLING SCREWS firlhl. MIN. JLL EDGE OLSTANCE 1 EXTERIOR METAL — W?.KER ROD STRUCTURE k AP -ROVED M OTHER:: SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 0711212016 M650IwOOWhs1 AND DOORS f T STREEI GRATZ, PA 17030-0370 J\\\S 0 GENSF 9S/ ter SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52'X84" NON -IMPACT FINLESS INSTALLATION DETAILS WITHOUT FILLERS pAT •tN` FOF' DRAW C.rii I.J. a!V F O 1Q• 0 OB 502546 A SS/NA11E!\4`` srelc 11AT NTS12/09/14 9 OF 14 L • 2 1/2- MO. Ir EDGE DISTANCE CONCRCfC/MA:011PY —-__• BY OTHERS e u 1 1/4" FAIN. 011110NAL IX BUCV —.., . e EMBEDMENT SEC NOTES 3 — 7 • r SIQET 1 1 /4" MAX. TACKER ROO —' SHIM SPACE APPROVED SEALANT 3/ 16" TAPCON 1 r - EXTERIOR Z; _I INTERIOR SILL TO BE SET 114 A BED OF BACKER ROD APPROVED k APPROVED J STRUCTURAL SEALANT `\ SEALANT T— OPTIONAL IX BUCK \ 1•_ 1 / 4" ),TAX. SEC NOTE 3 — 7 . F SHIM SPACE SHEET I CONCRETE/MASONRY — UY OTHERS • , ° ' y VERTICAL CROSS SECTION CONCRETEIM.ASONRY INSTALLATION 1 I!4" MIN. EM6EUMENT CONCRETE/MASONRY 6'Y OTHERS 3/16- TAPCON dIN. v EDGE OI S FANCE I aEVISIVKr OFKRY dO" OAK I A. MEP REVISFD ANCHOR SPACING h CHARTS 07/11/20161 PL CvIIONAL 1X DUCK SEE VOTES 3 — 7 SHEET I 1/4" LIAX SHIM SPACE INTERIOR EXTERIOR BACKER R00 G. APPROVED SEALANT JAMB INSTALLATION DETAIL CONCRETEAMASONRY INSTALLATION NOTES., 1. INTERIOR AND EXTERIOR FINISHES, BYOTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT SYOTHERS 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 FINLESS INSTALLATION DETAILS WITHOUT FILLER N.G. 08-02546 1 "1= NITS I °AIr 12/09/14 5"D' 10 OF 14 SIGNED: 0711 ZT016 1 1 II LIDS//Z v•v GENSF.•giP_ AT OF 6 R10P 11`\ 1 / 2" MIN EDGE DISTANCE Wool) FRAMING OR 2,; BULK L1 r OTI tERS BACKER ROD 14 APPP.OVFD T/4" IAA;, SEALANT if i \SIIIM SP.AGE RIGID # 10 WOOD SCREWFILLER 1 fi6 INTERIOR EXTERIOR METAL STRUCTURI DY OTHER' APPROVE( SEALAN' t 3/4" MIN EDGE DISTANCE 1 J4" MAX. r S AIM SPACE RI;10 I I FILLER #10 SAIS OR SEI.= DRILLING EXTERIOR Sr r1 INTERIOR SILL TO BE SET IN A HEO OF APPROVED STRUCTURAL 4/ {FL R ROD SEALANT APr'ROVCD SEALANT JT.,J__J L I/4" MAX. FLICKER FO( SHIM SPACE APPROVE( SEALANI WOOD ' RAIANG OR 2x BUCK • .. i DY 0IHEI_ .!' METAL STRUCIURE L ' BY OTHER! VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES., 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BYOTIIERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION SILL TO BE SET IN A OCO OF Af PROVF_D STRUCTURAL SEALANT 1 /4" MAX. SHIM SPACE a(VGIMIS or%cRIn110N WE I app.rnm Rmsro ANCHOR SPACING k CHARTS 07/11/70 1 Fl PL 1 I/4" MIN. 1/4" MAX. EMBEDMENT SHIM SPACC INTERIOR MIN EDGE OISTANCE 110 tVUt10 ), I SCREW ' EXTERIOR WOOD FRAMING OR 2% BUCK BY OTHERS ROD J/ & APR VE RIGID 3: APPROVED LANT FILLEP. SCALnr1T JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION METAL STRUCTURE I /4" MI,(. BY OTHERS SHIM SPACE g 10 SIAS OR INTERIOR SELF DRILLING SCREWS if — MIN. EnGE rr DISTANCE EXTERIOR 1 ,\ RIGID ` W.KER ROD FILLER do APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED., 0711212016 M650Iy,DOiNMARKEAND DOOERS R IILr0 i/iESTi GRATZ, PA 17030-0370 v •GEN,SF s 0 5 #= SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"x84" NON -IMPACT FINLESS INSTALLATION DETAILS WITH FILLERS 1 AT OF ty` OAF"°lpRla' • r.R•wu. cnc so. aLv N.G. 08-02546 A isS • • • • ao`. of11A110\1\ J'"r NTS OA"E 12/09/Id 1910TIll OF 14 2 1/2- Mid. r F UGE DISTANCE CONCRC-TC/IJASON14; -. BY OTHERS 1 /4" MIN. gPIICrtIAL Ix BUi,k -. EMBEDMENT SEC- NOTES 3 - 7 SIICET 1 1 /4" MAX, UACKCR ROD -' 4 APDROVEO nnnn SHIM SPACE - SEALANT yl 1' RIC10 -/ " ` 3/16- TAPCON FILLER r UN EXTERIOR I f` INTERIOR i .. SILL TO 0E SET E BACKER ROO 114 A BED OAbPROVEO 1x ApPROVEO \ I / STRUCTURAL SEA•lAfll _ SEALANT OPTIONAL IX BUCK -r\ \ \ / 1/4" MAY. SEE NOTE 3 - 7 SHIM SPACE SHEET I - CONCRETE/MASONRY UY OTHERS + ° •° VERTICAL CROSS SECTION CONCRETEANASONRY INSTALLATION 1+EEvlsvrr IRdCf%nMON --I E yIPPOVTP n REVISE ED AHCI+OR SPACING k CIMRT$ 107/11/20161 R L. 1 1 / 4" MIN EMBELIMENT CONCRETE/MASONRY BY OTIICRS r 3/16" TAPCON 2 1/2" IN. EDGE DIST LANCE J RIGID FILLER v v • 1 `\ EXTERIOR J/ `- BACKER ROO APPROVED SCALAIJ I JAMS INSTALLATION DETAIL GONCRE T&WSONRY INSTALLATION CvIION.AL 1X RUCK SEE NOTES 3 - 7 SHEET 1 1/4" MAX. SIIIM SPACE INTERIOR NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINTSEALANTBYOTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SIGNED: 0711212016 MIWINDOWSWA AND DOORS R II`ro/zi/'' EST STREErGRATZ, PA 17030-0370 r••GENS, 9 0 6 SERIES 185ALUMINUMSINGLEHUNGWINDOW*• 52"X84" NON TAILS T FINLESS INSTALLATION DETAILS WITH FILLER A 13 r4 88iATF OFi4OiS' :! ORIat CR.vn+: ow. ; e. uev N.G. 08 A 502546 vAr2OTSaA12/09/14 F 14 n8 WOOD CLEW 7/IG" MIN EDGE UISTANCC EXTERi 7;'16" MIN EDGE DISTANCE 8 :Y000 SCREW L111CLUnILIV 1 VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION WOOD FRAMING Bi OTHERS 1/4' MAX. SHIIA SPACE Ib " MAX F SHIM SPACE WOOD FRAMING BY OTHERS WOOL: FRAMING BY OTHERS t 1/4" / M11J. EMBEDMENT I c 8 WOOD SCREW 7/16" MIN _ EDGE DISTANCE Pmmtm.. IRlVpiSIRRWkMil . o h REVISCO NJCIIOR SPACING k CHARTS 07/11/701,5P.L 1/ 4" MAX SHIM SPACE INTERIOR 1 EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1, INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH AS TM E2112 MI WINDOWS AND DOORS 650 WEST MARKET STRELl GRATZ, PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52" X84" NON —IMPACT FIN INSTALLATION DETAILS nR. wm uv+: l o. N. G. 08-02546 wAr NTS I °A4r 12/09/14 5"E"13 OF 14 SIGNED: 0711212016 GENS` • s 0 5 7 o TATE OF ; t* DNA' t a`\ Am.mfr, • I— 2 3/ 16" 1-. 1 7%8" —•-I 1 }%Sr REY CEKq RCN ILTE a+ppmo 2 : 16" _ I • i: h RDISEO ANCHOR SPACING k CHARTS 07/11! 701Q Rl. IL23/IG" T— I 2 3/IG' — 13/IG' 7L I 1 5/16' FLANGE FRAME HEAD FLANGE FRAME JAMB FINLESS FRAME HEAD FINLESS FRAME JAMB CM-18501 CM• 18503 CM• 16553 CM-18513 ALUMINUM 6063-T5.050- THICK ALUMINUM 6063-775.050' THICK ALUMINUM 6063-T5 050' THICK ALUMINUM 6063-T5.050' THICK I /8" ANII. - 1 /8" ANN. 2 5/ 16" -- - 2 5/ 16" --•I 2 5/ 1 C" --1 l— - METALMETAL REINFORCED BUI'iL SPACER 2 :S/ 1 G" EXTERIOR i / NTEAKNi 2 13/1 3 3; 4' 5/8" BITE SILICONE J I L SEALANT Z 5/16" I rt SETTING BLOCK - FLANGE FRAME SILL FINLESS FRAME SILL GLAZING DETAIL A cm•19502 CM-1655. FIN FRAME HEAD 063ALUMINUM6•T5.055' THICK ALUMINUM 6063•T5 055' THICK FIN FRAME SILL CM•18509 CM-18508 - - 3/11S" ANN ALUMINUM 6063-T5.055' THICK ALUMINUM 6063-T5.050' THICK 17/16" 2 3%8" EXTERIOR INTERIOR SILICONE 2 5/10" 2 3/16" 5/8" BITE SEALANT 01.. I n Fir1411ILJLr ,TIRIGLj /I J - BLOCK - LOCK RAIL/STILE SASH BOTTOM RAIL MEETING RAIL FIN FRAME JAMB GLAZING DETAIL B CM• 18505 CM48555 CM-18500 cm- T5 . ALUMINUM 6063-TS 062' THICK ALUMINUM 6053-T5.050' THICK ALUMINUM 6063-T5.055' THICK ALUMINUM 6063•T5.050' THICK j r 3/16- L_ I I —T 15/16, SIGNED: 07/12/2016 MI WINDOWS AND DOORS \\R ILllli/ i5/8" (r 650 WEST MARKET STREET N \g . • • • :1 SASH STILE CRATZ. PA 17030-0370 •\G NS 9,tT// GLAZING BEAD cM-16so7 GLAZING BEAD ALUMINUM6063-T5.050'THICK SERIES 185 ALUMINUM SINGLE HUNG WINDOW = V•185V. 52"X84" NON -IMPACT R/GlOPVC 060'THICK AKilOPVC.O50'THICK COMPONENTS '30O•• AATeOF 1CRAW CT^. N0. RfV //0 R0" 9-'kr NTS °A'[ 12/09/14 08 0EF514 OF 14 A //%//OjNAj10a\\ Florida Building Code Online Page 2 of 3 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 Certification Agency Certificate FL15351 R4 C CAC APC 97429.01-109-47 Fin and 97435.01-109-47 Flange.pdf Quality Assurance Contract Expiration Date 02/16/2019 Installation Instructions FL15351 R4 II 188 HS FIN 73x62 DP55 As Tested 97429.01.odf FL15351 R4 II 188HS Flange Non -Impact Fastener Schedule 08-01023B.pdf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL15351 R4 AE 511588B.pdf Created by Independent Third Party: Yes 115351.2 1 HS 188 Fin and Flange Frame XOX 1120x62 Insulated Glass Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +401-55 Other: HS-LC40 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 II 1BBHS XOX Flange Non -impact Fastener Schedule 08-01156B.pdf FL15351 R4 II Installation Instructions - 188 HS (XOX) As Tested 99775.01.pdf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FLIS351 R4 AE 5117255.odf Created by Independent Third Party: Yes 115351.3 1 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 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 .pdf Quality Assurance Contract Expiration Date 02/16/2019 Installation Instructions FL15351 R4 II Installation Instructions - 188 HS Impact FIN 73x62 Product 3.odf 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 Certification Agency Certificate FL15351 R4 C CAC APC 97356.01-109-47-RO 97432.01- 109-47-RO Prod 14.pdf Quality Assurance Contract Expiration Date 02/16/2019 Installation Instructions FLIS351 R4 II Installation Instructions - 188 HS Imoact 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 FL15351 R4 C CAC APC 97354.01-109-47-RO 97433.01- 109-47-RO.pdf Quality Assurance Contract Expiration Date O1/OS/2019 Installation Instructions FL15351 R4 II Installation Instructions 08-01161B.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports http://vA,w.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgtH8572gvdV Iau... 9/7/2017 Florida Building Code Online Page 1 of 3 Professibnal'RequlafionI a C rQ1 dUi SCIS Nome I Lop In I User Registration Not TOPICS Submit Surcharge Stats 6 Facts ; Pubbcabons FSC Stag ; BaS Site Map Unks Search Product Approval USER: Public User t+iritl;as Product Aooroval Menu > ProtluG or Aooliubon Search > Acolication List > Appllotlon 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 Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved 0 MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Windows Fixed Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE R Validation Checklist - Hardcopy Received Standard AAMA 506 AAMA/WDMA/CSA 101/l.S. 2/A440 Method 1 Option A 11/18/2016 11/18/2016 12/01/2016 Year 2008 2008 http://wwwr. floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDgtH85 72gvd WI an... 9/7/2017 Florida Building Code Online Page 2 of 3 Z Summary of Products FL # I Model, Number or Name Description 15349.1 185 PW 73 x 72 Insulated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15349 R8 C CAC APC 12786.Ddf Approved for use outside HVHZ: Yes FL15349 R8 C CAC APC 12787.Ddf Impact Resistant: No Quality Assurance Contract Expiration Date Design Pressure: +60/-60 04/03/2018 Other: CW-PG60 Installation Instructions FL15349 R8 11 08-02357B.Ddf Verified By: Luis R. Lomas, PE 62514 Created by Independent Third Party: Yes Evaluation Reports FLIS349 R8 AE 513124B.Ddf Created by Independent Third Party: Yes 15349.2 185 PW 1S9 x 54 Triple CHS Insulated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLIS349 R8 C CAC APC 15350.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 01/24/2021 Design Pressure: +55/-55 Installation Instructions Other: R-PGSS FLIS349 R8 II 08-02949.odf Verified By: Luis R. Lomas, PE 62514 Created by Independent Third Party: Yes Evaluation Reports FLIS349 R8 AE 513783.Ddf Created by Independent Third Party: Yes 15349.3 185 PW Impact 72 x 72 Insulated Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No 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-LCSS, Missile Level D, wind Zone 3. Glass FL15349 R8 II 08-02948.odf consisted of 5/32" tempered exterior - spacer - 5/32" Verified By: Luis R. Lomas, PE 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 FLIS349 R8 C CAC APC 8272 Ddf Approved for use outside HVHZ: Yes FLIS349 R8 C CAC APC 6273.Ddf Impact Resistant: Yes Quality Assurance Contract Expiration Date Design Pressure: +55/-55 01/24/2021 Other: FW-R55, Missile Level D, Wind Zone 3. Glass Installation Instructions consisted of 1/8" annealed exterior - spacer - 3/32" FL15349 R8 II 08-01614B.odf annealed / 0.090 Solutia PVB / 3/32" annealed. Glass was Verified By: Luis Roberto Lomas 62S34 bedded in Pecora 896 silicone with 5/8" glass bite. Created by Independent Third Party: Yes Evaluation Reports FL15349 R8 AE 512278B.Ddf Created by Independent Third Party: Yes 15349.5 185 PW Impact 96 x 60 Insulated Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLIS349 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-LCSS, Missile Level D, Wind Zone 3. Glass FL15349 R8 11 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 FL15349 R8 AE 512277B.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: +SS/-55 Installation Instructions Other: FW-LCSS, Missile Level D, Wind Zone 3. Glass FL15349 R8 II 08-02947.Ddf http://v.vAN,.floridabuilding.org/pr/pr_app_dtl.aspx?param=,A,GEVXQwtDgtH8572gvd WIan... 9/7/2017 Florida Building Code Online Page 3 of 3 consisted of 1/8" annealed exterior - spacer - 1/8" Verified By: Luis Roberto Lomas 62514 annealed / 0.090 PVB / 1/8" annealed. Glass was bedded in Created by Independent Third Party: Yes Pecora 896 silicone with 5/8" glass bite. Evaluation Reports FL15349 R8 AE 513781.Ddf Created by Independent Third Party: Yes eatic Next Contact Us:: 2601 Blair Stone Road. Tallahassee f1 32399 Phone: 850-487.1824 The State of Florida is an AA/EE0 employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, emall addresses are public records. If you do not want your e-mail address released in response to a publK-records re0uest, 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 !mans provided may be used for official Communication with the Ihcansea. 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 clidt here . Product Approval Accepts: o®tiffi"a Credu Card Safe http://,A,ww.floridabuilding.org/pr/Prapp_dtl.aspx?param=wGEVXQwtDgtH8572gvdN flan... 9/7/2017 NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. 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 REOUIREO AT EACH ANCHOR LOCATION WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16. OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4-. 9. SHIMS SHALL BE LOCATED. APPLIED AND MADE FROM MATERIALS AND THICKNESS CAPABLE OF SUSTAINING APPLICABLE LOADS. 10. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 11. FRAME MATERIAL: EXTRUDED ALUMINUM 6063—T5. 12.•UNITS MUST BE GLAZED PER ASTM E1300-04/09. 13. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 14. FOR ANCHORING THROUGH FIN INTO WOOD FRAMING OR 2X BUCK USE #6 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. REVISIONS DESCRWMN aIc APPAWEp REVISED INSTALLATION DETAILS 06/01/15 R.L. REVISED NAME AND ADDRESS 10/27/16 R.L. 15.FOR ANCHORING THROUGH FRAME INTO WOOD FRAMING OR ZX BUCK USE 110 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 ORILUNG SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 18. ALL FASTENERS TO BE CORROSION RESISTANT. 19.INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD: MINIMUM SPECIFIC GRAVITY OF G=0.42 B. CONCRETE: MINIMUM COMPRESSIVE STRENGTH OF 2.000 PSI. C. MASONRY: HOLLOW/FILLED BLOCK PER ASTM C90 WITH Fm=2.000PSI MINIMUM. D. METAL STRUCTURE: STEEL 18GA (.0487 FY-33KSVFU-52KSI OR ALUMINUM 6063—T5 FU=30KSI .048" THICK MINIMUM 20. GEOMETRIC SHAPES ARE ALSO APPROVED. APPROVED GEOMETRIC SHAPES DIMENSIONS SHALL NOT EXCEED INSCRIBED DIMENSIONS OF APPROVED RECTANGULAR ASSEMBLY SHOWN IN SHEET 2. TABLE OF CONTENTS NO. DESCRIPTION 1 I NOTES 2 — 3 1 ELEVATIONS. CHARTS AND GLAZING DETAILS 4 — 12 1 INSTALLATION DETAILS SIGNED: 11/15/2016 MI WIND DOORS, LLC I'iooww. MaDK sTIft J• GENSEGRATZ. PA 17030 k oy5 I' *= SERIES185ALUMINUMFIXEDWINDOW73" X 72" NON —IMPACT NOTES D TAT OF F`' CORIOP• ORAMN: oRtNo. RLv 08 B SS/OI IIA1110a6``\ LUI9 R. Lomas P.E. FL No.: 62514 sr4uJ NTS 01 09/03/14 9W 17 OF 12 L ROSER70LOWSP.E 432 WOOOFORO RO LEIVISVILLE. NC 27O2J 4J46584 M Abmas&AxnMe com 72 1/2" MAX FRAME WIDTH - 6 MAX 18' MAX O.C. _I 6' MAX L 18" j MAX O.C. 71 1/2" MAX FRAME HEIGHT 0/0 REFER TO CHARTS SERIES 185 ALUMINUM FIXED WINDOW I & N2 EXTERIOR VIEW FOR NUMBER OF ANCHORS REQUIRED 72 1/2' MAX FRAME WIDTH I 6" MAX 6' MAX— rI 18" MAX O.C. 71 1/2 18 MAX MAX O.C. FRAME T HEIGHT I j j REFER TO CHARTS SERIES 185 ALUMINUM FIXED DESIGNER WINDOW 01 lit 82 EXTERIOR VIEW FOR NUMBER OF ANCHORS REOUIREO DESIGN PRESSURE RATING IMPACT RATING t60.0PSF NONE NOTES: 1. MAXIMUM O.L.O.: 69 3t4' X 68 3/I' REASIM RLV OESORPMR GATE APPROVED A REVISED INSTALLATION DETAILS 06/01/15 R.L. 8 REVISED NAME AND ADDRESS 10/27/16 R.L. CHART # # Number o/ anchors required(without Ag/d fillers/ Frame width In 21.00 30.00 36.00 IJ.00 Q.00 6.00 000 66.00 72.60 H&S amb HSS amD His amb HSS amb H65 amb H65 am0 H65 amb H65 amb H&S ambFlfti ghl 2 2 2 2 3 2 3 2 3 2 1 2 2 2 5 2 2 2 2 2 3 2 3 2 3 2 1 2 1 2 2 5 2 2 3 2 3 3 3 3 3 3 3 1 3 1 3 5 3 S 3 2 3 2 3 3 3 3 3 3 3 3 5 3 5 3 6 3 2 3 2 3 3 3 3 3 3 3 1 3 5 3 6 3 6 3 61.00 2 1 2 1 3 1 3 1 3 1 1 S 6 1 7 1 00.00 2 1 2 3 1 3 S 3 S 1 5 5 5 6 5 7 5 ii 00 2 1 1 1 2 3 5 3 5 3 6 1 6 5 6 6 6 7 6 71.60 2 5 2 S 3 5 3 6 3 6 7 5 7 6 7 7 7 CHART a2 Number of anchors required (WI1h d9ld Rlle Frame Frame width (In) Might 24.00 1 20.00 36.00 42.00 4I.00 5400 60.00 1 66.00 72.60 IMI H6S mb H6S mb H&S m6 N65 mb H&S Jamb N65 m6 H65 Jamb H&S Jamb H&S Jamb 2400 2 2 1 2 2 3 2 3 2 3 2 4 2 1 2 1 2 5 2 30,00 2 2 2 2 3 2 3 2 3 2 2 2 2 5 2 36.00 2 3 2 3 3 7 3 3 3 3 1 3 1 3 4 3 5 3 42.00 2 3 2 3 3 3 3 3 3 3 1 3 3 3 5 3 1l.00 2 3 2 3 3 3 3 3 3 3 3 A 3 1 3 5 3 54.00 2 2 3 1 3 3 1 1 1 1 1 5 1 60,00 2 1 2 4-3 3 1 3 1 5 I2 1 2 3 3 3 1 1 5 1 71.60 2 S 2 5 3 5 3 5 3 S S 1 S 1 5 5 5 SEE SHEETS 6-7 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 J.L 1 8-02357 WAX NTS — 09/03/14 1-2 OF 12 L ROBERTO LOMAS P.E. 1132 WOOOFORD RD LEWISVILLE. AC 2M23 U-6e9-0609 100nur®6hmaWWm SIGNED. 11/15/2016 LR.- L 0,,/ 04 p 4 ATE OF ; Lj O•. t` 'ZOR10'• A: Luis R. Lomas P.E. FIL No.: 62514 71 I FI HI 6 MAX 72 1/2- MAX FRAME WIDTH i— 18' MAX O.C. 18' j MAX O.C. 1/2' IAX GHTGHI j j 6' MAX REFER TO CHART #3 SERIES 185 ALUMINUM FIXED WINDOW FOR NUMBER OF EXTERIOR VIEW ANCHORS REOUIRED 72 1/2" MAX FRAME WIDTH — 6' MAX — 18' MAX O.C. 6' MAX MAX O.C. 71 1/2- MAX jFRAME HEIGHT / tEFER TO CHART #3 —___ FOR NUMBER OF SERIES 185 ALUMINUM FIXED DESIGNER WINDOW ANCHORS REOUIRED EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING t60.OPSF NONE NOTES: 1. MAXIMUM O.L.O.: 69Y4' X 68 314' RLNSIONS OESCRPMN aAtE APPRWEa REVISED INSTALLATION DETAILS 06/01/15 1 R.L. REVISED NAME AND ADDRESS 1 10/27/18 JR.L CHART RT Number of anchors (real Bninslalla8on Fame Frame wl0th (1n) Nelaht 21.00 30.00 10 42.00 4.00 U."6000 46.00 72.w In) HIS amb H6S amb H4S amb His amb INS Jamb His amb H65 amb His Jamb His Jamb 24.00 3 3 3 3 3 3 4 J 1 4 J 4 3 5 3 5 3 6 3 30.00 3 3 3 7 3 J 4 J 4 3 4 3 5 3 5 3 6 3 36.00 3 3 3 3 3 3 4 3 4 3 4 3 5 3 5 3 6 3 42.00 3 4 J 1 7 1 4 1 4 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 1 6 4 54.00 3 4 3 1 3 1 4 4 4 4 4 4 5 4 5 4 6 4 60.00 3 5 3 S 3 5 4 5 4 S 4 5 5 5 5 5 6 5 66.00 3 5 J 5 3 S 4 5 4 5 1 5 5 5 5 5 6 5 71.60 J 6 3 6 3 6 4 6 4 6 4 6 S 6 5 6 8 6 SEE SHEETS 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 k CHART 0PAW N: WC No J. L 1 08-02357 ME NTS 104TC 09/03/14 ISHM3 OF 12 L ROSERTO LOMAS P E 0432 NVOOFORO RO LEMSVILLE, AC 27023 434i66. 0609 .4bmesvNamewaA m SIGNED: 11/15/2016 to 0 6.*= A T OF O'. oFS ab, Luis R. Lomas P.E. FL No.: 62514 1/2' MIN r EDGE DISTANCE WOOD FRAMING I 1 1/4' MIN. OR 2% BUCK EMBEDMENT BY OTHERS I All 1/4' MAX. BACKER ROD SHIM SPACE APPROVED SEALANT 10 WOOD SCREW EXTERIOR INTERIOR 10 WOOD SCREW RIGID FILLER BACKER ROD do APPROVED 1/4" MAX. SEALANT SHIM SPACE WOOD FRAMING MIN. OR 2x BUCK EMBEDMENTBYOTHERS 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4" MIN. 1/4" MAX. EMBEDMENT r- SHIM SPACE 1/2" MIN EDGE DISTANCE I FINTERIOR 10 WOOD SCREW WOOD FRAMING EXTERIOR OR 2x BUCK BY OTHERS BACKER R00 APPROVED SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION METAL STRUCTURE BY OTHERS BACKER ROD APPROVED SEALANT EXTERIOR BACKER ROD - dc APPROVED SEALANT METAL STRUCTURE BY OTHERS 3/4" MIN, EDGE DISTANCE 3/4" MIN r r EDGE DISTANCE 1 1/4" MAX. 8 r SHIM SPACE 10 SMS OR SELF DRILLING SCREW INTERIOR 10 SMS OR SELF DRILLING SCREW RIGID FILLER 1/4" MAX. F SHIM SPACE IF III 3/4" MIN EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 1/4" MAX. SHIM SPACE INTERIOR A10 SMS OR SELF DRILLING SCREWS EXTERIOR METAL STRUCTURE BACKER ROD BY OTHERS do APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION REMSIONS REV OESCRIPMN MTE "WRWED A REVISED INSTALLATION DETAILS 06/01/15 RL B REVISED NAME AND ADDRESS 10/27/16 R.L. NOTES' 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH AS TM E2112 SIGNED: 1111512016 MI WINDOWS AND DOORS, LLC 0 W. MARK ET ST. GRATZ. PA 17030 9/'' GENS• s SERIES 185 ALUMINUM FIXED WINDOW 0 6 * 73" X 72" NON —IMPACT FINLESS INSTALLATION DETAILS WITHOUT FILLERS pO TATE OF F(QI:1QP•``` DRAWN- J.L. 0W0 No 08-s01E2E357 aEv/ B i iSS ONA 11 aG` aTENTS 09/03/14 4 OF 12 L ROBERTO LOMAS P.E. 14.VWOODFORDRDLEWISKEE.NC2702J Luis R. Lomas P.E. FL No.: os 4.U400-06" Abmas®Ybm v@c" CONCRETE/MASONRY BY OTHERS OPTIONAL 1 X BUCK SEE NOTES 3 — 7 SHEET 1 BACKER ROD APPROVED SEALANT EXTERIOR BACKER ROD — APPROVED SEALANT OPTIONAL IX BUCK — SEE NOTE 3 — 7 SHEET 1 CONCRETE/MASONRY -- BY OTHERS 2 1/2' MIN. EDGE DISTANCE 1 1/4" MIN. e a• • EMBEDMENT 1 /4" MAX. DTI SHIM SPACE 3/16" TAPCON INTERIOR 3/16" TAPCON 1/4" MAX. SHIM SPACE 3 I 1/4" MIN. A' EMBEDMENT 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETEAMASONRY INSTALLATION REVISIONS ' REV OESCRIPTION DATE APPROVED A REVISED INSTALLATION DETAILS 06/04/15 RL B REVISED NAME AND ADDRESS 1 10/27/16 RL. 1 1 /4" MIN. EMBEDMENT v CONCRETE/MASONRY BY OTHERS 1/4" MAX. SHIM SPACE OPTIONAL 1X BUCK SEE NOTES 3 — 7 SHEET 1 3/ 16" TAPCON INTERIOR 2 1/2" MIN. EDGE DISTANCE EXTERIOR BACKER R00 APPROVED SEALANT JAMB INSTALLATION DETAIL CONCRETEAMASONRY INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS. NOT SHOWN FOR CLARITY 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ. PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT FINLESS INSTALLATION DETAILS WITHUT FILLERS ORAW W OWf NO RI J.L. 08-02357 VALE NTS I OUE 09/03/14 1 s"EET 5 OF 12 4 ROBERTO COMAS P E. I432 WOODFORD RD LEMSVILLE. NC 27023 AN-M-0609 nbmas@sbausps cam SIGNED: 11/15/2016 GEN`4F••`P tr • aA 5 • OFt E O NA 11E G` Luis R. Lomas P.E. FL No.: 62514 WOOD FRAMING OR 2X BUCK BY OTHERS BACKER ROD do APPROVED SEALANT EXTERIOR BACKER ROD k APPROVED SEALANT WOOD FRAMING OR 2X BUCK BY OTHERS 1/2" MIN. EDGE DISTANCE 1 1/4' MIN. 1 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. EOCE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4" MIN. 1/4" MAX. EMBEDMENT r SHIM SPACE 7— I RIGID FILLER 1/2" MIN. EDGE DISTANCE INTERIOR 10 WOOD SCREW WOOD FRAMING EXTERIOR OR 2X BUCK BY OTHERS BACKER R00 k APPROVED SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION REWSIDNS REV 0MRWOOK GATE AWROVED 3/4" MIN A REVISED INSTALLATION DETAILS 06/01/15 R.L. METAL EDGE DISTANCE 0 REVISED NAME AND ADDRESS 10/27/16 R.L. STRUCTURE BY OTHERS 1/4_ MAX. IB (- SHIM SPACE RODBACKER do APPROVED RIGID FILLER SEALANT p10 SMS OR SELF DRILLING SCREW EXTERIOR INTERIOR 10 SMS OR SELF DRILLING SCREW BACKER ROD RIGID FILLER APPROVED SEALANT 1/4" MAX. SHIM SPACE METAL NOTES: STRUCTURE BY OTHERS 1, INTERIOR AND EXTERIOR FINISHES. BY OTHERS. NOT SHOWN FOR CLARITY. 3/4" MIN 2, PERIMETER AND JOINT SEALANT BY OTHERS TO BE EDGE DISTANCE DESIGNED INACCORDANCEWITHASTME2102 VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 1/4" MAX. SHIM SPACE RIGID FILLER 3MIN. INTERIOR EDGEEDDISTANCE71f10 SMS OR SELF DRILLING SCREWS METAL EXTERIOR STRUCTURE BACKER ROD BY OTHERS APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ, PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON -IMPACT FINLESS INSTALLATION DETAILS WITH RIGID FILLERS oaArm: M J. L. 08-02357 8 CAU NTS I O Tc 09/03/14 s'w 6 OF 12 L ROSERFO LOMAS P E. l M W000FORO RO LEW7SVQLE. NC 2M2J Qu- w- w Axn85@ wwlpg0vm SIGNED: 1111512016 0 La! Low* EIVSFgiP 1r• 0 6 * STATE OFF` O Luis R. Lomas P.E. FL No.: 62514 REV151OM5 ' REV OESCRWMM DATE ARPROVEO 2 1/2" MIN, A REVISEO INSTALLATION OETAILS 06/01/15 RL. EDGE DISTANCE B REVISED NAME ANO AOORESS 10/27/16 R.L. CONCRETE/MASONRY BY OTHERS 1 1/4" MIN. 1 1/4" MIN. EMBEDMENT OPTIONAL IX BUCK . . EMBEDMENTSEENOTES3 - 7 SHEET I r CONCRETE/MASONRY BACKER ROD 1/4" MAX• BY OTHERS 1/4" MAX. APPROVED SHIM SPACE SHIM SPACE SEALANT OPTIONAL 1X BUCK RIGID FILLER SEE NOTES 3 - 7 SHEET 1 RIGID FILLER 3/ 16" TAPCON o •• EXTERIOR INTERIOR 3/16" TAPCON INTERIOR 3/16" TAPCON BACKER ROD APPROVED RIGID FILLER SEALANT 1/4" MAX. 2 1/2 OPTIONAL IX BUCK SHIM SPACE MIN SEE NOTE 3 - 7 EDGE SHEET I DISTANCE EXTERIOR CONCRETE/MASONRY BACKER ROD BY OTHERS u 1 1/4" MIN. APPROVED d. EMBEDMENT SEALANT JAMB INSTALLATION DETAIL u ' • d . ' CONCRETE/MASONRY INSTALLATION 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION SIGNED: 11/15/2016 MI WIND DOORS, LLC IIi10aWw. MaDK GRATZ. PA 17030 NOTES. GENs.9+' 1. INTERIOR AND EXTERIOR FINISHES, BYOTHERS. SERIES 185 ALUMINUM FIXED WINDOW 0 5 NOT SHOWN FOR CLARITY. 73" X 72" NON -IMPACT 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE FINLESS INSTALLATION DETAILS WITH RIGID FILLERS 50, $TATEE OF DESIGNED IN ACCORDANCE WITH ASTM E2112 ORAwN: oRo Mo REv i O F•:°ZGR10;• Y7SS*;iA 1 aG`• J.L. 08 5002 357 B a1ENTS 09/03/14 7 OF 12 L R09ERrOEOMASPE. LUIS R. Lomas P.E. 1IJ2 w000FORD RD LEWISVILLE. NC 2M23 FL No.: 62514434-ma-MM d&"S@dbRuw. w. WOOD FRAMING OR 2X BUCK BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE r 1/2" MIN. I EDGE DISTANCE 1 1/4" MIN EMBEDMENT 1/4" MAX. SHIM SPACE 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 EMBEDMENTBYOTHERS 1 /2" MIN EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR ZX BUCK INSTALLATION 1 1/4" MIN. 1/4' MAX. EMBEDMENT F SHIM SPACE A1/2" MIN. EDGE OISTANC INTERIORI 1910 WOOD SCREW WOOD FRAMING EXTERIOROR2XBUCK BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION METAL STRUCTURE BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE 3/4" MIN EDGE DISTANCE A 1/4' MAX. juSHIM SPACE T 110 SMS OR SELF DRILLING SCREW EXTERIOR INTERIOR 10 SMS OR SELF DRILLING SCREW BACKER ROD & RIGID FILLER APPROVED SEALANT BEHIND FLANGE 1/4' MAX SHIM SPACE METAL STRUCTURE BY OTHERS 3/4' MIN EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 1/4" MAX. SHIM SPACE 3/4" MIN. INTERIOR EDGE DISTANCE 10 SMS OR SELF DRILLING SCREWS METAL EXTERIOR STRUCTURE BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION REVISIONS REV OESCRWW" OATS I NWROVED A REVISED INSTALLATION DETAILS 06/01/15 1 R.I. B REVISED NAME AND ADDRESS 1 10/27/16 IRL NOTES, 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ. PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT FLANGE INSTALLATION DETAILS WITHOUT FILLERS Mww• om No a J.L. 1 08-02357 V-ME NTS o"TE 09/03/14 15mw8 OF 12 L. ROSERtOLOMASP.E. IAM WOWFORD RO LEMSVRLE, AC 27= 43460-W9 Ab Wkmn VvcwR SIGNED: 11/15/2016 v •,E,ENBt•'9ii' A7QTE OFF RIa.•c'. IOWA 11 G`\ Luis R. Lomas P.E. FL No.: 62514 REWSIONS REV DESCRIPTION DATE APPROVED 2 1/2" MIN. A REVISED INSTALLATION DETAILS 06/01/15 R.L. EDGE DISTANCE B REVISED NAME AND ADDRESS 10/27/16 R.L. CONCRETE/MASONRY BY OTHERS e " 1 1/4" MIN 1 1/4" MIN. EMBEDMENT OPTIONAL IX BUCK a EMBEDMENT SEE NOTES 3 — 7 SHEET 1 v CONCRETE/MASONRY BACKER ROD do t/q" MAX, BY OTHERS 1/4" MAX. APPROVED SEALANT SHIM SPACE SHIM SPACE BEHIND FLANGE OPTIONAL 1X BUCK SEE NOTES 3 — 7 SHEET 1 3/16" TAPCON EXTERIOR INTERIOR 3/16- TAPCON INTERIOR 3/16- TAPCON BACKER ROD do APPROVED SEALANT BEHIND FLANGE OPTIONAL IX BUCK 1/4 MAX. SHIM SPACE 2 1/2' SEE NOTE 3 — 7 EOCE SHEET t DISTANCE EXTERIOR CONCRETE/MASONRY BACKER ROD do BY OTHERS a' . 1 1/4" MIN. APPROVED SEALANT a EMBEDMENT a' •; • BEHIND FLANGE JAMB INSTALLATION DETAIL e : CONCRET&WSONRYINSTALLATION 2 1/2" MIN, EDGE DISTANCE VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION SIGNED: 11/15/2016 MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. lllllll,,, S GGRATZ, PA 17030 v • E N S' •9J,% NOTES: SERIES 185 ALUMINUM FIXED WINDOW p 81 = I. INTERIOR AND EXTERIOR FINISHES, BYOTHERS, 73" X 72" NON —IMPACT NOT SHOWN FOR CLARITY, FLANGE INSTALLATION DETAILS WITHOUT FILLERS a O•• TAT OF2. PERIMETER AND JOINT SEALANT BY OTHERS TOBE DESIGNED /NACCORDANCE WITHASTME2112 i• •nOR10P• ORAwN• ORCN0. REV SSL NA1 J.L. 08-02357 a aG; 7/l/11111L10 SCAUNTSID'TE 09/03/14 ISKE9 OF 12 L ROBERTOLOWSPE Iq2 WOODFORD RO LEMSVQLE. AC 27023 LUIS R. Lomas P.E. Ur607. 0009 NwnaS@*tMveaom 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 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 1 1/4" MIN. 1/4" MAX EMBEDMENT I SHIM SPACE RIGID FILLER 1MIN EDGE o1srANc INTERIOR 1N 10 WOOD - SCREW WOOD FRAMING OR 2X BUCK EXTERIOR BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION REVISION$ REV 0ESCRVtI0N DATE APPROVED 3/ 4" MIN A REVISED INSTALLATION DETAILS 06/01/15 RL. METAL r^ EDGE DISTANCE STRUCTURE 8 REVISED NAME AND ADDRESS 10/27/16 R.I.BY OTHERS 1/4" MAX. SHIM SPACE BACKER ROD & APPROVED SEALANT RIGID FILLER BEHIND FLANGE 10 SMS OR SELF DRILLING SCREW EXTERIOR INTERIOR 10 SMS OR SELF DRILLING SCREW BACKER ROD & RIGID FILLER APPROVED SEALANT BEHIND FLANGE 1/4" MAX F SHIM SPACE NOTES, METAL 1. INTERIOR AND EXTERIOR FINISHES, BYOTHERS. STRUCTURE NOT SHOWN FOR CLARITY. BY OTHERS 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE 3/ 4" MIN I DESIGNED IN ACCORDANCE WITH ASTM E2112 EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 1/ 4" MAX. SHIM SPACE I RIGID FILLER 3/ 4" MIN. INTERIOR EDGE DISTANCE 10 SMS OR SELF DRILLING SCREWS METAL EXTERIOR STRUCTURE BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 1111512016 MI WINDOWS. DOORS, LLC650 I MARKET ft.. LIo7,i," GRATZ. PA 17030 mow•*\OENS9iP' 0 5 # SERIES 185ALUMINUMFIXEDWINDOW*• 73" X 72" NON -IMPACT FLANGE INSTALLATION DETAILS WITH RIGID FILLERS T • al OF t`s ,( OR10PDRAWN oRcNoREVJ.L. 08 2357 B P FL No.: Luis R. Lomas os P.E. 50 NTS wTE09/03/14 10 OF 12 L ROBERTO LOMAS PE 1432 NOODFORD RO LEWISVILLE. NC 27023 IJ4-M- 015109 Amo$@trbm "mm 2 1/2" MIN EDGE DISTANCE CONCRETE/MASONRY BY OTHERS •• a c 1 i/4" MIN. OPTIONAL 1X BUCK • ' •'4• EMBEDMENT SEE NOTES 3 — 7 SHEET 1 -- BACKER ROD do APPROVED SEALANT BEHIND FLANGE EXTERIOR BACKER ROD do — APPROVED SEALANT BEHIND FLANGE OPTIONAL IX BUCK — SEE NOTE 3 — 7 SHEET 1 CONCRETE/MASONRY — BY OTHERS 1 1/4" MIN. EMBEDMENT CONCRETE/MASONRY 1 4" MAX. BY OTHERS SHIM SPACE RIGID FILLER OPTIONAL IX BUCK SEE NOTES 3 — 7 SHEET 1 3/16" TAPCON INTERIOR 3/16" TAPCON 3/16" TAPCON RIGID FILLER 1 /4" MAX. SHIM SPACE 4 • 1 1/4" MIN. 4 A. EMBEDMENT 4. E •' 4 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETEAMASONRY INSTALLATION 2 1/2" MIN EDGE DISTANCE I REVISIONS ' REV DESCRIPTION DATE APPROVED A REVISED INSTALLATION DETAILS 06/01/15 RL. B REVISED NAME AND ADDRESS 1 10/27/16 R.L. v I 1/4" MAX. SHIM SPACE RIGID FILLER v . INTERIOR a EXTERIOR BACKER ROD do APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL CONCRETEAWI SONRY 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• 7NO RD J.L. 08-02357 B ME NTS I DATE 09/03/14 1 s"EEI I I OF 12 L. ROBERTO LOMAS P E 1432 WOODFORD RD LEWSVILLE, NC 27023 J•6Crf-0609 'nbms bamasxoan SIGNED: 1111512016 S 1 1111`lo7j,/// 0 5 I c ME OF . t\ OR101" iis ONA 11 a\ Luis R. Lomas P.E. FL No.: 62514 REVISIONS REV CESCRIPTIDN DATE APPROVED A REVISED INSTALLATION DETAILS 06/01/15 R.L.. APPROVED B REVISED NAME AND ADDRESS 10/27/16 R.L. SEALANT BEHIND FIN 1 1/4" MIN. EMBEDMENT f 6 WOOD W000 SCREW FRAMING BY OTHERS i t/aMAX. F SHIM SPACE WOOD FRAMING 1/ 4- MAX 3/ 8" MIN BY OTHERS SHIM SPACE EDGE DISTANCE p6 WOOD INTERIOR SCCREWREWINTERIOR EXTERIOR 1 1/4- MIN. EMBEDMENT NOTES. 1 / 4" MAX 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS. r SHIM SPACE APPROVED NOT SHOWN FOR CLARITY SEALANT 2. PERIMETER AND JOINT SEALANT BY OTHERS TO SE BEHIND FIN EXTERIOR DESIGNED INACCORDANCE WITHASTM E2112 oml0 3/8- MIN 3/ 8" MIN EDGE DISTANCE EDGE DISTANCE N6 WOOD W000 JAMB INSTALLATION DETAIL SCREW FRAMING WOOD FRAMING OR 2X BUCK INSTALLATION t APPROVED 1 1/4- MIN. BY OTHERS SEALANT EMBEDMENT BEHIND FIN VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ, PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT FIN INSTALLATION DETAILS ORAW J. L. 08-02357 SCALE NTS I O"E 09/03/14 1 SKET 12 OF 12 L. ROBERTO LOMAS P E. 1432 WOODFORD RD LEWISKLE. MC 27023 434-M- 0609 A70MRSOMMnMemm SIGNED: 1111512016 R ILIO" y i'/i A T OF ;• REV %°S: coR a B s/ONA 11E Luis R. Lomas P.E. FL No.: 62514 Florida Building Code Online Page 1 of 3 scis Horne I Login I User Registration I Hot Topic I Submit surcharge I statS & Facts { Publications I FBc stall I BCIS site Map I Links I search I 70f11 0s, Product Approval c amp lle USER: PVDht User th'x6F = Product Approval Menu > Product or ApolicaUon Search > Application List > Application Detall FL # FL15353-R2 Application Type Revision Code Version 2014 Application Status Approved Comments Archived D Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Mullions Compliance Method Evaluation Report from a Florida Registered, Architect or a Licensed Florida Professional Engineer 0 Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Luis R Lomas, PE the Evaluation Report Florida License PE-62514 Quality Assurance Entity National Accreditation & Management Institute Quality Assurance Contract Expiration Date 12/31/2017 Validated By Steven M. Urich, PE 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 1710.5.3 Method 2 Option B http://www.tloridabuilding.orglpr/pr app_dtl.aspx?param=wGEVXQwtDgtH8572gvdWIS... 9/7/2017 Florida Building Code Online Page 2 of 3 Date Submitted 06/15/2015 Date Validated 06/15/2015 Date Pending FBC Approval 06/21/2015 Date Approved 08/19/2015 Summary of Products FL Model, Number or Name Description 15353.1 5764 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 Il 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 FL35353 R2 II 08-01439A.odf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R2 AE 512063A.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 II 08-01449A.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R2 AE 512073A.Ddf span: 104-1/4" Created by Independent Third Party: Yes 15353.4 5765 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 Il 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 II 08-01442A.odf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R2 AE 512066A.odf length - 83". Created by Independent Third Party: Yes 15353.E 1 CM-18520 I Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 11 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 Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 11 08-01452A.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 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.odf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 http://,,Arww.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvd WI S... 9/7/2017 Florida Building Code Online Page 3 of 3 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R2 AE 512067A.Ddf span - 83" Created by Independent Third Party: Yes 15353.4 CM-18532 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS353 R2 II 08-01453A.odf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size - 52-1/8" x 84". Max mullion FLIS353 R2 AE 512077A.Ddf span - 104-1/4" Created by Independent Third Party: Yes 15353.10 CM-18533 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 II 08-01444A.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 512068A.Ddf span: 83" Created by Independent Third Party: Yes 15353.11 CM-18534 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 II 08-01454A.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R2 AE 512078A.Ddf span: 104-1/4". Created by Independent Third Party: Yes Back Heat Contact Us :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: 8SO-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 low, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395. "Pursuant to Section 455.275(I), 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 dock here. Product Approval Accepts: Credit Czrd Safe http://www. floridabuil ding. org/pr/pr_app_dtl . aspx?param=wGEVX QwtDgtH 8 5 72gvd WI S... 9/7/2017 NOTES: 1) THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE. 2) WOOD FRAMING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3) ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 4) APPROVED IMPACT PROTECTIVE SYSTEM IS NOT REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS UP TO WIND ZONE 3. 5) DESIGN PRESSURE AND INSTALLATION DETAILS SHOWN IN THIS DOCUMENT APPLY ONLY TO MULLION. WINDOWS MUST BE APPROVED UNDER SEPARATE APPROVAL. 6) SINGLE WINDOWS TO BE MULLED ARE NOT LIMITED TO THOSE SHOWN IN THIS DRAWING WINDOWS MUST BE MANUFACTURED BY MI WINDOWS AND DOORS, INC. 7) DESIGN PRESSURE OF MULLED UNIT SHALL BE CONTROLLED BY THE LESSER DESIGN PRESSURE OF THE MULLION OR THE INDIVIDUAL WINDOW OR DOOR UNIT. 8) UNITS MAY BE MULLED TOGETHER INDEFINITELY AS LONG AS SINGLE UNIT WIDTH AND HEIGHT ARE NOT EXCEEDED AND MULLION IS ANCHORED AS SHOWN HEREIN. 9) MULLION VERTICAL INSTALLATION IS SHOWN, MULLION MAY BE USED IN HORIZONTAL APPLICATIONS AS LONG AS DIMENSIONS INDICATED HEREIN ARE NOT EXCEEDED AND MULLION IS ANCHORED ACCORDING TO THIS DOCUMENT. DESIGN PRESSURE TABLE INSTRUCTIONS: 1) DEFINE REOUIRED 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 I. TRIBUTARY WIDTH = WI + W2 2 REVISIONS REV I OESCRUMON WIE APPROVED A I REVISEO INSTALLATION DETAILS 06/10/15 R.L. ANCHORING NOTES: 1) FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREW WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM EMBEDMENT. LOCATE ANCHORS AS SHOWN IN INSTALLATION DETAILS SHEET 3. 2) FOR ANCHORING INTO CONCRETE USE 1/4" TAPCON WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN INSTALLATION DETAILS SHEET 4. 3) ALL FASTENERS TO BE CORROSION RESISTANT. 4) INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS, AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD - MINIMUM SPECIFIC GRAVITY OF G=0.42 B. CONCRETE - MINIMUM COMPRESSIVE STRENGTH OF 3.200 PSI. C. MASONRY - STRENGTH CONFORMANCE TO ASTM C-90, GRADE N. TYPE 1 (OR GREATER). 5) TO ATTACH MULLION TO CLIP USE (4) #10 x 1 1/4' SELF DRILLING SCREWS PER CLIP. SCREWS MUST BE FIELD INSTALLED HOLES FOR SCREWS ARE NOT PRE -DRILLED BY MANUFACTURER. TABLE OF CONTENTS SHEET NO. DESCRIPTION NOTES CONFIGURATIONS AND DP CHART INSTALLATION DETAILS MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 5764 - VERTICAL MULLION 83" MULLION SPAN GENERAL NOTES DRAWN. ONO NO V.L. 08-01439 3cftE NTS O"E 01/I1/12 ISMEETI OF 3 SIGNED: 0611112015 O v••pElVs'9iP I o TE OF ; Qz O r 107 3/8" COMBINED WIDTH WI-irW2+ BY 1 1 FRAME HEIGHT WINDOW WINDOW MULLION SPAN) I L---Ji 107 3/8" COMBINED WIDTH W1 -Ir W2 83" FRAME LIN HEIGHT WINDOW MULLION SPAN) 1 ! 11 107 3/8" -] COMBINED WIDTH W1 -I W2 83"1 1 WINDOW 1 FRAME HEIGHT WINOOK WINDO MULLION J SPAN) 1 1 1 W, I W2 107 3/8' COMBINED WIDTH Desian Dressure rating (Dst) I Mullion span (in) Tributary 18.13 25.50 width (In) 36.00 42.00 40.00 52.13 25.00 1300 130.0 130.0 130.0 1300 130.0 37.38 1300 1300 1272 127.0 1270 127.0 49.63 1207 94.3 779 738 72.1 72.0 62.00 71.0 52.2 397 359 33.4 32.3 65.63 59.6 43.7 33.0 296 27.4 1 26.3 72.00 44.9 32.7 24.4 21.8 19.9 19.0 84.00 28.1 20.3 15.0 13.2 11.9 11.3 LARGE AND SMALL MISSILE IMPACT, LEVEL 0. WINO ZONE 3 DIMENSIONS IN CHART ARE FRAME DIMENSIONS AND DO NOT INCLUDE FLANGE. 107 3/8' COMBINED WIDTH WI -I[ - W2 83"LFRAME LOW - MULLION SPAN) ` ! 107 3/11" COMBINED WIDTH W2 ` 83" I 1 WINDOW / FRAME HEIGHT WINDOJ141NDOW MULLION SPAN)1 1 1 W1 L W2 107 3/8" COMBINED WIDTH RED I DESCRiPnOR WE APPROVED A I REVISED INSTALLATION DETAILS 06/10/15 R.L. 107 3/8' COMBINED WIDTHF_ Wt W2 BY 1WINDO 1 WNDOW 1 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 Uesign pressure rating (psq with reDar option Mullion span (in) Tributary 16.13 25.50 width (in) 36.00 42.00 48.00 25.00 1300 130.0 130.0 130.0 1300 37.38 130.9 130.0 127.2 127.0 127.0 49.63 120.7 94.3 77.9 73.8 72.1 N35.3 62.00 92.4 70.0 533 48.1 44.8 65.63 00.0 58.6 442 39.7 36.7 72.00 60.3 43.9 32.8 292 26.7 84.00 1 37.7 27.3 1 20.1 1 17.7 1 16.01 15.1 URGE AND SMALL MISSILE IMPACT. LEVEL D, WIND ZONE DIMENSIONS IN CHART ARE FRAME DIMENSIONS AND 00 NOT INCLUDE FLANGE. WI -1I- i1073/8" COMBINED WIDTH MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ. PA 17030-0370 5764 - VERTICAL MULLION 83" MULLION SPAN APPROVED CONFIGURATIONS AND RATING CHARTS V.L. 1 08-01439 scuF NTS ` 01/11/12 s"EET2 OF 3 SIGNED: 0611112015 4 i JIi1 1rJr- - 1.11 2 1/2" MIN EDGE DISTANCE MASONRY/CONCRETE BY OTHERS 1 1/4" MIN. EMBEDMENT 1 /4" TAPCON SECT5796 CUP OPTIONAL REBAR SECT5764 MULLION MT000022 CLIP 10 WOOD SCREW I 1 3/8" MIN. EMBEDMENT WOOD FRAMING/ 1 /2" MIN. 2X BUCK EDGE BY OTHERS DISTANCE VERTICAL CROSS SECTION MASONRYXONCRETE AND WOOD FRAMING INSTALLATION NOTE: CLIPS MAY BE USED IN MASONRY/CONCRETE OR WOOD FRAMING SUBSTRATE. 3.261 " 1 1.375" 3 250" 4.000" REVISRINS OCWJWMN WEE PPRWEO REVISEO INSTALLATION DEfA1LS 06/10/1$ IRL 3.750' 1.000' 0.375" 0.422" 2.032" 2.875" 0.843' SECT5796 CLIP \- 2X 00 210" FOR CONCRETE INSTALLATION ALUMINUM 6063-T5.125' THICK MT000022 CLIP 160A (0637 GALVANIZED STEEL 3.750" 2.189" 1.030 0.375" 2.140" —I 1.125" 843' 0 1.562I 2X 00.210" SECT5764 MULLION ALUMINUM 600545.125' THICK 1.562" O f-- 0.688" SECT5796 CLIP FOR WOOD FRAMING INSTALLATION ALUMINUM 6063-T5.125' THICK 1.531" n--L SIGNED: 0611112015 MI WINDOWS AND DOORSrEBAL1L111111,i 16G (062)GALVANIZEDSTEEL 650 WEST MARKET STREET GRATZ. PA 17030-0370 J\? . •..d1,9// GENT* 5764 - VERTICAL MULLION 5 83" MULLION SPAN 9ATINSTALLATIONDETAILSANDCOMPONENTSO OF t'c ORAWN: an No. REV i/5.40R0. e,--, V.. 08-0011439 A La E NTS01/11/12 3 OF 3 Florida Building Code Online Page 1 of 3 it lt[I . Frofessional, RecW]6fioinI 1 FF,.t" SCIS Home I Log In User Regtstrabon I Hot Topics Submit Surcharge Stats 8 Facts i Publications Fac start SCIS Site Map Links Search j rl() Product Approval u+.+ USER: Public User ttr°r'e' Product Approval Menu > ProduR or ADDlicauon Search > Application List > Application Detall FL # 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 Ei 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. Validation Checklist - Hardcopy Received Certificate of Independence FL13223 R3 CO) RIO - Certificate of IndeDendence.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 Enuiv ASTM C1186 Equivalency Signed.Ddf http://www. f]oridabuilding.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 08/17/201S Date Validated 08/26/2015 Date Pending FBC Approval 09/07/2015 Date Approved 10/16/2015 Date Revised 08/09/2017 FL n Model, Number or Name Description 13223.1 Cempanel Siding fiber -cement panel siding Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: N/A Other: For use Inside a HVHZ install in accordance with NOA 15-0122.04 Installation Instructions FL13223 R3 11 ER RIO-2556-15 Panel metal-wood.odf FL13223 R3 11 ER RIO-2578-15 Panel to Furrino.Ddf FL13223 R3 11 Install Cempanel Sidino.odf FL13223 R3 II NOA 15-0122.04.0f Verified By: Intertek Testing Services NA Ltd. Created by Independent Third Party: No Evaluation Reports FL13223 R3 AE ER RIO-2556-15 Panel metal-wood.odf FL13223 R3 AE ER RIO-2578-15 Panel to Furrino.odf FL13223 R3 AE NOA 15.0122.04.Ddf Created by Independent Third Party: Yes 13223.2 HardiePanel Siding fiber -cement panel siding Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL13223 R3 Il ER RIO-2556-15 Panel metal-wood.odf FL13223 R3 11 ER RIO-2578-15 Panel to Furrina.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: Yes FL13223 R3 II Install HardiePanel Sidino.Ddf Design Pressure: N/A FL13223 R3 11 NOA 15-0122.04.pdf Other: For use inside a HVHZ install in accordance with Verified By: Intertek Testing Services NA Ltd. NOA 15-0122.04. Created by Independent Third Party: No Evaluation Reports FL13223 R3 AE ER RIO-2556-15 Panel metal-wood.Ddf FL13223 R3 AE ER RIO-2578-15 Panel to Furrinci.Ddf FL13223 R3 AE NOA 15-0122.04.Ddf Created by Independent Third Party: Yes 13223.3 Prevail Panel Siding fiber -cement panel siding Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL13223 R3 II ER RIO-2555-15 Panel metal-wood.Ddf Approved for use outside HVHZ: Yes FL13223 R3 11 ER RIO-2578-15 Panel to Furrino.pdf Impact Resistant: N/A FL13223 R3 II Install Prevail Panel Sidino.odf Design Pressure: N/A FL13223 R3 Il NOA 15-0122.04.odf Other: For use inside a HVHZ install in accordance with Verified By: Intertek Testing Services NA Ltd. NOA 15-0122,04. Created by Independent Third Party: No Evaluation Reports FL13223 R3 AE ER RIO-2556-15 Panel metal-wood.odf FL13223 R3 AE ER RIO-2578.15 Panel to Furrina.pdf FL13223 R3 AE NOA 15-0122.04.pdf Created by Independent Third Party: Yes Badt Nett Contact Us .: 2601 Blau Stone Road. Tallahassee FL 32399 Phone: B50-487.1824 The State of Florida is an AA/EEO employer Copyright 2007.2013 State of Florida.:. Privacy Statement : • Accessibility Statement :: Refund Statement Under Florida raw, email addresses are public records. 11 you do not went your e-mall address released in response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional 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 emells provided may be used for official communication with the licensee However email addresses are public record. If you do not wish to supply a personal address, Please provide the Department with an email address which can be made available to the public To determine If you are a licensee under Chapter 455, F.S., please click here Product Approval Accepts: 0 ER D http://www. floridabuilding. org/pr/pr_app_dti. aspx?param=wGEVXQwtDgvRk6bsvZ66FC... 9/7/2017 Florida Building Code Online Page 3 of 3 Credit Card Safe http://www. flon dabuilding.org/prlpr_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 1B, 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 I.OGAWA ASSOCIATES, INC. 16835 ALGONOUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714=8474595 FAX PROJECT: RIO-2556-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com EVALUATION SUBJECT HardiePanel® Siding James Hardie Product Trade Names covered in this evaluation: HardiePaneW Siding, Cempane* Siding, Prevail- Panel Siding EVALUATION SCOPE: ASCE 7-10 2014 Ronda Building Code 2012 International Building Code® EVALUATION PURPOSE: This analysis is to determine the maximum design 3-second gust wind speed to be resisted by an assembly of HardiePanel (Cempanel. Prevail Panel) siding fastened to wood or metal framing with nabs or screws. REFERENCE REPORTS: i. 'Intertek Report 3067913 (ASTM C1186) Material properties HardiePanel Siding 2. Ramtech Laboratories Report IC-1270-94 (ASTM E330) Transverse Load Test, 5116" Thick by 48 Inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 16 inches on center with a 6d common galvanized nail 3. Ramlech Laboratories Report I0-1271-94 (ASTM E330) Transverse load Test, 5116' Thick by 48 Inch wide HardiePanel Siding Installed on 2X4 Hem -Fir wood studs spaced at 24 Indies orr center with a 6d common galvanized nail 4. Ramtech Laboratories, Inc. Report 10868-97/1475 (ASTM E330) Transverse Load Test, 5/16' Thick by 48 inch wide HardiePanel Siding installed on ZX4 Group III SG=0.36 wood studs spaced at 16 inches on center with a 4d, 0.091 inch shank by 0225 inch head diameter by 1.5 inch brig ring shank nail 5. Ramtech Laboratories, Report IC-1054-89 (ASTM E330) Transverse Load Test, 114" Thick by 48 inch wide HardiePanel Siding installed on 209auge Metal studs spaced at 16 inches on center with a No 6 X 1 in long X 0.323 In head diameter ribbed bugle head screw 6. Ramtech Laboratories, Report IC-1055-89 (ASTM E330) Transverse Load Test. 1/4' Thick by 48 inch wide HardiePanel Siding installed on 209auge Metal studs spaced at 24 inches on center with a No 8 X 1 in. long X 0.323 in head diameter ribbed bugle head screw 7. Ramlech Laboratories, Report 11149-98/1554d (ASTM E330) Transverse Load Test, 1/4'Thick by 46 Inch wide HardiePanel Siding installed on 20gauge Metal studs spaced at 16 and 24 inches on center with a ET&F 0.100 in. knurled shank X 1.5 in. long X 0.25 in. head diameter pin fastener 8. Ramtech Laboratories Report IC-1273-94 (ASTM E72) Racking Shear Test, 5/16' Thick by 48 inch wide HardieParrel Siding installed on 2X4 Hem -Fir wood studs spaced at 16 inches on center with a 6d common galvanized nail 9. Ramtech Laboratories Report IC-1274-94 (ASTM E72) Racking Shear Test. 5/16' Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fs wood studs spaced at 24 inches on corder with a 6d common galvanized nail 10. Ramlech Laboratories, Inc. Report 10868-97/1475 (ASTM E72) Racking Shear Test, 5/16' Thick by 48 inch wide HardiePanel Siding installed on 2X4 Group III SG-0.36 wood studs spaced at 16 inches on center with a 4d, 0.091 inch shank by 0.225 inch head diameter by 1.5 inch long ring shank nail 11. Ramlech Laboratories Report IC-1057-89 (ASTM E72) Racking Shear Test, 5/16"Thick by 48 inch wide.HarcriePanel Siding installed on ZX4 Hem -Fir wood studs spaced at 16 and 24 inches on center with a No 6 X 1 in. long X 0.323 in head diameter ribbed bugle head screw 12. Ramdech Laboratories Report 11264-99/1580 (ASTM E72) Racking Shear Test, 5/16' Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 16 and 24 inches on carder with a ET&F 0.100 in. knurled shank X 1.5 in. long X 025 in. head diameter pin fastener Q :••pt1Fl;••"4 24121--) JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com TEST RESULTS: Table 1a. Results of Transverse Load Testing RONALD 1. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2556-15 Fastener Spacing n_ 1 Allowable Frame Ultimate Design Thickness Width Spacing Perimeter Field Load Load' Report Number Test Agency m.) in.) Frame T in.) Supports Supports Fastener T PSF) PSF IC-1270.94 Ramtech 0.3125 48 2X4 wood Hem -Fir 16 6 6 6d common 149 49.7 IC-1270-94 Ramiech 0.3125 48 2X4 wood Hem -Fir 16 4 4 6d common 236 78.7 IC.1271-94 Ramtech 0 3M 48 2X4 wood Hem -Fir 24 6 6 6d common 94 31.3 IC-1271-94 Ramtech I 0.3125 48 1 ZX4 wood Hem -Fir 24 1 4 4 1 6d common 143 1 47.7 10868-9711475 Ramiseh 0.3i25 48 2X4 wood, SG 2 0.36 16 4 8 4d. 0.091 in. strenk X 0225 in 90 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 1.375 in motel stud 16 6 6 head diameter ribbed bugle 169.9 56.6 head screw Min. No, 2D gauge X 3,625 bu X Min No 8 X 1 in. big X 0.323 inIG105589Ramtech0.25 a8 1,375 in metal stud 24 6 6 head diameter ribbed bugle 91.9 30.6 head screw Min. No. 20 gauge X 3.625 In. X ETdF 0.100 in. knurled shank X 11149 98/1554d Ramtech 0.3125 48 1.375 In metal stud 24 4 8 1.5 in. king X 025 ci. head 170 56.7 diameter pin fastener Min. No. 20 gauge X 3:625 in X shankETBF0.100 In. knurled shaX 11149 98/1554d Ramledi 0.3125 48 1. 375 in metal stud 18 4 8 1.5 in. long X 0.25 in head 101 33.7 diameter pin fastener i. runowaoie Loan is trio vitenaie Joao ovioeo oy a rector on sareiy or J. 2. HardieParhel Siding complies with ASTM Cl186, Standard Spoe ficafionfor Grade If„ Type A Nonasbesfos FibenCeme nt Flat Sheers. Table 1b, Shear Values Allowable Loads In Pounds Per Lineal Foot for Panel Shear Walls" Fastener Spacing in, t Frame Ultimate Allowable Thickness Width Spacing Perimeter Field Loads Loads Report Number Test Agency in.) fin.) Frame T in.) Supoorts Supports Fastener T IC- 1273-94 Remtech 0.3125 48 ZX4 wood Hem -Fir 16 6 6 Sd common 603.8 201.3 IC- 1273.94 Ramtech 0.3125 48 2X4 wood Hem -Fir 16 4 4 6d common 698.8 232.9 IC- 1274-94 Ramtech 0.3125 48 ZX4 wood Hem -Fir 24 6 6 6d common 460.0 153.3 141274. 94 Remtech 0.3125 48 ZX4 wood Hem -Fir 24 4 4 6d common 637.5 212.5 10868- 97n475 Ramtech 0.3125 48 2X4 wood, SG t 0.38 16 4 8 4d. 0.091 in, shank X 0.225 in. 595A 198 5 HDXi.5 in. " ring shank nag Min. No. 20 gauge X 3.625 in. X Min No 8 X 1 In. king X 0.323 kin IC- 1057-89 Ramtech D.25 48 1375 in metal stud 16 8; 24 6 6 head diameter ribbed bugle 990.0 123.8 head screw Min. No. 20 gauge X 3.625 in. X ETBF 0.100 in. knurled shank X 11284 99/1580' Ramtech 0.3125 4B 1. 375 in metal stud 16 4 8 1.5 in. long X 025 in. head 1227.0 1514 diameter pin fastener Min No. 20 gauge X 3.625 in. X r8 ETdF 0.100 in knurled shank X 11284- 99/1580 Ramtech 0.3125 48 1. 375 in metal stud 24 4 1.5 it. long X 0.25 in head 1060.0 132.5 diameter pin fastener 1., All board edges shall be supported by framing. Panels shall be applied with the long dimension either parallel or perpendicular to studs. 2. The maximum height -to -length ratio for construction in this Table is 2:1. 3. In the steel framed assemblies the allowable bad is based on the average load at 118 Inch net deflection. IFI Cq .1 24121- i 1 RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 7144847-4595 FAX PROJECT: RIO-2556-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888.542-7343 info@jameshardie.com DESIGN'WIND LOAD PROCEDURES: Fiber -cement sidirg transverse bad capacity (wind bad capacity) is determined via compliance testing to transverse load national test standards. Via the transverse load lesting an allowable design bad 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 loads on fiber -cement siding correlate direly to required design pressures for Allowable Stress Design, and therefore should be used with combination loading equations for Allowable Stress Design DASD). By using the combination loading equations for Allowable Stress Design (ASD), the tested allowable design loads for fiber -cement siding are aligned with the Hind speed requirements in ASCE 7- 10 Figure 26 5.1A, Figure 26.5.1 B, and Figure 26.5.1 C. For this analysis, to calculate the pressures in Tables 3, 4, and 5, the bad combination will be in accordance with ASCE 7.10 Section 2.4 combining nominal loads using allowable stress design, bad combination 7. Load combination 7 uses a load factor of 0.6 applied to the wind velocity pressure. Equation 1, q,=0.00256'K,'Kn' -O Equation 2, ref. ASCE 7-10 equation 30.3.1) q, , velocity pressure at height z K, , velocity pressure exposure coefficiem evaluated at height z Ka , topographic factor V4 . wind directionality factor V , basic wind speed (3-second gust MPH) as determined from [2012 IBC. 2014 FBC) Figures 1609A. B. or C; ASCE 7-10 Figures 26.5.1A, B, or C V=V,a (rol. 2012 IBC & 2014 F8C Soction 16021 definition) V u , ultimate design wind speeds (3-second gust MPH) determined from [2012 IBC. 2014 FBC) Figures 1609A, B, or C; ASCE 7.10 Figures 26.5.1A, S. or C Equation 3, p=q,•(GC,-Gcp) (ml.. ASCE 7-10 equation 30.6.1) GC, , product of extemal pressure coefficient and gust -effect factor GCy , product of internal pressure coefficient and gust -effect factor p , design pressure (PSF) for siding (allowable design bad for siding) To determine design pressure. substitute q, into Equation 3. Equation 4, p=0.00256'K,9Ca'K,'Vi " GC, -GC,) Allowable Stress Design, ASCE 7-10 Section 2.4.1, load combination 7 Equation 5, 0.61) + 0.6W (ref. ASCE 7-10 Section 2.4.1. load combination 71 D , dead bad W , wind bad To determine the Allowable Stress Design Pressure, aptly the load factor for W (wind) from Equation 4 to p (design pressure) determined from equation 4 Equation 6, P. = 0.61p) Equation 7, per,, = 0.6'10.00256'K; Kn9Ca`V."(GC,-GCy)) Equation 7 is used to populate Table 3, 4, and 5. To determine the allowable ultimate basic wind speed for Hardle.Siding m Table 6, solve Equation 7 for V e, Equation 8, V,a = (p.d0.6'0.00256'K.* Ka'K,'(GCr-GCy))as Applicable to melhods specified in Exceptions 1 through 3 of 12012 IBC, 2014 FBC) Section 1609.1.1., to determine the allowable nominal design wind speed'(Vasd) for Hardie Siding in Table a apply the conversion formula below, Equation 9, V.4 = Va • (0.6)" (rot. 201219C 6 2014 FBC Section 1609.11) Vn, . Nominal design wind speed (3-second gust mph) (rof. 2012 IBC d 2014 FBC Section 1602.1) Table 2, Coefficients and Constants used in Determining V and p, K. Wall Zone 5 Height (it) Exp B Exp C Exp D K. K0 GC GC 0.15 0.7 0.85 103 hs60 1 0.85 1.4 018 20 0.7 0.9 108 1 0.85 1.4 018 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 1 085 1.4 0.18 45 0,785 1,065 1 1,245 1 OJ35 1.4 0.18 50 0.81 1.09 1.27 1 O.Bs 1.4 0.18 55 0.83 1.11 1.29 1 O.BS 1.4 0.18 60 0.85 1.13 1.31 1 0.85 1A 0.18 100 0.99 126 143 ti>601 1 1 0.85 1.8 018 0GAk;,4 aiIncq '9 STATE cLo R fl nurul t N'r- RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-8474595 FAX PROJECT: RIO-2556-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 inio@jameshardie.com Table 3, Allowable Stress Design . Component and Cladding (CdC) Pressures (PSF)'to be Resisted at Various Wind Speeds .'Wind Exposure Category B. Wind S 3-secondgust) 100 105 110 115 120 130 140 150 160 1 170 160 19D 200 210 Height (R) B B e B B B B B B B B B B B 0-15 14.4 15.9 17.5 19.1 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 63.7 20 14.4 15.9 17.5 19.1 20.8 24A 28.3 32.5 37.0 41.7 46.8 521 57.8 6&7 25 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 30 14.4 15.9 17.5 19.1 20.8 24A 28.3 32.5 37.0 41.7 46.8 52.1 57.8 63.7 35 15.1 16.6 18.2 19.9 21.7 25.4 29.5 33.9 38.6 43.5 48.8 54.4 60.2 66.4 40 1 -15.7 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 16.2 17.9 19,6 21A 213 27.4 31.7 364 41.5 46.8 52.5 58.5 64.8 71.4 50 16.7 18.4 20.2 22.1 24.1 282 32.7 37.6 428 48.3 54.1 60.3 66.8 73.7 55 17.1 18.9 20.7 22.6 24 7 28.9 33.6 38.5 43.8 49.5 55.5 61.8 68.5 75.5 tou 100 2B 31.0 33.8 36.9 3.3 2 57.6 65. 4. 2.9 924 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 12D 130 140 15D 160 170 180 19D 200 210 Hihtft c C C C C C C c c C C c c C 0.15 17.5 19.3 21.2 23.2 25.2 29.6 34.4 39.5 44.9 50.7 56.8 63.3 70.1 77.3 20 18.6 20Z 22.5 24.6 26.7 31.4 36.4 41.8 47.5 53.7 60.2 67.0 74.3 81.9 25 19.4 21A 23.5 25.6 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.6 85.5 30 202 22.3 24.5 26.7 29.1 342 39.6 45S 51.8 58.4 65.5 73.0 30.9 89.2 35 20.8 23.0 25.2 27.6 30.0 35.2 40.8 46.9 53.3 60.2 675 75.2 53.3 91.9 40 21.5 Z3.7 26.0 28.4 30.9 36.3 42.0 48.3 54.9 620 69.5 77.4 85.8 94.6 45 22.0 24.2 26.6 29.1 31.6 37.1 43.1 49A 56.2 63.5 71.2 79.3 87.9 96.9 50 22.5 24.8 27.2 29.7 3 .4 3B.0 44.1 50.6 57.6 65.0 72.9 12 89.9 992 55 22.9 252 27.7 30.3 33.0 38.7 44.9 51.5 58.6 66.2 742 827 91.B 101.0 100 32.6 35.9 39.4 43.1 46.9 55.0 63.8 73 3 83 d J4.1 105.5 117.8 130.3 143.8 Table 5, Allowable Stress Design - Component and Cladding (CBC) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category D. Wind Speed 3-secondgust) t00 105 110 115 12D 130 140 150 160 170 180 19D 200 21D Height (ft) D D D D D D D D D D D D D D 0.15 21.2 23.4 725.7 28.1 30.6 35.9 41.6 47.8 54.4 61.4 68.8 76.7 85.0 93.7 20 22.3 24.6 27.0 29.5 32.1 37.7 43.7 50.1 57.0 64.4 72.2 8D.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 86.4 95.7 105.5 35 24.5 27.1 29.7 325 35.3 41.5 48.1 55.2 628 70.9 79.5 88.6 98.2 A08.3 40 25.2 27.7 1 -30.5 33.3 36.2 42.5 49.3 56.6 64.4 72.7 814 90.9 100.7 111.0 45 25.7 28 3 31.1 34.0 37.0 43.4 50.3 57.8 65.7 74,2 83.2 927 26.2 28.9 31.7 34.6 37.7 4.3 51.3 58.9 67.1 75.7 84.9 94.6 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 M7- 113.35D bu 100 3 .0 40.8 44. 48.9 2 2.5 72.5 83.2 94.6 106.8 119.8 133.4 t47.9 163.0 Tables 3, 4, and 5 are based on ASCE 7.10 and consistent with the 2012 IBC, 2012 IRC and the 2074 Flonda BuiWmg Code P•G AT 1 FlC,gT 24i2 1 csTERED f' RONALD 1. OGAWA ASSOCIATES, INC. 16835 ALGONOUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-8474595 FAX PROJECT: RIO-2556-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-MB-542-7343 lnfo@jameshard,lo.com z Table 6, Allowable Wind Speed (mph) for HardiePanel Siding (Analytical Method in ASCE 7-10 Chapter 30 C8C Part 1 and Part 3)e \`10GCPS1FI '9 2072 IBC, 2074 FBC 2012 IBC, 2014 FBC n ,t2412 J' s : STRTE F vjRIDGP`,G 1. ile, FRED L`` • 1/t!1(11111 111U»VZ ` CceMiclems used In Table 6 calculations nor V. AJ wable, Ultimate Design Wind, Speed, V.• 3-second gust mph) Allowable, Nominal Design Wind, Speed, 3-second gust mph) seeded n f20tm 21Bs 2014 FBCJ Sectionspecified 16D9.1.1. as detemdrrod 12012IBC. 2014 FBC] Figures 160K B. or C. AppllwWeto rrotlgd5 in Exceptions 1 m20ro4 3 of 12012ISC 160C) Se Wind exposure category Wtnd exposure category Siding K, Product Product Thickness n' nehes) Width inches) Fastener Type Fastener Spacing Frame Type Stud Spacing in ches) Building Heights' legit) B C D B C D Allowable Design Load PSF) Ezp B Exp C Em D K. w GC, GC., HardiePanel& 6/16 48 60 common 6 2X4 wood Hem - Fir 16 0. 15 186 168 153 144 130 118 49.7 0.7 0.85 1.03 hs60 1 0,85 1.4 0,18 20 186 164 149 144 127 116 49.7 0.7 0.9 1.08 1 0.85 1.4 0.18 25 186 160 147 144 124 114 49.7 0.7 0.94 IA2 1.4 0.18 30 186 157 144 1" 121 112 42.7 0.7 0.98 1.16 1.4 0.16 35 182 154 142 141 120 110 49.7 0.73 1.01r129 t, 4 0.18 40 178 152 141 138 118 109 49J 0.76 1.04 1.4 0,18 45 175 150 139 136 117 108 49.7 0.785 1.065 110S5 1.4 0.18 50 172 149 138 134 115 107 49.7 0.81 1.09 1.4 0.18 55 170 147 137 132 114 106 49.7 0.83 1.11 1.4 018 60 168 146 136 130 113 105 49.7 045 1.13 1.4 O.te 100 139 124 116 108 96 90 49.7 0.99 126h>80 1 0.85 1.8 0.10 HardiePanel® 5116 48 Sd common 4 2X4 wood Heuer 16 0. 15 233 212 192 181 164 149 78.7 0.7 0.85 103 hS60 1 0.85 1.4 0.18 20 233 206 168 181 159 146 78.7 0.7 0.9 1.0e 1 085 1.4 0,16 25 233 201 185 161 156 143 78.7 0.7 0.94 1.12 1 0.85 1.4 0.18 3D 233 197 181 181 153 140 78.7 0.7 0.98 1.16 1 0.85 14 0.18 35 229 194 179 177 151 139 78.7 0.73 1.01 1.18 1 0.85 1.4 018 40 224 192 177 174 148 137 78.7 0.76 I.De I= 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 0.1e 50 4 187 173 3 145 134 78.7 0.81 1.09 1.27 1 01 11 0.18 55 214 185 172 166 144 133 78.7 0.83 t.tt 129 1 0.85 1.4 0.18 60 212 184 171 164 142 132 78.7 0.85 1,13 1.31 1 0.85 1.4 0.18 100 175 155 146 136 120 113 78.7 0.99 126 1.43 h>60 1 0.0.51.8 0,10 HardiePane7A 5/16 4B common 6 2X4 wood Hem - Fr 24 0. 15 147 134 121 114 103 94 313 0.7 085 1.03 h560 1 0.85 1.4 0.18 20 6.7 130 119 32659 101 92 313 0.7 09 1.08 1 0.85 1.4 0.le 25 7 127 116 5 98 90 31.3 0.7 0.94 1.12 1 0.95 14 0.18 30 147 124 114 114 96 89 31.3 07 0.98 1,16 t 0 65 14 0.16 35 144 123 113 112 95 87 413 0.73 1.01 1.19 t 0.85 14 0.18 40 141 121 112 109 94 86 31.3 076 1.04 I. 2 1 0.85 1.4 0.18 45 139 119 110 108 92 e6 31.3 0.785 1.065 1.245 1 OAS 1.4 0.18 50 137 lie 109 106 91 85 31.3 0.81 1.09 1.27 1 045 1.4 0.18 55 135 117 108 105 91 84 31.3 0.83 1.11 1.29 t 0.85 1.4 0.18 60 134 116 10B 103 90 83 313 0.85 1.13 1,31 1 0.85 1.4 0.18 100 111 9e 92 86 76 71 J1.3 0.99 1.26 1.43 ro60 1 085 1.8 0.18 HardiePanel® 5/16 48 mmdn 4 2X4 wood Hem - Fir 24 0. 15 182 165 150 141 12e 116 47.7 0.7 0.85 1.03 h560 1 0.85 1.4 0.18 20 182 160 146 141 124 113 47.7 0.7 0.9 1.08 1 0.85 1.e 0.10 25 182 157 144 141 121 111 47.7 0.7 0.94 1.12 1 0.85 14 0.18 30 182 154 141 141 119 109 47.7 0.7 0.98 1.16 1 0 85 1.4 0.18 35 178 151 139 1317 81108 47.7 0.73 1.01 1.19 1 0.85 1.4 0.1e 40 174 149 138 135 116 107 47.7 0.76 1.04 122 1 0.85 1.4 0.18 45 172 147 136 133 114 106 477 0.785 1.065 1245 1 0.85 IA 0.16 50 169 146 135 131 113 105 47.7 0.81 1.09 127 t 0.85 1.4 0.16 55 167 144 134 129 112 104 47.7 0.93 1.11 1.29 1 0.85 14 o.te 60 165 143 133 126 111 103 47.7 0.95 1.13 1.31 1 085 1.4 018 100 137 121 114 106 94 e8 47.7 0.99 126 1.43 h>60 t 0.85 1.0 0.1e HardiePanel® 5/ 16 48 4d, 0. 091 in. shank X 0.225 In. HDt in. long ring shank na0 fledge 8field 2X4 wood SG4. 36 16 D-15 1" 131 119 112 101 92 30 0 07 085 1.03 IhS60 1 0.85 1.0 0.18 20 144 127 116 112 98 90 30.D 0.7 0.9 1.08 1 0,85 IA 0.18 25 144 124 114 112 96 68 30 D 07 0.94 1.12 1 0.85 1.4 0.161 30 144 122 112 112 94 87 30 D 07 098 t.16 1 0.85 14 018 35 141 120 111 1D9 93 86 30D 073 101 1.19 1 095 1.4 0.16 40 138 118 109 107 92 85 30.0 0.76 IN 122 1 0.85 1.4 0.18 45 136 117 108 105 91 84 30.0 0.785 1.065 1245 1 0.85 1.4 0.,38 50 134 116 107 104 89 83 30.0 0.81 1.09 127 1 0.85 1.4 016 55 132 114 106 103 89 82 30D 0.83 1.11 1.29 t 085 1.4 018 60 131 113 105 101 88 82 30D 0.85 113 1.31 1 0.85 1.4 0.18 10D 108 96 90 84 74 70 30D 0.99 126 1.43 h>60 1 085 1.8 0,18 RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-8474595 FAX PROJECT: RIO-2556.15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com 201218C, 2014 FBC 201218C. 2014 FBC 2412 Allowable, Ultimate Allowable, Nominal Design Wind. Speed. Design Wind, Speed. V144. STXTE 3•setxmd gust mph) 3-second gust mph) 9 Applicable to methodsApplicable to methods specified In 1 220114 FFOCISlection Mrtwph^ 3o1 gExceptionsie ' r,"ii,, 1608.1.1. as detemhined 2014 FBC) Section 12012 IBC, 2014 FOCI 1609.1.1. Figures 1609A B. or C Coslfictords used.in Table 6 caleula0ons for V. Wind exposure category Wind exposure category Shift If. Product Stud Building Allowable Product Thickness Width Fastener Fastener Frame Spacing Height'• 1 B C D B C D Design inches)( inches) Type Spacing Type inches) feet) Load PSF) Exp B v C Exp D K. Kj GC> W.; 0-15 198 180 163 153 139 126 56.6 07 0.85 1.03 h96o 1 0.85 1.4 018 Min. No 8 X 20 198 175 159 153 135 123 56.6 0.7 0.9 1.00 t 0.85 1.4 0.18 25 198 171 157 153 132 121 568 0.7 0.94 1.12 1 0.85 1.4 0.16 1 in. long X Min. No. 30 lee 167 154 153 130 119 5616 0.7 0.98 1.16 1 0.85 1.4 0.180323in20gauge 35 194 165 152 150 128 118 5" 0.73 1A1 1.19 1 0.85 1.4 0.16 ad X 3.625 40 190 162 150 147 126 116 55.6 0.76 1.04 122 1 0.85 1.4 0.16HardiePanelS11448 diameter 6 in. X 16 45 187 161 148 145 124 115 56.6 0 785 1.065 1245 1 0.65 1.4 0.18ribbed1.375 in 50 184 159 147 143 123 114 56.5 0.81 1.09 127 1 0.85 14 0.18 bugle head mew 55 182 157 146 141 122 113 56.6 0.83 1.11 129 1 0.85 1.4 0.18screw studstud 180 156 145 139 121 112 56.6 0.85 1.13 1.31 1 1 10.85 1.4 0.18 10D 149 132 124 115 102 96 56.6 0.99 125 1.43 h>60 1 0,95 18 0.18 0.15 146 132 120 113 102 93 30.6 0.7 0.95 1.03 ha60 1 0.85 1.4 0.18 20 146 128 117 113 99 91 30.6 0.7 0.9 1.08 1 0.85 1.4 018 Min Nob X Min. No. 25 146 126 115 113 97 89 30A 0.7 094 1.12 1 0.85 1.4 Ole 1 in. long X 30 146 123 113 113 95 Be 30.6 0.7 098 1.16 1 0.eS 14 0.16 0323 in 20 gauge 35 143 121 112 110 94 86 30.6 0.73 1At 1.19 1 0.85 1.4 0.18 head X 3.625 40 140 119 110 108 93 85 30.5 0.78 104 122 1 0.85 1.4 0.18HardiePanelt11448diameter6in. X 24 45 137 118 109 106 91 85 30.6 0.785 1.065 1245 1 0.95 14 0.18 ribbed 1.375 in 50 135 117 108 105 90 84 30.6 0.81 1.09 127 1 0.85 1.4 0.1e bugle head metal 55 134 116 107 104 90 83 30.6 0.93 1.11 129 1 095 1.4 0.18stud9CreW1 60 132 115 106 102 89 82 30b 095 1.13 31 1 0.85 1.0 0.18 100 109 97 91 85 75 70 30.6 0.99 126 1.43 h>60 1 0.85 1.8 Re ETdF 0.15 198 180 163 153 139 127 56.7 0.7 085 1.03 h560 1 0.95 14 018 20 198 175 160 153 135 124 56.7 0.7 0.9 1.08 t 0.85 74 Fla 0.100 in. 25 198 171 157 153 132 121 56.7 0.7 094 1 1.12 1 OAS 1.4 0.18 knurled Min. No. 30 198 167 154 153 130 119 56.7 0.7 0.98 1.16 1 0.85 1.4 0.16 shank X 20 gauge 35 194 165 152 150 128 lie 56.7 0.73 1 1.01 1.19 1 0.85 1.4 0.1e1.5 in. long 4 edge X 3.625 40 190 163 150 147 126 116 56.7 0.76 1.04 1.22 1 0.95 1.4 0.18HardiePanell1i5/16 48 X 0.251n. 8 field in. X 16 45 187 161 149 145 124 115 56 7 0.785 1.065 1245 1 0.95 1.4 0.18 head 1375 in 50 1O0 159 147 143 123 114 56.7 0.81 1.08 127 1 0,95 14 0.1e diameter mew 55 182 157 146 141 122 113 56.7 0.83 1.71 729 7 O.ei 1.4 0.18stud pin Tastene 60 180 156 145 139 121 112 56.7 0.85 1,13 1.31 1 O.ei 1.4 0.18 100 149 132 124 115 102 96 56.7 0.99 126 1.43 h>60 1 0.95 1 a EMe 0.15 153 139 126 lie 107 98 33.7 0.7 085 1.03 hs60 1 0.55 1.4 0.18 ETdF 0.100 in. 20 153 135 123 118 1 D4 95 33.7 0.7 0.9 1.08 1 0.05 1.4 0.18. 25 153 132 121 118 102 94 33.7 0.7 0.94 1.12 1 OA5 1.4 0.18 knurled Min. No. 30 153 129 119 118 100 92 33.7 0.7 0.98 1.16 1 0.65 14 0.18 shank X 20 gauge 35 150 127 117 116 99 91 33.7 0.73 1.01 1.19 1 O.eS 1.4 0.181.5 in. long 4 edge X3625 40 147 125 116 114 97 90 33.7 0.76 1.04 122 t 685 1.4 0.18HardiePane719511648X0.25 in. 8 field in. X 24 45 144 124 115 112 96 89 33.7 0 785 1.065 1.245 1 095 3.4 O.leFeed1375in 50 142 122 113 110 95 lie 33.7 051 1.09 1.27 1 085 1.4 0.18 diameter metal 55 140 121 113 109 94 87 33.7 0.83 1.tt t29 1 0.85 1.4 0.16 pin stud 60 139 120 112 107 93 87 33.7 0.85 1.13 131 1 0.85 1.4 0.16fa5tenel2 1D0 115 102 95 89 79 74 33.7 0.99 126 1A3 jh>60 1 1 10.851•1.6 0.18 1. Screws shall oenetiate the metal framino at least three lull threads. 2. Knurled shank pins shall penetrate the metal framing at least 114 inch. 3. Building height = mean roof height On feet) of a building, except that save height shall be used for roof angle a less than or equal to 10' (2-12 roof slope). 4. Vult = the ultimate design wind speed (3-second gust mph) as determined by 12012 IBC. 2014 FBC) Figures 1609A. 16098, or 1609C: ASCE 7-10 Figures 25,5-M 26.5-18, or 26 5.1C 5: Vasd - the nominal design wind speed applicable to methods specified in Exceptions 1 through 3 of 12012 IBC, 2014 FBC) Section 16D9.1.1. 6. The wind speeds in 12012 IBC, 2014 FBC) Figures 16D9A, 16098 and 1609C are ultimate design wind speeds. Vult• and shall be converted in accordance with [20121BC, 2014 FBC) 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. S. Wind speed design assumptions,per Analytical Method in ASCE•7-110 Chapter 30 C&C Part 1 and Part 3. K1=1, K4=0.85, GCp -1.4 (h560), GC,=1.8 (h>60). GC,•=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 HARDIEel BRAND FIBER -CEMENT -PANELS TO WOOD FURRING SOLUTIONS JAMES HARDIE'BUILDING PRODUCTS, INC. ' 10901 ELM AVENUE ; FONTANA, CA 92337 - TABLE OF CONTENTS COVER PAGE _ _ PAGE ; EVALUATION SUBJECT Z; EVALUATION SCOPE 2 EVALUATION PURPOSE 2' REFERENCE REPORTS I - 2' TEST RESULTS : < _ '2 . TABLE 1A, RESULTS OF TRANSVERSE LOAD TESTING = 2 ; TABLE 1B. ANALYSIS OF ALLOWABLE LOAD FOR #8 SCREWAT 10" O.C. 2 JUSTIFICATION OF USING THE RESULTS OWLIGHT GAUGE STEEL FRAMING _ -` '2 DESIGN WIND LOAD PROCEDURES TABLE 2, COEFFICIENTS AND CONSTANTS USED IN DETERMINING VAND p 4 TABLE 3, ALLOWABLE STRESS DESIGN C8C PRESSURES EXPOSURE B 4 TABLEA, ALLOWABLE STRESS DESIGN•C&C•PRESSURES EXPOSURE C 4 TABLE 5, ALLOWABLE STRESS DESIGN'C&C PRESSURES EXPOSURE,D _ . 4. TABLE 6, ALLOWABLE WIND SPEED (MPH): FOR HARDIEPANEL SIDING - - 5-6 AS PRODUCT EVALUATOR, THE UNDERSIGNED CERTIFIES THAT THE LISTED PRODUCTS ARE -IN COMPLIANCE.WITH TIIE REQUIREMENTS OF THE ASCE 7.10, THE 2014 FLORIDA BUILDING CODE, AND THE 2012 INTERNATIONAL'BUILDING CODE. PREPARED BY: { . RONALD I.OGAWA & ASSOCIATESANC. • - 16835 ALGONOUIN STREET 4"3- HUNTINGTON BEACH, CA 92649 714-292-2602 - 7.14-847-4595 FAX .. _ 0,pGAw "" o STAIE cc I RONALD 1. OGAYdAASSOCV.TES. INC. 16035 ALGONOUOt STREET 0443 HUIMHGTON BEACH. CA92649 M 714.M.2602: (F) 714-647-4595 PROJECT: RIO.2STB-15 EVALUATION SUBJECT HardbParw* Siding Jarn t Haidb Plodud Trade Names covered in Into evaluation: Hardrepenela>: S1eap, Cenponwo Siting. PrevaO" Pont Siding EVALUATION SCOPE: ASCE 7.10 2014 Florlde 9u9drtg Cade 20121rrMMfiorMI DIAM p Code 2012 bcomaounill Rosbmaraf Code EVALUATION PURPOSE: Tltie s+alyais b b rfruemier Or masraan Oaalpn iomns Owxi Wind speed b bs resided by an saserrby of i4rdlePana Drevai Panet) t4ni 4tlaed b wtro0 furrkgt on alrerwaed er tnral train ng with rob or weal. REFERENCE REPORTS: 1. trea.ak Repon 10202430.7000-00M Transverse lose mat on HartieParai. TEST RESULTS: Table ta. Ruutb of Tnnsrerse Load Twelbng From Fattens U6ineb Ablolble Teel Thmneta Spadug Sparing Fasmner Type Uwa Design Iod Raaon Numbs h) VALM M. Fnrme Tpo. ftrr. in) wo owwadwo psn MSF) Failure \tole 1C20243C%3000dD1A bfto 03M 48 7A4 wood "A 34' D" toy 3.5- 16 6 No a X 125' long X 0.3= HD 160.7 63S P68 ttt VJgh ArDM" vAdo SPF Iotip ribbed buys head w7waa 102024363000401A brw4k 03125 46 294 w - tard. 3r4' Vkk by 3. 16 a No, 6 X 12V lore X 0.32T HD tit A 4?a prA NmuyrwldeSPFhaftnbbedbroohead *we" 1f32024353CO04)MA Inmr" 03125 40 2X4 wood ". 3N' ViM by &T 16 12 No. a X 12-T lap X 03:T HO 106.1 JS 4 prLi ttuougttwieaSPFhwkVdobe0Dupeheadwe" 102024303COO-ODI A IVonet 03125 48 2A4 wood ". 3W drat by 3'S 16 6 0.0w ehhent X M215' HD x 13' 147A 462 VA Mmup ffracwMvAdeSPFkrftW* ring Wnk nei 1020247GS000.001A lnbrtt4. 03125 41 7)C4 wood VIM. 3w' baba by 3.5 241 11 No. a X 12S' lap X 0.=10 dt7 27.6 tra/u o eratornw(Oe SPi ur" ftiew Dupe head avows 1. At laslanara wars wto" an kvim wwim petetraosr loco De "waQ members. 2. At wa.74 load Is 6*wr~' horn uu-nale low dnideo by a tattor of sally of 3. 3. HardioP&W Siding Inmpies wilt ASTM C1106. Srandsrd Spedliz oon 7orGraft !, Tn7e A Abmesoeams Fbar-Comera AW Sheefs. Table 1 b. Analysis of Allowable Load for ei screw at IV = Sores Smd Fastener Snap (in 1 12 10 Frame - (n. 16 16 16 Feslow7no am$ 009 1.33 1.11 ALDirable bs0 43 a 35 4 31.1 trtelvidusl4sterer load fD. 31.9 472 49.1 Tre bs:sor load for ae w" at 10' O.C, w*3 alaAs4d es de sveroge rn the I= reaA:s tot 6' arse lr O.C. The atowab.Je bad fa all sores at tro upsonp of 10' O.C. bat hang ran be tahNyd by br4rpo4fing Lb rstubt of same fausm at a' oW I O.C_ ain:e DoM less rod same tau" mode d fastaer poi ttvough Dom Be irs.'es.As shown intro table. vo allowable bed tar 08 wows Int4god al 11T O.C. b Wood Ming u 38A pat. Jreanotlon of Ushnp the Restate on LWt Game 5" Fmffdm In de ntijer cwACk twu. al; lattrom wars onschw to M6q only, ao whetter Ine Mpg b stared io wood or sod 4an4p am not .Blot ow", mraveree loco ops=W. tre Me pr*cS ono wfs rwpwtow y to enttwe be Mnn9 mo nar4 am traming manabaft to have iaaaen i bb copecdo . fffri....iiw'o r GNA VV 1 ' STATE' f 9p hLOR10P .\ N AL- iiiiiifffr RONALD L OWAASSOCIATES. ING. IS=ALGONOWN STREET 6as3 KJNiTNGTON 9EACN, CA 92649 T) 71a-292-MM (F) 714-047.4595 PROJECT: WO-2578-,S DESIGN WIND LOAD PROCEDURES: Fwv-coavd 46m0 tansvmaa load oapadlT lwa0 load sa, edrA b douwmbmd w mmpkwmo ustnp m wrovom bad nro" tm eandards. W Ve twwow a boa twft an 02,4aa10 oaf ime is danmtwd ea186 on a oaw of 63" of 3 appbe td V a tAttln= tan load. Eauatbn 1. OFO•om%-N-r. v (er. ASCE 7-10 oww on 30.51) a . vtlbdry Droaawo at IahM i K . vebda waasum 94mum ooetlt ie d avaFra and a hstgld s K.. bpoq ook-taddr Egmuon 2. w . vrirtd drtaetwm t7 racW v , but vine speed (34aoond wet MPH) a dWvmdned hom 20tI 18C F4Aw IWO& B. or C. ASCE 7.10 fipuoa 26.5-1r. 6, w C Val. (let.. 201218C Sea'ion 1602.1 daLm".wl V.. Utimata tledpn wind apaaW (ltitttorq pull NPF() dmatinbta0 tom 2012 IBC Firwu 1609A. 8, or C tSCE 7.10 Fgpaos 28.S1A 8. a C EWvU- 3. P`a•(GG.GC.) (IeL ASCE 7-10 ari :ion 30.6-1) GCv , waoMd of alone p w=m w0 tdwa and Dial -lied leper or—. wuauet of odm w w omoo maim" and pua"am.plot p . dadpn proomm (PSF) for aid'etp (moaade dagn bad tw aiebtt) Tb dwdmtind de*n wtsstda. au*catra a, into Equabw 7 EguaOon a. P•O.00Q56•K'Ke K'V.'(GLrGC.) APowobb Soas Deaipn. ASCE 7•tO SeWw 2.1.7, load eamb uw:iw 7 EgtvOon 6. 0.6D • OAW ftef. ASCE 7.10 swan 24.1. AW ewd.Nrtatbn 7) D ; owd bod W . vbtd bad TD de Na Ap mbb Sows DaaiDe Preswe. qpy Me bW actor 1w W (wi" kem Eq=lon 4 to p (dmi" Pm1mm) owemdnw ham equialm 4 EgwOon 6, P • OAV) Egtsuon 7, p—.0.6•)0.00250•V0(.•K.•V.(GC4.GCJ) Eawmort Ifs wed a PM fe TaOb 3, e, and S TO delam" the aaowvYb UUr W1 bask Mind speed for Hard* Sibnp in To-** 6 aaW Egtobm 7 for V. Egwllon S. V. (pip.6.OD0258't'IG'r.'IGC.-GC.)1" Ap;it" to mtatods spedLW in Eoeo6mu 1 Owuph 7 of 201218C Scabwt 1602.1.1 a dexmrro dw "VwoUr nombtaldesfpn Mend speed (toad) farlorde Si&V in Ta* C, aA* the =r,ers)an *MW b below; Equation a, . • V. • (0.8f, pef. 2012 IBC Sc:ron 7609.3.1) V.,.. Nar.+ia: oesipn Mind speed (3.somnd 904 mph) pa.70121BC Salon 1&12.1) OGA 4 ccSTATE F`S`S'ONAL ) its RONAW 1. OGAWAASSOCIATES. INC. 16835 ALGONOUM STREET 0443 NLINTINGTON BEACH. CA GM9 T) 714-292-2M (F) 714447.A595 PROJECT: RIC).257S-15 Table X Coofficlanis and Conglards used In Dfileffniefto V WHO P. loll,:= Immim MUM mmm Table 3. Adwmble Sun" Duslon - Co. poward wW CbddbV JCM Prossum, fPSn %D to Rwhbod;f VaA66 Wind Spooft =14bd Eepoi,qa Camegami 8, mimm MIMMI NEREM man oca-TAI MUM mlt-w or -An IMILM M1=mm=1MI mcMm11cnL=11La= mum Table 4. Movable Sv"- DwJgn - Con*w*M end Claddl" (C&C)Pmeawea (Psn to br Rsalib0 d V*ftus Wrd Spoeft - WbW Exposwe Cftgwy C, Moz-M Mounm Mowm comm =mum mom= Table G.Allcoambia Suess Dualon-ConipwWOMW CkmddlP9jC4C)Prmzurmx IPSF)to be Roah"d sivorim-Wind speeds -W Expm I caftooryl). ME-311111 1111111mim Emm" mum IIIIIIELM IIIIIIELM MMMMEMMI MLUMMELM Mw-sMalm N&Emmmmm octilm Emil= MILIM MUM MMLM mkam mcalm MC12M mm MCIL2E]IIIIIIIIIE-mm Emam mokmm scam oftammilluammomm OEM= MEA&M MUM= MEEK&M MEMM m 10m 0c aam I a H XA11101121 3EM Tables 3.4. WW 58M based anASCE 7-I0WW OWMUWftvMb V02012.111C, 2012 IRC 4 G A W CC S1 9SION RI.OG4NAA=WTEB, DC. 10935 ALL PC= 61REET P44 MUWTV:GTOK l A=K CA 026/ m 714.202.200. IF/71. 1t7.:Ps PRG=T. 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IL 7, PI zoa'JPtC.-As WWLC4 nes,SMs•.b, I. 1.-tells r ewee.e• O.,/ ro r1R eYr r.•'.rw I•ry r.rr s, MOK,r17 nlertr..bc)r.. rc Ce 0'•••• ^•,J aAy,r,w o Ml rrat ,A+••'s b tl0{ 6./ r DOc 0o.7ral• r•l•1a. UYITATR) r+S OF USE.: 1) n KO WADoayhbanDIRM tire{ (40M .Drat per 1limff"UOr Cel17y Fbri". ROA 15.M=04. DGA 21 1 90. F ORIOP• •.• V R1. 06ASW Am=KTES, WC. ISMALGONMINS REIFTOa4 LT 71•.7,Q.r= CF) 716487.450 PROJECT: Rl0.MS-16 TobM b /IDomobb W04 *Pad Ma04) too 1M>ei owl Swft "c Parr t aet7 Put v I Olavt 10e•A : a i4m hlti, iawa D•rvr O•r aiW O••eate iaainanl _ w•.fac.sl• .••D.b r•,i.•r x raaar.\aat.•.r • aa.+rncrr.l. r aart>ot2 t. aq•ar D4lDtt OU mN/q.p•,ld la• /tgp e.d./.t.4 JAMES R4A= eudbm PRODUCTII• b)'G t OidU•72ei 11gam e41.1•r• Teclol•e. t•Il Ups fen" Lo0,.1•. IIOavv1A3 Rome 1pe• OIa iaseipIN owwv 1ya11aa • 0 C D D C O' NWYi D.0)1..• bA ma u.[ a..a L. 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WA -"%2ZN I NSF. 1 itut 1Y ONA to N LU F- REPORT NUMBER: 102024363COQ-001A ORIGINAL ISSUE DATE: April 1, 2015 REVISION DATE: April 30, 2015 EVALUATION CENTER INTERTEK TESTING SERVICES NA LTD. 1500 BRIGANTINE DRIVE COQUITLAM, BC V3K 7C1 RENDERED TO JAMES HARDIE BUILDING PRODUCTS, INC. 10901 ELM AVENUE FONTANA, CA 92337 PRODUCT EVALUATED: HardiePanelO EVALUATION PROPERTY. Transverse Load Testing Report of HardiePaneW 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 repo,1 is for the exduslve use of Interteles Client and is provided pu: suant to the agreement be.'ween Interek and its Gient: Intertek's responsibility and fiabiQty are limited to the terms and conditions of the agreement. intertek assumes no llablR:y :o any parry, other Than to :he Client in accordance with the'agree,mert, !br any loss, expense or image occesioned by the use of this report Only the Client is authorized to copy or distribute this report and then only in its en:ire:),. Any use of the In:ertek name or one of Its marls for rite sale or advertisement or the tested r:raterial, product or service must first be approved in ti l:ing by Intei:ek. The observations and test results in this report are relevant only to the sample tested. This : eoo: r by itself does no: imply tha. the material, product, or service is or has ever been under an Intertak certification program. James Hardie eubd'cig Produces. Inc. Report No. 42024363COO MA 1 Table of Contents April 30. 2D75 Page 2 of 7 1 Table Of Contents.............................................................................................................. 2 2 Introduction........................................................................................................................ 3 3 Test Samples..................................................................................................................... 3 3.1. Sample Selection........................................................................................................ 3 3.2. Sample And Assembly Description............................................................................. 3 4 Testing And Evaluation Methods........................................................................................ 3 4.1. Conditioning................................................................................................. 3 4.2. Transverse Load............................................................. .......................................... - 3 5 Testing And Evaluation Results........................................................................................... 5 5.1. Results And Observations.......................................................................................... 5 6 Conclusion......................................................................................................................... 6 Appendix A Transverse Load Test Data.....................................................................17 Pages RevisionSummary ........................................................................................................... 1 Page t Its$ pGAWA SIN FLPVOQ' A O, cFSSIpNA- ` Intertek Florida Product Approval HardiePanel° Siding For use inside HVHZ: o HardiePanel Siding fastener types, fastening schedule, and installation shall be in accordance with the. Miami -Dade County Florida NOA 15- 0122.04. Consult the HardiePanel product installation instructions on the follow pages for all other installation requirements. For use outside of HVHZ, o HardiePanel Siding fastener types, fastening schedule, and installation shall be in accordance with Engineering'Evaluation Report RIO-2556-15. Consult the HardiePanel product installation instructions on the follow pages for all other installation requirements. a HardiePanel Vertical Siding JamesHardie EFFECTIVE SEPTEMBER 2013 01— INSTALLATION REDUIREMEIV1 S RESIDENTIAL SINGLE FAM LY ONLY - PRIMED & COL ORPLUIm PRODUCTS Ylstt m%rw iameshardie.com for the most recent version. SMOOTH - CEDARMILL° - SELECT SIERRA 8 - STUCCO IMPORTANT: FAILURE TO INSTALL AND FINISH THIS PRODUCT IN ACCORDANCE WITH APPLICABLE BUILDING CODES AND JAMES HARDIE WRrTTEN APPLICATION INSTRUCTIONS MAY LEAD TO PERSONAL INJURY, AFFECT SYSTEM PERFORMANCE, VIOLATE LOCAL BUILDING CODES, AND VOID THE PRODUCT ONLY WARRANTY. BEFORE INSTALLATION, CONFIRM THAT YOU ARE USING THE CORRECT HARDIEZONE INSTRUCTIONS. INSTALLATION OF HZ1 OTM PRODUCTS'OUTSIDE AN HZ10e LOCATION WILL VOID YOUR WARRANTY. TO DETERMINE WHICH HARDIEZONE APPLIES TO YOUR LOCATION, VISIT WWW.HARDIEZONE.COM OR CALL 1-866-942-7343 (866 9HARDIE) STORAGE & HANDLING: Store flat and keep dry and covered prior to installation. Installing siding wet or saturated may result in shrinkage at butt joints. Carry planks on edge. Protect edges and comers from breakage. James Hardie is not responsible for damage caused by improper storage and handling of the product. CUTTING INSTRUCTIONS OUTDOORS INDOORS 1. Position txdting station so that ward will blow dust avrdy from user 1. Cul only using score and snap, or shears (manual, electric or pneumatic). and, oltners n woddng area. 2. Position culling station in well-ventilated.area 2. Use one of the togaving methods: a. Best I. Srore and snap g. Shears (manual, electric or prneunebc) - NEVER use a power saw indoors b. Better; I. Dull redrebtg ciradar sav: et ed vAlh a NEVER use a circular saw blade that does rot tarty the I de say. blade trademark FHrdieelade• saw blade and IirPA vaaaim toubddlon NEVER dry weep - Use wet super essibn or HEPA Vacuum c. Good: I. Dust reducing circular saw wIN a HardeBlade saw blade lardy use for IDw to moderator ClAinp) bnportant Nola For mandmum proltxtion (Iy west respirable dstprodu cton), James Hardie recommends aDvaye using'W-levee adtirtg.rtnedtDd; Wm feasible. N10SH- approved respirators can be used In conjunction with above cutting pracli= to twther reduce dual Kostres. Aftlicrtal oposure inlomnabon is amine at vwm jameshards.mn to help you determine the most appiup, iale cutting method for ytlu Job regcibemerds. C a ncem still w1sci aboul opos ra Iawls; or you do not Dom* vadn the above practices, you should aWam ronsut a cluraGtied industrial tygierb or contact James Hardie for further information. MOK"w GENERAL REQUIREMENTS: These instructions to be used for residential single family installations only. For Commercial Muth-Famiy installation requirements go towww.JamesHardieCfxnmercei Lcom HardiePanef'vertical Siding can be installed over braced wood or steel studs spaced a maximum of 24" D.C. See genemal fastening requirements. Irregularities in traming and sheathing can minor through the finished application. James Hardie recommends installing HardiePanel on a capillary break (rainscreeNhrmng) as a.best practice. Information on installing James Hardie products over foam can be located in JH Tech Bulletin 19 at www. iamehardie.com A water - resistive barrier is required In accordance with local building code requirements. The water -resistive barrier must be appropriately Installed with penetration and junction flashing in accordance with local building code requirements. James Hardie will assume no responsibility for water infiltration. James Hardie does manufacture HardieWrapie Weather Barrier, a non -woven non -perforated housewrapl, which complies with building code requirements. When installing James Hardie products all clearance details igfigs. 5.6.7,8,9.10&11 must be followed. Adjacent finished grade must slope away from the building in accordance with local building codes - typically a minimum of 6" in the first 10'. Do not install James Hardie products, such that they may remain in contact with standing water. HardiePanel vertical siding may be installed on vertical wall applications only. DO NOT use HardiePanel vertical sidingy in Fascia or Trim applications. Some application are not suitable for ColorPlus. Refer to ColorPlus section pa a 3. DO NOT use stain, oiUalkyd base paint, or powder coating on James Hardie® Products. For larger pprojects, including commercial and multi -family projects, where the span of the wall is significant in length, the designer and/or architect should take into consideration the coefficient of thermal exppaannsion 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 Position fasteners3/8" from panel edges and no closer than 2" away from comers. Do not nail into corners. joints may also be covered with battens, PVC or metal jointers or HardiePanel Vertical Siding Installation •caulked (Not applicable to Colofi lira Finish) (fig. 2). Horizontal Joints - Provide Z-flashing at all horizontal joints (fig, 3). Framing mustbeprovidedathorizontalandverticaledgesfornailing. Figure 2 Figure 3 HardiePanel vertical siding must be joined on stud. water•resisllve banter water -resistive barrier Double stud may be required to maintain minimum edge / P astud watjr wakxtism 2> ° sud/, nailingdistances. A barrier I Fi are 1 reslsuve g stud ILIZ VM Dana Cnof ,/4• p upper panswater Ilk Cnla lull•aapbarriershoaling — HardiePanel Batten Joint "H" Joint Z-tlaslunp I jc ` Z'tlxsh'ng' keep Halls C. o vertical olding water-reswWe barrier a stud lower decorative J band board 3y8' min. JL panel W er Panel from panel edgespatep o Figure 4 leave aPProPnate 9• P lout"••^ Recommendation- when O Panels, men caulk Caulk Join t inTialling Sierra e, pnNide a double stud et panl I moderate contact 04DIaopliwbktoColorPlus' Finisto joints to avoid radinge di101gn keep fasteners 2' ArpP; sulk In accordance rich caulk grooves. away from comers I menu aaurer's Witten apdkatnon instructions. t For additional information on HardieWrap"I Weather Barrier, consult James Hardie at 1-866-4Hardie or www.hardiewrap com WARNING: AVOID BREATHING SILICA DUST James Hardee products co mch respirable crystblane salsa, vRdch is kn%vn to One State of CalitoTrfo to cause carro--r anti is cmisidered oy MC and WSH to be a cam of cancer trim some aapalgrvJ sources. DUMP excessive amounts of respirable silica dust can also wills a disabinp and potendallytatel My disease aced sibuiss, and has been bnkedwhh o7w diseases. Srnria suidies supped smoking may irfcrease these:is a During installation or handling. (1) vmrk in Outdoor area; vnlh ample verrilabon. fir use fiber Cement shears to cutting or, when; not feasible, = a Hardielilade saw blade and dust-IOdUpng circular saw attached to a HE°A vacuum; 3) wain others in me Irmiediate area. (4) waar a pmpemy-ldted, MOS.H-approved dust mast. or respuator te.g. N-95) In accordance with awlicapie mivemmem iegulaliors aiid manufacturer vWnictions to Wither limh respirable al a osuresDuringcleanup, use rEPA vacuums a vial cleanup methods - Haunt dry sweep. For tnrlher nformamm, rater to our installation instructions arts Material Safety Data Sheet atahaple at wow Jaoteshiirde.cmm or by chill 1-8DD-9HARDIE p-8W9C2-7343). FAILURE TO ADHERE TO OUR VIA.WNGS. MSDS. AND v4STALLATION P.rSnWCTlONS MAY LEAD TO SERIOUS PERSONAL ed.URY OR DEATH. cam 1-151236 - P113 1113 CLEARANCES Install siding and trim products in Maintain a minimum 1 " Maintain a minimum 1" - 2" clearance At the juncture of the roof and vertical Maintain a 114" compliance with local building code 2" clearance between between James Hardie products surfaces, flashing and counterflashing clearance between requirements for clearance 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 stt Figure 6 s'd water resistive siding and trim. Figure 8 Refer to fig. 3 on page 1. Wing _ tit .l : 1 ' l : III l barrier 10.111 f 'ILI i 1-- 2' min. Maintain a minimum 1" gap behveen outter end. caps and siding & trim. Figure 9 siding 4:1 f gutter and end cap III. til.:li 8.2°jmlrr . a, deck material Do not bridge floors with HardlePanel'sidng. Horizontal joints should ahva ,s be created between floors gig. 10 water- Ress6ve Barrier Figure 10 Horimntal Tnm t f sheathing IasGa , HardiePanel• BLOCKED PENETRATIONS Penetrations such as hose bibs and holes 1 h' or larger such as dryer vents should have a block of trim around point of penetration. 2' KICKOUT FLASHING Because of the volume of water that can pour down a sloped roof, one of the most critical flashing details occurs where a Framing Fool intersects a sidewail.. The roof must be flashed with step Fibm" flashing. Where the roof terminates, install a tddrout to deflect water away from the siding. It is best to install a self -adhering membrane on the wall before the subfascia and trim boards are nailed in place, and then come back to install the kidW. Figure 11, I(ickout 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 lockout be angled between 1000 - 110* to maximize water deflection Figure 11 GENERAL FASTENING REQUIREMENTS Fasteners must be corrosion resistant, galvanized, or stainless steel. Electro-galvanized are acceptable but may exhibit premature corrosion. James Hardie recommends the use of quality, hot -dipped galvanized nails. James Hardie is not responsible for the corrosion resistance of fasteners. Stainless steel fasteners are recommended when installing James Hardie products near the ocean, large bodies of water, orin very humid climates. Consult applicable product, evaluation or listing for correct fastener type and placement to achieve specific design wind loads. NOTE: Published wind loads may not be applicable to all areas where Local Building Codes have specific jurisdiction. Consult James Hardie Technical Services if you are unsure of applicable compliance documentation. Drive fasteners perpendicular to siding and framing. Fastener heads should fit snug against siding (no air space). (fig. A) Do not over -drive nail heads or drive nails at an angle. il nail is countersunk, fill nail hole and add a nail. (fig. B) For wood framing, under driven nails should be hit flush to the plank with a hammer (for steel framing, remove and replace nail). NOTE: Whenever a structural member is present, HardiePlank should be fastened with even spacing to the structural member. The tables allowing difect to OSB orplywood should only be used when traditional framing is not available. Do not use aluminum fasteners, staples, or clipped head nails. Snug Flush Countersunk, LYA fill 8 add nail Figure A ESJ Figure B do not under drive nails DO NOTSTAPLE PNEUMATIC FASTENING James Hardie products can be hand nailed or fastened with a pneumatic tool. Pneumatic fastening is highly recommended. Set air pressure so that the fastener is driven snug with the surface of the siding. A flush mount attachment on the pneumatic tool is recommended. This will help control the depth the nail is driven..lf 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 CAULKING For best results use an Elastomeric Joint Sealant complying with ASTM C920 Grade NS, Class 25 or higher or a Latex Joint Sealant complying with ASTM C834. Caulking/Sealant must be applied in accordance with the caulking/sealant 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 Hardie1° Products. James. Hardie products James Hardie touch-up kits are required must be painted within 180 days for primed product and 90 days for unprimed.100% acrylic topcoats are to touch-up ColorPlus products. recommended. Do not paint when wet For application rates refer to paint manufacturers specifications. Back -rolling is recommended if the siding is sprayed. 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 ColorPlus® product dealer. Treat all other non -factory cut edges using the ColorPlus Technology edge coaters, available from your ColorPlus product dealer. Note: James Hardie does not warrant the usage of third party touch-up or paints used as touch-up on James Hardie ColorPlus products. Problems with appearance or performance arising from use of third party touch-up paints or paints used as touch-up that are not James Hardie touch-up, will not be covered under the James Hardie ColorPlus Limited Finish Warranty., The following outlines the recommended applications for ColorPlus and Primed panels. Not all designs will be suitable for every application: Exposed fasteners or battens is the recommended application for ColorPlus panel products Do not use touch-up over fastener heads for smooth ColorPlus products - primed panel recommended For ColorPlus panel applications that require fasteners in the field, it is acceptable to use touch-up over fasteners for Cedarmill and Stucco panel only, but correct touch-up application is important. Some colors may show touch-up when applied over fasteners. Trim is recommended to cover joints when appropriate. PAINTING JAMES HARDIE• SIDING AND TRIM PRODUCTS WITH COLORPLUS• TECHNOLOGY When repainting ColorPlus products, James Hardie recommends the following regarding surface preparation and topcoat application: Ensure the surface is clean, dry, and free of any dust, dirt, or mildew Repriming is normally not necessary 100% acrylic topcoats are recommended DO NOT use stain, oiValkyd base paint, or powder coating on James Hardie° Products Apply finish coat in accordance with paint manufacturers written instructions regarding coverage, application methods, and application temperature REODGNmON: In aocardance VA11ICC-ES Evaluation Repon M-1W. HardiePanel®vetiral sidlnp is recognaed Me 9t Ie atarrra1e to ltvx spedrisd in: the 2006.2009, & 20121ntemallonal Residential Code for One -and Trm-ranuly Ui,16ngs arrJ the 2006. 2009, d 2012I*m;diDnaI Bolding Code. Hardnlartd vedcal slding Is aleD BOOAlitetl Ia application in the foli*ng: Qhr of Las Angeles Research Repon No. 24e62. Smoot Florida hsling R4689, Dade County. Roma NOA No. 02-0729.02. US. Dept of KID A'.atarfals Release 1263c, Tom Deparbnent of Insurance Produn Evaluation EC-23. cry d New Yak KEA 223-93-M, am California OSA PA-019. These documents should also be consulted for additional irdormatron cxnceming to., sutabbay of this product for specific applications. 2013 James Hardie Building Products. WI rights reserved. TM, SM, and ® denote trademarks or registered trademarks of Additional Installation Information, James HardueTedmology IJmited 5 Is a registered Warranties, and Warnings are available at t,lameSHardie rademark of James Hardie Technology Limited. www.jameshardie.com MR HS1236 - P3/3 6/13 MIAMI-DARE Iv17AMi-DADE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 DEPARTMENT OF REGULATORY ANb ECONOMIC RESOURCES (RER) Miami, Florida 33175-2474 BOARD AND CODE ADMEgSTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) w vw.miamidadLgov/economy James Hardie Building Product, Inc. 10901 Elm Avenue ' Fontana, CA 92337 SCOPE: This NOA is being issued under the applicable piles and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER-Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is detennined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: "Hardie", "Cem" and "Prevail" Plaulcs and Panels Fiber Cement Siding and Soffit APPROVAL DOCUMENT: Drawing No. PNL, PLK & SOFF, titled "Hardie -Panel, CemPanel, Prevail Panel; HardicPlank, CemPlank Prevail Lap Siding; HardieSoffit, CeinSoffit 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., beating the Miami -Dade County Product Control revision stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Coutrol Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: A permanent label with the manufacturer's name or logo, Plant City, Florida, and •the following statements: "ASTM C 1186 Type A compliant" and "Miami -Dade County Product Control Approved" is to be located on each siding plank or panel and per FBC 1.710.9.2 and 1710.9.3 on soffit panels. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been iio change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiratiou date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided•to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA. # 13-0311.07 and consists of this page 1 and evidence page E-1, as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M. Utrera, P.E. NOA No. 15-0122.04 MIAMI•DADE COUNTY Expiration Date: May 1, 2017 Approval Date: April 9, 2015 James Hardie Buildine Products, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS "Submitted wider NOA # 13-0311.07" 1. Drawing No. PNL, PLK & SOFF, titled "HardiePanel, CemPanel, Prevail Panel; HardiePaank, CemPlank Prevail Lap Siding; HardieSoffit, CemSoffit Panel; Installation Details Wood/Metal Stud Construction", sheets 1 through 12 of 12, dated 04/24/2013, prepared by the manufacturer, signed and sealed by Ronald I. Ogawa, P.E. B. TESTS "Submitted under NOA # 13-0311.07" 1. Test reports on 1) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 2) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked -up drawings and installation diagram of HardiePlank, HardieSoffit and HardiePanel, prepared by Intertek Testing Services NA LTD, Test Report No. 100733361COQ-004, dated 08/24/2012, with revision 1 dated 04/25/2013, signed and sealed by Rick Curkeet, P.E. Submitted turder 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 5b' edition (2014) FBC issued by Ronald I. Ogawa & Associates, Inc., dated 10/26/2014, signed and sealed by Ronald I. Ogawa, P.E. O3/3olZo 15 Carlos M.• Utrera, P.E. Product Control Examiner NOA No. 15-0122.04 Expiration Date: May 1, 2017 Approval Date: April 9, 2015 1 WALL LENG111----jStudSpacingat16" O.C. ay_ i I I oae ll rrafwf b€gym i WALLAOMPIM010 IEIGH Dryaraoen 17 Byi.i .off ,Q 7 Op vim cs$plQr rC e'` B E-= Nails at I O.C. (typ.) 3/8" Minimum Edge Distance E-T&!t A Sheathing fastener, as described in Note 1 Panel fastener, as described in Note 2 rile flail arrae P 1 HardiePanel, Cempanel, Prevail Panel Siding 7FSM'thi o Cara ter -resistive barrier per rida Building Code Section APA rated g fastened in accordance with Florida Building Code Section 2322.3 2" X 4" S-P-F Wood Studs The wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code. SEE DETAIL A T— 5/8" thick / 5 phi APA rated rl phmvwd sheathing in a000dance with Florida 8urdcrng Code Section 23Z?3 water -resistive barrier per Florida grinding Code Section 1404.2 Z' X 4" S-P-F Wood Studs PRODUCT DESCRIPTION HardiePanel®, CernpanelV, & Prevail Panel Siding materials are nonasbestos fiber-ement products tested in accordance with ASTM C1186 Grade 11, Type A and meeting the requirements of the Florida Building Code. NNEL DIMENSIONS Width Length Thickness 4' 8,9,10' 5116" DESIGNPRESRESURATING installation Design Pressure Wood Studs - 76 psf bEddl HardiePanel, Impact Resistant - i ECTION B-6 Cempanel, Planks installed over 5/8" thick / 5 ply Prevail Panel APA rated plywood sheathing Siding HARDIEP- 1NE &,- ctMt-A=-_--=— AU installation shall be done in conformance with this Notice of Acceptance, the manufacture s installation recommendations, and the applicable sections of the Florida Building Code. Wood studswhereHardiePanel, Cempanel, Prevail Panel Siding will be installed shall be designed byanEngineerorArchitectpertheFloridaBuildingCodeandtherequirementsofthis N.OA Note 115/8' thick / 5 ply APA rated plywood sheathing shall be attached to the studs in accordance with Florida Budding Code Section 23223. APA rated plywood sheathing supported The siding panelsshagbeinstalledover518' thick 15 ply by a minimumof2"X4" S-P-F wood studs spaced a maximum of 16" O.C. Note 21 ThesidingpanelfastenershallbeaTlong, 0.223" head diameter, 0.092" shank diameter, corrosion resistantsidingnail; the fasteners shag be spaced at 6" O.C. at panel edges and intermediate studs; the fasteners shall be driven through the 518" thick / 5 ply APA rated plywood sheathing into wood studs located at 16" O.C. Fasteners shall haveaminimumedgedistanceoflWanalaminimum clearance of 2" from comers. Creator. E Gonzales HARDIEPANEL, CEMPANEL PREVAIL PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 MG NO A I I PNL-PLKSOFF 1/r =1-. W I Date: 4124=13 Isratr 1 OF 12 Fastener Spacing per Florida Building Code Section 2322.3 III. ellr6 wa6 6901111fib 6w= pod Coors MODUCTREVISM W «,iyagwilbmoFloriftAIMVMM rb 13- 17 lefty rc Yrt mi Prodact Geudod I I I•I Fastener Spacing per Florida Building Code Seddon 2322.3 I I•I sTA I o, Fs FcoR Cladding Framing Sheathing FR{ 11iIING NOMINAL 2" X 4" S-P-F WOOD STUDS 16" O.C. FASTENED FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE WITH3-1/2" 16d COMMON NAILS (2 PER TOP AND NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) BOTTOMCONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEA7U( NG NOMINAL 5/8" THICK/ 5 PLY APA RATED PLYWOOD HARDIEPANEL, CEMPANEL, PREVAIL PANEL SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA INSTALLATION DETAILS WOOD STUD CONSTRUCTION BUILDNG CODE SECTION 2322.3 CLADRtKG James Hardie Building Products, Inc. THE PANEL IS FASTENED WITH 2" LONG, 0.223 HEAD 10901 Elm Avenue DIAMETER, 0.092" SHANK DIAMETER, CORROSION Y RESISTANT SIDING NAILS, PLACE NAILS 6" O.C. AT L Fontana, CA 92337 PANEL EDGES AND INTERMEDIATE STUDS Phone: 909-356-6300 SIZE rscm No Owe No RE Fax 909-427-0634 A PNL-PLKSOFF 1 Creator E. Gonzales Sc l.e 1 • = T-T Date: 4124,2013 SHEET 2 OF 12 ALL LENGTH Stud Spacing at 16" O.C. i rrr I" QGA Y Fbndri . `` owl t .. i cee' noe t Eo J-" i/.0% \• WALL;. 1, ?. No. EIGHT ; ' i ;. 13 i'' - o STATE iIDav!e Aodt*cf t',oaaei ` 9O . F 3/8" Minimum Edge Distance Nails at 6" O.C. (typ.) D_E_TJ!4A die -Florida W Sheathing fastener, as described in Note 1. Panel fastener, as described in Note 2 HardiePanel® Siding Water -resistive barrier per i— 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. PRODUCT DESCRIPZiOFj SEE HardlePanel®, Cempanel®, & Prevail® DETAIL A Panel Siding materials are nonasbestos 1. i 510" thick 15 ply APA rated fiber -cement products tested in accordance with ASTM C1186 Grade II, plywood sheathing fastened A and meeting the requirements o1tometalstudsasdescribedtheFloridaBuildingCode. the in Note 1 PANEL DLMENSION_S. Water -resistive Width Length Thickness barrier per Florida Building Code 4? 8,9,10' 5/16" Section 14042 DESIGN Pj3ESS_U_RE RATING Installation Design Pressure 111 toga, 3-5/8" X 1-5/8" Metal Studs -104 psf Metal C tud rr impact Resistant — Panel installed over 5/8" thick / 5 ply Si~CY1.0_ty(l3 empanelC empel, el APA rated plywood sheathingPrevailPan Siding PAN RkREVA1L PANEL SIDING INSTALLa4T10N DTgILS All installation shall be done in conformance with this Notice of Acceptance, the manufacturer's Installation recommendations, and the applicable sections of the Florida Building Code. Metal studs where HardiePaneL Cempanel, Prevail Panel Siding will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.O.A. Note 1) 5/8" thick / 5 ply APA rated plywood sheathing shall be attached to metal studs at 6700 at panel edges and all intermediate supports using a No.8-18, 0.315" head diameter x 1-1/4" long bugle head screw The siding panels shall be installed over 5/8" thick / 5 ply APA rated plywood sheathing supported by a minimum 20ga, Nominal 3-5/8" X 1-5/8" Metal GStuds 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 1-51T long' ribbed bugle head screw ('or screw shall have at least 3 full threads penetrating metal framing); the fasteners shall be spaced at 6" O.C. at panel edges and intermediate studs; the fasteners shall be driven through the 5/8" thick 15 ply APA rated ptywood sheathing into metal studs located at 16" O.C. Fasteners shall have a minimum edge distance of 31W and a minimum clearance of 2" from comers. Fax 909-427-0634 Creator E. Gonzales HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc, 10901 Elm Avenue Fontana, CA 92337 DWG NO I REV A ! ! PNL-PLK-SOFF 1/2" = l'-0" 1 Date: 424/2013 (SHEET 3 OF 12 T 6.00in. PRODUCT REY1SM as 0M*1ykg wi& the Rwids gMw)Oidc PmdW cWea II I' I II 1• I 6. 00in. I I I•I III I' I pKamcr REVISED e aa0y*wi* tic F1kds AMw By F_ RAM kq NOMINAL 20 GAUGE 3-5/8" X 1-518" STEEL STUDS 16" O.C. FASTENED WITH 5/8' WAFER HEAD SCREWS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEATH)J( G s NOMINAL 5/8" THICK 15 PLY APA RATED PLYWOOD SHEATHING TO METAL STUDS AT 6" OC AT PANEL EDGES AND ALL INTERMEDIATE SUPPORTS USING A NO.8- 18, 0.315" HEAD DIAMETER X 1-1/4' LONG BUGLE HEAD SCREW CLADDING THE PANEL IS FASTENED WITH NO.8-18, 0.315" HEAD N RES{ STANT Cladding I I I / I / Framing II Sheathing II lei I• I II II I OGA o. 121 STATE OF 1 I• - 9 FLOR P••., S10NA\- FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND LOAD NOT PART OF TH S APPROVAL (MUST PROVIDE ALTERNATE FOR THESE LOADS)RE HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue DIAMETER X 1-5/8' LONG CORROSIO Fortbna, CA 92337 RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT Srt: FSCM NO ovm NO REV LEAST 3 FULL THREADS PENETRATING THE METAL Phone: 909456.6300 PNL-PLK-SOFF FRAMING), PLACESCREWS6O.C. AT PANEL EDGES Fax g09427-0q4 A AND INTERMEDIATE STUDS Creator. E. Gonzales SCALE t" = 1'-0" Date: 424/2013 SHEET a OF 1 Stud Spacing at 16" O.G. B 4---1 t _ I -I T; is j i WALL EIGHT i M io i i i Ni 3/4" Minimum Edge Distance 0ETA).1, A yaag wilt nail. MMOdling met5 12d LENGTH wi& toe Fbe& Sheathing fastener, as described in Note 1 R t'! * 11 lagCootroi JA ON A, Nails at 16" O.C. (typ.) '' -1 ","fig Siding fastener, as described in Note 2 HardiePlank, Cemplank, Prevail Lap Siding Water -resistive barrier V5/ff8' per Florida Building Code Section 1404.2 hick /5 ply APA rated ood sheathing fastened in accordance with Florida Building Code Section 2322.3 2" X 4" S-P-F Wood Studs The wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code. SEE DETAL A PRODUCT DESCRIPTION HardiePlank®. CemplankO, & prevails Plank lap Siding materials 5/8" thick / 5 ply APA are nonasbestos fiber -cementproductstestedinaccordance withratedplywoodASTMC1186Gradeit, Type A and sheathing in accordance meeting the requirements of theWthFloridaBuildingCode. Florida Building Code Section 2322.3 PANELJQ MEN$LONS water res stn'e Width Length Thickness barter per Florida 59-1/2" 12' 5/16" Building Code Section 14042 pE$tGNPRESSURE RATING_ 2" X 4" S.P-F Installation Design Preisure Wood Scuds Wood Studs -92 psf lap Siding Impact Resistant - Planks installed over 5/8" thick / 5 ply 1-1/4" tall X 5116" APA rated plywood sheathing thick starter strip HA i01j=P_LAN.K C_E.MPLa!NIC, PREyA_.14L A S.ID_INGJNS7At1A71_O_N DtaIAI thAllinstallationshallbedoneinconformancewiththisNoticeofAcceptance, the manufacturer'sinstalatonrecommendations, and the applicable sections of the Florida Building Code. Wood studs where HardiePlank, Cemplank, Prevail Lap Siding will be installed shall be designed by anEngineerorArchitectpertheFloridaBuildingCodeandtherequirementsofthisN.OA1] 5/8" thick / 5 ply APA rated plywood sheathing shall be attached to the studs in accordanceNote with Florida Building Code Section 2322.3. Planks shall be appried horizontally commencing from the bottom course of the wall with 1-1/4 widelapsatthetopoftheplanksuchthattheexposureareaofeachplankis:5 $4/4" verticaly. Note 2] The siding fastener shall be a 2-1/Z long. 0.223" head diameter, 0.092" shank diameter, corrosion -resistant siding nail; The siding is fastened 5 8-1/4" O.C. vertically and 15 O.C. nhoriz-oontallly, fasteners are driven into wood studs through 5/8" thick / 5 ply APA rated plywoodg• are placed in the overlapping area approximk ately3/4' from the bottom edge of the overlapping plan Vertical joints shall be placed over studs. Theplanksshallbeinstalledover5/8" thick / 5 ply APA rated plywood sheathing supported by a minimumof2'7(4" S-P-F wood studs spaced a maximum of 16" O.C. Fasteners shall have a minimum edge distance of 3/8". HARDIEPIANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Ina 10901 Elm Avenue ot-u-s-ul- Fontana, CA 92337 rnvI M. lzw___ PNL-PLK-SOFF Fax 909-427-0634JSCAALE A Creator. E. Gonzales 1!2" m 1'-0" Date: 4124=13 sH r 5 OF 12 Fastener Spacing per Florida Building Code Section 2322.3 0.75in 0 mmplymg«i&dwFkr:fs 8w1a* Co& AC=VWMNof ''l/.Ci T s3.25in. 1 !'I FloridaFastenerSpacingperoda Building Code Section 2322.3 EMMUNG_ 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 SFIE,4THING ' NOMINAL 5/8" THICK / 5 PLY APA RATED PLYWOOD SHEATHING'FASTENED IN ACCORDANCE WITH FLORIDA BUILDING CODE SECTION 2322.3 CLADDING ' PLANKS.OVERLAP 1-1/4" THE EXPOSURE IS s6-1/4" THE PLANKS ARE FACE NAILED WITH 2-1/2" LONG, 0223" HEAD DIAMETER, 0.092" SHANK DIAMETER, CORROSION RESISTANT SIDING NAILS, -PLACED 3/4" UP FROM THE BOTTOM EDGE OF THE PLANK AT EACH STUD LOCATION 6 in. OC----i / Cladding I! Framing I Sheathing I No. 121 - r STATE OF • CC s........... 4 IS' ONAI. FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 Phone: 909-356-6300 s FscM wo om NO Fax 909-427-0634 A PNL-PLK-SOFF Creator. E.Gonzales SCrue 1" =1'-w Date: 4/24/2013 SHEET 6 OF 12 Stud Spacing at 16" O.C. VVALL i PRn WALL 8adir IEIGHT i Qpa II I ,, Nla4 3/4" Minimum Edge Distance DETAIL A Nails at 16" O.C. (typ.)--111,_ NA - SEE DETAIL A 5/8" thick / 5 ply APA r `1 rated plywood sheathing fastened to metal studs as described in Note 1 VYater esistive barrier per Florida Building Code Section 14042 20ga, 3-SM- X 1-5/8- Metal C-stud HardiePlank, Ce mptank, Prevail t `8 CTIO Lap Siding g. g 1-114' tall X 5/16' thick starter strip PFZODUCT D55C 1PTIAN HardiePlankO, Cemplank®, and Prevail® Plank Lap Siding materials are nonasbestos fiber -cement products tested in acoordanoe with ASTM C1186 Grade II, Type A and meeting the requirements of the Florida Building Code. PLANKDIMENSION$ Width Length Thickness 5 9'-1/Z" 12' 5/16" DESIGN PRESS RATING Installation Design Pressure Metal Studs -92 psf Impact Resistant — Planks installed over 518" thick / 5 ply APA rated plywood sheathing HARDIFpLANKyCEMPLANK PREVAIL lJ\P $IOiNG INSTAILATIOsI DEJAIJt$ All installation shall be done in conformance with this Notice of Acceptance, the manufacturers installation Sheathing fastener, as recommendations, and the applicable sections of the Florida Building Code. described in Note 1 M tal studs where HamiePlank Cemplank, Prevail Lap Siding will be installed shall be designed by an Siding fastener, as described in Note 2 HardiePlank, Ji Cemplank, Prevail Lap Siding Water -resistive barrier per Florida Building Code ` Section 1404.2 5/8" thick 15 ply APA rated plywood sheathing fastened to metal studs as described in Note 1 20ga, 3-5/8" X 1-518" 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. e , Engineer or Architect per the Florida Building Code and the requirements of this N.OA Note 11 5/8" thick 15 ply APA rated plywood sheathing shall be attached to metal studs at 6"oc at panel edges and all intermediate supports using a No.8-18, 0.315" head diameter 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-V4" vertically. Note 21 The siding fastener shall be a minimum No. 8-18, 0.315" head diameter X 2-1/4" long` bugle head screw over metal studs ('or screw shall have at least 3 full threads penetrating metal framing); The siding is fastened 5 8-1/4" O.C. vertically and 16" O.C. horizontally, fasteners are driven into metal studs through 5/8" thick / 5 ply APA rated plywood sheathing, fasteners are placed in the overlapping area approximately 3/4" from the bottom edge of the overlapping plank. Vertical joints shall be placed over studs. The planks shall be installed over 518" 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 16.00in. I I. 1•' I . as coawbr * wilt &C Flarifs sm' b*CO& AaeeoMM NO . T - t3y Mwgi Dmk Pmd 58.25in. FW MING NOMINAL 20 GAUGE 3-5/8" X 1-5/8" STEEL STUDS 16' O.C. FASTENED WITH 5/8" LONG RIBBED BUGLE HEAD SCREWS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEATIJNG NOMINAL 518" THICK 15 PLY APA RATED PLYWOOD SHEATHING TO METAL STUDS AT 6" OC AT.PANEL EDGES AND ALL INTERMEDIATE SUPPORTS USING A N0.8-18, 0.315" HEAD DIAMETER X 1-1W LONG BUGLE HEAD SCREW CLADDING PLANKS OVERLAP 1-1/4 THE EXPOSURE IS 58-1/4" 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 6.00inT OC I I I Sheathing I GGA111XI r ems ; , • F ca 121 STATE OF16 cs ONAI. t'3 FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products,.lno, 10901 Elm Avenue Fontana, CA 92337 FWM NO I OWG NO Fax 909-427-0634 A PNL-PLK-SOFF Creator. E. Gonzales scN E 1" =1'-0' Date: 4M0201$ sHEEr 8 OF 12 REV 1 0_ETAII,A WALL LENGTH .13 Stud Spacing at 16!'O.C. 3/8" Minimum SEE 3Q ELDESCRIPTION DETAIL A HardieSoffit® & Cemsoffit® materials are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade 11, Type A l and meeting the requirements of the Florida i Building Code. z^ x a° 5-P-F SOFFIT iDIMENSION$ Width Length Thickness Wood Studs 4' 8! 1/4" pAS_IGN PFZF,SSU8EjZA_T_IIVG Hardie5offit, Installation Design Pressure Cemsoffit Wood Studs -70 psf OG III S.EG7JoN @ I' lr A w'q f'- Nails at 4" O.C. (typ.)meoucr REvISM Distance » amoymg w0b do F11niidr pie whizp sr P1mdw cawd offif fastener, as escribed in Note 1 HardieSoffit, Cemsoffit Minimum 2" X 4" S-P-F Wood Studs The wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code. PRODUCT REVISED eel WftdwFk,;a. E rro a; By mi*WjDak Promat Csntrot NO. 4 21 STATE OF HARDI S_O_EFIY cl~Ms_o.EEiT AN.4l lsJA_.I-.u?J_o_N AIL_s. All installation shall be done in conformance with this Notice of Acceptance, the manufacturer's installation recommendations, and the applicable sections of the Florida Building Code. Wood studs where HardieSoffit, Cemsoffit will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.O.A. The soffit shall be installed over minimum 2''C4" 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, oorrosion 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. Creator E. Gonzales HARDIFSOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 PNL-PLK-SOFF 1/2"= 1.0" 1 Date: 4t 2013 isHEEr 9OF 12 REV 4.000. 16.00in. Cladding Framing, IfffNiiiiii racUucral rEronucras»a p.OGAI/ w caypy g v.b t6e F1ooe. ffi complyies wi& ie Fhwms 07aaoeyWw • A=cvtow Pie EWi anoaOne. . a >> NO. 12177Zsy ty;..6 shoe PM&.1 Cnatd STATE OF F 0 R11P ' c`•• s$10NA1-, FRAML G NOMINAL 2" X 4" S-P-F WOOD STUDS 16" O.C. FASTENED WITH 3-1/2" 16d COMMON NAILS (2 PER TOP AND BOTTOM FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE CONNECTION) NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE CL.ADDIHG a HARDIESOFFIT, CEMSOFFIT PANELTHESOFFITISFASTENEDWITH2" LONG, 0.223" HEAD DIAMETER, 0.092" SHANK DIAMETER, CORROSION INSTALLATION DETAILS WOOD STUD CONSTRUCTION RESISTANT SIDING NAILS, PLACE NAIL'S 4" O.C. AT PANEL EDGES AND INTERMEDIATE STUDS James Hartle Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337. Phone: 909-356-6300 $ME FSCM No cw3 No RE Fax 909-427-0634 A PNL-PLK•SOFF t Creator. E Gonzales ISGIE 1" =1'-0" I Date: 4124/2013 13MET 10 OF 12 WALL LENG Stud Spacing at 16" O.C. ems__ i I i 3/8" Minimum of ,AIL,c_, Nails at 6" O.C. (typ. Distance fastener, as ribed in Note HardieSoMt, Cemsoffit P 0_l)U_CL DESCRI]R1I.O-N SEE HardieSoffrtO & CemsoMtO materials DETAILA are nonasbestosfiber-cement products tested in accordance with ASTM C1186 Grade II, Type A and meeting the requirements of the Florida Building Code. 20ga, 3-518" X 1-5/8" SO_F_F_I_T_D(M FEN CS etal Gstud Width Length Thickness HardieSof6t, DESIGN PRESSURE RATING Cemsoffit installation Design Pressure f. Metal Studs yy' ytrt` l 1. OG,q"— SECTI-ON yy PRODUCibtEVLSED memXTREVom es c omoyicys wit ft Fluids gwl&ug CO& No r3 3,1.a7 ' 121 d>rK+Caaad' Oft'd CEMSOEEI --,NEI INSTALLA_T-ION QETAILS y y ZiARpIES_0_FECT /ONAL 41, All installation shall be done in conformance with this Notice of '9t-fK5nuiacturer's installation recommendations, and the applicable sections of the Florida Building Code. Metal studs where HardieSoffit, Cemsoffit will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.OA The soffit shall be installed over minimum 20ga, Nominal 3-5/8" X 1-516" Metal C-studs spaced a maximum of 15' O.C. Note 11 The soffit fastener shall be a minimum No. 8-18, 0.315" head diameter X 1-1/4' long' ribbed bugle head screw (`or screw shall have at least 3 full threads penetrating metal ' framing) -,the fasteners shall be spaced at 6" O.C. at panel edges and intermediate studs; the fasteners shall be driven into metal studs located at 16!' O.C. Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" from corners. HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION t~ James Hardie Building Products, Inc. 20ga, 3-5/8" 1-5/8" Metal C-stud r909-356-6300 1o901 Elm Avenue j The wall and soffit frames are to be Fontana, CA 92337 L—. designed by the Architect or Engineer PhoSUE NO owc No REV of Record in compliance withthe FaA PNL-PLK-SOFF 1 Florida Building Code. Creator. E Gonzales. SCALE' 12" =1'-0" Date: 4/24/20t3 SHEET 11 OF 12 I6.00in. %00in. Cladding Framing i PRODUa REVUW s wWYdiefletbi FRO T AWA t S / s vomp17 6 die Florid+ rIrllriiii i (faaii4.drri ws E BY Oak proftdcooda 21 No• on w. IRNFLO F------------------- SSION FRAMING, NOMINAL 20 GAUGE 3-5/8" X 1-5/8" STEEL STUDS 16" O.C. FOR METAL AND W000 STUDS, PROVISIONS FOR DIAPHRAGM AND BOTTOM CONNECTION) ACTION AND GRAVITY LOAD ARE FASTENED WITH WAFER HEAD SCREWS (2 PER TOP NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE CLADDING HARDIESOFFIT, CEMSOFFIT PANEL THE SOFFIT IS FASTENED WITH NO. 8-18,0.315" HEAD INSTALLATION DETAILS METAL STUD CONSTRUCTION DIAME I ER X 1-1/4' LONG CORROSION RESISTANTRISSED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 James Hardie Building Products, Inc. FULL THREADS PENETRATING THE METAL FRAMING), PLACE 10901 Elm Avenue SCREWS 6" O.C. AT PANEL EDGES AND INTERMEDIATE o Fontana, CA 92337 STUDS Phone: 909-356-6300 Sm FSCM No 0MG No aFv Fax 909-427-0634 A PNL-PLK-SOFF 1 Creator. E.Gonzales scr s V =1'-0" Date: 4/2442013 SHEET 12 OF 12 i Florida Building Code Online Page 1 of 2 Busirtiss' Professional i i ari++ t, qy SCIS Home I lag In I User Registration Hot Topics Submit Surcharge Stats & Facts { Publications ( FBC Stag BCIS Site Map Unks Search Ronda product Approval USER: Pubbc Userress, t Product Approval Menu > earch > Application Ust > Application Detail FL # Application Type Code Version Application Status Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method FL12194-R5 Revision 2014 Approved U Aluminum Coils, Inc. 5001 West Knox Street Tampa, FL 33634 813) 249-9743 grahman@aluminumcoilsinc.com Gareth Rahman grahman@aluminumcoilsinc.com Paul Frost 5001 West Knox Street Tampa, FL 33634 813) 249-9742 PFrost@alum inumcoilsinc. com Panel Walls Soffits Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 0 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 u Validation Checklist - Hardcopy Received Certificate of Independence FL12194 RS COI ALC15001.2 Evaluation Report 2014 FBC 04 T4 Soffits - FINAL.odf Referenced Standard and Year (of Standard) Standard AAMA 1402 Equivalence of Product Standards Certified By Sections from the Code Year 1986 http://www.floridabuil ding.org/car/Pr_app_dtl.aspx?param=vvGEVXQwtDquk24AUC%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 # Model, Number or Name Description 12194.1 Alumunum Coils Aluminum Soffit Aluminum soffit panels Limits of Use Installation Instructions Approved for use in HVHZ: No FL12194 R5 II ALC15001.2 Evaluation Report 2014 FBC 04 T4 Soffits - FINAL.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Zachary R. Priest PE-74021 Design Pressure: +80/-90 Created by Independent Third Party: Yes Other: See Evaluation Report for limits of use. Evaluation Reports FL12194 R5 AE ALC15001.2 Evaluation Report 2014 FBC 04 T4 Soffits - FINAL,Ddf Created by Independent Third Party: Yes Beck Next Contact Us :. 2601 Starr Siting Road. Tallahassee Fl- 32399 Phone: 850-487-1924 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 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 eels provided may be used for official communication with the licensee. However email addresses are public record. It 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: Credit _Card Safe. ___ http://vvvA-Ar. floridabui]ding. org/pr/pr_app_dti.aspx?param=wGEVXQvADquk24AUC%2fE... 9/7/2017 CREEK Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 TECHNICAL SERVICES, LLC (813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE 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 Enit 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 Paoe 1 of 3 This evaluation report is provided for State of Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits PRODUCT DESCRIPTIONS 3/8" F-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum F-channel. See Appendix D for dimension drawings. 3/8" J-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum J-channel. See Appendix D for dimension drawings. Fascia Preformed nominal 0.019-inch thick, 3105 H-14 aluminum fascia. See Appendix D for dimension drawings. 16" 04 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit P,anels provided in 16- inch sections. The reported net free ventilation areas are 22.3 in /lin.ft for the 'full vent' configuration and 11.1 in2/lin.ft and for the 'center vent' configuration. See Appendix D for dimension drawings. 12" T4 Soffit Preformed nominal 0 0135-inch thick, 3105 H-14 aluminum soffit P,anels provided in 12- inch sections. The reported net free ventilation areas are 12.5 in /lin.ft for the 'full vent' configuration and 4.2 in2/lin.ft for the 'center vent' configuration. See Appendix D for dimension drawings. ALC15001.2 FL12194-R5 Page 2 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC COMPLIANCE STATEMENT ALUMINUM COILS, INC Soffits The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 51" Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. No .74021 15:48:16 3 : STATE OF O• 'F • < 4t`: O R IV N Zachary R. Priest, P.E. SFlorida Registration No. S;ONA; E?%` Organization No. ANE9641021 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 (MOP) were calculated using a 1.5:1 margin of safety per FBC Section 1710.9.4. 2. Refer to LIMITATIONS and sections of this evaluation when using the table(s) below. 3. Refer to INSTALLATION section of this report for installation detail when the information is not explicitly stated for the selected assembly. 4. The on -center (o.c.) spacing given is the maximum allowable attachment spacing for the rated system. 5. Unless otherwise specified, the Wood substrate shall be minimum No. 2 SPF (S.G. = 0.42) 2x lumber. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 6. Unless otherwise specified, the Masonry substrate shall conform to ASTM C 90. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 7. Typical fastening details are as follows: a. 12" T4 Soffit —12-inch o.c. Fastener Fastener Location Location 1 l b. 12" T4 Soffit — 4-inch o.c. Fastener Fastener Fastener Fastener Location 1 Location 1 location l Location 1 c. 16" Q4 Soffit —16-inch o.c. Fastener Fastener Location Loc tion 11 ALC15001.2 FL12194-R5 Page 1 of 8 This evaluation report is provided for Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC d. 16" 04 Soffit — 8-inch o.c. Fastener Lolionc r Fastener Fastener Location ALUMINUM COILS, INC Soffits Approved System Numbers and Definitions 12F-# Approved Systems for 12-inch Overhang with F-Channel 12J-# Approved Systems for 12-inch Overhang with J-Channel 16F-# Approved Systems for 16-inch Overhang with F-Channel 16J-# Approved Systems for 16-inch Overhang with J-Channel 24F-# Approved Systems for 24-inch Overhang with F-Channel 24J-# Approved Systems for 244nch Overhang with J-Channel Appendix A Approved Systems for 12-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment Max. One (1) min. 3/8-inch head dia. nail, One (1) min. 3/8 x 3/8-inch One (1) min. 1 3/4-inch long x. 0072-inch dia. x min. 3/16- 12F-1 16-inch Wood min. 1.25 inch embedment spaced Wood crown staple spaced 16-inch inch head dia. trim nail 40.0 24-inch o.c. o.c. spaced 36-inch o.c. Three (3) min. 3/4-inch x 1/4-inch One (1) min 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x 12F-2 16-inch Wood patternMax. crown staples in diamond pattern Wood crown staple spaced 8-inch o.c. 0.072-inch dia. x min. 1/4-inch head diatrip nail spaced 48- 48 84. 2 spaced24-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 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 12-inch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Three (3) min. 3/4- inch x 1/4-inch crown One (1) min. #8 x 1/2-inch One (1) min 3/4-inch x One (1) min. 1 3/4-inch long x 12J-1 Max. Wood staples in diamond long x 3/8-inch head diameter Wood 1/4-inch crown staple 0.072-inch dia. x min. 1/44nch 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 MOP 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- t53.3 12-inch spaced max. 8-inch o.c. 4-inch o.c. and securing each inch head spaced panel lap 12-inch o.c. One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x Max. Three (3) 18 ga.1/4-inch crown x 1- 1-inch leg staple spaced max. 0.072-inch diameter 16F-2 12-inch Wood inch leg staples in diamond pattern Wood 4-inch o.c. and securing each finishing nail with min. 3/16- t53.3 spaced 16-inch o.c. panel lap inch head spaced 12-inch O.C. Max. One (1) 3/8-inchhead dia. nail, min. One (1) min 3/8-inch x 3/8-inch One (1) min. 1 3/4-inch long x 0.072 inch dia. x min. 16F-3 16-inch Wood 1.25-inch embedment spaced 24- Wood crown staple spaced 16-inch 3/164nch head dia. trim nail t25.6 inch o.c. O.C. spaced 36-inch o.c. Three (3) min. 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long 16F-4 Max. Wood crown staples in diamond pattern Wood One (1) min 3/44nch 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 FL12194-115 Page 3 of 8 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 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 psf) Substrate F-Channel Attachment Substrate Panel Attachment Fascia Cap Attachment One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 16F-5 Max. Masonry One (1) 14 ga. 5/8-inch long T nail Wood 1-inch leg staple spaced 4-inch 0.072-inch diameter finishing nail with min. 3/16- 43.316-inch spaced 8-inch o.c. o.c. and securing each panel inch head spaced lap 16-inch o.c. Three (3) 18 ga. 1/4-inch crown x 1- One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 0.072-inch diameter 16F-6 Max. 16 inch Wood inch leg staples in diamond pattern Wood 1-inch leg staple spaced 4-inch o.c. and securing each panel finishing nail with min. 3/16- t43.3 spaced 16-inch o.c. 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 i Substrate Panel Attachment Fascia Cap Attachment Attachment 16J-1 Max. Wood Three (3) min. 3/4-inch x 1/4-inch crown staples in diamond pattern Wed One (1) min 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x 0.072-inch dia. x 23.5 16-inch spaced 24-inch o.c. crown staple spaced 8-inch o.c. min. 1/4-inch head dia. trip 31.4 nail spaced 48-inch o.c. ALC 15001.2 FL12194-135 Page 4 of 8 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. ECREEKTECHNICALSERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga.1/4-inch Nominal 1x2 crown x 1-inch leg No.2 SYP staple spaced Three (3) 18 ga.1/4- anchored to 12-inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. inch crown x 1-inch rafter with one each panel lap inch crown x 1-inch 0.072-inch diameter 24F-1 12-inch Wood leg staples in 1) min. 2.25- Wood leg staple spaced 8- finishing nail with min. 801-90 diamond pattern nch x 7d ring inchOne ( 1) min. 1.75-inch in O.C.3/ 16-inch head spaced spaced 16-inch o.c. shank nail x 0.072-inch diameter 12-inch o.c. 24- inch o.c. finishing nail with min. 3/ 16-inch head spaced 4- inch o.c. One ( 1) 18 ga.1/4-inch crown x 1-inch leg Nominal 1x2 staple spaced One ( 1) min. 1.5- No.2 SYP 12-inch o.c. securing One (1) 18 ga1/4- One (1) min. 1.75-inch x Max. inch x 11 ga. anchored to each panel lap inch crown x 1-inch. 0.072-inch diameter 80/ 24F- 2 12-inch Wood smooth shank rafter with one Wood leg staple spaced 8- finishing nail with min. 71i.6 roofing nail spaced 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. 3116-inch head spaced 16-inch o.c. inch ring shank x 0.072-inch diameter 12-inch o.c. nail 24- inch o.c. finishing nail with min. 3/164nch 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 ga1/4- One (1) min. 1.75-inch x Max. One (1) 14 ga. 5/8- anchored to each panel lap inch crown x 1-inch. 0.072-inch diameter 80/ 24F-3 12- inch Masonry inch long T nail rafter with one Wood leg staple spaced 8 finishing nail with min. 76.6 spaced 8-inch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. 3/16-inch head spaced inch ring shank x 0.072-inch diameter 12-inch o.c. nail 24-inch o.c. finishing nail with min. 3/16-inch head spaced 4-inch o. c. ALC15001.2 FL12194- R5 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. ECREEKTECHNICALSERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width pso Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga. 1/4-inch crown x 1-inch leg Nominal 1x2 staple securing the No.2 SYP nailer of each female Three (3) 18 ga. 1/4- anchored to lock or spaced One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. inch crown x 1-inch rafter with one 16-inch o.c. securing inch crown x 1-inch 0.072-inch diameter 24F-4 16-inch Wood leg staples in 1) min. 2.25- each panel lap Wood leg staple spaced 8- finishing nail with min. 801-60 diamond pattern inch x 7d ring inch o.c. and securing 3/16-inch head spaced spaced 16-inch o.c. shank nail One (1) min. 1.75-inch each panel lap 16-inch o.c. 24-inch o.c. x 0.072-inch diameter finishing nail with min. 3/16-inch head spaced 4-inch o.c. One (1) 18 ga.1/4-inch crown x 1-inch leg staple securing the Nominal 1x2 nailer of each female One (1) min. 1.5- No.2 SYP lock or spaced One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. inch x 11 ga. anchored to : 16-inch o.c. securing inch crown x 1-inch 0.072-inch diameter 24F-5 16 inch Wood smooth shank rafter with one each panel lap Wood leg staple spaced 8- finishing nail with min. 801-60 roofing nail spaced 1) 7d x 2.25- inch o.c. and securing 3/164nch 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 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 MDP No. Width psf) Substrate F-Channel Attachment Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment One (1) 18 ga.1/4-inch crown x 1-inch leg staple securing the Nominal 1x2 nailer of each female No.2 SYP lock or spaced One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. One (1) 14 ga. 5/8- anchored to 16-inch o.c. securing inch crown x 1-inch 0.072-inch diameter 24F-6 16-inch Masonry inch long T nail rafter with one each panel lap Wood leg staple spaced 8- finishing nail with min. 801-60 spaced 8-inch o.c. 1) 7d x 2.25- inch o.c. and securing 3/16-inch head spaced inch ring shank One (1) min. 1.75-inch each panel lap 16-inch o.c. nail 24-inch o.c. x 0.072-inch diameter finishing nail with min. 3/16-inch head spaced 4-inch o.c. ALC15001.2 FL12194-R5 Page 7 of 8 This evaluation report is provided for Slate of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with J-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width pso Batten J-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Nominal 1x2 No.2 SYP scabbed between rafters with One (1) 18 ga.1/4- one (1) min. 2.25- inch crown x 1-inch Nominal 1x2 inch x 7d ring shank leg staple spaced No.2 SYP Three (3) 18 nail straight -nailed 12-inch o.c. anchored to ga.1/4-inch crown through the rafter securing each panel One (ga. Ych One (1) min. 1.75-inch Max. rafter with one x 1-inch leg into the end of the lap inch croownn x 1-inc x 0.072-inch diameter 24J-1 12-inch min. 2.25- staples in diamond batten or two (2) Wood leg staple spaced finishing nail with min. 60 inch x 7d ringin pattern spaced 16- min. 2.25-inch x 7d One (1) min. 1.75- 8-inch o.c. 3/164nch head spaced shank nail inch o.c. ring shank nails toe- inch x 0.072-inch 12-inch o.c. 24-inch o.c. nailed on either side diameter finishing of the batten at nail with min. 3/16- each batten/rafter inch head spaced intersection. Max. 4-inch o.c. rafter spacing is 24-inch o.c. . Nominal 1x2 No.2 SYP scabbed One (1) 18 ga.1/4- belween 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 164nch 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. hringshankank 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. 10111111111 CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B INSTALLATION Note - Refer to the APPROVED SYSTEMS section of this report for additional installation details of a selected system and maximum design pressures limitations. System No. Installation Detail Min. 3/0" hoad dia. nail with min. 14" euyayemantl(or mYS9 subetrate) or min. 0.097" dlo. T-nall or etvh null with min. 5/9" e11903ementi(or concrete or. block nubetrato), ahaced as noted nbove. FASCIA SLIP BOARD FASCIA TRIM OFFIT (OVERHANG WIDTH VARIES) 7-F- 12F-18 12F-3 ANNEL Hood, 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 ALC15001.2 FL12194-R5 Page 1 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 01 1 SOFFIT STAPLE OPEN RAFTER ,' I3/4" X 1/4' DIAMOND PATTERN DETAILCROWNSTAPLES1 USING A DIAMOND IV arvmIr PATTERN FACIA BOARD O FASCIA CAP 12F-2 3/4' X 1/4' CROWNJNMAJLFACIA BOARD 8" 11-3/4" STAPLE ON CENTER TRIM NAIL P' F' CHANNEL CAN BE PAINTED S.S. 46' INSTALLED WITH THE CAP 0 CFASCIA NAILING FLANGE UP OR /4' X 1/4' DOWN ROWN STAPLE SOFFIT- max. 12-1nch span W000 SOI SUBSTRATE SOFFIT &FASCIA DETAIL ALC15001.2 FL12194-R5 Page 2 of 12 This evaluation report is provided for State of Florida product approval under Rule 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 B System No, Installation Detail OPEN RAFTER SOFFIT STAPLE 01ST DIAMOND DETAILjE/0' PATTERN FACIA BOARD KTVMI JTrFa 3/4- X 1/4' CROWN STAPLE -24' ON CENTER USING A DIAMOND PATTERN FASCIA CAP 12J-1 3/4' X 1/4' CROWN 8' 1-3/4' TRIM NAIL FACIA BOARD CHANNEL i-3/4' TRIM NAIL STAPLE ON CENTER PAINTED S.S. screwed to so[Cit with one(l) Na x PAID S.S. 46' FASCIA CAP 1/2" x 3/8" Itead O.C. diameter screw, 3/4' X 1/4' 16' O.C. CROWN STAPLE SOFFIT —max. 12-inch span SOFFIT WOOD OR BLOCK SOFFIT & FASCIA SUBSTRATE DETAIL ALC15001.2 FL12194-R5 Page 3 of 12 This evaluation report is provided for Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 t' TRIM NAIL FASCIA OOARO PAINTED S.S. FASCU CAP SOFFIT 1'e!' CROWN STAPLE OPEN RAFTER FASCIA BOARO 16r S/6' I•NU 16F-1 SOFFIT & FASCIA 16F-5 DETAIL FASCA CAP; REFER TO SOFFIT t FASCIA OETAR. F' CHANNEL SOFFIT; MAX. 16' SPAN 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. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail Min. 3/8" head dia. nail with mitt. 1!1" engagementlfor woad substrate) or min. 0.097" dia. T-nail or stub nail with min. 5/8" ongagomonL(for concrete or block substrate). spaced as noted above. FASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) 16F-3 F" CHANNEL Word, Concrete or Block Wall STAPLE SOFFIT TO FASCIA BOARD #T50 3/8" X 3/8" STAPLE 11 16" O.C. FASCIA LIP 1 /4" PAINTED S.S. 1.3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALC15001.2 FL12194-R5 Page 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 n,` SOFFIT STAPLE OPEN RAFTER j3/4• x 1/4• i DDIIATM O ND PATTERN 1CROWNSTAPLES % + - USING A DIAMOND _31Vsrs PATTERN FACU 80AR0 FASCIA CAP 16F-4 3/4- x 1/4- CROWN FACIA 90AR0 8" 1-3/4- TRIM NAILSTAPLEONCENTER 1-3/4- TRIM NAIL PAINTED S.S. T_ F- CHANNEL CAN BE INSTALLED WITH THE PAINTED S.S. 48- FASCIA CAP D.C. NAILING FLANGE UP OR X i /4" DOWN CROWN CROWN STAPLE SOFFIT— max. 16-inch span W000 S0FFIT SUBSTRATE SOFFIT &FASCIA DETAIL ALC15001.2 FL12194-R5 Page 6 of 12 This evaluation report is provided for Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I i' TRIM NAIL FASCIA BOARD PAINTED S.S. FASCIA CAP SOFFIT T'a' CROWN STAPLE OPEN RAFTER FASCIA BOARD. 1-4- CROWN STAPLES SOFFIT & FASCIA USING A DIAMOND DETAIL 16F-2 8 PATTERN: REFER TO SOFFIT STAPLE 16F-6 DIAMOND PAT TERM i \ DETAIL FASCIA CAP; REFER TO SOFFIT 1 FASCIA BE TAR 8, F' CHANNEL 3ie SOFFIT, MAX. IV 1 SPAN W000 SUBSTRATE SOFFIT STAPLE DIAMOND PATTERN ALC15001.2 FL12194-R5 Page 7 of 12 This evaluation report is provided for Stale of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail OPEN RAFTER 3-s t \ SOFFIT STAPLE 01ST DDIAAMA'O' ND PATTERN LFACIABOARD ` .y.I r aTVEEnJI tTAM1LS / 3/4- X 1/4- CROWN STAPLE -Z4- ON CENTER USING A DIAMOND PATTERN FASCIA CAP 16J-1 3/4" X 1/4' CROWN1CU1 STAPI 8' ON CETER BOARD NEL TRIM NAILPAINTEDP1-3/4' 4S.S. S.S. 48' FASCIA CAPO.C. X 1/4" WN STAPLE SOFFIT —max. 16-inch span S 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 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 t' TRIM NAfl, FASCIA BOARD PAINTED S.S. 1'et CROWN I ,—FASCIA CAP STAPLES SOFFIT VVV USING A DIAMOND PATTERN; REFER TO 1'et' CROWN STAPLE SOFFIT STAPLE DIAMOND PATTERN DETAIL 1 t' TRIM NAIL FASCIA BOARD PAINTED S.S. SOFFIT & FASCIA 24F-1 8 DETAIL 24F-4 rml- CROWN STAPLE FASCIA (APB REFER OEfAR. 1'- —1• Nominal SYP I f^T 3 e.1 Batlen Anchored to SOFFIT; MAX. !A' I I 1f-CHARNEL Rafters with SOFFIT i FASCIA one 7d Ring Shank Nail at every Raller / W000 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. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I I' TRIM NAIL FASCIA BOARD PAINTED S.S. 1.1' SMOOTH SHANK FASCIA CAP ROOF PAILS SOFfIi Pr1' CROWN STAPLE 1 I- TRIM HAIL FASCIA BOARDPAINTEDS.S. SOFFIT & FASCIA 24F-2 & DETAIL 24F-5 1'4' CROWN STAPLE FASCIA [AP; REFER 10 SOFFIT L FASCIA OETAR. Nominal I'a£ SYP Batten Anchored to SOFFIT; MAX. tA' f- CHANNEL Rattan with one Id Ring Stunk Nad at every Rafter WOOD SUBSTRATE ALC15001. 2 FL12194-R5 Page 10 of 12 This evaluation report is provided for Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 i' TRIM NAIL fASCIA BOARD PAINTED S.S. ILGA i' T-NAILS FASCIA CAP SOFFIT 1"0' CROWN STAPLE t i' TRIM NAB, FASCIA BOARO PAINTED S.S. SOFFIT & FASCIA7DETAIL 24F-3 & 24F-6 1'el' CROWN STAPLE fA5(IA CAP; REFER TO SOFfIT 11 FASCIA OETAB. Nominal 1't2' SYP 9atfen Anchored to SWIF. MAX. 24' F•CNAIINEL Rafter with arc Id Ring Shank Nail of every Railer MASONRY ALC15001.2 FL12194-R5 Page 11 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 II' TRIM NAIL FASCIA BOARO PANTED SS I'4' CROWN STAPLES FASCIA CAP USING A DIAMOND SOFFIT iPATTERN; REFER TO ANTILEVERED r4- CROWN STAPLE SOFFIT STAPLE RAFTERDIAMONDPATTERN DETAIL FASCIA BOARD SOFFIT & FASCIA 1 i' TRIM NAIL FAINr(o s.s. DETAIL 24J-1 24J-2 Ysi' CROWN STAPLE FASCIA CAP; REFER TO SOFFIT L FASCIA OETAL 1't T." 8 seabbel n (i ers andscmxdbetweenraneeoral SOFFIT., MAX. TA' 3/6 1-CNANNEI na Ishanknailtighiedng Ihmuph the rafter Into the end WOOD SUBSTRATE of the batten or two I7.) Td ring spank nalls toe-natied on either side of the baRem at Um batteNraller Intersection SOFFIT STAPLE DIAMOND PATTERN ALC15001.2 FL12194-R5 Page 12 of 12 This evaluation report is provided for Stale of Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC DESIGN WIND LOADS ALUMINUM COILS, INC Soffits Appendix C The following tables provide design wind loads for components and cladding in accordance with Section 1609.1 of the FBC and ASCE 7-10 under the following provisions: 1. Wind speeds for risk category I, II, III, and IV buildings shall be as defined in Section 1609 of the FBC. 2. Exposure B, C, and D shall be as defined in section 1609 of the FBC. 3. Design wind loads are provided only for walls/soffits with a mean roof height less than or equal to 60-ft. 4. All calculations are based on an effective wind area of 10-ft2 or less. 5. Topographic factors such as escarpments or hills have been excluded from the analysis. 6. Wind directionality factor, Ka = 0.85 7. Vot 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 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. SCREEKTECHNICALSERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C J WindPfessures;fof;Soffits in;Ez 'osu e;B: Roof>fi#i Meari,-'" L eI ht ft : 130 s;- ye 140 150 160 y 170 180 :190 200H Enclosed 4 20 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 25 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 30 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 40 18.3 21.5 24.9 28.6 32.5 36.7 41.2 45.9 50.8 50 19.5 22.9 26.5 30.5 34.7 39.1 43.9 48.9 54.1 60 20.5 24.0 27.8 32.0 36.4 41.1 46.0 51.3 56.8 Negative Loads) 5 20 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 25 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 30 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 40 22.6 26.5 30.7 35.3 40.1 45.3 50.8 56.6 62.7 50 24.1 28.2 32.8 37.6 42.8 48.3 54.1 60.3 66.8 60 25.3 29.6 34.4 39.5 44.9 50.7 56.8 63.3 70.1 Enclosed 4 20 10.8 12.7 14.7 16.9 19.2 21.7 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) 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 5 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 1 19.5 22.2 25.1 1 28.1 1 31.3 34.7 60 13.1 15.4 17.8 1 20.5 23.3 26.3 1 29.5 1 32.9 36.4 ALC15001.2 FL12194-R5 Page 2 of 4 This evaluation report is provided for Slate of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C D d 9 i g n W- i 6 d P (e t s U r- e- s- - f6 r'S o M t s, i n. E k 0 ojs 0 tog * A M 3; n.?- Building• jype Zone Mean oot - ht ZA1, 0P. -A F-"* r'30 W 140 tP590 - W,l0, A' p- W-902 Enclosed 4 20 21.7 25.4 29.5 33.8 38.5 43.5 48.7 54.3 60.2 25 22.6 26.6 30.8 35.4 40.2 45.4 50.9 56.7 62.8 30 23.6 27.7 32.1 36.9 41.9 47.3 53.1 59.1 65.5 40 25.0 29.4 34.1 39.1 44.5 50.2 56.3 62.7 69.5 50 26.2 30.8 35.7 41.0 46.6 52.6 59.0 65.8 72.9 60 27.2 31.9 37.0 42.5 48.3 54.6 61.2 68.2 75.5 Negative Loads) 5 20 26.7 31.4 36.4 41.8 47.5 53.7 60.2 67.0 74.3 25 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.6 30 29.1 34.2 39.6 45.5 51.8- 58.4 65.5 73.0 80.9 40 30.9 36.3 42.1 48.3 54.9 62.0 69.5 77.5 85.8 50 32.4 38.0 44.1 50.6 57.6 65.0 72.9 81.2 89.9 60 33.6 39.4 45.7 52.5 59.7 67.4 75.5 84.2 93.2 Enclosed 4 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20,6 23.6 26.9 30.3 34.0 37.9 42.0 40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4 Positive Loads) 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 5 40 16.0 18.8 21.8 25.1 28.5 32:2 36.1 40.2 44.5 50 16.8 1 19.7 22.9 26.3 29.9 33.7 37.8 1 42.1 46.7 60 17.4 1 20.5 23.7 27.2 31.0 35.0 39.2 1 43.7 48-4 ALC 15001.2 FL12194-R5 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Design Wind Pressures for Soffits in Exposure D Building Type Zone Mean HeightHeift Basic Wind Speed mph) 120 130 140 150 160 170 180 190 200 Enclosed 4 20 26.0 30.5 35.4 40.6 46.2 52.2 58.5 65.2 72.2 25 27.0 31.6 36.7 42.1 47.9 54.1 60.6 67.6 74.9 30 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.5 40 29.4 34.5 40.0 45.9 52.2 58.9 66.1 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 NegativeLoads) 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 1 -69.2 77.5 86.4 95.7 40 36.2 42.5 49.3 56.6 64.4 72.7 81.5 90.9 100.7 50 37.7 44.3 51.4 58.9 67.1 75.7 84.9 94.6 104.8 60 38.9 45.7 53.0 60.8 69.2 78.1 87.6 97.6 108.1 Enclosed 4 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1 Positive Loads) 5 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 1 23.0 26.7 1 30.6 34.8 39.3 44.1 49.1 54.4 60 20.2 1 23.7 27.5 1 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 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. MCREEKTECHNICALSERVICES, LLC 3/8" F-Channel 3/8" -T 3/8" J-Channel 3/4" — 1/8" HEM T 7 3/4" ISOMETRIC VIEW 3/8' PROFILE ISOMETRIC VIEW 3/Ir' PROFILE ALUMINUM COILS, INC Soffits Apoendix D ALC 15001.2 FL12194-R5 Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Fascia CREEK TECHNICAL SERVICES, LLC 3/4" 7/8" r 1/8" HEM 6"FASCIA 7" BLANK 1/4" ISOMETRIC VIEW ALUMINUM COILS, INC Soffits Appendix D ALC15001.2 FL12194-R5 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 16" 04 Soffit on-ry . a1an. 18' BLANK' 3 / 6 PROFILE U O O lJ 0 0 0 0 0 0000a 0000 ALUMINUM COILS, INC Soffits Appendix D ALC15001.2 FL12194-R5 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 12" T4 Soffit ALUMINUM COILS, INC Sofflts Appendix D 3 1/8" 7/8" 3 1/8" i/8" 3 1/8" S/16" 1/2" 1/2" 1/2" 1/2" 1/2" W 1/r 1/8" !3/r 13.75" BLANK 3/8" PROFILE ITr PIF ownr o zs rrr a nsnr aaao 0000 aooao aaao o. ooaoo aaao END OF REPORT ALC15001.2 FL12194-RS 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 WitE. Business A e , 1Lo C3L r aCIS Nome Lop In User Registration Not Topics Submit Surcharge Slats 6 Facts i Publications FSC Stall SCIS Site Map Unks Search l ^., Product Approval w USER: PUDIit Userdbprr.:o Product Approval Menu > earch > Aoohcabon U4 > Application Detail FL # FL7006-R9 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By C IKO Industries, Ltd 40 Hansen Road South Brampton, NON -US L6W 31-14 708) 496-2800 Ext 200 rmetzOOI@tampabay.rr.com Robert Metz rmetzOOI@tampabay.rr.com Bob Metz REMCO of Pinellas 456 Avila Circle NE Saint Petersburg, FL 33703 727) 776-5261 rmetzOO1@tampabay.rr.com Don Shaw IKO Industries LTD 120 Hay Rd. Wilmington, DE 19808 717) 579-6706 don.shaw@iko.com Roofing Asphalt Shingles Certification Mark or Listing FM Approvals - CER Locke Bowden G Validation Checklist - Hardcopy Received Standard ASTM D3161 modified to 110 mph ASTM D3462 ASTM D7158 Class H ASTM E108 Year 2009 2009 2008 2007 http://www.floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDgse7mYBd2b3K6... 9/7/2017 Florida Building Code Online Page 2 of 3 Product Approval Method Method 1 Option A Date Submitted 06/28/2015 Date Validated 06/30/2015 Date Pending FBC Approval Date Approved 07/06/2015 Summary of Products FL # Model, Number or Name Description 7006.1 Cambridge, Cambridge HD and CRC Laminated architectural fiberglass asphalt shingle Biltmore AR manufactured at IKO's Kankakee, 1L; 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 InstallationFL7006R9IIIKO-133-02-01 Letter - 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 CaD Shingle Installation Instructions.Ddf 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.DdfDesignPressure: N/A Other: FL7006 R9 C CAC FM Letter - ASTM E 108 letter - 5 3 15 .odf Quality Assurance Contract Expiration Date 12/31/2020 Installation Instructions FL7006 R9 11 IKO-133-02-01 Letter - Installation Instructions for FBC FL7006.pdf FL7006 R9 11 Roofino- Prod ucts-Leadino-Edoe-Plus- ADDlication-EN(1).Ddf Verified By: Duc T Nguyen PE 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: 7006.4 Marathon 25 AR, CRC Superglass 3 tab fiberglass asphalt shingle manufactured at IKO's M25AR Brampton, Ontario, Hawkesbury Ont., Toronto, Ont.; Sylacauga, AL and Kanakakee, IL plants http://www. floridabuilding. org/prlpr_app_dtl.aspx?param=wGEVXQwtDgse7mYBd2b3 K6... 9/7/2017 Florida Building Code Online Page 3 of 3 Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other. Certification Agency Certificate FL7006 R9 C CAC FM Letter - ASTM d3161 letter - 4-15- 2015 .odf FL7006 R9 C CAC FM Letter - ASTM d3462 letter - 5 6 Modf FL7006 R9 C CAC FM Letter - ASTM E 108 letter - 5 3 15 .Ddf Quality Assurance Contract Expiration Date 12/20/2020 Installation Instructions FL7006 R9 II IKO-133-02-01 Letter - Installation Instructions for FBC FL7006.odf 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: OSO-487-IB24 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 a -mall address released in response to a public -records request. do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395. -Pursuant to Section 455.275(1), Flonda Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have One. The emalls provided may be used for Official communication with the licensee. however email addresses are public record. If you d0 not wish to supply a personal address, please provide the papartment with an email address which can be made available t0 the public. TO determine If you are a licensee under Chapter 455, F.S., please dock here . Product Approval Accepts: 12 ® Ctedi Cafd Safe http://www.floridabuilding.org/car/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 manufacturer's application instructions and applicable code. In the event the instructions conflict, these instructions shall govern. Statement of Independence: PRI Construction Materials Technologies and/or Duc T. Nguyen, FL P.E. do not have nor plan to acquire a financial interest in any company manufacturing or distributing products for which the test reports are issued. Signed: / +. C Signed: ^ Brad Grzyboj ski Duc T.1Nduyen Managing Director Florida Regis ere Professional Eng r P.E. Number: 65034 Date: April 30, 2015 Date: April 30, 2015 Attachments: A) IKO Shingle Application Instructions - 3-Tab B) IKO Laminated Shingles Application Instructions C) IKO Hip and Ridge 12 Application Instructions D) IKO Leading Edge Plus Application Instructions IKO-133-02-01 PRI Consbucbon Materials Technologies, LLC. 6412 Badger Drive Tampa, FL 33610 Tel. 813621.5M Fax: 813.621.5840 email- matenalstesting@prismt oom WebSite: http:/hvww.p6cmt.com IKO Installation Instructions for Asphalt Shingles Page 2 of 5 IKO Shingle Application Instructions — 3-Tab Shingles ASTM D3161, Class F — IKO Marathon 25 AR and CRC Superglass M25AR) NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION CONFLICT, THESE INSTRUCTIONS WILL GOVERN. ROOF DECK: Solidly sheathed and fastened deck conforming to 2014 FBC. UNDERLAYMENT: Applied in accordance with building code requirements. For areas where the roof slope is less than 4" per foot down to 2" per foot, use 2 layers of underlayment conforming to building code requirements, the first sheet overlapping the eave protection by 19", followed by full 36" widths overlapping each preceding course by 19" or other Approved underlayments in accordance with the qualified application instructions. For areas where the roof slope is 4" per foot or greater, cover the deck with one ply of underlayment laid parallel to the eaves, with 2" horizontal laps and 4" end laps. Apply metal drip edges on top of any underlay along rake edges and directly to the deck along eaves in accordance with building code requirements. NAILING: Use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with at least 3/8" diameter heads, long enough to penetrate through plywood or 3/4" into boards. Use 4 nails per shingle placed 6-1/8" above the butt edge, approx. 1" and 13" from each end and 1/2" above each cutout. Drive nails straight so that nail head is flush with, but not cutting into shingle surface. NAILING ON STEEP SLOPES: For steep slopes of 21" per foot (60°) or more, use 6 nails per shingle placed as shown below. Ensure that no nail is within 2" of a joint/cutout of the underlying shingle. Seal down each shingle at time of application with three 1" diameter (approx. size and thickness of a quarter) spots of asphalt plastic cement placed under the shingle 2" above the bottom edge and equally spaced along the shingle. Apply plastic cement in moderation since excessive amounts may cause blistering. CAUTION: Shingles should seal to the underlying course when the factory applied asphalt sealant is sufficiently warmed by the heat of direct sunlight. EXPOSURE: Installed shingles shall have a maximum average exposure of 5-5/8°. STEEP SLOPES SEAUNG STROP — 6118• I I 61.1/8- 1 NAILS NAILS DO NOT NAIL INTO OR ABOVE THE SEALING STRIP PRI ConsWcOon Materials Technologies, I.I.C. 6412 Badger Dnve Tampa, FL 33610 Tel: 813621.5M Fax: 813-621-5840 e-mail: mateAalstesbng@pricmt.com WebSite: http:1Avww.pricmLcom IKO Installation Instructions for Asphalt Shingles Page 3 of 5 IKO Laminated Shingles Application Instructions ASTM D3161, Class F - Cambridge, Cambridge HD, and CRC Biltmore AR) NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION CONFLICT, THESE INSTRUCTIONS WILL GOVERN. ROOF DECK: Solidly sheathed and fastened deck conforming to 2014 FBC. UNDERLAYMENT: Applied in accordance with building code requirements. For areas where the roof slope is less than 4" per foot down to 2" per foot, use 2 layers of underlayment conforming to building code requirements, the first sheet overlapping the eave protection by 19", followed by full 36" widths overlapping each preceding course by 19" or other Approved underlayments in accordance with the qualified application instructions. For areas where the roof slope is 4" per foot or greater, cover the deck with one ply of underlayment laid parallel to the eaves, with 2" horizontal laps and 4" end laps. Apply metal drip edges on top of any underlay along rake edges and directly to the deck along eaves in accordance with building code requirements. NAILING: Use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with at least 3/8" diameter heads, long enough to penetrate through plywood or 3/4" into boards. Use 4 nails per shingle placed in the nail line 7-3/8" below the top edge, approx. 1" and 13" in from each end. Drive nails straight so that nail head is flush with, but not cutting into shingle surface. NAILING ON STEEP SLOPES: For steep slopes of 21" per foot (60°) or more, use 6 nails per shingle placed as shown below. Ensure that no nail is within 2" of a joint/cutout of the underlying shingle. Seal down each shingle at time of application with three 1" diameter (approx. size and thickness of a quarter) spots of asphalt plastic cement placed under the shingle 2" above the bottom edge and equally spaced along the shingle. Apply plastic cement in moderation since excessive amounts may cause blistering. CAUTION: Shingles should seal to the underlying course when the factory applied asphalt sealant is sufficiently warmed by the heat of direct sunlight. EXPOSURE: Installed shingles shall have a maximum average exposure of 5-7/8". 6 3 NAIL LINE NAILING - STEEP SLOPES APPLICATION Use sbc nails as shown. I mum n -Z 'M - CEMENT PROPER APPLICATION REQUIRES THAT THE NAILS PENETRATE BOTH THE OVERLAY AND UNDERLAY PORTIONS OF THE SHINGLE PRI Construction Materials Technobgies, I.I.C. 6412 Badger Dore Tampa, FL 33610 Tel: 813621.5M Fax: 813-621.5840 e-mail: materialstesting@pricmt com WebSile: htlp.//www.pricmt.com IKO Installation Instructions for Asphalt Shingles Page 4 of 5 IKO Hip and Ridge 12 Application Instructions ASTM D3161, Class F — IKO Hip and Ridge 12) NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION CONFLICT, THESE INSTRUCTIONS WILL GOVERN. Cut hip and ridge shingles into thirds, using the perforation marks as a cutting guide. These shingles are designed for a 5 1/8" (130 mm) exposure. (For a neater appearance, the top of each side of each piece has been factory trimmed on a 1" (25 mm) taper (see drawing). Bend each piece over the hip or ridge, and nail 5 5/8" (143 mm) above the butt edge 1" (25 mm) in from each edge, exposing each piece 5 1/8" (130 mm). Apply hip pieces starting at the lower end of the hip, working up toward the ridge. On hip roofs, apply ridge pieces starting at each end, meeting in the middle. On gable roofs, apply ridge pieces starting at the end opposite to the prevailing wind direction and continue to the other end. Note: To obtain a three-dimensional effect, (which is recommended, but not required), apply hip and ridge shingles double thickness by stacking 2 pieces on top of one another, the lower piece extending about 3/4" (19 mm) further than the top piece (see diagram). The final shingle should be set in cement, and the exposed nail heads of the final shingle should be covered with cement. Prior to application in cold weather, storing the shingles in a heated area will allow for easier bending. NOTE: SHINGLES MUST BE APPLIED PROPERLY. THEY ARE DESIGNED FOR USE AS HIP AND RIDGE SHINGLES ONLY, AND SHOULD NOT BE USED FOR ANY OTHER APPLICATIONS. WE ASSUME NO RESPONSIBILITY FOR LEAKS OR DEFECTS RESULTING FROM POOR APPLICATION OR FAILURE TO PROPERLY PREPARE THE SURFACE TO BE ROOFED OVER, OR FAILURE TO PROVIDE PROPER VENTILATION IN ACCORDANCE WITH MINIMUM PROPERTY STANDARDS REQUIREMENTS. REVIEW ALL APPLICABLE BUILDING CODES, MINIMUM PROPERTY STANDARDS, AND REQUIREMENTS PRIOR TO APPLYING THESE SHINGLES USING THESE APPLICATION INSTRUCTIONS. TAPER CM PRI Construction Matenals TechnoNies, LLC. 6412 Badger Dnve Tampa, FL 33610 Tel: 813.621.5777 Fax. 613-621.5840 e-mail, materialstesting&ncmLoom Web.Site' http:/MWWW.prian4com IKO Installation Instructions for Asphalt Shingles Page 5 of 5 IKO Leading Edge Plus Application Instructions ASTM D3161, Class F — IKO Leading Edge Plus) NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION CONFLICT, THESE INSTRUCTIONS WILL GOVERN. 1. Apply any underlayment, eave protection, valley flashings, or drip edges to roof deck as required 2. Each 39 3/8" x 131/4" (1000 mm x 336 mm) IKO Leading Edge Plus strip is perforated lengthwise for separation into two (2) shingles. Take one IKO Leading Edge Plus strip and fold flat at perforation to separate. 3. Take one of the separated shingles 39 3/8" x 6 5/8" (1000 mm x 168 mm) and remove approximately 20"(500 mm). Install this shingle on the lower left corner of the roof deck, granule side up, with the factory installed sealant adjacent to the eaves. The shingle should overhang the rake edge and eaves by a nominal 1/4" (6 mm) minimum. Fasten the shingle to the roof deck with nails located 3" to 4" (75 mm to 100 mm) from the eave edge and 1" (25 mm) in from each end. 4. Take the leftover 20" (500 mm) piece shingle. Rotate the piece and align it vertically up the rake edge with the factory installed sealant adjacent to the outer edge of the roof. The shingle should overhang the rake edge by a nominal 1/4" (6 mm) minimum. Fasten the shingle to the roof deck with fasteners located 3" to 4" (75 mm to 100 mm) from the rake edge and 1" (25 mm) in from each end. 5. Repeat Steps 3 — 4 for the right lower corner of the roof deck. NAILING: Use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with at least 3/8" (9 mm) diameter heads, long enough to penetrate through plywood or 3/4" (20 mm) into boards. Use 4 nails per shingle placed 3" to 4" (75 mm to 100 mm) from the eave edge and approximately 1" and 13" (25 mm and 330 mm) in from each end. 6. Apply full-length IKO Leading Edge Plus shingles to the remaining eave edges of the roof deck. Install the shingles granule side up with the factory applied sealant adjacent to the eaves. The shingles should overhang the rake edge and eaves by a nominal 114" (6 mm) minimum. Fasten the shingles to the roof deck with nails located 3" to 4" (75 mm to 100 mm) from the eave edge, 4 nails per shingle. 7. Apply roof shingles as per the instructions printed on each product's package. Make certain the first course of field shingle lies flush with the edges of the fastened IKO Leading Edge Plus. In this way, the sealant on the IKO Leading Edge Plus shingles will adhere to the first -course field shingles and help keep them from lifting in high winds. PRI Construction Materials Technologies, LLC. 6412 Badger Drive Tampa, FL 33610 Tel: 813-621.5777 Fax, 813-621.5840 e-mail: mate6alstesting@pncmt.com WebSite: hhpJMww.pncmt.com Florida Building Code Online Page 1 of 2 SCIS Home I Log In I User Regetration Hot TOP= ( Submit Surcharge I Stat5 h FactS 1, Publications FBC Staff j SCIS Site Map Links Search dbpr a ProductApprovaleasUSER: Public User i.I.= Product ADDrWal Menu > Product Dr ADOLutlon Search > Application List > Application Detail FL # FL2346-R5 Application Type Affirmation Code Version 2014 Application Status Approved Comments Archived 0 Product Manufacturer Warrior Roofing Manufacturing Address/Phone/Email 3050 Warrior Road. Tuscaloosa, AL 35404 205) 553-1734 Ext 115 Steven@ WarriorRoofing. net Authorized Signature Steven Crew Steven@WarriorRoofing.net Technical Representative Steven Crew Address/Phone/Email 3050 Warrior Road Tuscaloosa, AL 35404 205) 553-1734 Ext1024 Steven@WarriorRoofing.net Quality Assurance Representative Steven Crew Address/Phone/Email 3050 warrior Road Tuscaloosa, AL 35404 205) 553-1734 Ext 1024 Steven@WarriorRoofing.net Category Roofing Subcategory Underlayments Compliance Method Test Report Testing Lab PRI Construction Materials Technologies, LLC Quality Assurance Entity Keystone Certifications, Inc. Quality Assurance Contract Expiration Date 10/05/2019 Validated By Jesus Gonzalez, P.E. 0 Validation Checklist - Hardcopy Received Certificate of Independence FL2346 R5 COl PRI CMT Cert of Indeoendence.Ddf Referenced Standard and Year (of Standard) Standard Year ASTM D226 2006 ASTM D4869 2005 Equivalence of Product Standards Certified By 24!1I 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/prlpr_app_dtl.aspx?param=wGEVXQwtDgtOc8bnSknRps9... 9/7/2017 Florida Building Code Online Page 2 of 2 Documentation from approved Evaluation or Validation Entity Oyes ONo 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 2 FL # Model, Number or Name Description 2346.1 15 and #30 roofing felt ASTM D 226 Tested Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL2346 R5 I1 Installation) nstructions.Ddf 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.Ddf Other: Primary roof covering should be installed FL2346 R5 TR 30A Test Reoort.Ddf immediately after felt. Roofing felt is not intended to be an unprotected weathering surface. 2346.2 15w and 30w roofing felt ASTM D 4869 Tested Limits of Use Installation Instructions Approved for use in HVHZ: No FL2346 R5 14 Installationlnstructions.Ddf Approved for use outside HVHZ: Yes Verified By: PRI Construction Materials Technologies, LLC Impact Resistant: N/A Test Reports Design Pressure: N/A FL2346 R5 TR 15w Test Reoort.odf Other: Primary roof covering should be installed FL2346 R5 TR 30w Test Renort.Ddf immediately after felt. Roofing felt is not intended to be an unprotected weathering surface. Back Nart Contact Us :. 2601 Blair Stone Road, Tallahassee FL 32399 Phone: SSO-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007.2013 State Of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Flonda law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send 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 a ails 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 h=. Product Approval Accepts: a. Credii Card Safe bttp://vwvw. floridabuilding.org/pr/pr_app_dtl. aspx?param=wGEVXQwtDgtOc8bnSknRps9... 9/7/2017 M WARRIOR, ROOFING MANUFACTURING P.O. BOX 40185 • TUSCALOOSA, AL 35404 • PHONE (205) 553.1734 • FAX (205) 5531755 I 193 LEROY ANDERSON ROAD • MONROE. GA 30M • PHONE (770) 207.0695 • FAX (770) 207-0T75 t 323 DEVELOPMENT AVENUE • CHAMBERSBURG, PA 17201 • PHONE (717) 709-0323 • 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 toynsi u e prop waterr,_^ shedding. In the event some wrinkles are created while fastening down a course of felt, slice the wrinkles and fasten them flat to the deck. Then seal the cuts with waterproofing cement. Installation of the primary roof covering (ex. Shingles) is recommended immediately after felt installation. NOTE: LOCAL BUILDING CODES MAY REQUIRE A DIFFERENT FASTENING PATTERN AND/OR SPECIFIC FASTENER TYPES THAN RECOMMENDED BY THESE INSTRUCTIONS. PLEASE CONTACT YOUR LOCAL BUILDING CODE ADMINISTRATOR FOR THE EXISTENCE OF REGIONALLY SPECIFIC FASTENING REQUIREMENTS. 48 Parcel ID: CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Ion No: 17 - 22 ZY slue: $ $ 7 D . 06 Historic District: Yes No y ResidentialWCommercial Type of Work: NeVy Addition Alteration Repair Demo Change of Use Move Description of Work: Plumbing new residential construction Plan Review Contact Person: 407-323-7515Phone. Fax: 407-323-891# Email: Title: C`,P_ Kl C! info@api-orlando.com PropertyOwnerInformation Name rK, Phone: Street: Resident of property? City, State Zip: Advantage Plumbing, Inc. Name rut3oxIiI/ Street: Sanford, FL 32772 City, State Zip: Name: Street: City, St, Zip: Bonding Company: Address: Contractor Information Phone: 407- 323-7515 407- 323-9954 Fax: State License No.: Architect/ Engineer Information 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: 56 Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application s NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work win be done in compliance with all applicable laws regulating constructio nd zoning. Signature of Owner/Agent Date Signature of Contractor/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is _X_ Personally Known to Me or Produced ID Type of ID A Thomas Smith Print Contractor/Agent's Name III,lo Sige re o Notary- fate of ptp 7der Dolt v tiJntr L V anume-Smq. NOTARY PUBLIC STATE OF FLORIDA ComtW GG136869 Expires f2112021Contractor/Agent is Personally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas[] Roof Construction Type: Occupancy Use: Total Sq Ft of Bldg: Min. Occupancy Load: Flood Zone: of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: UTILITIES: COMMENTS: Fire Alarm Permit: Yes No WASTE WATER: ENGINEERING: FIRE: BUILDING: Revised: June 30, 2015 Permit Application Advantage Plumbing, Inc. Page No.1 Proposal of 1 Page(s) Submitted To: Phone: Date: 6-14-17 Name: Park Square Homes Job Name: Wellington; REVISED 5200 Vineland Road, #200 Orlando, FL 32811 We hereby submit specifications and estimates for.• 3 Water Closets, Sterling, elongated. 5 Lavatories, owner provided. 1 Kitchen Sink, owner provided. 2 Tubs, Sterling PerForma. 1 Hot Water Heater, electric, 50 gallon, with stand. 1 Shower with vinyl pan; sloping by others. 1 Laundry box. 1 Ice maker box. 2 Hose Bibbs. 1 Disposal, Badger V. Hookup owner provided dishwasher. Sewer and water service. Uponor water piping. Moen Chateau valves per spec. Option: Royal Bath Sterling 60" comer soaking tub in master bath with Moen Roman tub valve per spec and thermostatic mixing valve: + $1120 Option: 5 Bedroom option, 1 water closet, 1 tub, 1 lavatory per spec: + $835 Bid excludes faucets and sinks. We hereby propose to furnish labor and materials - complete in accordance with the above specifications, for the sum of: Four thousand seven hundred eighty dollars $4,780.00 with payment to be made as follows: 30% upon completion of rough in: 30% uDon completion of tub set: 40% uDon completion of trim All material is guaranteed to be as specified. All work to be completed in a workmanlike manner according to standard practices. This proposal subject to acceptance within 30 days and is void thereafter at the option of the undersigned. Authorized Signature ACCEPTANCE OF PROPOSAL The above prices, specifications and conditions are hereby accepted. You are authorized to do the work as specified. Payment will be made as outlined above. ACCEPTED: Signature Date PO BOX 1117 - SANFORD, FL 32772 - P (407) 323-7515 - F (407) 323-8954 ADVANTAGEPLUMBING@CFL.RR.COM 17.-aQ a DESCRIPTION AS. FURNISHED: Lot 106, WYNDHAM PRESERVE, as recorded in Plot Book 81, Pages 93 through 102 of the Public Records of Seminole County, Florida. BOUNDARY FOR/CERTIF7ED TO: Pork Square Enterprises, LLC (o Delaware Corporation); Winderweedle, Haines, Ward & Woodman, PA; Attorneys' Title Insurance Fund; Bonk of Americo TRACT A STORMWATER TRACT) L S 00.16 57" E LOT 109 17.50' 29.60' 29.80' LOT 1 moo• 1000' 26.7' 1 FORMBOMRO FOUNDATION TOFR, TOP OF FORM FORM AVERAGE-27.92' 1 20.0' 10.00' I 25.20' 25.20' r I 10' UTIL. T T ESMr. I S 00416 57" E 67.50' h• 0 LOT 107 Z, 11V -- - - - -- 210.0-- Ar---- P.C. eM1y SETBACKS AS FURNISHED G 10 FRONT - 25'(•) REM " 20' ODE " 5' (0' LOT) zr (60' LOT) NIGHT HERON DRITI 10' (75' LOr) SIDE STREET " 25• (60• & 75' LOT) PRIVATE ROAD)(50' WIDE) ' TS' (40' LOT) 25' FROM SETBACK CAN BE REDUCED TO 20. ON CERTAIN LOTS. NO MORE THAN 2) IN SUCCESSION AT 20-AND A MINIMUM PLOT PLAN AREA CALCULATIONS OF (2) IN SUCCESSION AT 25• TOTAL LOT AREA 7,763 t SQUARE FEET PROPOSED s nNSNED SPOT GRADE ELEVATIONS FLATWORK ON/OFF LOT s TOTAL t SQUARE FEET FIA1wORK PER DRAINAGE PLANS ORAE PROPOSED DRAINAGE FLOW . 40J/ 110" 51J t SOVARE FEEf WALKS J4/ JIB" 378 t SOUARf FEET FWNDATK)N/P,10 2.001 t SOUME FEET REM PAi10 176 t SQUARE -FEET LOT GRADING TYPE B . SOD 5,033/ 295 " 5,320 t SQUARE FEET FRONT PORCH DECK 96 t SOUME rECT POOL DECK N/A t SQUARE FEET PROPOSED F.F. PER PUNS " 27.9' N01r: FRONT SIEM•NR AND STMV LOCATION TAKEN FROM PLANS PRONOEO 6r CLIENT • NOT F1QD 1fAInED CR.USEXWYER-SCOTT & ASSOC., INC. - LAND SURVEYORS 3400 E. COLON6V. DR. ORLANDO, FL. JT807 (407)-277-3232 FAX (407)-658-1436 FIELDi°i : "M Lna N076 V • Wp1 ME rAL .'0, W ORVMIK Nt • LION REDETE Fit • FOD1I O7 S CIRVAl11[ I. RQ lwOOr90lm DOTS lR7QRI OORIr RMi R4J SNIKr Mf217 iH[ Sr vwjw OF /KA6m wr FORM Or RK noww am" Or cx . Inca, lo3 4 Lit . 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F S tHCA Lcvt . cw Di c>* rot[ 0- r. C141XIdi[ or Av"MANUlKN NA 4Srr. nrtC•vmo rac n • OR,oc,aora StxE I' 7O• --. pawl/ ar. ••• RL • rODR c+avnsc uW. . 7Wn wo. rrX4w.+ se • amisrla eatTRiEp 9r. art prow Hem .... . RAT7R vtoT PIAN 0e-3?-2017 a7411-17 e : mT:i"'" rMYBOARD FOUNDATFOM/ELEIM I1-1s-17 5076-17 ca, : o°COmr r4AADa NORiN no I1ww 7 %"wPON/• DOES NOT uE 111TIAN THE C"UNHED 700 MR FLOW PLANE AS IOt 'FIRM' X. R.LS. 1 4714 Scan, FELS 4801 MAT 7f N4P 1 12111cooro r (09-20-07) 1 i7-1!17Zq UNIVERSAL ENGINEERING SCIENCES Consultants In: Geotechnical Engineering • Environmental Sciences Geophysical Services • Materials Testing • Threshold Inspection Building Code Administration, Compliance Inspection & Plan Review 3532 Maggie Blvd, Orlando, FL 32811 - P: 407.423.0504 - F: 407.423.3106 UES Project No: 0110.1700817.0000 Workorder No: 9343864-3 Report Date: 12/04/2017 Client: Park Square Homes LIES Technician Eddie Melendez 5200 Vineland Road, Suite 200 Date Tested 12/04/2017 Orlando, FL 32811 Project: Wyndham Preserve, House Lot Testing East Lake Mary Boulevard & Brisson Avenue South, Sanford, Seminole County, FL 32773 Tyne of Test: Area Tested: Lot 108, 3774 Niqht Heron Drive Field: ASTM D-2937 Drive Cylinder Method Material: Native Laboratory: ASTM D1557 Modified Proctor Reference Datum: 0 = Bottom of Footing Hand Auger Borings: Location of Auger Borings: South Corner of Structure Was Building Pad Staked: Y Depth of Waterable Below Grade: 6.50 Borings Terminated 2 Feet into Native Ground? N Number of Locations: 1. Depth of Each Boring: 6.50 Unsuitable Soils: Were unsuitable soils encountered: N Samples Obtained: N 0-3' Brown Sand, 3'4' Gray Sand, 4'4.5' Tan Sand, 4.5-6 5' Light Tan Sand Laboratory Test Results: Organic Content; N/A Moisture Content: N/A Should Material be Removed: N/A In -Place Density Test Report The tests below meet the 95% minimum compaction requirement. Test No. Location of Test Range Maximum Density pcf) Optimum Moisture Field Dry Density pcf) Field Moisture Soil Compaction M Pass or Fail 11 North East Footing 0-1 ft_ 106.8 10.6 101.9 7.1 95 Pass 12 South East Footing 1-2 ft 106.8 10.6 105.1 8.7 98 Pass 13 South West Footing 1-2 ft 106.8 10.6 104.8 9.7 98 Pass 14 North Corner of Pad (TOF) 1-2 ft 106.8 10.6 105.2 9.0 99 Pass 15 1 South Corner of Pad (TOF) 2-3 ft 1 106.8 1 10.6 1 106.2 1 9.4 99 Pass To establish a mutual protection to Universal's clients, the Public and ourselves, all reports are submitted as confidential property of our clients and authorization for publication of statements, conclusions or extracts from or regarding Universal's reports is reserved pending our written approval. Page 1 CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: $ 7407 Job Address: 3774 Night Heron Dr Historic District: Yes No Parcel ID: P#17-2924 Residential ® Commercial Type of Work: New ® Addition Alteration Repair Demo Change of Use Move Description of Work: Install new 4.0 ton HVAC with duct work (4 bath fans and dryer vent) Plan Review Contact Person: Adlyn Rodriguez Title: Permitting Clerk Phone: 407-975-2762 Fax: Email: adlyn.rodriguez@onestopcooling.com Property Owner Information Name Park Square Homes Phone: 407-529-3000 Street: 5200 Vineland Rd #200 Resident of property? : City, State Zip: Orlando, FL 32811 Contractor Information Name One Stop Cooling & Heating Phone: 407-975-2762 Street: 7225 Sandscove Ct Fax: City, State Zip: Winter Park, FL 32792 State License No.: CAC 032444 Architect/Engineer Information Name: Street: City, St, Zip: Bonding Company: Address: Phone: Fax: E-mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be Inscribed with the date of application and the code In effect as of that date: 514 Edition (2014) Florida Building Code Revised: June 30. 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ]CC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued\ OWNER'S AFFIDAVIT: I certify that all of the be done in compliance with all applicable laws re Signature or Owner/Agcm Print Owner/Agent's Name Date Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID information is accurate and that all work will instructit,n and zoning. Kevin Stine Print Contractor/Agent's Name Signature Contractor/A Produced ID 12/20/2017 Date BELLY WEBSTER Notary Public • State of Florida Commission # FF 978034 My Comm. Expires Apr 4, 2020 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 Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES: FIRE: Plumbing - # of Fixtures Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Revised: June 30, 2015 Permit Application Devision Response to Comments Permit # 17-2924 City of Sanford Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov Submittal Date 1 /22/18 Project address: 3774 Night Heron Drive (Wyndham Preserve lot 108) Contact: Michelle Parkison Ph: 407-529-3135 Fax: Email: mparkisonQp,, arksquarehomes.com Trades encompassed in revision: ` eral description of revision: JAN 2 2 2018 Building O sY. Plumbing OG Revised drainage riser diagram Electrical Mechanical Life Safety Waste Water ROUTING INFORMATION Department Approvals Utilities Waste Water Planning Engineering Fire Prevention 11 Building zi Z- I- IR P,+A4-J9,*L,r- rh:cntaV Plumbing. IliC.- License # G os?7 Naine r. l ;0l17V LO%uD Signature now-- -. f RECORD COPY 114- vi (I 3f 4 3 q 3 REVISION cam/ VVV 3" zy S/ d . DESCRIPTION AS FURNISHED: Lot 108, WVYNDHAM PRESERVE, as recorded in Plat Book 81, Pages 93 through 102 of the Public Records of Seminole County, Florida. BOUNDARY FOR/CERTIFIED TO: Bekheet Sawiris Bekheet & Nagat K. Bekheet; Park Square Enterprises, LLC (a Delaware Corporation); PSH Title, LLC; Fidelity National Title of Florida, Inc.; FBC Mortgage LLC ISAOA/ATIMA TRACT A STORMWATER TRACT) REC. 1/2• I.R. ti6 N S 00°16'57" E NO I.D. 67.50' II 680' 29.80' I 29.80' I I LOT 108 1 I AC PAD 10.00' 17.50' 13.3' i. COV'O. 1 Id CONC. 'o 26.717.50' W I I I 0 I0 TWO LOT 109 '~ tib 9 I ab' I RESIDENCEY c F.F.= 27.91' i I 5.J' I 14.7' +r 17.50' c I COV'O. a BRICK 9.4' I BRICK WALK I 1 2520 I 10' UTIL TYt61 ESMT. REC. 1/2- I.R. NO I.O. SETBACKS AS FURNISHED FRONT - (•) REAR = 205 SIDE 5' (40' LOT) G"P7. 5' (60' LOT) LOT, NIGH SIOESTREET25' (60' 75' LOT) 15' ( 40' LOT) 25' FRONT SETBACK CAN BE REDUCED TO 20' ON CERTAIN LOTS. NO MORE THAN 2) IN SUCCESSION AT 20' AND A MINIMUM OF ( 2) IN SUCCESSION AT 25' PROPOSED = FINSHED SPOT GRADE ELEVATIONS PER DRAINAGE PLANS G v- = PROPOSED DRAINAGE FLOW \y y 0 LOT GRADING TYPE B } GQG PROPOSED F.F. PER PLANS - 27.9' QQ 5' CONC. WALK REC. 1/2" I.R. NO I.D. - fm O 00 ti a LOT 107 z 3 - 7-74 N t G tt T 20. 0' 10.00' 16, BRICK DR. 25.20' ti OFF ' yh 210.0' P.C. S 00016'57" E 67. 50' T HERON PRIVATE ROAO)(50' WIDE) REC. 1/2" I.R. NO I.D. A y-!; G DRIVE PLOT PLAN AREA CALCULATIONS TOTAL LOT AREA 7.763 t SQUARE FEET FLATWORK ON/OFF LOT - TOTAL t SQUARE FEET FLATWORK DRIVE 403/ 110- 5I3 t SQUARE FEET FOUNDATION/PAD 2,001t SQUARE FEET WALKS 34/ 3J8= J78 t SQUARE FEET REAR PATIO 178 t SQUARE FEET QUARE FEET SOD 5,033/ 295 - 5,J28 t SQUARE FEET POOL ECKONTCH DECK NIA t SQUARE FEET NOTE. FRONT SIDEWALK AND STREET LOCATION TAKEN FROM PLANS PROVIDED BY CLIENT • NOT nCLO VERIFIED ' CRUSENMEYER- SCOTT LAG, ASSOC, INC, - LAND SURVEYORS LCGCND - LEGEND - 5400 E. COLONIAL OR. ORLAN00, FL. 32807 (407)-277-3232 FAX (407)-658-1436 P PLAT PnL POINT ON LING r IP. HELD HIGHPIPC TIP. PittTYPICAL POINTOrREVERSC CURVATURE POINT1. THE UNDERSIGNED DOES HEREBY CERTIFY nut MIS SURVEY' MEETS THE STANDW+OS OF PRACTICE SET FWN Br THE FLORIDA BOARD OF 10. IRON ROD PLC, POOr COPOUMD CURVATURE SURVEYORS AND MAPPERS IN CINPTER SJ-17 FLORIDA ADMINISTRATIVE CODE PURSUANT TO SECDON 472.027. FLORIDA SUTUCS C CA CONCRETEMalI1NEN7 BAD. NR. NON -RADIAL 2. UNLESS EMBOSSED WITH SURVVMRY SIGNATURE AND ORIGINAL RAISED SEW. THIS SURVEY MAP OR COPIES ARE NOT VALID S[TI.R. R[C. Me- IR / ILI 4596 RECOVERED WA WITNESS POINT 3. INK SURVEY WAS PREPARED FROM TITLE INFURMATION FURNISHED, To THE SURVEYOR. MERE MAY BE OTHER RESTItM00NS PA.B. POINT Or BEGINNING CALL CAUULATCD OR EASEMENTS THAT AFFECT INS PROPERLY. PA.C. POINT Of COMMENCEMENT PAX PERNAHENT REFERENCE INNXENT 4. NO UNOEROROUND IMPROVEMENTS HAVE BEEN LOCAIED UNLESS OTHERWISE SHOWN. t CENT[ RLIHC rf. FINISHED rLOAR ELEVATION S. INS SURVEY IS PREPARED FOR ME SOLE SENERT Of THOSE CO MEO TO AND SHOULD NOT BE REM UPON AY ANY OTHER ENITTY NLD NAIL L DISK MIL. BA BUILDINGSETBACK LINE BENCNKARK DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED 10 RECONSTRUCT BOUNDARY LINES. R/V CSMt. RIGHT -Or -WAY EASEMENT LL BASE RARING 7. BEARINGS, ARE BASED ASSUMED DATUM AND ON NE LINE SHOWN AS BASE BEARING (B.S.) DRAIN. DRAINAGE L ELEVATIONS, P SHOWN. ARE BASED ON NATIONAL GEODETIC VERTICAL DATUM OF 1029. UNLESS OTHERWISE NOTED. UTIL. UTIL. C14AINCHAIN LINK rCNCE 9. CERIWJCAIE OF AUTHORIZATION ML 439& VDft. C/ BVOODrCNCE CONCRETE OLLICK SCALE I--- 1 • - 20------- 4 1 DRAWN BY: ••• P.C. P.I. POINT Or CURVATURE POINT Or rANGDCY CERTIFlEO BY. • DATE T----- -- ORDERNo. DESE. DDEDS RIPTION AIUSPLOTPLAN 08-JI2017 3731-17 L Wit LENGTH FORMBOARD FOUNDATION/ELEVS. 1 1-15-17 5076-17 D C DELRACORD FlNAL/ELEVS. 04-17-18 24 t t -1H C.B. CIURD BEARING NORTH THIS BUILDING\ PROPERTY DOES NOT UE WITHIN -- — - - - ' -~ S-- - lH£ ESUBUSNEO IINI YEAR FLOOD PLANE AS PER •FIRM' TO x. CRUSENM R.L.S. / 4714 ZONE X. MAP / 12117CO090 F (09-28-07) W. SCOTT, R. L.S / IB01